HomeMy WebLinkAbout3602; PALOMAR AIRPORT ROAD; GEOTECHNICAL REPORT; 1990-09-277 \,/.
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k"KL*EINFELDER
September 27, 1990 V V V
Project No. 1551-01
V P&D Technologies
401 West A Street, Suite 2500
L San Diego, California 92101
Attention: Mr. Roger Hocking
V Director of Public Works
SUBJECT: GEOTECHNICAL REPORT FOR
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. - PALOMAR AIRPORT ROAD IMPROVEMENTS
- - EAST OF EL CAMINO REAL
V CARLSBAD AND SAN MARCOS, CALIFORNIA V
V Dear Mr. Hocking: V
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V 'We are pleased to submit our investigation for the proposed Palomar Airport Road -
V V improvements from 1,000 feet east of El Camino Real in Carlsbad to Avenida Rosas in San
- Marcos, California. This report was issued in draft form on July 13, 1990 for comments.
These comments were reviewed, and the report was modified accordingly. This report
provides a description of the investigation performed and our recommendations for V
geotechnical design and construction of, the project. V
V - In summary, the soils at the proposed subgrade level consist primarily of sandy clay, clayey
sand, sandy claystone, and clayey sandstone. These basement soils are moderately plastic.
with moderate to very high expansion potential. Although these soils have relatively poor
subgrade support ability, they are V suitable for embankment construction and roadway
subgrade with proper moisture :conditioning, compaction, and adequate pavement thickness. V
Five alternate
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pavement sections are presented for 'our review. -
V V KLEINFELDER 9555 Chesapeake Drive, Suite 101, San Diego, CA 92123 (619) 541-1145 V -.
Project No. 51-1551-01
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Should there be any questions with regard to the information submitted in this report, or
if we can be of further service, please do not hesitate to contact our office.
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Sincerely,
KLEINFELDER, INC
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RCE 39226, oI:::I :E:i:
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KLEINFELDER 9555 Chesapeake Drive, Suite 101, San Diego, CA 92123 (619) 541-1145
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I EXECUTIVE SUMMARY
1 The majority of the soils found at the proposed subgrade level consist of sandy clay,
clayey sand, sandy claystone, and clayey sandstone The soils which are primarily fine
grained exhibit medium plasticity and medium to very high expansion potential
Shrinkage values on the order of 10 to 15 percent should be anticipated for
slopewash and fill soil, formational soil will tend to bulk 2 to 5 percent Subgrade
support characteristics are generally poor, all R-values on untreated subgrade
samples were 5 or less. Section 5.4 of this report contains preliminary pavement'
design options
2 The existing soils can be used in the construction of embkments provided the soils
are properly moisture conditioned and compacted The proposed slope ratio of 2:1
for fills and cuts should be adequate for the indicated maximum slope heights of 24
I and 32 feet, respectively Where fills are placed on slopes steeper than 5 horizontal
to 1 vertical, keyway trenches and horizontal benches are recommended as shown in
the guideline earthwork specifications
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3 From about 1 mile west of Business Park Drive to the east end of the project, the
soils have a severe potential for erodibthty
4. No significant geologic hazards were encountered or observed along the section of
i i roadway to be improved
5 The existing pavement can be recycled and reused as either new fill or aggregate
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, base. It would also be posible to blend up to 15 percent of the existing asphalt
fl pavement with virgin hot mix materials to construct the new asphalt surface
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6. It is anticipated that excavations can be made with conventional earthwork and
trenching equipment within the depth limits of the test borings
L1KLEINFEI0ER
Project No 51-1551-01
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10 INTRODUCTION
This report presents the results of the geotechnical engineering investigation Kieinfelder
performed for the design of Palomar Airport Road improvements east of El Camino Real
11 PROJECT DESCRIPTION
Palomar Airport Road will be developed into four- travel lanes with a painted 18-foot
median within a full-width graded area and right-of-way based on the ultimate street width.
The ultimate proposed project includes the construction of Palomar Airport Road to prime
arterial standards within the City of Carlsbad from 1,000 feet east of El Camino Real to
approximately Business Park Drive, a length of approximately 11,000 feet. The project also
includes the construction of San Marcos Boulevard (also known as Encinitas Road) in the
City of San Marcos from Business Park Drive to Avenida Rosas, a length of approximately
P 3,600 feet, also to be developed to prime arterial standards. The location of the section of
roadway to be improved is shown on Plate Al
A prime arterial consists of 6 traveled lanes; a bike lane, an 18-foot-wide raised landscaped
median, sidewalks, curb and gutter, and streetlights with a curb-to-curb width of 106 feet
r within a right-of-way width of 126 feet
Preliminary design plans indicate that maximum fills and cuts on the order of 24 and 32 feet,
respectively, are anticipated
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12 PURPOSE AND SCOPE
fl • The purpose of this investigation was-to explore and evaluate the surface and subsurface
conditions along the section of roadway to be improved and provide geotechnical design
parameters and recommendations in accordance with our proposal dated April 13, 1990
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Project No. 51-1551-01 * Page
The scope of the investigation included field exploration's onsisting of 18 borings and 4
pavement cores, laboratory testing of selected soil and pavement samples, and engineering
studies to evaluate site conditions and develop soil and pavement design recommendations
for roadway improvements. In addition,'we have made an evaluation of the feasibility of
recycling the existing pavement materials. .
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1.3 'AUTHORIZATION .
This investigation was authorized by Mr. Marinus Baak of P&D Technologies with a signed
contract dated April 16, 1990. .
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2.0 FIELD EXPLORATION AND LABORATORY TESTING
We explored subsurface conditions by drilling, or hand augering, eighteen test borings at the
approximate locations shown on Plates A2, A3, and A4. In addition, the existing pavement
was cored at four of the boring locations to evaluate thickness and obtain component
samples for testing. Logs of borings and a description of exploration and sampling methods
are presented in Appendix B. •
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Descriptions of laboratory tests arid their results are presented in Appendix C.
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3.0 SITE AND SUBSURFACE CONDITIONS
3.1 SITE CONDITIONS
The site includes the portion of Palomar Airport Road froth 1000 feet east of El Camino
Real in Carlsbad to Avenida Rosas in San Marcos, a length of approximately 14,600 feet.
Portions of the existing road alignment have recently been improved, including the north
side of Palomar Airport' Road between El Camino Real and Loker Avenue East, and both
sides of Palomar Airport Road for about 500 feet at the east end of the project.
The roadway alignment from El Camino Real to about Business Park Drive generally
follows the natural, gently sloping topography, with minor cuts and fills on the order of
about 3 to 5 feet. Elevations along the roadway generally range between 300 to 500 feet
(MSL datum). The portion of the roadway from Business Park Drive, east to Avenida
Rosas, is constructed along the north side of a relatively steep northeast trending natural
canyon. A. 12 to 15 foot high relatively steep cut slope is located to the north of the
roadway immediately east of Business Park Drive. , To the east of the cut slope, the roadway
descends as it crosses tributary drainages along the north side of the northeast trending
canyon. . .
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From El Camino. Real to Business Park Drive, the properties adjacent, to the roadway are
generally utilized for farming, with the exception of a business park to the north of Palomar
Airport Road between Loker Avenue East. and Loker Avenue West. East of Business Park
Drive, the areas adjacent to the roadway are generally undeveloped except for occasional''
single family dwellings. Large residential developments exist and are being constructed at
the extreme east end of the project..
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3.2 GEOLOGIC SETTING
The site is locate&in the Peninsular Ranges Geomorphic Province of southern California.
The Peninsular Ranges Province is characterized by its northwest structural trend which
roughly parallels the dominant fault systems in the region
The southern portion of the Peninsular Ranges Geomorphic Province is known as the San
Diego Embayment. The San Diego Embayment consists of thick sequences of marine and
nonmarine sediments. These sedimentary rocks form an eastward thinning, wedge of
continental margin deposits extending from Oceanside, California southward to the Mexican
border. The basement rocks upon which the sediments were deposited consist of mildly
metamorphosed volcanic rocks and igneous rocks of the southern California batholith.
Published geologic maps and literature indicate that the general site area is underlain by the
Eocene Del Mar Formation. The Del Mar Formation is generally composed of interbedded
marine claystone, clayey siltstone,., clayey sandstone, and sandstone. Due to the
predominantly clayey nature of the Del Mar Formation, it is considered to be locally
expansive and susceptible to landslides and slope failure.
3.2 .1 Faulting and Seismicity
The site is located in the seismically active southern California region. The San Andreas
fault system of California comprises a number of northwest trending, predominantly right-
lateral strike-slip faults at the boundary between the Pacific and North American tectonic
plates As the Pacific plate moves northwestward relative to the adjacent North American
plate, stress accumulates and is relieved by strain along the many known faults of the San
Andreas system. In the general site area, these include the San Jacinto, Elsinore, and
Newport-Inglewood fault zones, the San Clemente fault, the Rose Canyon fault and the off-
shore zone of deformation" (termed the Coronado Banks fault by some authors).
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Numerous fault features have been mapped in roadcuts, excavations for utility, lines, and in
cuts for residential and commercial tract development in the north San Diego County
region. For the most part, through-going fault zones have not been established, perhaps
due, in part, to lack of detailed study. . The implication is that with continuing development,
many more of these faults will likely be uncovered, disclosing a more complex pattern of
faulting, and perhaps delineating true fault zones (Weber, 1983).
A fault feature is mapped (Weber, 1983). in the steep cut slope to the north of Palomar
Airport Road between Business Park Drive and Avenida Rosas. Additionally, a fault trace
was observed in a large diameter boring performed for the development of the business park
north of Palomar Airport Road between Loker. Avenue East and Loker Avenue West.
Displacement of Holocene sediment, indicating recent activity has not been established at
either location; therefore, recent activity is not indicated. Although the possibility of future
seismicity related to these features cannot be precluded on the basis of the what is known
at this time, it is ouropinion that the risk of surface rupture impacting the proposed project
is low.
The site is located in the seismically active southern California region, and is likely to be
subjected to moderate to strong seismic shaking during the design life of the project.
Seismic shaking at the site could be generated by events on any number of known active and
potentially active faults in the region. We have performed a computer aided evaluation of
the anticipated ground accelerations at the site from seismicity on faults within a 100
kilometer radius of the site. Based on the results of the computer search, peak horizontal
ground accelerations of approximately 0.15g (g is the acceleration'due to gravity) could be
produced at the site by maximum probable events on the Rose Canyon fault (8 miles west
of the site), the "Offshore Zone of Deformation" (12 miles west of the site), and the
Elsinore fault (22 miles northeast of the site). .
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3.2.2 Landslides
The Del Mar Formation is a predominantly clayey unit which is considered to be locally
susceptible to landslides and slope failures. We have reviewed geologic maps, technical
literature, and aerial photographs of the general site area. The majority of the terrain in
the immediate vicinity of the roadway is relatively gently sloping One recent slope failure
is mapped adjacent to the south side of the deep northeast trending canyon at the extreme
east end of the road alignment. This failure is no longer evident in the field due to recent
residential development in the area We did not observe any indications of landshding in
the immediate vicinity of the road alignment; however, cut slopes should be observed in the
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field during construction to verify that no adverse geologic features are present which
indicate previous landslide movement or possible slope instability.
33 EXISTING PAVEMENT SECTIONS
In general, the new pavement is in reasonably good condition The portion of the pavement
which has not been improved is generally in poor condition and lacks the required pavement
section to accommodate the design traffic index of 9 The following table indicates the
pavement sections encountered at the locations cored
Boring Number Asphalt Thickness Aggregate Base Thickness
B4 55" 125"
B5 3.5".: 14"
B10 7" none
B13 7" none
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3.4 SUBSURFACE CONDITIONS
Our subsurface investigation generally indicates that the road alignment is underlain by
interbedded claystones, siltstones, and sandstones of the Eocene Del Mar Formation. The
formational materials sometimes contain caliche and gypsum and. are locally stained and
cemented with iron oxide.
r The formational materials are locally overlain by surficial deposits of fill and'slopewash
consisting mainly of sandy clay and. clay. The surficial materials are generally 2 to 5 feet
deep, and are present in the agricultural fields adjacent to the roadway in the area between
El Camino Real and Business Park Drive The existing roadway is also locally underlain
r by fill where small drainages cross the alignment and where the alignment runs along
sloping surfaces.
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4.0 ANALYSIS AND DISCUSSION
4.1 GENERAL SITE ASSESSMENT
From a geotechnical engineering standpoint, the proposed roadway improvements are
generally suitable. However, the appreciable quantities ,f clay present in the subsurface
materials over a large portion of the area do impact the alignment to a degree These clay
materials have relatively poor subgrade support characteristics and tend to be moderately
to very highly expansive These conditions can be mitigated through thickened pavement
sections, proper moisture conditioning and compaction, and lime treatment
The erodibility for the soils along the alignment vary from slight for the, predominant clay
soils to severe for the friable sandstone with little clay binder. From about one mile west
of Business Park Drive to the east 'end of the project, the soils have a severe potential for
erodibthty. This is especially true for that portion of the roadway with the existing steep
cuts in sandstone Sedimentation and erosion can be mitigated through implementation of
proper sedimentation and control measures in the design and during construction
42 GEOLOGIC HAZARDS
Our field studies and review of the geologic literature and air photos did not' disclose the
presence of known active faults or landslides crossing the roadway alignment In our
opinion, the potential impact from geologic hazards is relatively low.
43 SLOPE STABILITY
Stability of selected proposed cut and fill slopes were analyzed to evaluate their gross
stability by using a computerized slope-stability program' (PCSTABL4). The unit-weight and
shear strength parameters used in our analyses are based on, our laboratory shear test
results, our experience with similar types of soils in San Diego County, and our professional
judgement These parameters are cited below
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Moist Unit Weight Cohesion Friction Angle
Soil Tye (pci) (pcf) (Degree)
Compacted Fill 118 270 20
Undisturbed Soul 123 600 30
Formation
We performed stability analyses for the proposed slopes using the Janbu method. For the
seismic condition, we assumed a horizontal earthquake loading coefficient of 0.15. The
results of these analyses indicate that slopes constructed in accordance with the
recommendations have calculated factors of safety .in excess of 1.5 against deep seated
failure under static and seismic conditions The slopes which were analyzed are listed
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.Station Slope Type . . Slope. Height (Ft.) Slope Ratio
197+00, North Side Fill 14.5 2:1
220+50, South Side Fill 24 0 2:1
228+50, North Side Cut 32.0 2:1
Surfucial instability of on-site soils exposed in the proposed cut and fill slopes are considered
low assuming that slopes are provided with appropriate surface drainage systems and are
landscaped immediately after grading Berms or brow-ditches should be provided at the
tops of all slopes
At the present time, we do not anticipate any significant amount of seepage at the cut slope
faces
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4.4 SHRINKAGE AND SUBSIDENCE'
The following earthwork shrinkage and subsidence values may be used for preliminary
earthwork balance, calculations. Shrinkage or bulking occurs when a material is excavated
and replaced at a new density substantially different than its original density. Subsidence
results when the material shrinks following in-place ground processing,' such as scarifying and
precompaction. The values are çbased upon a limited number of density, tests and
exploratory borings. A better approximation can be developed during the early stages of r site work so that adjustments of crests and toes of slopes can be field adjusted to balance
the earthwork quantities. It should be emphasized that variations in natural soil density, as'
well as in compacted fill densities, render these types of values very approximate.
Soil Unit Shrink/Bulk Factor Subsidence
Alluvium/Colluvium, 10 to 15% Shrink , 0.15'.
topsoil, existing fill soils • • ;•• . •
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Formational Soils
•,. "2 to 5% Bulk " 0.00'
(siltstones, claystones,
sandstones)
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Please note that these values do not-include any factor to account for losses due to stripping
or construction wastage. ' ' • •
The approximate depths of alluvium., colluvium, topsoil, or existing fill soils observed in the
borings-are listed below: • ' •' '
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Boring Approximate Depth of Alluvium/Colluvium,
Topsoil, Existing Fill Soils (Ft.)
Bi 05
B2 1
B3 0
B4 2
B5 15
B6 35
B7 0
B8 3
B9 7
B1O 25+ *
Bil 4
B12 05
B13 5
B14 3
B15 25
B16 30
B17 30
B18 55+
* Boring terminated at 25 due to utility trench
4.5 ANTICIPATED POST-CONSTRUCTION FILL SETTLEMENT
The post-construction settlement of fills following complete removal and recompaction of
the soils above the dense formational materials to 90% of the ASTM D1557 maximum dry
density is estimated as being approximately 0.2% of the fill thickness The settlement during
construction is anticipated to occur as the material is being placed For properly constructed
fills with thicknesses of 20 feet, the post-construction settlement is anticipated to be on the
order of 0.5 inches. Case-history studies in the technical literature indicate that post-
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construction settlement on similar soils compacted to similar densities may occur as long
term creep over periods as long as i. to years.
4.6 RECYCLED PAVEMENT MATERIALS.
The existing single and-two-lane, pavements, which have not been upgraded, do not have
sufficient structural thickness and width to Carly the proposed traffic for a traffic index of
9. To accommodate the proposed improvements, the old pavement will need to .be
removed: It is 'technically feasible to recycle the- xiting aggregate base and asphalt
concrete for use as unstabilized base for the new pavement through in-place grinding and
pulverization. As arninimum, the existing pavement, can be pulverized and used as fill
' rather than being transported to alandfill. There are at least three local contractors who
have the equipment to process. the material.. The processed material should be required to
meet the minimum requirements of Section 200-2.5, Processed Miscellaneous Base, of the
most recent edition of the Standard Specifications for Public Works Construction.
. - It is also techthally feasible to convert the processed payement material to stabilized base
by the addition of cement or emulsified asphalt. The contractor should be required to
submit a tentative job-mix formula for review by the geotechnical engineer and the 'City of
Carlsbad. Treated base materials should conform to Section 301-3.3, Cement-treated Base,
and Section 301-4, Bituminous Stabilized Base, of the most recent edition of the Standard
Specifications for Public Works Construction.
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The existing pavement materials can also be reclaimed and mixed with virgin hot mix
materials. The amount of recycled asphalt pavement should not exceed 15 percent of the
total mix.: Recycled asphalt concrete should conform to the general requirements of Section
- 203-7, Recycled Asphalt Concrete-Hot Mix, of the Standard Specifications for Public Works
Construction. The contractor should be required to submit a.-tentative job-mix formula for
review by the geotechnical engineer and the city of Carlsbad.
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4.7 LIME-TREATED SOIL
It is our opinion that the clay soils hould be capable of having their subgrade support
characteristics improved through lime treatment. We anticipate that a gravel factor of 1.2
can be obtained by treatment with 3 to 4 percent quicklime by dry unit weight. However,
additional testing would be necessary to confirm this assumption, especially since some of
the borings indicate thépresence -of gypsum which may be detrimental to lime stabilization.
In general, lime-treated subgrade should meet the requirements of Section 301-5 of the
Public Works Specifications for Public Works Construction
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5.0 RECOMMENDATIONS
5.1 SEDIMENTATION AND EROSION MITIGATION
As previously discussed, the erodibility of the native soils varies from slight to severe, with
the most severe conditions being found from about one mile west of Business Park Drive
to the end of the project. Other severe erodibility areas may be exposed during
construction. The amount of eiosion for completed fills and cut surfaces is anticipated to
r be extremely depehdent on the care and effort exercised by the contractor. Without proper
sedimentation and erosion design and mitigation measures during construction, 'there is a
X. strong possibility., that runoff from the :site to nearby ditches and streams may carTjy,
unacceptable amounts of sediments to pollute surface waters and fill adjaéent low areas. F
Temporary measures which the contractor can use to mitigate sediment and erosion r problems may include, but are not limited to, the following items or practices:
r , . Placement of spoils uphill from excavation' areas.
Work areas at roadways and near ditches can be cleaned up and graded to r . the approximate finish grades at the end of each work day:
Excess excavation and debris can be placed in centralized areas outside the
immediate construction area which are free from flooding or wash out.
Dewatering and drainage of the site can be done in such a manner that
I ,sediment from the site is not discharged to nearby surface waters or ditches.
r Sediment mitigation measures may also include the construction of strawbale
sediment barriers, diversion dikes, filter berm, or filter fences.
r • The contractor can follow other mitigation procedures as outlined in the latest
edition or printing of the "Erosion and Sediment Control Handbook" prepared
r by the California Department of Conservation.
• Slopes can and should be maintained in a dressed and compacted condition
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free of loose fill.
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We recommend that the contractor be required to submit a sediment and erosion mitigation
193 plan for review for completeness by the project landscape architect.
.Longer term measures which can be used to mitigate sediment and erosion problems after
construction include:
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Stabilization of construction disturbed areas by planting natural grasses.
Proper contouring of the site with regard to .final drainage paths; diversion
dikes, filter berms, and erosion resistant ditch linings.
Following other procedures as outlined in the latest edition or printing of
"The Erosion and Sediment Control Handbook" prepared by the California
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5 2 EARTHWORK
Grading and earthwork should be performed in accordance with the following
recommendations and the General Grading and Earthwork Specifications included in
Appendix D.
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5.2.1 Clearing and Grubbing
In the text of this report, clearing and gri bbing refers to work operations which should occur
prior to excavation and fill placement for mass grading. This work should normally
commence after the contractor's plans for sedimentation. and erosion control have been
reviewed. Clearing and grubbing operations should consist of clearing the surface of the
ground within the designated project area of all trees, sumps, down timber, logs, snags,
brush, undergrowth, hedges, heavy growth of grass or weeds, fences, debris, or natural
obstructions. Also, included in this operation, should be. the stripping of surface organics,
grubbing of stumps and roots, and the disposal from the immediate work area of all spoil
materials resulting from the clearing and grubbing operation. Clearing and grubbing may r be completed in phases to reduce erosion potential. In areas that are designated to be
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cleared and grubbed, all stumps, roots, buried logs, brush, grass, topsoil, and other
unsatisfactory materials should be removed Stumps, roots, and other projections over 11/2
inches in diameter should be grubbed out to a minimum depth of 18 inches below the
I existing or finishgd surrounding ground, whichever is lower. All holes remaining after the
grubbing operation in the fill area should be widened as necessary to permit access for
P compaction equipment. The hole shouldthenbe filled with acceptable material, moisture
conditioned as required, and properly compacted in layers in accordance with the methods
and density for fill materials outlined in the earthwork section of this report The same
construction procedures should be applied to holes remaining after grubbing the excavation r areas where the depth of holes exceeds the depth of the proposed excavation
Stripping of surface organics should generally require removal of an anticipated one to two
-'inches of surface materials. There may be localized areas where stripping to greater depths
may be required. This organic material is not suitable for use within the fills.
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After the' clearing and grubbing operation has been completed in an area, the next step
would be to prepare the fill areas. All fill areas should be proofrolled with a. wheel tractor
scraper which has a minimum scraper axle load of 45,000 pounds (a loaded Caterpillar 621
or equivalent). We recommend that four passes, ideally with two passes perpendicular to
the others, should be completed This proofrolling should be observed by the geotechmcal
consultant. Soft or wet areas that deflect under the proofrolling should be removed as
required. Stream channels and ditches may require some additional excavation to remove
soft material and to provide access pior to proofrolling. -
Soils that deflect under the proofrolling operations due to excessive moisture, but which are
otherwise suitable for use as fill materials, should be excavated, dried, and recompacted.
We anticipate that the underlying formational materials should have adequate resistance to
deflection
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After the proposed fill area subgrades have been proofrolled and the deflecting material
removed, the next operation should be to scarify the fill area subgrade to a depth of 6
inches. The surface should then be moisture conditioned as required and worked with a .
harrow, disk, blade, or similar equipment to obtain a uniform moisture distribution at 2 to
5% above optimum moisture content. The optimum moisture content and maximum dry
density for the subgrade material should be obtained in accordance with ASTM D-1557
"Test for Moisture-Density Relations of Soils Using a 10-1b. Rammer and 18 inch Drop."
After a uniform moisture content has been obtained, the scarified area should be compacted
to at least 90% of ASTM D-1557 maximum dry density. Areas of the subgrade which
cannot be scarified without resorting to light ripping do not require scarification prior to
filling operations.
5.2.2 Excavation
Excavation at the proposed site can generally be accomplished with conventional heavy
earthmoving equipment in good operating condition. The presence of locally cemented
zones in formational soils, especially in the existing steep roadway slopes directly east of
Business Park Drive, may require local heavy ripping in the cut areas and may result in the
generation of oversize material, which may require additional work to break it down to
suitable size for fill placement. 0 •
5.2.3 Slopes
We recommend that all slopes be constructed at slope inclinations no steeper than 2
horizontal to 1 vertical for the maximum I anticipated slope height of 35 feet. Slopes
constructed at inclinations steeper than 2:1 are particularly susceptible to shallow sloughing
in periods of rainfall and upsiope runoff. Periodic slope maintenance may be required,
especially in the sandy soils.
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Proposed cut slopes in formational materials. may expose adverse bedding or other
questionable geologic conditions. Therefore, we recommend that all cut slopes be mapped
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during grading by a geologist from our office Final evaluation of additional slope
stabilization, if necessary, will be made in the field during grading.
We recommend that highly expansive clays and claystones not be placed within
approximately 15 feet (measured horizontally) of the fill slope face The sandstones and
clayey sands should be placed in this zone Material obtained from the'-widening of the
roadway east of Business Park Drive canbe mixed with some of the more clayeyinaterials
to provide suitable material for the outward slope face Basal keys for fill slopes should be
observed and approved in the field by the geotechmcal consultant
Where fill-over-cut slopes are proposed, 'it is recommended that the cut portion be
completed prior to fill placement A minimum equipment width fill key should be
constructed at the cut/fill contact Atypical fill-over-cut detail is presented in Appendix D
5.2.4 Fills
The on-site soils are generally suitable fdr use as compacted fill provided they are properly
moisture-conditioned and are free of organic material and debris. All areas to 'eceive fill
and/or other surface improvements should be stripped of topsoil, scarified to a minimum'
depth of 6 inches, brought to at least 2, percent over optimum moisture content and
compacted by mechanical means.- Any import soils should be predominantly granular and
nonexpansive, and should be tested for suitability by the geotechmcal engineer.
Fill materials should be placed in successive horizontal layers of not more than '8 inches in
loose thickness for the full width of the area being filled.. Prior to rolling the material in
layers, the material should be moisture conditioned to within 2 t 5% above the ASTM D-
1557 optimum moisture content and compacted to at least 90% of the ASTM D-1557
maximum dry deisity. Preferably, ihe Imoisture conditioning should take place within the
borrow area before the material 'is transported to"the fill area. In placing and compacting
fill materials, starting layers' should be placed in the 'deepest portion of the fill.. As
I KLEIN.FELDER
.5 .
0 Project No. 51-1551-01
Page 20
placement progresses,, subsequent layers should be constructed approximately parallel to the
r finished grade.
. .
Fils placed on natural slopes or existing compacted fill slopes steeper than .5 to 1
(horizontal to vertical) should be stripped of topsoil and keyed and benched into firm,
natural ground :(See Appendix D for details).
Placement and compaction of fill should be performed in general accordance with our
General Grading and Earthwork Specifications presented in Appendix D.
r '. . . Sloughing of fill slopes 'can be reduced by over-building the exterior slope face by at least
r 3 feet and cutting back to the desired slope.: To a lesser extent, sloughing can be reduced
by backrolling slopes at frequent intervals: As a minimum, we recommend that fill slopes
be backrolled at maximum 4-foot fill highi intervals. Additionally, we recommend that all
fill slopes be track-walked or grid-rolled so that a dozer track or grid-roller covers all
surfaces at least. twice. "Feathering" of fill over, the tops of slopes should not be permitted.
We anticipate that the claystone, siltston, and sandstone materials should be capable of
being broken into smaller particles of less than 3 inches maximum density with minimal
effort. Chunky pieces with maximum dimensions greater than 3 inches should be uniformly
distributed over the area to be filled so that construction equipment can be operated in such
a manner that the larger pieces will be broken into smaller particles and become
. incorporated with the other materials in the layer. This requirement for particle size
reduction does not apply to cobbles, small boulders, and small hard rocks found within the
•
9 5 surface soils and formational materials, •
•
0 • 0 •
-
5
r Rocks with a maximum particle size greater than 18 inches. should not be incorporated into
the fill. Some oversize material may be 'placed at the ends of drainages to act as energy
• r - :- - ••
S
- • -
S
JI KLEINFEIDER
- . Project No.-51-1551-01
Pacie 21 0
dissipaters of heavy runoff and to mitigate erosion in these drainages. Oversize material
may also be utilized as landscape or "natural" rock in green belt areas.
Rock exceeding 6. inches in diameter should not be placed in the upper three feet of any fill
supporting pavements or structures. When there are large, quantities of rocks to be placed
in the fill, rocks should not be nested, but should be spread with sufficient room between
them so that ihtervening voids can be adequately filled, with fine material to form a dense,
compact mass
r 5.2.5 Transition Zones . .• .
Cut and embankment materials should be blended thoroughly at all cut to fill transitions.
f . The larger transition zones should be3 to 4 feet deep, feathering out in each direction far *
a distance of 50 feet. The shallower, the fill depth, the smaller the requirement for the
r , transition zone. In the shallower transition zones, the cuts and fills should be scarified and
blended to a depth of 1 foot throughout. ',
5.2.6 Trench Excavation and Backfill . *
Excavation of trenches in 'locally cemented zones in the formational material may be
difficult for light-duty backhoes and may require the use of heavy duty track-hoes
Trench backfill should be compacted in uniform lifts with a thickness dependent on the type
and size of compaàtion equipment used. In general, we recommend a lift not exceeding 8
inches in compacted thickness to be compacted by mechanical means to at least 90 percent
relative compaction in accordance with ASTM D-1557 maximum dry density. The moisture .
content of compacted backfill soils should be a minimum of 2 percent over optimum
moisture. The maximum dry density and optimum frioisture content of backfill soils should
be obtained in acordance with ASTM D4557.
. . '
ri . .
kn KLEIN FE L D ER.
Project No. 51-1551-01
Page 22
The on-site. soils may be used as trench backfill provided they are screened of organic
matter and cobbles over 6 inches in dimension. We anticipate that on-site expansive soils
will be excavated in blocks or chunks which wil'be difficult to properly moisture condition
and recompact back into a trench without additional processing and care on the part of the
contractor. Imported, nonexpansive soils should be considered for use as trench backfill
beneath pavements and sidewalks for a lateral distance of at least .5 feet beyond the edge
of improvements Use of on-site expansive soils in non-critical areas still has the potential
risk for soil heaving (which maydamage buried utilities), and backfill settlement unless these
soils have been properly moisture-conditioned and adequately compacted. Due 'to the high
swell potential of these expansive soils, compaction by jetting or flooding is not
recommended
Walls of trenches less than 5 feet deep may be constructed at a near-vertical inclination for
temporary construction activities. Where trenches are extended deeper than 5 feet, the
excavations may become unstable and should be monitored by the contractor for adequate
stability prior to personnel entering the trenches Shoring or sloping of any deep trench or
cut may be necessary to protect personnel and provide stability. All trenches and cuts
should conform to current Cal-OSHA requirements for work safety.
As a general guideline, excavations made below the elevation of proposed pavements or
steep slopes should not be closer to the proposed pavements or slopes by a distance equal
to the depth of excavation. Care must be taken in the excavation of areas adjacent to
pavements, and slopes to avoid damage or undercutting of foundation support and/or drying
of the supporting soils. These areas should be reviewed on an individual basis for
recommendations
53 SOIL CORROSIVITY
Soluble sulfate, pH, and resistivity tests were performed on selected samples to evaluate the
corrosivity of the subsurface soils Results of these tests are included in Appendix C The
I KLEINFEIDER
Project No. 51-1551-01
Page 23
test results indicate the existing soils contain, a negligible to moderately high oncentration
of soluble sulfate. Therefore, a Type II cement is recommended for use in concrete which
will be in contact with on-site soils. Laboratory tests also indicate that on-site soils have a
low to medium minimum electrical resistivity which suggests a potentially corrosive
environment for buried metal. The impact of corrosive soil lconditions can be mitigated for
buried utilities by the use of inert materials or by providing metal pipes with cathodic
protection and/or polyethylene encasement. A corrosion specialist should be consulted for
more specific recommendations.- - -
5.4 PRELIMINARY PAVEMENT SECTIONS
In our analysis and design of pavements, we have performed R-value tests on samples r considered representative of subgrade materials encountered at the site. Laboratory R-
values of 8 to less than 5 were obtained on the native soils. For design purposes, an R-value
of S has been assumed.
Due to the relativ4 low strength of the native soil, it may be adàntageous to lime treat
the subgrade soil. The reaction. of the native soil with lime was not tested for this r investigation; however, based on past experience, it is anticipated that a gravel factor of
appioximately 1.2 could be obtained by treating the native soil with 3 to 4 percent lime by
dry weight. Alternative pavement sections utilizing lime treated subgrade are presented for
the purpose of cost estimation only. If it is decided to use a lime treatment alternative in
- I the bid package, the design should be confirmed with additional testing'to verify that
adequate chemical reactions are obtained, that gypsum is not in sufficient quantity to be a
-
problem, and the percentage of lime required.
- -
The pavement design sections presented. in the following table are based upon anR-value
r of 5 in -general conformance with Caltrans design procedures. A traffic index of 9 was used
as recommended by Mr. Pat Entezari of the City of Carlsbad.
-. • - - -:
- -... r
k9 KLEENFELDER
Project No. 51-1551-01
Page 24
PRELIMINARY PAVEMENT SECTIONS
(Basement Subgrade R-value = 5; Traffic Index = 9)
7.
Class 2 Class 2 Class B Lime Recompacted
Asphalt Aggregate Aggregate Cement Treated Treated Basement
Option Concrete Base Subbase Base
-
Subgrade Subgrade
1 6° 20° - .12
2 6° 9° 12" . - 12
3 . 6° - . : 19' - 12
4 6° - . . . .
,
6° 13" 12
5 6 - 6 16
R-value verification tests should be made during construction for the actual basement soils
at subgrade level. The pavement sections should then be adjusted accordingly.
The recommended pavement sections assume the following conditions
1. Un.lss otherwise designated, all subgra.des.should be compacted to a minimum of 95.
percent of ASTM D-1557 maximum dry density for at least 12 inches below finished
subgrade- elevation. Soil underlying the thicker lime-treated section will not be
recompacted To compensate for this factor, an additional 3 inches has been added
to the total section of the lime-trated soil.
2 The finished subgrade should be in a stable, non-pumping condition at the time
baserock and subbase materials are laid and compacted.
3. Lime-treated subgrade will be tested and a minimum gravel factor of .1.2 will be
obtained prior to acceptance for final design. The section can be. redesigned if this
value cannot be economically obtained with a reasonable percentage' of lime. Lime-
treated subgrade should meet the requirement of Section 301-5 of the Public Works
Specifications and should be approved by the City. of Carlsbad prior to use.
H KLENFflDER
Project No. 514551-01
Page 25
4.1 An adequate drainage system is used such that the subgrade soils are not allowed to
become saturated
Base and subbase material should be compacted to at least 95 percent of ASTM D-
1557 maximum dry density.
Base materials should meet either the State of California Specifications for Class 2
Aggregate Base or the requirements for Crushed Aggregate Base as described in
Section 200-2.2 of the Standard' Specifications for Public Works. Processed
Miscellaneous Base meeting the requirements of Section 200-2.5 of the Public Works
Specifications may be used if approved by the 'City of Carlsbad.
- Subbase materials should meet either the State of California Specifications for Class
2 Aggregate Subbase or the requirements for Select Subbase as described. in Section
200-2.6 of the Standard Specifications for Public Works. Processed Miscellaneous
Base meeting the requirements of Section 200-2.5 of the Public Works Specifications
may be used if approved by the City of Carlsbad.
Cement-treated aggregate base should meet the State of California minimum
specifications for Class B -Cemeñt-Treated Base.
The asphalt paving should meet the State of California Specifications for 3/4'.
maximum coarse Asphaltic Concrete. Recycled Asphalt Concrete meeting the
requirements of Section 203-7 of the Standard Specifications for Public Works may
be used if approved by the City of Carlsbad and the amount of recycled materials is
15 percent or less of the total mix. Asphalt, concrete should be AR .8000 for
pavement construction from March to October, and AR 4000 from November to
February. ...
All concrete curbs separating pavement and landscaping materials should extend at
least 6 inches below subgrade to reduce movement of moisture through the aggregate
base layer. This minimizes pavement failures due to subsurface water originating
from landscaped areas.
La KLEINFELDER
Project No. 51-1551-01
Page 26
5.5 PORTLAND CEMENT CONCRETE SIDEWALKS, CURBS, AND GUTTERS
Portland cement concrete sidewalks, curbs, and gutters should be constructed in accordance
with the City of Carlsbad standard requirements. Base and subgrade for curbs and gutters
should be the same as the adjacent pavement. Due to the expansive nature of the majority
of the soils, we recommend that Sidewalks beunderlain by 8 inches of aggregate base. A
chamfered key, 1 inch by 2 inches, should be used between the curb and sidewalk to further
mitigate uplift. The upper 2 feet of subgrade beneath the sidewalk areas should be moisture
r conditioned from 2 to 5 percent above optimum moisture and recompacted in 8 inch
nominal base lifts to at least 90% of the ASTM D-1557 maximum dry density. The day'
r before the aggregate base is placed, the moisture content at the upper 6 inches of stbgrade
should be checked and remoisture onditioned as directed by the geotechnical engineer if
r the moisture content has dried below its optimum
I..
I
r : , '. H ••• , ••
' • ,'
r . . I KLEfNFELDER
Project No. 51-1551-01
- Page 27
6.0 ADDITIONAL SERVICES.
The review of plans and specifications, field observations, and testing by Kleinfelder, Inc.
are an integral part of the conclusions and recommendations made in this report:• If
Kleinfelder, Inc. is not retained for these services, the owner agrees to assume Kleinfelder,
P Inc.'s responsibility for any potential claims that may arise during, or following, construction.
The required tests; observations, and consultation by Kleinfelder, Inc. during construction
includes, but is not necessarily limited to, the following: -
Continuous observation and testing during site preparation, grading, placement of
engineered fill, and pavement construction;
Observation of keyways and cut slopes by our engineering geologist;
Review of contractor submittals for recycled pavement materials, lime treatment, and
r new pavement materials; and •
during construction. Consultation as required duri
r. ..•
The above listed testing and observations would be additional services provided by our firm. r • •
• The costs for these services are not included in our current fee arrangements.
7
.
• • . . . • ..
r .. •
r •••
r ••
P., . . .
KLEINFELDER
:
Project No. 51-1551-01
Page 28
7.0 LIMITATIONS
The conclusions and recommendations of this report are for design purposes for the
F Palomar Airport Road improvement project as described in.the text of this report.
The. conclusions and recommendations in this report are invalid if:
The road alignment is changed from that shown on the 30 percent submittal
drawings. -
The report is used for adjacent or other property.-
c.. The ADDITIONAL SERVICES section of this report are not followed.
d. If changes of grades, and/or groundwater occur between the issuance of this
r report and construction.
r * e. If any other change is implemented which materially alters the project from
that proposed at the time this report is prepared.
The conclusions and recommendations in this report are'based on the test borings
drilled for this study. It is possible that variations in the soil conditions could exist
between or beyond the points of exploration or the groundwater elevation may
change, both of which may require additional studies, 'consultation, and possible
design revisions.
This report was prepared in accordance with the generally accepted standard of
practice existing in the Carlsbad and San Marcos areas at the time of the
investigation. No warranty, express or implied, is made.
•
It is the owner's responsibility, to see that all parties to the project, including the
designer, contractor, subcontractOr, etc., are made aware of this report in its entirety.
5,
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4
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24
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4
k4-KLEI N F E I D E R SITE LOCATION MAP PLATE
PALOMAR AIRPORT ROAD IMPROVEMENTS Al
PROJECT NO. 51-1551-01 EAST OF EL CAMINO REAL
fl-b
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J KLEINFELDER
APPENDIX B
FIELD EXPLORATION
B.1 SUBSURFACE EXPLORATION
A total of 18 test borings were drilled or hand augured on the site at the approximate 1
locations shown on Plate A2. Prior t drilling, 4 of the borings that were located within the
existing pavement were cored'with a 10-inch diameter diamond-tipped coring bit to obtain
intact, representative samples of the pavement structure. A total of 15 borings were drilled
with a truck-mounted CME55 drill rig equipped with 8-inch diameter hollow stem auger.
Due to limited accessibility, 3 of the 18 borings were completed with a,2-inch diameter hand
auger.
The borings were logged'-by our geologist who also obtained representative samples of the
materials encountered for classification and subsequent laboratory testing. The elevations
shown on the boring logs were interpolated from the field plotted lOcations on 200 scale
topographic maps which were surveyed in 1979. The accuracy of the plotted locations and
referenced elevations is a function of the accuracy of the map and the methods used..If
more accurate locations and elevations are desired, we recommend that they be surveyed
by a licensed land surveyor.
The logs of the test borings are presented on Plates B2 through B20. 'Soils are described
according to the Unified Soil Classification System explained on Plate Bi
B.2 SAMPLING
Representative samples of the subsurface materials were obtained in borings bongs using a 2%-
inch inside' diameter, 3-inch outside diameter California sampler containing thin brass liners.
The sampler was driven with 'a 140-pound hammer falling 30 inches The number of blows
required to drive the sampler the last 12 inches of an 18-inch drive were recorded and are
noted on the boring logs adjacent to the sample location.
-J o .(n
SOIL DESCRIPTION
- GW Well-graded gravels and gravel-sand,:
mixtures, little or no fines.
Poorly graded gravels and gravel-sand
GP mixtures, little or no fines.
Silty gravels, gravel-sand-silt mixtures. GM
Clayey gravels, gravel-sand-clay GC mixtures.
SW Well-graded sands and gravelly sands,
5.
SP
little or no fines.
Poorly graded sands and gravelly sands,
little or no fines.
-
• Silty sands, sand-silt mixtures. SM
Sc
ML
Clayey sands, sand-clay mixtures.
Inorganic silts, very fine sands, rock
CL
flower, silty or clayey fine sands.
Inorganic clays of low to medium
plasticity, gravelly clays, sandy clays,.
cilt' clayc, lean clays.
OL Organic silts and organic silty clays of
low plasticity.,
MH inorganic silts, micaceous or
diatomaceous fine sands or silts, elastic
SIlTS -
CH Inorganic clays of high plasticit\',fat
• clays.
OH Organic clays of medium to high.
plasticity.
'
Peat, muck and other highly organic
- soils.
1
r • S .
5
.
-
DESCRIPTION OF UNIFIED PLATE r KLEINFELDER
S
SOIL CLASSIFICATION
SYSTEM AND • Bi
r- PROJECT NO BORING LOG LEGEND
I-
\
Sampler 3.0" O.D. California Sampler and Grab
Date Completed: 5/22/90 Sample
Logged By: Debbie A. Carroll
Total Depth: 10.5 feet Hammer Wt: 140 tbs., 30" drop
FIELD LABORATORY
-
. .0
DESCRIPTION
I,.. \ 41
LjJ
3 c
91 .Ø
IV 0 .c .- 11 3
-i
91 to 41
L
tL 41 W
L-
Surface Elevation: Approximately ft (MSL)
Remolded rown sandy CLAY, loose, dry to damp (FILL
59 101 24 Direct
-
Tscc
" reenish and yellowish brown, sandy and silty
Shear LAYSTONE, dense, dry to damp-undisturbed
R-value ample consists of silty fine SAND
5 - -. . \ Caliche in pockets and veins (WEATHERED r -
72 111 16 /' FORMATION)
Light grey and yellowish clayey fine
SANDSTONE, dense, damp to moist
10— 50/ . Light yellow and orange mottled and -
4' - interlayered SILTSTONE and CLAYSTONE,
hard, damp to moist
Mottled greenish gray and drangeish
CLAYSTONE/SANDSTONE hard, damp
15
- Total depth 10.5'
No free water encountered
Backfilled with cuttings
20-
25
30-
35 --
PALOMAR AIRPORT ROAD PLATE
K L E I N F E L D E R CARLSBAD, CALIFORNIA jwvkjw
PROJECT NO. 51-1551-01 LOG OF BORING NO: 1 B2
Sampler 3.0" 0.D. California Sample
Date Completed: 5/22/90
Logged By. Debbie A. Carroll
Total Depth: 6.5 feet Hammer Wt: 140 lbs.. 30" drop
FIELD LABORATORY
i-i V DESCRIPTION
..
• w\ 4) L 4
C
1A 41
01 co 41
0 -
.1.i
Q.
C E
3
0
V IC--4C V.1.' L CL ELI-
L. I .11•
5 rn -V
-
C
V
Surface Elevation: Approximately ft (MSL) V
• -. Dark brown clayey very fine SAND, loose, dry
37 114 9 Sieve ' \(FILL) -
V -Analysis*.V
V Sand
V Mottled greenish and yellowish brown clayey
Equivalent fine
V V SANDSTONE and sandy CLAYSTONE, very 5 -
81
V
'V
*
•
• dense, damp, •
- • V
V
V V occasional pockets of caliche
-
WEATHERED FORMATION)
V •
V
• V Total depth 6.5'
V V V
10— •
• •
V No free water encountered V
Backfilled with cuttings
- V VV5
S - - V
20 V -
S S
25 -
- V -• 5
30— -
35
PALOMAR AIRPORT ROAD PLATE
K L E I N F E L D E R CARLSBAD, CALIFORNIA V
LOG OF BORING NO 2 B3
PROJECT NO 51-1551-01
Sampler 3.0" O.D California Sampler and Grab
Date Completed: 5/22/90 Sample -
Logged By: Debbie A. Carroll
Total Depth: 9.5 feet Hammer Wt 140 lbs.. 30" drop
- FIELD LABORATORY
.4.' .
.4.' DESCRIPTION
Is..3
.sJ
L4i
3 C
M 4.I
W U .4.1 fl
.4.'
..4 CL 3
.4 4J M .I.J
L C 0W
I.
0 .41 -.
Surface Elevat3on: Approximately ft (MSL) 0. E 0 1CIs-4C ELIs-. a £ C
Sieve - - Greenish brown, fine sandy CLAYSTONE, hard,
Analysis damp to moist occasional sandy interbeds
Maximum (WEATHERED FORMATION)
Density 5.., 113 1.) Sand
5 - Equivalent
Direct Shear Greenish gray clayey CLAYSTONE, hard, damp to
moist
.150/
- - 10— 5". Total depth 9.5'
- No free water encountered
Boring backfilled with cuttings
15 - -
I 35
IkVKLEINFELDER
PROJECT NO; 51-1551-01
PALOMAR AIRPORT ROAD PLATE
CARLSBAD, CALIFORNIA
LOG OF BORING NO. 3 B4
25
Sampler 3.0M O.D. California Sampler and Grab
Date Completed: 5/22/90 0 Sample
Logged By: Marc Lombardi
Total Depth: 11.5 feet Hammer Wt: 140 lbs.. 30" drop
FIELD LABORATORY
CI CI £ DESCRIPTION
..
C
CI —4 \ Ci
.J3
.•4
L 4 C
4'CI
CI 4J CID LC L Ci.
to
Aj
Aj C E
3
0
CI C---4C DCI Ci
0. EI- .0 Ci Sation: Approximately ft1(MSL)
5' thick)
77 117 13 Sieve dy GRAVEL, damp En
Analysis CK-l2.5" thick)
R-value dy CLAY, stiff, moist (FILL)
70
Yellow brown clayey SANDSTONE, very
dense, moist, caliche veins (WEATHERED
FORMATION)
10— 50 - Yellow brown clayey SANDSTONE, very
\dense, moist, some gypsum crystals in sample -
Total depth 11.5'
• No free water encountered -
15 - Backfilled with cuttings
Asphalt patched with cold patch
20-
25
30— (
35 ----
0
PALOMAR AIRPORT ROAD PLATE
Ri K L E I N F E L D E R • CARLSBAD, CALIFORNIA
OF BORING NO 4 B5
PROJECT NO 51-1551-01-LOG
Sampler .3.0" O.D. California Sampler and Grab
Date Completed: 5/22/90 Sample
Logged By: Debbie A. Carroll
Total 'Depth: 6.5 feet Hammer Wt-. ' 140 lbs.. 30" drop
- FIELD LABORATORY
DESCRIPTION
.. W \.' 4 L41 C
W41
ai
W '
.0 .4) 0 —4W 3
-4
IA
41W IA 41
LC D.W L IA ai .iJ, -'
CL E 0 C--4 ELI- .0 LA
'
C. Surface Elevation:, Approximately ft (MSL)
Sieve , 5" thick)
Analysis , ::_________________________________________
II 20 108 14 R-value Brown GRAVEL with trace
,
dry to
X damp (BASEROCK- 14" thick)
EDarkbrown 5 - ' .
- sandy CLAY, stiff, moist (FILL)
43.
- Yllow-brown, clayey SANDSTONE firm, moist j—
h coarse' sand to fine gravel size pebbles
'
t(WEATHERED FORMATION)
10 — , -
' Total depth 65"
-. .. . - No free water encountered
Backfilled,with cuttings and sand
Asphalt patched' with cold patch
15 -
r , -
20-
30-
35
PALOMAR.AIRPORT' ROAD PLATE
K L E I N F E L D E R CARLSBAD, CALIFORNIA
PROJECT NO 51-1551-01 LOG OF BORING NO 5 B6
Sampler: 3.0" O.D. California Sampler and Grab
Date Completed: 5/22/90 Sample
Logged By: Debbie A. Carroll -
Total Depth: 6.5 feet Hammer Wt: '140 lbs.. 30" drop
FIELD LABORATORY
1 4' DESCRIPTION
.0 I -4 \ .0 L4J C .0W
4' W I_C
.' I .0
.0 a. rX E 3 0
W
1C--4C
11.0 CL EL.- W 41
.L. 0 C Surface Elevation: Approximately ft (MSL)
- - Expansion Dark brown fine sandy CLAY,'dry at 0-1', damp
-KA
- Ihdex. below 1'(FILL) ,
33
107 18
Sieve
,. Analysis I Stiff at 2 5' '
5 -
Plasticity
Index -
. Mottled orange-brown and greenish silty
68
, .
\CLAYSTONEI hard, damp
.\\(WEATHERED FORMATION)
\Light gray and orange, clayey, very fine
r \SANDSTONE, dense, damp 10 ,
Total depth 6.5'
15
r
r
20 — -
25
30- -
r
35
PALOMAR AIRPORT ROAD . ' ,
PLATE
r ' kn K LE IN F E LI D E R CARLSBAD, CALIFORNIA
LOG OF BORING NO 6 B7 r PROJECT NO 51-1551-01
50/
3"
50/
4"
15 -
I 20
(
Sampler 3.0" O.D. California Sampler and Grab
Date. Completed: 5/23/90 - SamDle
Logged By: Debbie A. Carroll
Total Depth: 13.5 feet Hammer Wt: 140 lbs.. 30 drop
FIELD LABORATORY - -
T I DESCRIPTION I - IL.'.' £ w4J to
£ W. -4 IC .0 21 LC t. W .1.1 0. 0.1 E 3 0 I I1i 1C'-I•-lC 0W EL - W • 1.' .E IA - C -
8 8 Surface Elevation: Approximately ft (MSL)
- - Light yellowish brown fine clayey SANDSTONE,
very dense, damp
(WEATHERED FORMATION)
Interbedded white and orange-brown fine
SANDSTONE, very dense, damp
White zones appear to have caliche
Greenish and orangeish brown mottled SILTSTONE
and CLAYSTONE, very hard, damp
Light yellowish green CLAYSTONE, very dense,
damp
.•\ Sandy CLAYSTONE and very hard, greenish an4
orangeish brown interbeds of very fine
sand/silt, mostly claystone (sample is very
\fine sand/silt)
Total depth 13.5
- - No free water encountered
Backfilled with cuttings -
I 25
IIo
35 II I I I
PALOMAR AIRPORT ROAD PLATE
kq KLEIN FELDER CARLSBAD, CALIFORNIA
PROJECT NO. 51-1551-01 LOG OF BORING NO. 7 - 138
Sampler: 3.0 O.D. California Sampler
Date Completed 5/22/90
Logged By: Debbie A. Carroll
Total Depth: 6.5 feet Hammer Wt: 140 lbs.. 30 drop
- FIELD LABORATORY
DESCRIPTION
L 4 1A4J In -
...
\ fl
41 .4 3 C 41 N 0 LC I. In' 41
4J
0. IL E
3 0
tn
3 C
W 4 CL In ELI-
W .4.1 .. -
Surface Elevation: Approximately ft (MSL)
Sieve Dark brown sandy CLAY and clayey SAND,
Analysis damp to moist (FILL)
50 108 16
Plasticity
Ill Index
Orangeish and greenish brown sandy R-value SILTSTONE with greenish interbeds of
S . claystone, very dense, damp, occasional veins
- and pockets of caliche (WEATHERED
\FORMATION)
Total depth 6.5'
10— • -
No free water encountered
• Backfilled with cuttings
15 -
20—
25 -
4
30 — -
35.
PALOMAR AIRPORT ROAD PLATE
K L E I N F. E L D E R . CARLSBAD, CALIFORNIA
B9
PROJECT NO. 555 LOG OF BORING NO. 8 , -
Sampler 3.0" O.D. California Sampler and Grab
Date Completed: 5/22/90' Sample
Logged By: Debbie A Carroll
Total Depth: 15.1 feet Hammer Wr 140 lbs.. 30" drop
- FIELD LABORATORY
DESCRIPTION
CL E o : i.- Surface Elevation: Approximately ft (MSL)
Sieve Brown clayey SAND with occasional gravel
Analysis Dry 0-.5', damp below .5'
Occasional chunks of asphalt (FILL)
R-value
43 . . Orangeish brown, sandy CLAY, moist, stiff, '
occasional chunks of weathered formational
material.
SLOPE WASH)
10 — . greenish and orangeish sandy
50/ Direct Shear "tinterlayered
TSTONE and CLAYSTONE, hard,damp to 4wi
5" ATHERED FORMATION) J
Light gray and yellow clayey, very fine
SANDSTONE to very fine sandy CLAYSTONE,
15 - — — hard/dense. damp - minor iron staining
50/ 100 13 Total depth 15'10"
4' No free water encountered
Backfilled with cuttings
20-
25
a~
PALOMAR AIRPORT ROAD
KLEI N FELDER CARLSBAD, CALIFORNIA
PROJECT NO. 51-1551-01 LOG OF BORING NO. 9
PLATE
B10.
Sampler: Grab Sample
Date Completed: 5/23/90
Logged By: Mark Lombardi
Total Depth 2.5 feet Hammer Wt. 140 lbs 30" drop
FIELD LABORATORY
41 43 .
DESCRIPTION
#.D,L43
3 C
.4J 43
.0
a
-4
C E 3 D
"4 r C--4C
41 V P43 -C
IL ELI-
L I .43
.0 I
..
C
-
Surface Elevation: Approximately ft (MSL)
) .. . \Asphalt (7' thick)
\Dark brown silty SAND, moist - appears Itobje
\trench backf ill (FILL)
Terminated at 2.5' due to possible utilities 5 - No free water encountered
Backfilled with cuttings and sand-
Asphalt patched with cold patch
10—
--
-
15 -
20-
25
30— .
35
PALOMAR AIRPORT ROAD PLATE
K L E I N FE L D E R - CARLSBAD, CALIFORNIA
PROJECT NO. 51-1551-01 ..
-. LOG OF BORING NO. iO Bli'
Sampler 3.0" O.D. California Sampler and Grab
Date Completed: 5/22/90 Sample
Logged By: Debbie A. Carroll
Total Depth: 9.5 feet . Hammer Wt 140 lbs.. 30" drop
FIELD LABORATORY
4' . .. ',• V
DESCRIPTION V
• 01 L ' Dl .1-f L4J DC 104' 010) (0 4'
-
.4.1
0. CL E 3 0
-I lU 3C-4C
.i-I01. 1114.1 LC 0.01 ELI-
L. UI 01.4.1
.0 (U C '
V Surface Elevation: Approximately ft (MSL)
V 'Brown clayey SAND, damp (FILL)
VA Dark brown sandy CLAY, damp to moist
Color change to red-brown
Interlayered orange brown clayey SANDSTONE
- lilfl
V.
L
V and light greenish gray sandy. CLAYSTONE,
• 109 .. 12 . ' .. " very, dense, damp .
S • V.. 5
,, Occasional pockets and veins of"caliche '
V V
(WEATHERED FORMATION)
50/ .5
4"
V ,V
10—
Total' depth 9.5' VV
V V V No free water encountered
Backfilled with cuttings
, V
15
20— -
V 5 Vi V V .5
25 - V '
V
••V
V V V • S. •,
V
- •
V V V
. V
•
V V
V 5;
V 'V V V V
30 — -
V V
35 --
V
,
V
• PALOMAR AIRPORT ROAD . PLATE
IJ KL E I N FE LVD'E R CARLSBAD, CALIFORNIA . V .
V
LOG OF BORING NO. B12 PROJECT NO; 51-1551-01 V *
V
V
S
Pf
Sampler 3.0" O.D. California Sampler and Grab
fl Date Completed: 5/22/90 Sample
Logged By Debbie A Carroll -
Total Depth: 11.5 feet Hammer Wt 140lbs.._30"drop _-
FIELD LABORATORY
-
Aj L 4 M 41
DESCRIPTION
1. 41 DC 0101
£ 44 - C
jj 10 1041 Lc 0.01 L in ai ..J ...
0. E 0 C- -4 C E L -
0 Aj 91 .0 LII C 11 Surface Elevation: Approximately ft (MSL) ..<
• Sieve •• \Dark brown clayey fine SAND with gravel, dry / Analysis amp, (FILL)
so/
i,,'
111 9 • Sand
Equivalent Ye1Iow brown, clayey fine SANDSTONE, dense
Maximum \damp (WEATHERED FORMATION)
- Density. -
84 Yellow brown fine sandy. CLAYSTONE,
hard, damp
Interbedded and mottled greenish and orangeish
r - brown fine SANDSTONE and CLAYSTONE, very
io— - dense, damp to moist, occasional caliche veins - l 50/ Dominantly sandy CLAYSTONE with few sand
• - - - interbeds
\Olive green interbedds of sandy • \SILTSTONE/CLAYSTONE very hard, damp
r is - Total depth I L. 5'
No free water encountered
- Backfilled with cuttings
r
— 20— -
25 -
fl - 30-
35
• PALOMAR AIRPORT ROAD. PLATE
K LEI N F ELDER CARLSBAD, CALIFORNIA
LOG OF BORING NO. 12 B13 PROJECT NO,
-
51-1551-01
/ Sampler 3.07 California Sampler and Grab Sample
Date Completed: 5/22/90
Logged By: Mark Lombardi
Total Depth: 6.5 feet Hammer Wt 140 lbs.. 30" drop
FIELD -
LABORATORY
-
. . DESCRIPTION
\ LjJ 91 4J
.0
41
4 CL 3 lfl 'O LC
O.W Surface Elevation: Approximately ft (MSL) E 0 W 41
a C--4C ELI - £ 11 C
\Asphalt (7" thick)
Expansion
Dark brown sandy CLAY, firm, moist (FILL) Index
Maximum
Density 0
100 106 18 - Mottled yellow-brown and olive green, clayey
• • - fine SANDSTONE, very dense, moist, with calice
\(WEATHERED FORMATION)
. /
- Boring terminated at 6.5'
10 — No free water encountered
Backfilled with cuttings and sand 5/22/90
• 0 Patched with cold patch
15 - -
I 20
- )
301
I 35
kq
PALOMAR AIRPORT ROAD PLATE
K L E I N F E L D E R CARLSBAD, CALIFORNIA
PROJECT NO. 51-1551-01 LOG OF BORING NO. 13 B14
Sampler iON O.D. California Sampler
Date Completed: 5/23/90
Logged By: Mark Lombardi
Total Depth: 10.9 feet Hammer Wt 140 lbs.. 30" drop
FIELD LABORATORY
-
£ DESCRIPTION
Cl \ 41
L 4 .4J -
. J o. CL
E
3 0
Cl SJCl Cl4J
l..
Q.W
ELI-
t. Cl Cl .0
£ IA
-
C Surface Elevation: Approximately ft (MSL)
Dark brown silty very fine SAND, dry to damp
A\(FILL) Direct Shear .
- 52
- \Dark brown sandy CLAY, damp
Yellowish brown clayey fine SANDSTONE, veryfl 50/ 111 16 \dense, damp -
\(WEATHERED FORMATION)
Olive green CLAYSTONE, very hard, damp, some
\iron staining, occasional pockets and veins of
10— \caliche - 50/.
3" and greenish very fine sandy
-
tOrangeish
YSTONE. hard, damp
• Total depth 10'9"
15 No free water. encountered
Backfilled with cuttings
20-
25 - - -
4
30-
35 ---—_ •
kq
PALOMAR AIRPORTROAD PLATE
K L E I N F E LDE R CARLSBAD, CALIFORNIA
PROJECT NO. 51-1551 -01 LOG OF BORING NO. 14 B15
Sampler -
Date Completed: 5/31/90
Logged By: Debbie Carroll
Total Depth: 4.0 feet Hammer Wt:
FIELD LABORATORY -
41 DESCRIPTION
L41 3 C U41
41 .-4 a 1 3 --4 W
.1.141 1(141 LC 0W (11 .J -.
Surface Elevation: Approximately ft (MSL) CL E 0 C. --4C ELI- .0 W C
.<
•
-
Brown sandy CLAY, dry to damp, (SLOPEWASH)
Greenish and yellowish brown silty and sandy
CLAYSTONE, damp, minor iron staining,
Total Depth 3.5' 5 - . No free water encountered I
Backfilled with cuttings
10- -
15 - -, •••.
20- -
25 - - •
30- - -
35 --
* - PALOMAR AIRPORT ROAD PLATE
KL E I N F E L DE R CARLSBAD, CALIFORNIA -
PROJECT NO. 51-1551-01 LOG OF BORING NO. 15 B16
Sampler Grab Samples -
Date Completed' 5/31/90
Logged By: Debbie Carroll
Total Depth: 3.5 feet Hammer Wt:
FIELD LABORATORY
-
.• DESCRIPTION
I.4J
.i.JV
4J
LC L V -
4 O 11 E 3 0
V C-.-4C M 4 M E S..— V .eJ.
Surface Elevation: Approximately ft (MSL)
•
.
Brown sandyj. CLAY, damp (SLOPE WASH)
" \Yellowish brown silty CLAYSTONE, damp
5 - \(WEATHERED FORMATION)
Total depth 3.5'
No free water encountered
Backfilled with cuttings
10— I -
15 -
20--
25 -
0
30— . -
35
PALOMAR AIRPORT ROAD PLATE
kqjK L E I N F E L D E R CARLSBAD, CALIFORNIA
LOG OF BORING NO 16 B17
PROJECT NO 51-1551-01
I
Fla Sampler
1 Date Completed: 5/22/90
Logged By: Debbie A. Carroll
Total Depth 46.5 feet Hammer Wt
FIELD LABORATORY
-
£ DESCRIPTION
.0 .4 4fl
3
..4
L.eJ
3 C 4J U)
Iii.J
W ED L.0
•
I UI
UI 4) -
4) a C
E
3
C
UI 3C4—..4C to 41 Q.UI EL
UI 4)
.0 U Surface Elevation: Approximately 505 ft (MSL)
Dark gray brown clay, dry at 0 - 1', damp
0
below 1' (residual soil)
8
I. Light yellowish green silty fine SANDSTONE,
- VV damp, dense, disseminated caliche - p 50/ (WEATHERED FORMATION)
43 ' Becomes very dense, caliche in veins and
- pockets
r 10-
50/ Light gray to white SANDSTONE with trace -
silt-- some beds and fracture surfaces
V iron-stained
Very difficult drilling-water added pa
1575/ V
L Orange-brown sandy CLAYSTONE, hard,
V
V damp
20-1 501 Occasional SANDSTONE interbeds -
25 501
511 /
30-
59 - Greenish gray and orange brown
V CLAYSTONE, very hard, damp -
V V
35--
V PALOMAR AIRPORT ROAD PLATE
KLEIN FELDER CARLSBAD, CALIFORNIA
LOG OF BORING NO. 17 B18
PROJECT NO. 51-1551-01''
-I
FIELD LABORATORY
4, £ DESCRIPTION
i'.. P \ 4, L4J
3 C
4,
Wce 4,
-p
.c 4, Q m 3 1A I4 Q. S, L p
P 4,
•
Q. E 0 3 Ct,—-4
.
ELI- .0 P C (Continued from previous plate)
• jJ50/'
ll 6H Greenish gray and orange brown
CLAYSTONE, very hard, damp
40_56/
6-1
45 50/
114"
Total depth 46.5'
No free water encounterd
Backfilled with cuttings
50- •
r
r
- 55
c -
60-
65- . • • - -
-
.
70- -
-
75------_
PALOMAR AIRPORT ROAD PLATE r I.IKLEINFELDER CARLSBAD, CALIFORNIA
OF BORING NO 17 B19
PROJECT NO 51-1551-01-LOG
Sampler Date Completed: 7/25/90
Logged By Debbie A. Carroll
Total Depth: 46.5 feet Hammer Wt:
FIELD LABORATORY
I... 4.' £ DESCRIPTION
- W -\ .'
L41 DC iJ
a
- 4j
.0 .4.' - C 3
4J 0
0
.s.' LC a.w I.. in w ..' .. I
0 Surface Elevation: Approximately 438 ft (MSL)
Yellowish brown mottled clayey SAND and sandy
CLAY, damp to moist (FILL)
5-,
- Total depth 5.5'
No free water' encountered
Backfilled with cuttings
10—
15
25
35
PALOMAR AIRPORT ROAD PLATE
fl KL E IN F E L D E R CARLSBAD, CALIFORNIA .
LOG OF BORING NO 18 B20 PROJECT NO 51-1551-01
II KLEINFELDER
APPENDIX C
LABORATORY TESTING
Cl GENERAL
Soil and pavement samples obtained during our field exploration were sealed in brass
sampling liners or plastic bags and transported to our laboratory for testing. The purpose
of the testing program was to evaluate their physical characteristics and engineering
properties. The program for soil materials included tests for moisture content, unit Weight,
Atterberg limits, grain size, moisture-density relationships, direct shear, U.B.C. expansion
index, R-value, sand equivalent, and corrosivity. tests The program for pavement materials
included unit weight, extraction tests, grain size, and viscosity.
C.2 GRAIN SIZE ANALYSIS
Grain size distributions were obtained by sieve analysis to assist in soil classification and
aggregate evaluation Results ae presented on Plates Cl and C14
C.3 All ERBERG LIMITS
'Atterberg limit tests were performed to aid in soil classification and to evaluate the plasticity
characteristics of the materials Tests were performed in general accordance with ASTM
Test Method D-4318 Results of these tests are summarized on Plate 02
CA EXPANSION INDEX
Expansion index tests were performed on selected, fine-grained soils samples Test
procedures were in general accordance with the Unifotm Building Code (UBC) Standard
29-2 Results of these tests are presented on Plate C3 and indicate the expansion potential
of remolded site soils
C.5 DIRECT SHEAR TEST
Direct shear tests were performed on four samples of soil to evaluate their strength. Three
levels of normal (vertical) load were used. Samples from Borings 1 and 3 were remolded
at 90% of the representative ASTM D1557 maximum dry density at optimum moisture
kn IUEINFELDER
Samples from Borings 9 and 14 were completed on intact specimens extruded from the
sampling tubes
After equilibrium under each normal load had been achieved, the sample was sheared by
applying a lateral (horizontal) load at a uniform rate of strain The maximum shear stress
measured during loading was plotted against normal load, and a shear strength envelope was
plotted The shear strength envelope can be used to estimate the strength of the soil under
field loading conditions
Results of the direct shear tests are summarized on Plates C4, C5, C6, and C7
C 6 MOISTURE-DENSITY RELATIONSHIP
Bulk samples of four subgrade soils were tested to evaluate their moisture-density r relationships in general accordance with ASTM D1557 The characteristic moisture content
versus dry density curve (commonly referred to as the Compaction Curve) for each sample
is plotted on Plates C8, C9, C10, And ,C11.
C7 R-VALUE
Resistance value (R-value) tests were performed in accordance with Caltrans Test Method r 301 on bulk soil samples These test results are presented on Plate C12
Q.8 SAND EQUIVALENT TESTS
Three subgrade samples were tested for sand equivalent to evaluate the presence of plastic
fine material These test results are presented on Plate C13
fl -
C9 MOISTURE CONTENT AND UNIT WEIGHT
Moisture contents and unit weights were obtaind for numerous samples. Results of soils
samples are presented on the boring logs in Appendix B Results of the unit weight for
asphalt concrete cores are presented on Plate C15
r
1KtEINFELDER
1 C.10 EXTRACTION
fl The purpose of the extraction of the asphalt concrete portion of the pavement is
quantitative separation of the aggregate and asphalt by ASTM D-2172. After the aggregate
r was extracted, it was sieved to obtain the gradation. The grain size analysis and extracted
asphalt content for each pavement core are presented on Plate C16.,
C.11 ASPHALT VISCOSITY
P For two of the asphalt concrete samples, the extracted asphalt was reclaimed from solution
by ASTM D-1856, and its consistency was evaluated on the basis of viscosity at 140°F by
ASTM D-2171. The asphalt viscosities for the tested samples are also included on Plate
C16.
C.12 CORROSIVITY TESTS
r Two soil samples were delivered to Analytical Testing, Inc. where they were tested for pH,
resistivity, and soluble sulfates to evaluate their ptentia1 for corrosion of concrete and steel.
The results of these are presented on Plate C17.
...
• p.
.••
p
•
-
t - -
•
. - .
r
•,
-
0
C) C- rn
rn
r .
GRADING.1NALYSIS
PALOM1R 7IPORT ROAD
Percent
C Passing 'Boring Boring Boring Boring Boring Boring Boring Boring
Sieve B2 133 134 B6 B8 139 B12 B13 rn Size 1.0 1 -2.5' 0'-3.0' 3.0 1 -5.0' . 01 -4.0' 01 -2.0' -0'.-5.01' 0'-2.0' 0.51 -5.0'
4 100 100 .. .99 100 . 98 98 61 98 5 .0 5
- - 10 100 100 95 - 100 94 94 58 - 93
20 99 99 - 5 99 89 88 54 88
S5 55
5
D 0 40 95 5 97 76 98 - 79 . 81 47 ' 83
100 67 83 - 50 84 60 61 28 - 73
200 48 - 59 . 37 -63 49 - . 41 16 63
r U
-<0 . S C/)
0
S - -
S S C•) -i .- rn. - - S
08 OL
f
09
.uwn airii
os otp OE oz or
0
1.
ot
46!'1
6JouI uw
q6i
HO
JJ!PW 13 6iouI
S
e6j0u1
10 sue6O
]NI. 109UAS
3I4IHfl dnovO
JVH A.IJOLLSV1d
.L3rod
avoi .LIOd}IIV HVINO1Vd ;11 3 (1 131 N 1 31 N fl 3.LV1d
(13) AV-10 IcpUS allLJ. uMo.Aq jaea 9z 8t, 109-10 C12
(as) awvs 4ak2LP uMo4q va o o
(13) AV1J cpus allL4 uMo.Aq 6t aO t',O 92 •
N011.V O IJISSVIO X3N'
AiILLSY1d
jw -
OIflI1
Hid3G
31dWVS 9 NIfO8
108WAS
.LS31
FRILOCA11ON
INITIAL MOISTURE FINAL MOISTURE EXPANSION EXPANSION
CONTENT (%) DRY DENSITY (PCF) CONTENT ('i'.) SWELL (%) INDEX * CLASSIFICATION
fl
B6( 0'-4.0 115 114 8 28 1 12.9 129 HIGH
B13@ o'-s 0' 11 8 104 2 26 3 13.5 135 VERY HIGH
'1
4 -
r
r
r
531
* PER TEST METHOD UBC 29-2
-
** CLASSIFICATION OF EXPANSIVE SOILS
Expansion Index Potential Expansion
0-20 Very low
21-50 Low
51-90 Medium
91-130 High
above 130 Very high
JEI K L E I N' -FE L D E R EXPANSION TEST RESULTS PLATE
PALOMAR AIRPORT ROAD C3
PROJECT NO. 51-1551-01
1.0 2.0 1 3.0
ci 7
pm
NORMAL STRESS a, kip/ft2
BORING NO. B SAMPLE NO. 2 DEPTH, ft 2.0-5.0
DESCRIPTION Greenish Brown Sandy ('JAY
Note: Remolded to 90 percent of maimiim dry riencity
SYMBOL
DRY DENSITY 1b/ft3
INITIAL WATER CONTENT
FINAL WATER CONTENT
NORMAL STRESS a, kip/ft2
SHEAR STRESS T, kip/ft2
S .
106.4
10.0
22.3
3.0
1.57
k". K I E IN F E ID E R
PROJECT NO. 51-1551-01
ANGLE OF INTERNAL FRICTION, 24
COHESION, kip/ft2 0.28
PALOMAR AIRPORT ROAD PLATE
DIRECT SHEAR TEST
3.
1.
1.0 2.0 . 3.0
NORMAL STRESS a, kip/ft2
BORING NO. B3 SAMPLE NO. 2 . DEPTH, ft 0-3.0
DESCRIPTION Greenish Brown Sandy ClAY
Note: Remolded to 90 percent of maimiim dry density.
SYMBOL .. . . .
DRY DENSITY lb/ft' 106.6 . 106.7 - 106.7
INITIAL WATER CONTENT 10.0 10.0 10.0
FINAL WATER CONTENT 14.8 22.1 20.9
NORMAL STRESS a, kip/ft2 1.0 . 2.0 3.0
SHEAR STRESS t, kip/ft2 0.65 0.98 1.38
ANGLE OF INTERNAL. FRICTION, 20
COHESION, kip/ft2 0.30
PLATE
KLEI N F E L D E R I
PALOMAR AIRPORT ROAD
C5
I DIRECT SHEAR TEST PROJECT NO. 51-1551-01
3.0
r 2.0
P
P
1.0 2.0 3.0
NORMAL STRESS a, kip/ft 2
11
BORING NO. 89 SAMPLE NO. 3 DEPTH, ft 10.0
DESCRIPTION Gray and Yellow Clayey SANDSTONE
SYMBOL
DRY DENSITY lb/ft3
INITIAL WATER CONTENT
FINAL WATER CONTENT
NORMAL STRESS a, kip/ft2
SHEAR STRESS T, kiplft2
S
108.5
16.8
22.0
1.0
1.6
S
108.3
16.8
19.3
2.0
2.4
.
109.0
16.8
20.8
3.0
3.2
P
p k"KLE1 N FELDER
PROJECT NO. 51-1551-01
ANGLE OF INTERNAL FRICTION, 39
COHESION, kip/ft2 0.83
PALOMAR AIRPORT ROAD
DIRECT SHEAR TEST
PLATE
C6
1.0 2.0 3.0
i
-NORMAL .STRESS a, kip/ft2
BORING NO. B14 SAMPLE NO. 1 DEPTH, ft i fl
DESCRIPTION Yellowish Brown Fine SANDSTONE
SYMBOL
DRY DENSITY lb/ ft 3 11.3.3 113.4 114.5
INITIAL WATER CONTENT 13.2 13.2 13.2
FINAL WATER CONTENT 18.1 17.9 17.6
NORMAL STRESS a, kip/ft2 1.0 2.0 3.0
SHEAR STRESS", kip/ 1.52 2.47 3.21 r ANGLE OF INTERNAL FRICTION, 40
COHESION, kip/ft2 0.72
r - PLATE
K I E I N FE I D E R PALOMAR AIRPORT ROAD
C7
DIRECT SHEAR TEST
PROJECT NO. 51-1551-01
r
r
r
r
r
ii
r
r
r1
r
r
7
P
r
r
r
r
r
: RESISTANCE VALUE TEST RESULTS
PALOMAR AIRPORT ROAD
- . -
Sample Description Resistance
Number Depth Value
B1-2 2.0'- 5.0'
- Yellowish Brown Sandy CLAY 5
B3-2 0' - 3.0' Greenish Brown Sandy CLAY Less than 5
B4-3 3.0'- 5.0' Yellowish Brown Clayey SAND Less than 5
B5-3 .1.5' - 3.0' Brown Sandy CLAY 8
B6-2 0' 4.0' Brown Sandy CLAY Less than 5
B8-2. 0' - 2.0' Brown Sandy CLAY • Less than 5
B9-1 0' - 5.0' Brown Sandy CLAY 5
B13-1 0' - 5.0' Brown Sandy CLAY Less than 5
k4 K L E I N FE L DER
PALOMAR AIRPORT ROAD
•
PLATE
RESISTANCE VALUE C12
PROJECT NO.51-1551-01 TEST RESULTS
SAND EQUIVALENT TEST RESULTS
PALOMAR AIRPORT ROAD
Sample Number Depth (ft) Sand Equivalent
B2-1 10 7
B3-2 0-30 10
B12-1 0-20 16
t -
PALOMAR AIRPORT ROAD PLATE
k"KLf IN F E I D E R SAND EQUIVALENT TESTS C13
PROJECT NO. 51-1551-01
V
-6
fl
ASPHALT TESTING RESULTS
PALOMAR AIRPORT ROAD
Boring Number Asphalt Thickness Unit Weight (PCF)
B4 4" 135
I B5 3.511 132
S
B10'.7" 144
-
-
£ I. I ',It
'S
El
El
*
r
-- PALOMAR AIRPORT ROAD PLATE I k"KLE IN F E I D E R ASPHALT TESTING C15
PROJECT NO. 51-1551-01
M-6 - -
- ASPHALT EXTRACTION DATA
PALOMAR AIRPORT ROAD
1 Aggregate Sieve Analysis
Percent Passing Boring,,' Boring Boring Boring
Sieve Size . B4 :- - B5 B10 B13
½ . 97 92 - 100 . 100 0
.
3/8 . 89 81 . 93 . 100
0
62 61 74 . 74
8 48. 49 . 63 62
16 . 36 1 1 ,37 51 . 48
: 30 26 - 27 - 39 .0000 3-3
0
50 ••• 18 ••' ••. 17 . .28 . • 21
0100 . .
. 11 : 10 . 17 13
I- 0
200 : .7.3 . .. 11. • 8.
(wash) .
2. Asphalt Content of Total, Mix . .
57% 5.8% 4.8% 5.0010
F
3. Viscosity of Recovered Asphalt (Poises)
17,800 ••. .
•0 ••
• 642,000 •
0
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0
U r, 0
K
P R . PLATE
I E I N F E I D E R
•• ASPHALT EXTRACTION DATA C16.
• .
0 PROJECT NO. 51-1551-01 0
M-6
k9 K L El N F E I D E R
SUGGESTED GUIDELINES FOR
EARTHWORK AND PAVEMENT CONSTRUCTION
PALOMAR AIRPORT ROAD IMPROVEMENTS
I )
10 GENERAL
1.1 Scope - The work done under these specifications shall include clearing,
stripping, removal of unsuitable material, excavation, installation of subsurface
drainage, preparation of natural soils, placement and compaction of on-site
and imported fill material and placement and compaction of pavement
materials
1.2 Contractor's Responsibility - A geotechnical investigation was performed for
the project by Kleinfelder and presented in a report dated September 27,
1990 The Contractor shall attentively examine the site in such a manner that
. he can correlate existing surface conditions with those presented in the
geotechmcal mvestigation report He shall satisfy himself that the quality and
quantity of exposed materials and subsurface soil or rock deposits have been
satisfactorily represented by the Geotechthcal Engineer's report and project S
drawings.' Any discrepancy of prior knowledge to the Contractor or that is
revealed through his investigations shall be made known to the Owner. It is
the Contractor's responsibility to review the report prior to construction. The:
selection of equipment for use on. the project and the order of work shall
similarly be the Contractor's responsibility. The Contractor shall be
responsible for providing equipment capable of completing the requirements
included in following sections
1.3 Geotechnical Engineer - The work covered by these specificatio
n
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observed and tested by Kleinfelder, th
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hired by the Owner. The Geotechnic
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site preparation and grading to obse
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necessary I to evaluate material quality and com
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Engineer shall submit a report to the O
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performed. The costs of retesting unsu
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shall be deducted by the Owner from
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1.4 Standard Specifications -Where referr
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Specifications" shall mean the cur
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- California Standard
'? . Specifications for Public Works Cons
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1.5 Compaction Test Method - Where referred to , herein, relative compaction
shall mean the in-place dry density of
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1' 1 maximum dry density of the same ma
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D1557-78 Compaction ,Test Proèedure.' 0ptimum moistur
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mean the moisture content at the maximum dry density deter
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•. .
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2.0 SITE PREPARATION
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2.1 Clearing - Areas to be graded shall be cleared., and grubbed of all vegetation
and debris. These materials shall be removed from the site by the Contractor.
2.2 Stripping: Surface soils containing roots and organic matter shall be stripped
from areas
,
to be graded and stockpiled or discarded as directed by the
Owner. In general, the depth of stripping of the topsoil will be approximately
1 to 2 inèhes. Deeper'stripping, where required to remove weak soils or
accumulations of orgamc matter, shall be performed when determined
necessary by the Geote.chnical Engineer. Stripped material shall be removed.
from the site; or stock-piled at a location designated by the Owner.
2.3 .. Removal of Existing Fill - Existing fill soils, trash and.debris in the areas to
be graded shall be removed prior to the placing of any compacted fill.
. . Portions of any existing fills that are suitable for use in new compacted fill
may be stockpiled for. future use. All organic materials, topsoil, expansive
- soils,, oversized rock or other. unsuitable material shall be removed from the
site by the Contractor or disposed of at a location on-site, if so designated by
the Owner.
-.
, ----S
2.4 L' Ground Surface - The ground surface exposed by stripping shall be scarified
to a depth of 6 inches, moisture conditioned to the proper moisture content
-
for, compaction and 'compacted as required for compacted fill. Ground
surface preparation shall be approved by the Geotechnical Engineer prior to
placing fill
.-
S. '
S -
S.
- fl KLE.INFELDER
3.0 EXCAVATION
3.1 General - Excavations shall be made to the lines and grades indicated on the
plans. .
.
I The data presented in the Geotechnical Engineer's report is for information
only and the Contractor shall make his own interpretation with regard to the
methods and equipment necessary to perform the excavation and to obtain
material suitable for fill.
3.2 Materials - Soils which are removed and are unsuitable for fill shall be placed I in nonstructural areas of the project, or in deeper fills at locations designated
by the Geôtechnical Engineer.
All oversize rocks and boulders that cannot be incorporated in the work by
1 placing in embankments or used as rip-rap or for other purposes shall be
removed from the site by-the Contractor.
I .•
.
3.3 -Treatment of Exposed Surface - The ground surface exposed by excavation
I - . shall be scarified to a depth of 6 inches, moisture conditioned to the proper
- . . moiture content for compaction and compacted as required for compacted
- fill. Compaction shall be approved by the Geotechnical Engineer prior to
placing fill.
I -
3.4 Rock Excavation - Where solid rock is encountered in areas to be excavated,
it shall be loosened and broken up so that no solid ribs, projections or large
fragments will be within 6 inches of the surface of the final subgrade.
Ka
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•
fl KI.EINFELDER
FILL 4.0.' COMPACTED
4.1 Materials - Fill material shall consist of suitable on-site or imported soil All
materials used for structural fill shall be reasonably free of organic material,
have a liquid limit less than 30, a plasticity, index less than 15, 100% passing
the 3 inch sieve and less than 30 percent passing the #200 sieve
4.2 Placement - All fill materials shall be placed in layers of 8 inches or less in
loose thickness and uniformly moisture conditioned Each lift should then be
I ' ' compacted with a sheepsfoot roller or other approved compaction equipment
to at least 90 percent relative compaction in areas under structures, utilities,
roadways and parking areas, and to at least 85 percent in undeveloped areas
No fill material shall be placed, spread or rolled while it is frozen or thawing,
or during, unfavorable weather conditions
4.3 Benching- Fill placed on slopes steeper than 5 horizontal to 1 vertical shall
be keyed into firm, native soils or rock by a series of benches Benching can
be conducted simultaneously with placement of fill However, the method
and extend of benching shall be checked by the Geotechmcal Engineer.
Benching details are shown at the end of these guideline specifications
n 4.4 Compaction Equipment- The Contractor shall provide and use sufficient
equipment of a type and weight suitable for the conditions encountered in the
field The equipment shall be capable of obtaining the required compaction
in all areas
4.5 Recomuaction- When, in the judgement of the Geotechmcal Engineer,
sufficient compactive effort has not been used, or where the field density tests
indicate that the required compaction or moisture content has not been
L
, obtained, or if pumping or other indications of instability are noted, the fill
P
j KLEINFELDER
shall be reworked and recompacted as needed to obtain a stable fill at the
n required density and moisture content before additional fill is placed.
4.6 Responsibility - The Contractor shall be responsible for the maintenance and
1 protection of all embankments and fills made during the contract period and
shall bear the expen'e of replacing any portion which has become displaced
due to carelessness, negligent work or failure to take proper precautions.
FIT
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5.0 UTILITY TRENCH BEDDING AND BACKFILL
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5.1 Material - Pipe bedding shall be defined as all material within .4 inches of the
perimeter and 12 inches over the top of the pipe Material for use as bedding
I shall be clean sand, gravel, crushed aggregate or native free-draining material,
having a Sand Equivalent of not less than 30
Backfill should be classified as all material within the remainder of the trench.
Backfill shall meet the requirements set forth in Section 4.1 for compacted fill
5.2 Placement and Compaction - Pipe bedding shall be placed in layers not
exceeding 8 inches in loose thickness, conditioned to the proper moisture
content for compaction and compacted to at least 90 percent relative
compaction All other trench backfill shall be placed and compacted in
accordance with Section 306-1.3.2.. of the Standard Specifications for
1 Mechanically Compacted Backfill Backfill shall be compacted as required for
adjacent fill. If not specified, backfill shall be compacted to at least 90
1 percent relative compaction in areas under structures, utilities, roadways,
parking areas and concrete flatwork, and to 85 percent relative compaction
I in undeveloped areas
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. .. . .
ID KLñNFELDER
70 SUBGRADE, BASE, AND SUBBASE FOR PAVED AREAS
7.1 Subrade Preparation - After completion of any utility trench backfill and
prior to placement of aggregate base, the upper 12 inches pf subgrade soil
shall be uniformly compacted to at least 95 percent relative compaction.
Scarifying, moisture conditioning and compacting in both cut and fill areas
may be required to meet this specification... If lime-treated soil is approved
p for use, it shall meet the requirements of Section 301-5
7.2 Base Material .- Base materials should meet either the State'of California
Specifications for Class 2 Aggregate Base or, the requirements for Crushed
'Aggregate Base as described in Section 200-2.2 f the Standard Specifications
for Public Works. Processed Miscellaneous Base m'eet'ing the requirements
'-
. of Section 200-2.5 of the Public Works Specifications may be used if approved
by the City of Carlsbad r'
Subbase Material - Subbase materials should meet either , the State of
California Specifications for Class 2 Aggregate Subbase or the requirements
for Select Subbase as described in Section 200-2.6 of the Standard r . Specifications for Public Works. Processed Miscellaneous Base meeting the
requirements of Section 200-2.5 of the Public Works Specifications maybe
used if approved by the City of Carlsbad
:•7.4 Cernent-TreatedAggrgate Base - Cethet-treated aggregate base should meet
the State of California minimum specifications for :Class B Cement-Treated
Base. . •• .• - . . .
•-
•.•
After the subgrade is properly prepared, all base and subbase shall, be placed
PIP in layer's, moisture conditioned as necessary and compacted with suitable'
equipment to at least 95 percent relative compaction. The final compacted
- thickness of base and subbase shall be as shown on the plans.
..
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kn KLEI NFEIDER
8.0 ASPHALT CONCRETE PAVEMENT
8.1 Thickness -The compacted thickness of asphalt concrete shall be as shown
on the plans
I 8.2 Materials - The asphalt paving should meet the State of California
Specifications for 3/4" maximum coarse Asphaltic Concrete. Recycled Asphalt
Concrete meeting the requirements of Section 203-7 of the Standard
Specifications for Public Works may be used if approved by the City of
Carlsbad and the amount of recycled materials is 15 percent or less of the
total mix Asphalt concrete should be AR 8000 for pavement construction
from March to October, and AR 4000 from November to. February.
Where a pnme coat is specified, the type and grade of asphalt for use as
prime coat shall be SC 250 with an application rate of 0.10 to 025 gallons per
square yard. The type and grade of asphalt for use as tack coat shall be SS1
or SS1h with an application rate of 0.05 to 0.10 gallons per square yard.
The type and grade of asphalt for use as seal coat shall be MC 250 or RC 250
with an application rate of 0.15 to 0.20 gallons per square 'yard. Sand blotter,
if needed to prevent "pick-up", shall be spread at a rate of 10 to 15 pounds
per, square yard
8.3 Placement - The asphalt concrete material and placement procedures shall
conform to appropnate section of the Standard Specifications
fl
I.
FILL SLOPE
COMPACTED
REMOVE UNSUITABLE MATERIAL FILL
PROJECTED PLANE
1 10 1 MAXIMUM FROM TOE
OF SLOPE TO APPROVED
GROUND
4 TYPICAL
NATURAL GROUND I BENCH HEIGHT
- BENCH
2' MI •..:.:.:.:...:..:.:.........
2%MIN
.:..:
KEY DEPTH LOWEST BENCH FILL -OVER-CUT SLOPE
(KEY)
.:.COM PACT EPV
REMOVE UNSUITABLE MATERIAL FILL- .-
- 4 TYPICAL
- / NATURAL GROUND--,,..,BENCH HEIGHT - -
- -MI BENCH
- 19 MIN
LOWEST BENCH
CUT FACE
- TO BE CONSTRUCTED
PRIOR TO FILL PLACEMENT 'V
NOTES
LOWEST BENCH DEPTH AND WIDTH SUBJECT TO V
' FIELD CHANGE BASED ON
CONSULTANTS INSPECTION
SUBDRAINAGE: BACK DRAINS MAY BE REQUIRED
AT THE DISCRETION OF THE V
GEOTECHNICAL CONSULTANT
V
PLATE
k9 KLEIN FELDER BENCHING DETAILS
PROJECT NO. V V
-b