HomeMy WebLinkAboutGeotech Investigation Report (Jan.19,2004)
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GEOTECHNICAL
ENGINEERING
INVESTIGATION REPORT
Overland Commercial Development
Overland Drive and Ynez Road
Temecula, California
Prepared for:
Ms. Janell Snider
Davcon Development Inc.
42389 Winchester Road, Suite B
Temecula, California 92590-4810
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Prepared by:
Testing Engineers - San Diego, Inc,
7895 Convoy Court, Suite 18
San Diego, California 92111
CONTRACT NO, 62623
January 19,2004
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Testing Engineers - San Diego, Inc.
Established 1946
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Ms. Janell Snider
Davcon Development, Inc.
42389 Winchester Road, Suite B
Temecula, California 92590-4810
January 19, 2004
Contract No. 62623
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Subject:
Geotechnical Engineering Investigation Report
Project:
Overland Commercial Development
Overland Drive and Ynez Road
Temecula, California 92130
Dear Ms. Snider:
This report presents the results of the geotechnical engineering investigation for the proposed
commercial development to be located situated within the southeast comer of Overland Drive
and Ynez Road in Temecula, California. Based on the information obtained during this
investigation, it is our opinion that the site is suitable for the proposed development, provided
recommendations contained in this report are followed.
Based on a review of the site plan, prepared by McArdle Associates Architects, it is understood
that the project will consist of the development of three (3) single-story retail and restaurant
buildings structures ranging from approximately 5,089 to 22,000 square feet. It is anticipated
that the structures will consist of concrete tilt-up, wood, and masonry wall construction with
concrete slab-on-grade floors.
Testing Engineers - San Diego, Inc., appreciates the opportunity to provide this geotechnical
engineering service for this project. We look forward to continuing our role as your geotechnical
engineering consultant on this project.
T~ing~;;.ers-s;nc,
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Charles B. McDuffie
Senior Staff Geologist
CBM/VWO/:c1
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Respectfully submitted,
Van W. Olin, GE 2578
Geotechnical Department Manager
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PIE 2003-0030 Overland Commercial Dcvelopmenl-.cbm
Tcsling Engineers. San Diego, Inc.. 7895 Convoy Court. Suite 18 San Diego, CA. 92111 (858] 715-5800 Fax (858J 715.5810 V
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Davcon Devlopment, Inc
Overland Commercial Development
January 19. 2004
Contract No. 62623
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TABLE OF CONTENTS
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I. INTRODUCTION ......................................................................................................1
2. SCOPE OF SERVICES .............................................................................................1
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3. PROPOSED DEVELOPMENT .................................................................................2
4. SITE DESCRIPTION .............. ........................... ... ......................... ............................ 2
5. FIELD EXPLORA TIONS..........................................................................................2
5.1 FIELD EXPLORATIONS .........................................................................................2
5.2 . LABORATORY TESTING .......................................................................................3
6. GEOLOGy.................................................................................................................3
6.1. GEOLOGIC SETI1NG............................................................................................. 3
6.2. GEOLOGIC MATERIALS......... ...................... .... ......................... ........... .................4
6.3 . GROUNDWATER .......................... ......... ............................................................... 4
6.4. FAULTS ..... ............... ..... .................................. ...... ............................... ............... 5
6.5. GEOLOGIC HAZARDS ........ .... ................. ..... ........ ....... ..... ......... ........... ................. 5
6.6. CONCLUSIONS .....................................................................................................7
7. DESIGN RECOMMENDA TIONS............................................................................ 7
7.1. GENERAL ............................................................................................................7
7.2. SITE PREPARATION ............... .................. ..... .................................... .................... 8
7.3. TEMPORARY EXCA VA TIONS ................................................................................ 9
7.4. UTILITY TRENCH EXCA V A TIONS .......................................................................10
7.5 . FOUNDATIONS ................................................................. .................................. 10
7.6. FOUNDATIONS FOR ANCILLARY STRUCTURES ................................................... II
7.7. GEOTECHNICAL PARAMETERS FOR SEISMIC DESIGN .........................................12
7.8. RETAINING AND BASEMENT W ALLS..................................................................13
7.9. CONCRETE SLABS-ON-GRADE ..........................................................................14
7.1 O. PAVEMENTS ......................................................................................................16
7.11. UTILITY TRENCH BACKFILL ..............................................................................18
7.12. DRAINAGE CONTROL ........................................................................................19
7.13. SOIL CORROSION ............. .................................................................................. 20
8. GENERAL SITE GRADING RECOMMENDATIONS ......................................... 22
9. DESIGN REVIEW AND CONSTRUCTION MONITORING............................... 23
9.1. PLANS AND SPECiFICATIONS..............................................................................23
9.2. CONSTRUCTION MONITORING ...........................................................................23
I O. LIMITATIONS .................. ........ .................................... ........................... ............... 23
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Davcon Devlopment, Inc
Overland. Commercial Development
January 19. 2004
Contract No. 62623
II. SELECTED REFERENCES.................................................................................... 25
FIGURES
FIGURE I - SITE loCATION MAP
FIGURE 2 - BORING loCATION MAP
ApPENDICES
APPENDIX A - loGS OF EXPLORATORY BORINGS
APPENDIX B - LABORATORY DATA
APPENDIX C - SEISMIC ANALYSES DATA
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Daveon Devlopment, loe
Overland Commercial Development
January 19,2004
Contract No. 62623
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1. INTRODUCTION
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This report presents the results of the geotechnical engineering investigation for the proposed
commercial development project at the southeast comer of Overland Avenue and Ynez Road in
Temecula, California. The location of the subject project is presented on Figure I, Site Location
Map. The purpose of this study was to evaluate the subsurface conditions within the project site
and to provide geotechnical recommendations for the design and construction of the proposed
development. This report summarizes the data collected and presents our findings, conclusions,
and recommendations.
2, SCOPE OF SERVICES
Our scope of services for this project consisted of the following tasks:
. Review of readily available background data, including in-house geotechnical data,
geotechnical reports, geotechnical literature, geologic maps, topographic maps, and literature
relevant to the subject site.
. A site reconnaissance to observe the general surficial site conditions and to select exploratory
boring and test pit locations.
. Subsurface exploration, including the excavating, logging, and sampling of exploratory and
borings and test pits to depths ranging from approximately 6 to 50 feet below existing grade.
Soil samples obtained from the borings and test pits were transported to our in-house
laboratory for further testing.
. Engineering evaluation of the geotechnical data collected to develop geotechnical
recommendations for the design and construction of the proposed structures. Specifically
addressing the following items:
o Evaluation of general subsurface conditions and description of types, distribution, and
engineering characteristics of subsurface materials.
o General recommendations for earthwork, including site preparation, excavation and the
placement of compacted fill.
o Evaluation of project feasibility and suitability of on-site soils for foundation and slab-on-
grade support.
o Recommendations for design of suitable foundation systems including allowable bearing
capacity, lateral resistance, and settlement estimations.
o Determinations of seismic design parameters in accordance with Chapter 16 of the
2001 California Building Code (CBC).
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Overland Commercial Development
January 19,2004
Contract No. 62623
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o Recommendations in connection with subgrade preparation for interior floor slabs and
exterior slab-on-grade and pavement areas.
o Evaluation of the corrosion potential ofthe on-site materials.
. Preparation of this report, including reference maps and graphics, summarizing the data
collected and presenting our findings, conclusions, and geotechnical recommendations for the
design and construction ofthe proposed project.
3, PROPOSED DEVELOPMENT
Based on our review of the preliminary architectural site plan, provided by the project architect
McArdle and Associates, it is understood that the proposed development consists of 3 single-
story structures, paved parking lots and driveway areas, hardscape, and other appurtenant
improvements. The proposed building structures will cover a total of approximately 32,385
square feet in plan. The proposed project limits are shown in Figure 2, Plot Plan. The structures
are anticipated to be of concrete tilt-up and wood-frame construction with concrete slab-on-grade
floor systems. Based on our experience with similar construction, it is anticipated that maximum
structural column and line loads will be about 100 kips and 3 kips per linear foot, respectfully.
4. SITE DESCRIPTION
The triangular shaped approximately 5. I-acre site is located at the southeast comer of Overland
Avenue and Ynez Road, in Temecula, California. The site is bordered by Overland Avenue to
the north, Ynez Road to the west, and by a drainage easement-ditch to the southeast. The
property is accessed off of Overland Avenue. Figure 2, Plot Plan, shows the existing site contour
elevations and the location of the proposed building and parking lot structures.
5. FIELD EXPLORATIONS
5,1 Field Explorations
The soil conditions beneath the site were explored by excavating and augering, logging, and
sampling two (2) exploratory boring to depths ranging from approximately 16.5 to 51.5 feet
and five (5) test pits excavated to depths from about 6.0 to 10.0 feet below the existing
grades.
Before starting our field exploration program, a field reconnaissance was conducted to
observe site conditions and mark the locations of our planned explorations. In accordance
with local regulations, Underground Service Alert was notified of our operations for
underground utility marking at the locations of exploration.
Details of the explorations and the logs of the borings and test pits are presented in Appendix
A. The approximate locations of the exploratory test pits and borings are shown on Figure 2,
Plot Plan.
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Daveon Devlopment. Ine
Overland Commercial Development
January 19. 2004
Contract No. 62623
5.2 Laboratory Testing
Laboratory tests were performed on selected samples obtained from the borings and test pits
to aid in the soil classification and to evaluate the engineering properties of the foundation
soils. The following tests were performed:
. Consolidation;
. Corrosion series;
. Direct shear;
. Expansion index;
. In-situ moisture content and dry density;
. Maximum density;
. R-value;
. Sieve analyses, including -200 wash;
Testing was performed in general accordance with applicable ASTM standards and
California Test Methods. The laboratory test results are presented in Appendix B. Detailed
information associated with the laboratory-testing program is also included in Appendix B.
6. GEOLOGY
6.1, Geologic Setting
The site is located within the near-coastal portion of the Peninsular Ranges Geomorphic
Province of California. The near-costal areas of the province in the Southern Riverside
County are typically made up of shallow westward dipping sediments that form low mesas
that are dissected by west-draining stream channels. Moving inland from the coast,
Cretaceous age granites of the Southern California Batholith are exposed in the central and
interior portions of the region. This province is characterized by northwest-trending
mountain ranges bordered by relatively straight-sided, sediment-floored valleys. According
to information obtained in our investigation, the site is underlain by relatively flat-lying
sedimentary materials of the Quaternary Pauba Formation. The northwest trend is also
reflected in the direction of the dominant geologic structural features, which consist of
northwest-trending faults and fault zones. The major northwest-trending fault zone that
traverses the inland county area is the Elsinore fault zone.
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Overland Commercial Development
January 19. 2004
Contract No. 62623
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6,2. Geologic Materials
Geologic materials encountered during the subsurface explorations consist of a layer of
undocumented artificial fill ranging from approximately 3 to 7 feet in thickness overlying
natural deposits, which include alluvium and Pauba Formation materials. Generalized
descriptions of the units encountered in our field exploration are provided below. Detailed
descriptions of the earth materials encountered in our borings and test pits are presented in
Appendix A.
6,2.1. Undocumented fill
Undocumented fill was observed in all of the borings and test pits. The fill consists of tan
to light-brown silty sand, clayey sand, and sandy clay materials that were generally in a
medium dense, and dry to damp consistency. The fill depths extended from
approximately 3 feet at test pit TP-3 to about 7 feet at Boring B-2 below the existing
ground surface elevations.
6.2,2. Alluvium
Alluvium deposits were encountered in all of the borings and test pits below the
undocumented fill soils. The alluvial soils consists of tan to light brown to brown sand, silty
sand, clayey sand, and silty clay materials. The consistency of the alluvial soils found to be
dry to damp and loose at the upper contact to damp to very moist and medium dense with
depth. The depth of alluvium was observed to a maximum depth of 16.5 feet below the
existing grade elevation at boring B-1.
6.2.3, Pauba Formation
The Pauba Formation was encountered in boring B-2. The formational material consists
of light brown to light olive-brown sand, silty sand, and very fine sandy silts that were in
a damp to moist and medium dense to dense condition. The Pauba Formation is
classified as bedrock, however the materials observed within boring B-2 more resembled
soils in their characteristics. The formational material was observed to a depth of 51.5
feet below existing grade at the boring location.
6.3. Groundwater
Groundwater was not encountered in any of TESD's exploration borings or test pits. It is
anticipated that groundwater will not affect the proposed construction, however, landscape
irrigation or similar sources of water may cause localized seepage zones.
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Overland Commercial Development
January 19,2004
Contract No. 62623
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6.4, Faults
6.4,1. General
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The numerous faults in southern California include active, potentially active, and inactive
faults. As used in this report, the definitions of fault terms are based on those developed
for the Alquist-Priolo Special Study Zones Act of 1972 and published by the California
Division of Mines and Geology (Hart and Bryant, 1997). The site does not lie within the
Alquist-Priolo Earthquake Fault Hazard Zone.
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Active faults are defined as those that have experienced surface displacement within
Holocene time (approximately the last 11,000 years) and/or have been included within
any of the state-designated Earthquake Fault Zones (previously known as Alquist-Priolo
Special Study Zones). Faults are considered potentially active if they exhibit evidence of
surface displacement since the beginning of Quaternary time (approximately two million
years ago) but not since the beginning of Holocene time. Inactive faults are those that
have not had surface movement since the beginning of Quaternary time.
6.4,2. Active Faults
The closest known active fault to the site is the Elsinore- Temecula fault zone, located
approximately 1.1 miles southwest of the site. Other important active faults in the inland
empire area include the San Jacinto and Newport Inglewood fault zones. These fault
zones are located approximately 20.9 miles northeast and 28.0 miles southwest,
respectively, at their closest approach to the site. The San Andreas fault, which is
generally considered to be capable of generating the largest earthquake in California, is
located approximately 38.0 miles northeast of the site.
It should be noted that the earthquake design requirements listed in the 2001 CBC and
other governing standard apply only for faults classified as "active" in accordance with
the most recent United States Geological Survey (USGS) or the California Division of
. Mines and Geology.
6,5, Geologic Hazards
6.5,1 Fault Rupture
The site is not located within any Earthquake Fault Zone delineated by the State of
California for the hazard of fault surface rupture. The surface traces of any active are not
known to pass directly through, or to project toward the site. Therefore, the potential for
surface rupture due to faulting occurring beneath the site during the design life of the
proposed structures is considered low.
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Davcon Devlopment. Inc
Overland Commercial Development
January 19.2004
Contract No. 62623
6.5,2;' Seismic Shaking
The site is located in a seismically active area, as is the majority of southern California.
The most significant seismic hazard at the site is considered to be shaking caused by an
earthquake occurring on a nearby or distant active fault. Design considerations for the
hazard of seismic shaking are presented in Section 7.7.1, CBC Seismic Design
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6.5,3, Liquefaction and Seismically-induced Settlement
Liquefaction of soils can be caused by ground shaking during earthquakes. Research and
historical data indicate that loose, relatively clean granular soils are susceptible to
liquefaction and dynamic settlement, whereas the stability of the majority of clayey silts,
silty clays and clays is not adversely affected by ground shaking. Liquefaction is
generally known to occur in saturated cohesionless soils at depths shallower than
approximately 50 feet. Dynamic settlement due to earthquake shaking can occur in both
dry and saturated sands.
The structural site areas are underlain predominately by medium dense to dense
formational deposits and of sand, silty sand and sandy silt materials, furthermore,
groundwater was not encountered within the depths of our exploration (ie., upper 50 feet).
In consideration of the underlying materials and the lack of groundwater, the site is not
considered to be susceptible to liquefaction. Therefore, the potential for liquefaction and
the associated ground deformation occurring beneath the structural site areas is
considered low.
Seismic settlement is often caused when loose to medium-dense granular soils are
densified during ground shaking. At the subject site, the upper contact of the alluvium
soils were found to be in a loose condition, recommendations are given in the site
preparation section of this report to mitigate that condition. The underlying formational
materials encountered in our exploratory borings were found to be in a medium dense to
dense category. Therefore, seismic settlement of unsaturated deposits is not anticipated
to affect the proposed structures provided recommended in this report are performed
satisfactorily.
6.5.4, Subsidence
The site is not located in an area of known ground subsidence due to the withdrawal of
subsurface fluids. Accordingly, the potential for subsidence occurring at the site due to
the withdrawal of oil, gas, or water is considered remote.
6.5.5. Landsliding and Lurching
The site is located within essentially level topography, therefore, the potential for both
gross slope stability problems and lurching (earth movement at right angles to a cliff or
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Daveon Devlopment. Ine
Overland Conunereial Development
January 19,2004
Contract No. 62623
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steep slope during ground shaking) is considered nil. However, it should be noted that
the surface soils overlying the formational materials within localized sloping areas are
considered susceptible to erosion and creep (ie., adjacent flood control channel). Design
considerations to reduce surface soil erosion are presented in Section 7.12, Drainage
Control.
There are no known landslides near the site, nor is the site in the path of any known
landslides.
6.5,6. Tsunamis, Inundation Seiches, and Flooding
The subject site is located several miles inland and is located at an elevation of
approximately 1049 feet above mean sea level (AMSL) at its lowest point. Therefore,
tsunamis (seismic sea waves) are not considered a hazard at the site.
The site is not located downslope of any large body of water that could affect the site in
the event of an earthquake-induced failure or seiche (oscillation in a body of water due to
earthquake shaking).
The site is located adjacent to a large drainage easement ditch along the southeastern
boundary of the project and is not lying within low-level terrain. Therefore, flooding is
not considered a significant hazard at this site, however, the establishment of building
floor elevations at appropriate levels should be performed by the project civil engineer.
6.6, Conclusions
Based on the available geologic data, no known active faults with the potential for surface
fault rupture are known to exist beneath the site. Accordingly, the potential for surface
rupture at the site due to faulting is considered low during the design life of the proposed
structures. Although the site could be subjected to strong ground shaking in the event of an
earthquake, this hazard is common in southern California and the effects of ground shaking
can be mitigated if the structures are designed and constructed in conformance with current
building codes and engineering practices.
The potential for other geologic hazards such as gross slope instabilities, liquefaction,
seismic settlement, subsidence, flooding, tsunamis, inundation, and seiches affecting the site
is considered low.
7. DESIGN RECOMMENDATIONS
7.1. General
Based on the results of the field explorations and engineering analyses, it is TESD's opinion
that the proposed construction is feasible from a geotechnical standpoint, provided that the
recommendations in this report are incorporated into the design plans and implemented
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Overland Commercial Development
January 19, 2004
Contract No. 62623
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during construction. However, compressible soils were observed at the upper contact of the
alluvium strata below the undocumented fill soils. TESD recommends that all building pads
are excavated to at least 5.0 feet below the lowest footing bottom or 6.0 feet below the
existing site grades, whichever is greater. The remaining site improvements will require
over-excavation and recompaction to a lesser extent.
Within the limits of building structural areas, the replaced fill soils should be low-expansive
material (E.!. of 20 or less) within the top 3 feet below the proposed finish grade elevations.
The following sections present detailed conclusions and recommendations pertaining to the
geotechnical engineering design for this project.
7,2. Site Preparation
Clearing and Grubbing
Prior to grading, the project area should be cleared of all significant surface vegetation,
rubble, trash, debris, etc. Any buried organic debris or other unsuitable contaminated
material encountered during subsequent excavation and grading work should also be
removed.
Excavations made for removal of any existing footings, utility lines, tanks, and any other
subterranean structures that may be encountered associated with the pre-existing subterranean
structures should be processed and backfilled in the following manner:
I. Clear the excavation bottom and sidecuts of all loose and/or disturbed material.
2. Prior to placing backfill, the excavation bottom should be moisture conditioned to within
2 percent of the optimum moisture content and compacted to at least 90 percent of the
ASTM D-1557 laboratory test standard.
3. Backfill should be placed, moisture conditioned (i.e., watered and/or aerated as required
and thoroughly mixed to a unifonn, near optimum moisture content), and compacted by
mechanical means in approximate 6-inch lifts. The degree of compaction obtained
should be at least 90% of the ASTM D-I557-91Iaboratory test standard.
It is also critical that any surficial subgrade materials disturbed during initial demolition and
clearing work be removed and/or recompacted in the course of subsequent site preparation
earthwork operations.
Site Grading
In view of the compressible characteristics of the upper alluvial deposits and in order to
create a uniform bearing condition, the following earthwork operations are recommended:
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Davcon Devlopment, Inc
Overland Conunercial Development
January 19. 2004
Contract No. 62623
. Buildings: Excavate the existing soils to a depth of at least 6.0 feet below the existing
ground surface or 5.0 feet below bottom of footings, whichever is lower, and to a
distance of at least 5.0 feet outside their exterior perimeter footing walls.
. RetainingfEnclosure Walls and other structures: Excavate the existing soils to a depth
of at least 1.5 feet below the bottom of footings, and to the distance of at least 2 feel
beyond lateral extents of the footings.
. Parking PavementlExterior Slabs: Excavate the existing soils to a depth of at least
1.0 foot below existing site grades or 1.0 foot below design subgrade elevations,
whichever is greater, and to a lateral distance of at least 2.0 feet outside the lateral
extents of improvements.
The Expansion Index value of the replaced (on-site and import) fill soils should not exceed a
maximum of 20 (i.e., essentially non-expansive) within the upper 3 feet of al building pads.
All bottoms of over-excavations should be scarified a minimum of 8 inches, moisture
conditioned to within 2 percent of the optimum moisture content, and compacted to at least
90 percent of the maximum dry density per ASTM D-1557 test method. The bottom of over-
excavations should be inspected and tested by a representative of TESD prior to the
placement of any compacted fill materials.
Fill placement associated with the removal and compaction of existing artificial fill and upper
alluvium soils, utility trench backfill, and fill placed to achieve finish grade or sub grade
elevations, should be moisture-conditioned to within 2 percent of the optimum moisture
content and compacted to at least 90 percent of the maximum dry density, as evaluated by the
latest version of ASTM DI557.
Import soils should be sampled, tested, and approved by TESD prior to arrival on site.
Imported fill materials should consist of granular soils free from vegetation, debris, or rocks
larger than 3 inches maximum dimension.
7.3, Temporary Excavations
Excavation of the on-site soils may be achieved with conventional heavy-duty grading
equipment. Temporary, unsurcharged, excavation walls may be back sloped at an inclination
of I(H):I(V) in existing undocumented fill, alluvium, or formational materials. Personnel
from TESD should observe any temporary excavations so that any necessary modifications
based on variations in the encountered soil conditions can be made. All applicable safety
requirements and regulations, including CalOSHA requirements, should be met.
Where sloped excavations are used, the tops of the slopes should be barricaded so that
vehicles and storage loads are not within 10 feet of the tops of excavated slopes. A greater
setback may be necessary when considering heavy vehicles, such as concrete trucks and
cranes. TESD should be advised of such heavy loadings so that specific setback
requirements may be established. If the temporary construction slopes are to be maintained
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Overland Commercial Development
January 19.2004
Contract No. 62623
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during the rainy season, berms are recommended along the tops of the slopes, to prevent
runoff water from entering the excavation and eroding the slope faces.
7.4, Utility Trench Excavations
Temporary, shallow excavations with vertical side slopes less than 4 feet high will generally
be stable, although there is a potential for localized sloughing. Vertical excavations greater
than 4 feet high should not be attempted without proper shoring to prevent local instabilities.
Shoring may be accomplished with hydraulic shores and trench plates, trench boxes, and/or
soldier piles and lagging. The actual method of a shoring system should be provided and
designed by a contractor experienced in installing temporary shoring under similar soil
conditions. All trench excavations should be shored in accordance with CalOSHA
regulations. For your planning purposes, on-site fill, alluvium soils, and formational
materials may be considered a Type B soils, respectively, as defined the current CalOSHA
soil classification.
For design of temporary shoring, a triangular distribution of lateral earth pressure may be
used. It may be assumed that the retained soils with a level, unsurcharged, surface behind the
shoring will exert a lateral pressure equal to that developed by a fluid with a density of 35
pounds per cubic foot (pcf).
Unless reflected in the shoring design, stockpiled (excavated) materials should be placed no
closer to the edge of a trench excavation than a distance defined by a line drawn upward from
the bottom of the trench at an inclination of I(H):I(V), but no closer than 4 feet. All trench
excavations should be made in accordance with CalOSHA requirements.
7,5. Foundations
The structures may be supported on spread footings. The footings should be founded entirely
on compacted fill. Recommendations for the design and construction of shallow foundations
are presented below.
7.5.1. Allowable Bearing Capacity - Spread Footings
Structures founded entirely on compacted fill may be designed for an allowable bearing
capacity of 2,000 pounds per square foot (psf). Footing should be established at a depth
of at least 12 inches for one-story and 18 inches for two-story structures, as measured
from below the lowermost floor or adjacent grades, or at a depth that extends below a 2H:
I V projected line from the toe of any adjacent utility lines or descending slopes,
whichever is greater. A one-third increase in the bearing value can be used for wind or
seismic loads. Footing widths should be a minimum of 12 inches and 15 inches, for one
and two-story structures, respectively.
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qverland Commercial Development
January 19. 2004
Contract No. 62623
7.5.2. Settlement
Estimated settlements will depend on the foundation size and depth, the loads imposed,
and the founding soils. For preliminary design purposes assuming compliance with
section 7.2, the total static settlement for spread footings with a maximum column load of
80 kips and an allowable bearing capacity of 2,000 psf founded entirely on fill soils is
estimated to be on the order of 0.5 inches.
Differential settlements will depend on the column spacing, the foundation size and
depth, and the loads imposed. However, based on our knowledge of the project,
differential static settlements are anticipated to be 0.5 inches or less in 40 feet. In any
case, comprehensive settlement analyses will need to be performed when detailed
foundation load information is available to evaluate total and differential static
settlements.
7.5.3, Lateral Loads
Lateral loads may be resisted by friction and by the passive resistance of the supporting
soils. A coefficient of friction of 0.35 may be used between foundations! slabs and
compacted soils; in the event that a vapor barrier is employed a reduced coefficient of
friction of 0.10 should be employed in these areas. The passive resistance of compacted
fills may be assumed to be equal to the pressure developed by a fluid with a density of
300 pounds per cubic foot (pc!). A one-third increase in the passive value may be used
for wind or seismic loads. The passive resistance of the materials may be combined with
the frictional resistance provided the lateral bearing resistance does not exceed two-thirds
of the total lateral resistance.
7.5.5, Foundation Observation
To verify the presence of satisfactory materials at design elevations, footing excavations
should be observed to be clean of loosened soil and debris before placing steel or concrete
and probed for soft areas. If soft or loose soils or unsatisfactory materials are
encountered, these materials should be removed and may be replaced with a two-sack,
sand-cement slurry or structural concrete. Footing excavations should be deepened as
necessary to extend into satisfactory bearing materials; however, TESD should be notified
to approve the proposed change.
7.6. Foundations for Ancillary Structures
A shallow foundation system may be used for support of relatively lightly loaded ancillary
structures, such as site screen walls, courtyard shelters, trash enclosures, etc. The foundations
for each feature should be supported either entirely on formational materials or compacted fill
prepared in accordance with the recommendations of the in Section 7.2 of this report.
Recommendations for the design and construction of shallow foundations are presented
below.
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Daveon Devlopment. Inc
Overland Commercial Development
January 19,2004
Contract No. 62623
7,6,1. Design Parameters
Shallow foundations should be designed using the geotechnical design parameters
presented in Table 1. Footings should be designed and reinforced in accordance with the
recommendations of the structural engineer and should conform to the 2001 California
Building Code.
Table 1
Geotechnical Design Parameters
Suread Footinl( Foundations for Ancillary Structures
At least 12 inches in width for one-story and
15 inches for two-story
Foundation Dimensions
At least 24 inches below the lowest adjacent
grade
1,500 pounds per square foot (psi)
Allowable Bearing Capacity The allowable bearing value may be
(dead-plus-live load) increased by one-third for transient live loads
from wind or seismic.
Estimated Settlement Less than I-inch! less than Yz-inch
(TotaUDifferentian
Allowable Coefficient of Friction 0.35
Allowable Lateral Passive 250 pounds per cubic foot (pef; EFP)
Resistance
The total allowable lateral resistance can be taken as the sum of the friction resistance and
passive resistance, provided the passive resistance does not exceed two-thirds of the total
allowable resistance. The passive resistance values may be increased by one-third when
considering wind or seismic loading.
7,7, Geotechnical Parameters for Seismic Design
7,7.1. CBC Seismic Design Parameters
The seismic design of the project may be performed using criteria presented in the 2001
California Building Code, Volume 2, Chapter 16, Divisions N and V, using the
following seismic design parameters.
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Daveon Devlopment. Ine
Overland Commercial Development
January 19,2004
Contract No. 62623
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2001 CBC Seismic Design Factor Value
Seismic Zone 4
Soil Profile Type SD
Seismic Source! Type(l) Elsinore- Temecula/ Type B
Distance to Source 1.8km
Seismic Zone Factor, Z 0.4
Near Source Acceleration Factor, Na 1.3
Near Source Velocity Factor, Nv 1.6
Seismic Acceleration Coefficient, Ca 0.57
Seismic Velocity Coefficient, Cv 1.02
(I) Faults are designated as Type A, B or C, depending on maxiinum moment
magnitude and slip rates (Table 16A-U of 1997 Uniform Building Code).
1997 U .~
Table 2
B" CdS' 'R
d .
7.8. Retaining and Basement Walls
The current design does not include retaining walls or basement walls. In any case, the
following sections are provided in anticipation of any change in the design that may
require the construction of retaining or basement walls.
7.8,1. Lateral Earth Pressure
Retaining waIls should be designed to resist a triangular distribution of lateral earth
pressure plus surcharges from any adjacent loads. The recommended lateral earth
pressures for retaining walls free to rotate, with level and 2(H): I (V) slope backfills, are
40 and 55 pounds per cubic foot (equivalent fluid pressure), respectively. For restrained
walls, at-rest lateral equivalent fluid pressures of 60 and 70 pounds per cubic foot may be
used. Simple surface surcharge pressures may be modified by the coefficient of active
earth pressure and added to the active pressure contribution from the backfill. The
coefficient of active earth pressure may be taken as 0.33. The geotechnical engineer
should confirm the lateral magnitude and distribution resulting from surcharge loads.
The recommended earth pressure is calculated assuming that a drainage system will be
installed behind the retaining walls, so that external water pressure will not develop.
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Daveon Devlopment, lne
Overland Commercial Development
January 19.2004
Contract No. 62623
7.8,2, Seismic Lateral Earth Pressure
,
In addition to the above-mentioned lateral earth pressures, retaining walls more than 6
feet in height should be designed to support a seismic active pressure. The recommended
seismic active pressure distribution on the retaining and basement walls is an inverted
triangular with the maximum pressure equal to 24H and 36H psf, respectively, where H is
the wall height in feet.
7,8.3 Drainage
Retaining walls should be properly drained. Adequate backfill drainage is essential to
provide a free-drained backfill condition and to limit hydrostatic buildup behind walls.
The wall should be appropriately waterproofed. Drainage behind the retaining walls may
be provided with a geosynthetic drainage composite such as TerraDrain, MiraDrain, or
equivalent, attached to the outside perimeter of the wall. The drain should be placed
continuously along the back of the wall and connected to a 4-inch-diameter perforated
pipe. The pipe should be sloped at least 2% and surrounded by one cubic foot per foot of
%-inch crushed rock wrapped in suitable non-woven filter fabric (Mirafi 140NL or
equivalent). The crushed rock should meet the requirements defined in Section 200-1.2
of the latest edition of the Standard Specification for Public Works Construction
(Greenbook). The drain should discharge through a solid pipe to an appropriate outlet
using a gravity system.
7.8.4 Backfill
Any retaining wall backfill material should be non-expansive and free draining. Wall
backfill should be moisture conditioned to about 2 percent above optimum moisture
content, and recompacted in 8-inch lifts to 90 percent relative compaction (ASTM
DI557).
7,9. Concrete Slabs-On-Grade
Recommendations for building floor slabs, as well as other exterior concrete slabs are
presented below.
7.9,1. Building Slabs
.
The slabs for building may be supported at grade on compacted low-expansive fill layer
overlying competent alluvial materials. For design of these concrete slabs, a modulus of
subgrade reaction (k) of 200 pci may be used. Floor slabs should be designed and
reinforced in accordance with the structural engineer's recommendations. TESD
recommends that the concrete should have a thickness of at least 4 inches, a water cement
. ratio of 0.50 or less, and a slump of 4 inches or less.
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Overland Commercial Development
January J 9. 2004
Contract No. 62623
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Slabs should be at least reinforced with No.4 reinforcing bars spaced at 24 inches on-
center, each way, placed in the middle one-third of the section, to help control shrinkage
cracking of concrete. Reinforcement should be properly placed and supported on
"chairs." Welded wire mesh is not recommended. The concrete reinforcement and joint
spacing should conform to the minimum requirements of the American Concrete Institute
(ACI) section 302.IR. Table 3 provides recommendations for concrete floor slab support.
The recommendation selected should be based on the primary requirements of the
particular building slab. The sub grade should be prepared in accordance with
recommendations provided in the Section 7.2.
1
Table 3
Recommendations for Concrete Building Slab SUDDort
PrimarY Objective Recommendation
Protection of floor Plastic membrane at least 10 mils in thickness;
covering from vapor Over 4 inches of clean gravel or 3/4-inch
infiltration crushed rock.
2 inches of dry granular material;
Curing of concrete Over plastic membrane 6 mils in thickness;
Over at least 2 inches of granular material.
The granular material should have a minimum Sand Equivalent of 30. The gravel should
contain less than 10 percent of material passing the No.4 sieve and less than 3 percent
passing the No. 200 sieve. The %-inch crushed rock should conform to Section 200-1.2 of
the latest edition of the Standard Specification for Public Works Construction
(Greenbook). All materials should be adequately compacted prior to the placement of
concrete. Care should be taken during placement of the concrete to prevent displacement
of the granular material. The granular material should be dry and not be wetted or
saturated prior to the placement of concrete. The concrete slab should be allowed to cure
properly before placing vinyl or other moisture-sensitive floor covering.
7,9,2. Exterior Concrete Slabs
Exterior concrete flatwork should have a minimum concrete thickness of 4 inches. All
concrete should be supported on at least 4 inches of Class 2 aggregate base compacted to
at least 95 percent of the maximum dry density. The upper 12 inches of subgrade soil
located below the aggregate base should reconditioned to achieve a moisture content of I
to 3 percent above the optimum moisture content, and compacted to 90 percent relative
compaction (ASTM DI557). The driveway slab areas connecting sidewalks should have
a minimum concrete thickness of 6 inches. The driveway concrete should be supported
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Overland Commercial Development
January 19. 2004
Contract No. 62623
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by at least 6 inches of Class 2 aggregate based compacted to at least 95 percent of the
maximum dry density. The upper 12 inches of subgrade soil located below the aggregate
base should reconditioned to achieve a moisture content of I to 3 percent above the
optimum moisture content, and compacted to 95 percent relative compaction (ASTM
DI557).
For exterior concrete flatwork, TESD recommends that narrow strip concrete slabs, such
, as sidewalks, be reinforced with at least No.3 reinforcing bars placed longitudinally at 30
inches on-center. Wide exterior slabs should be reinforced with at least No.3 reinforcing
bars placed 30 inches on-center, each way. The reinforcement should be extended
through the control joints to reduce the potential for differential movement. Control joints
should be constructed in accordance with recommendations from the structural engineer
or architect.
7,10, Pavements
7,10,1. Flexural Asphalt Concrete <AC) Pavements
R-Value tests were performed on two samples collected at existing surface grades. These
materials consisted of sandy silt and silty sand, with R-Value results of16 and 67. An R-
value of 30 is recommended for preliminary pavement section design with assumed
Traffic Index values ranging from 5.0 to 8.5. Based on these design parameters and
analysis in accordance with the current CalTrans highway Design Manual, TESD
recommends the following pavement structural sections:
Table 4
5.0 3.0 5.0 4.5 4.0
5.5 3.5 6.5 5.0 4.0
6.0 4.0 6.5 4.5 4.0
6.5 4.5 7.5 4.5 4.0
7.0 5.0 7.5 4.5 4.0
7.5 5.0 9.5 6.5 5.0
8.0 5.0 10.5 7.5 6.0
8.5 5.0 12.5 9.5 7.5
....1
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Qverland C~~~rcial Development
January 19.2004
Contract No. 62623
(1) Asphalt Concrete;
(2) Crushed Aggregate: Base (CAB). Green Book section 200.2.2. compacted to alleast
95% relative compaction (ASTM 0-1557);
(3) Aggregate Base section utilizing Tensar ex 1100 geogrid installed at the design
subgrade elevation;
(4) Aggregate Base section utilizing Tensar ex 1200 geogrid installed at the design
subgrade elevation.
Note: The upper l2.inches of subgrade soils should be compacted to at least 95% relative
compaction (ASTM 0-1557).
It is recommended that sampling for additional R-value testes) be performed on
representative soil samples after rough grading operations on the upper 2 feet to confirm
applicability of the above pavement sections.
The asphalt concrete pavement should be compacted to 95% of the unit weight as tested
in accordance with the Hveem procedure. The maximum lift thickness should be two
inches. The asphalt concrete material shall conform to Type ill, Class C2 or C3, 1997
edition of the Greenbook Standard Specifications for Public Works Construction. An
approved mix design should be submitted 30 days prior to placement. The mix design
should include proportions of materials, maximum density and required lay-down
temperature range. Field testing should be used to verify oil content, aggregate gradation,
compaction, compacted thickness, and lay-down temperature.
The aggregate base should conform to the Crushed Aggregate Base per Greenbook
requirements, Section 200-2.2. The base course should be compacted to a minimum dry
density of 95% of the materials maximum density as determined by the ASTM DI557
test procedure. Field testing should be used to verify compaction, aggregate gradation,
and compacted thickness.
These recommendations should be verified after the fine grading has been prepared in
compliance with section 7.2 of this report for the pavement subgrade soils.
7.10,2. Rigid Portland Cement Concrete (PCC)
Recommendations for Portland Cement Concrete (PCC) pavement structural sections are
as follows:
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Daveon Devlopment, Ine
Overland Commercial Development
January 19. 2004
Contract No. 62623
Table 5
Standard Duty PCC And
Heavv Duty PCC
f!T"~' ~_...._,_~,_.."............_~~~..-.,.....,"'n"<'''''''-~'~r'lZ0f' ~"'~i'f'--~-r-W;il
. . ' . . ' . ," . ., 1.'\lQ~"(" IJjflE(o 'i'.' " " {,'
r' , ... ' " , ,. 1"'- -,1....- ~. jf.' t' . . -. "
~ :,' .' ; ~.' . .' iH5id!0/J . ,': ':' '::, .J' @:1/.t3.W!.dCl r : ~j!'I.w.~l: 'ji"l'aitit'uillifJ ;iJ}i~ 1
~ : . ",' ", ',.' . ,: "J-:'f'€1""'!61~. >.,". (f~11JJi7' ..fi1!tl::~ <iri;j ;":
.. ,.... . ,.."- at!; . J. . ,II. ~ ., ,",
tF;i,"./::~'>' ,',,". "~.':t':,,ic'" . ;.....,,~.~.!'I.~^ "'\~,;,'i",. t',l r
."""~ ......L. .0:'".. ,',oO ,'~ ~ ..;. ~ ,J. .l{g{ff)...flEJ"._t~J:ff'1iD,"..".'L,,"t:i'lfiEiiIir:1L JU~JWJ
Parking stalls for light-weight vehicles 1 160 4.5 4.0
Driveways for light-weight vehicles 25 160 5.0 4.0
Driveways and parking areas for heavy 100 200 6.0 6.0
trucks
(I) ADTI values have been assumed for planning purposes and should be confirmed by the design team during
future plan development.
(2) Effective modulus at the finished rock base elevation considering subgrade soils and overlying rock base
section;
(3) Concrete shall have a minimum modulus of rupture MR ~ 550 psi based on ASTM C78. This analysis
assumes the construction of concrete shoulders. Slabs should be reinforced with No.3 reinforcing bars at 18
inches on center in both horizontal directions.
(4) Crushed Aggregate Base (CAB), Green Book section 200-2.2. compacted to at least 95% relative
compaction (ASTM 0.1557).
Stresses are anticipated to be greater at the edges and construction joints of the pavement
section. A thickened edge is recommended on the outside of slabs subject to wheel loads.
Control joints should be provided at maximum of 15 feet spacing each way. Installation
of these types of joints should be made immediately after concrete finishing. Construction
jointing, doweling, and reinforcing should be provided in accordance with
recommendations of the ACL
Subgrade soil should be compacted to a minimum of 95 percent relative compaction for
pavement constructed over low to medium expansive soils. Crush Aggregate Base (CAB)
should conform to section 200-2.2 of the Standard Specifications for Public Works
Construction "Greenbook" and should be compacted to a minimum of95 percent of the
maximum dry density at near optimum moisture content.
Where trash bin enclosures are to be constructed, it is recommended to use a minimum
PCC pavement section of 8 inches, or as required by the traffic design, whichever is
greater; reinforced with No.3 bars spaced at 12 inches in each horizontal direction. The
concrete should extend into the roadway sufficiently so that the front wheels of the trash
truck are on the concrete when loading.
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Overland Commercial Development
January 19. 2004
Contract No. 62623
Rigid Portland cement concrete sections were evaluated using methods suggested by the
American Concrete Institute - Guide for Design and Construction of Concrete Parking
Lots <ACI 330R-92).
The performance of pavements is highly dependent upon providing positive surface
drainage away from the edge of the pavement. The ponding of water on or adjacent to
pavement areas will likely cause failure of the subgrade and resultant pavement distress.
Where planters are proposed, the perimeter curb should extend at least 6 inches below the
subgrade elevation of the adjacent pavement. In addition, our experience indicates that
even with these provisions, a saturated subgrade condition can develop as a result of
increased irrigation, landscaping and surface runoff. A subdrainage system should be
constructed along the perimeter of pavement subgrade areas to reduce the potential of this
condition developing. The sudrain system should be designed to intercept irrigation water
and surface runoff prior to entry into the pavement subgrade and carry the water to a
suitable outlet.
7.11. Utility Trench Backfill
All subsurface utility trench backfill, including water, gas, storm drain, sewer, irrigation,
telecommunication, and electrical lines should be mechanically compacted. Water jetting
should not be used for compaction. The pipe bedding should consist of free-draining sand or
small gravel with a minimum sand equivalent of 30. There should be sufficient clearance
along the side of the utility pipe or line to allow for compaction equipment. The pipe bedding
shall be compacted under the haunches and along side the pipe.
7,12. Drainage Control
The intent of this section is to provide general information regarding the control of surface
water. The control of surface water is essential to the satisfactory performance of the
building and site improvements. Surface water should be controlled so that conditions of
uniform moisture are maintained beneath the structure, even during periods of heavy rainfall.
The following recommendations are considered minimal.
. Berms, drainage swales, catch basins, and storm water drainage pipe should be
installed along all existing top-of-slope areas within the project limits, as a minimum
erosion control measure.
. Ponding and areas oflow flow gradients should be avoided.
. If bare soil within 5 feet of the structure is not avoidable, then a gradient of
5 percent or more should be provided sloping away from the improvement.
Corresponding paved surfaces should be provided with a gradient of at least
I percent.
. The remainder of the unpaved areas should be provided with a drainage gradient of at
least 2 percent.
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Overland Commercial Development
January 19. 2004
Contract No. 62623
. Positive drainage devices, such as graded swales, paved ditches, and/or catch basins
should be employed to accumulate and to convey water to appropriate discharge
points.
. Concrete walks and flatwork should not obstruct the free flow of surface water.
. Brick flatwork should be sealed by mortar or be placed over an impermeable
membrane.
. Area drains should be recessed below grade to allow free flow of water into the basin.
. Enclosed raised planters should be sealed at the bottom and provided with an ample
flow gradient to a drainage device. Recessed planters and landscaped areas should be
provided with area inlet and subsurface drain pipes.
. Planters should not be located adjacent to the structure wherever possible. If planters
are to be located adjacent to the structure, the planters should be positively sealed,
should incorporate a subdrain, and should be provided with free discharge capacity to
a drainage device.
. Planting areas at grade should be provided with positive drainage. Wherever possible,
the grade of exposed soil areas should be established above adjacent paved grades.
Drainage devices and curbing should be provided to prevent runoff from adjacent
pavement or walks into planted areas.
. Gutter and downspout systems should be provided to capture discharge from roof
areas. The accumulated roof water should be conveyed to off-site disposal areas by a
pipe or concrete swale system.
. Landscape watering should be performed judiciously to preclude either soaking or
desiccation of soils. The watering should be such that it just sustains plant growth
without excessive watering. Sprinkler systems should be checked periodically to
detect leakage and they should be turned off during the rainy season.
7.13. Soil Corrosion
The corrosion potential of the on-site materials to steel and buried concrete was evaluated.
Laboratory testing was performed on a representative sample of the existing fills to evaluate
pH, minimum resistivity, and chloride and soluble sulfate content. Table 6 presents the
results of our corrosivity testing. General recommendations to address the corrosion potential
of the fill soils are provided below. If additional recommendations are desired, TESD
recommends that a corrosion specialist be consulted.
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Overland Commercial Development
January 19. 2004
Contract No. 62623
Table 6
Corrosivitv Test Results
Test Pit and Depth TP-5 @ - 3 feet bsg (Artificial Fill)
PH 6.8
Resistivity (ohm-em) 4683
Chloride Content (ppm) 8
Soluble Sulfate Content 16
(ppm)
Imported fill materials should be tested to confirm that their corrosion potential is not more
severe than those assumed.
7.13.1. Reinforced Concrete
Laboratory tests indicate that the potential of sulfate attack on concrete in contact with the
on-site fill soils is "negligible", based on 1997 Unified Building Code Table 19-A-4.
TESD recommends that a concrete mix with a maximum water-cement ratio of 0.5 and
Type II cement be used. We further recommend that at least a 2-inch thick concrete cover
be maintained over the reinforcing steel in concrete in contact with the soil.
Reinforcing steel in concrete structures and pipes in contact with soil should be protected
from chloride attack. The level of protection should be for soil with a chloride content of
about 0.005% (50 ppm). Possible methods of protection that could be used include
increased concrete cover, low water-cement ratio, corrosion inhibitor admixture, silica
fume admixture, waterproof coating on the concrete exterior.
7.13.2. Metal in Contact with Soil
Laboratory tests indicate that the on-site fill soils have a moderate to high minimum
electrical resistivity, which presents moderate potential for corrosion to buried ferrous
metals. However, it is recommended that consideration be given to using plastic piping
instead of metal, when possible. It is recommended that additional sampling be conducted
in areas where metal piping is to be utilized. If the material is found to be corrosive, a
corrosion specialist should be consulted regarding suitable types of piping and necessary
protection for underground metal conduits.
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Davcon Devlopment, Ine
Overland Commercial Development
January 19. 2004
Contract No. 62623
8. GENERAL SITE GRADING RECOMMENDATIONS
Site grading operations should conform with applicable local building and safety codes and to
the rules and regulations of those governmental agencies having jurisdiction over the subject
construction.
The grading contractor is responsible to notify governmental agencies, as required, and a
representative of TESD at the start of site cleanup, at the initiation of grading, and any time
that grading operations are resumed after an interruption. Each step of the grading should be
accepted in a specific area by a representative of TESD, and where required, should be
approved by the applicable governmental agencies prior to proceeding with subsequent work.
The following site grading recommendations should be regarded as minimal. The site
grading recommendations should be incorporated into the project plans and specifications.
I. Prior to grading, existing vegetation, trash, surface structures and debris should be
removed and disposed off-site at a legal dumpsite. Any existing utility lines, or other
subsurface structures, which are not to be utilized should be removed, destroyed, or
abandoned in compliance with current governmental regulations and with concurrence
from TESD.
2. Subsequent to cleanup operations, and prior to initial grading, a reasonable search should
be made for subsurface obstructions and/or possible loose fill or detrimental soil types.
The contractor should conduct this search, with advice from and under the observation of
a representative ofTESD.
3. Prior to the placement of fill or foundations within the building area, the site should be
prepared in accordance with the recommendations presented in the "Site Preparation"
section of this report. Any fill should be spread in 6- to 8-inch lifts and should be
moisture conditioned and compacted in accordance with the recommendations presented
in the Section 7.2 of this report. All undocumented fill or disturbed soils within the
building areas should be removed and compacted under observation and testing of a
representative ofTESD.
4. The exposed subgrade and/or excavation bottom should be observed and approved by a
representative of TESD for conformance with the intent of the recommendations
presented in this report and prior to any further processing or fill placement. It should be
understood that the actual encountered conditions may warrant excavation and/or
sub grade preparation beyond the extent recommended and/or anticipated in this report.
5. On-site inorganic granular soils that are free of debris or contamination are considered
. suitable for placement as compacted fill. A representative of TESD should provide
guidance for acceptability and placement of on-site fill materials.
6. Observation and field tests shall be performed during grading by a representative of
TESD in order to assist the contractor in obtaining the proper moisture content and
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Overland Commercial Development
January 19. 2004
Contract No. 62623
required degree of compaction. Where less than the required degree of compaction is
indicated, additional compactive effort and any necessary adjustments in the moisture
content of the soil should be made to obtain the required compaction.
7. To evaluate the presence of satisfactory materials at design elevations, footing
excavations should be observed to be clean of loosened soil and debris before placing
steel or concrete and probed for soft areas. If soft or loose soils or unsatisfactory materials
are encountered, these materials should be removed.
8. Wherever, in the opinion of a representative of TESD, an unsatisfactory condition is
being created in any area, whether by cutting or filling, then the work should not proceed
in that area until the condition has been corrected.
9, DESIGN REVIEW AND CONSTRUCTION MONITORING
Geotechnical review of plans and specifications is of paramount importance in engineering
practice. The poor performance of many structures has been attributed to inadequate geotechnical
review of construction documents. Additionally, observation and testing of the subgrade will be
important to the performance of the proposed development. The following sections present our
recommendations relative to the review of construction documents and the monitoring of
construction activities.
9,1. Plans and Specifications
The design plans and specifications should be reviewed and approved by TESD prior to
bidding and construction, as the geotechnical recommendations may need to be reevaluated
in the light of the actual design configuration and loads. This review is necessary to evaluate
whether the recommendations contained in this report and future reports have been properly
incorporated into the project plans and specifications.
9,2. Construction Monitoring
Site preparation, removal of unsuitable soils, assessment of imported fill materials, fill
placement, foundation installation, and other site grading operations should be observed and
tested. The substrata exposed during the construction may differ from that encountered in the
test borings. Continuous observation by a representative of TESD during construction allows
for evaluation of the soil conditions as they are encountered, and allows the opportunity to
recommend appropriate revisions where necessary.
10, LIMITATIONS
The recommendations and opinions expressed in this report are based on TESD's review of
background documents and on information obtained from field explorations. It should be noted
that this study did not evaluate the possible presence of hazardous materials on any portion of the
site.
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Overland Commercial Development
January 19,2004
Contract No. 62623
Due to the limited nature of our field explorations, conditions not observed and described in this
report may be present on the site. Uncertainties relative to subsurface conditions can be reduced
through additional subsurface exploration. Additional subsurface evaluation and laboratory
testing can be performed upon request. It should be understood that conditions different from
those anticipated in this report may be encountered during grading operations, e.g., the extent of
removal of unsuitable soil, and that additional effort may be required to mitigate them.
Site conditions, including ground-water level, can change with time as a result of natural
processes or the activities of man at the subject site or at nearby sites. Changes to the applicable
laws, regulations, codes, and standards of practice may occur as a result of government action or
the broadening of knowledge. The findings of this report may, therefore, be invalidated over
time, in part or in whole, by changes over which TESD. has no control.
TESD's recommendations for this site are, to a high degree, dependant upon appropriate quality
control of subgrade preparation, fill placement, and foundation construction. Accordingly, the
recommendations are made contingent upon the opportunity for TESD to observe grading
operations and foundation excavations for the proposed construction. If parties other than TESD
are engaged to provide such services, such parties must be notified that they will be required to
assume complete responsibility as the geotechnical engineer of record for the geotechnical phase
of the project by concurring with the recommendations in this report and/or by providing
alternative recommendations.
This document is intended to be used only in its entirety. No portion of the document, by itself,
is designed to completely represent any aspect of the project described herein. TESD should be
contacted if the reader requires additional information or has questions regarding the content,
interpretations presented, or completeness of this document.
TESD has endeavored to perform our evaluation using the degree of care and skill ordinarily
exercised under similar circumstances by reputable geotechnical professionals with experience in
this area in similar soil conditions. No other warranty, either expressed or implied, is made as to
the conclusions and recommendations contained in this report.
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Overland Commercial Development
January 19.2004
Contract No. 62623
11. SELECTED REFERENCES
ASTM, 2001, Soil and Rock: American Society for Testing and Materials: vol. 4.08 for ASTM test
methods D-420 to D-4914; and vol. 4.09 for ASTM test methods D-4943 to highest
number.
Boore, D.M., Joyner, W, and Fumal, T.E., 1997, Equations For Estimating Horizontal Response
Spectra And Peak Acceleration Form Western North American Earthquakes - A Summary
Of Recent Work: Seismological Research Letters, Vol. 68, No. I, pp. 128-153.
California Department of Conservation, Division of Mines and Geology, 1997, Guidelines for
Evaluation and Mitigation of Seismic Hazards in California: Special Publication 117, 74 pp.
California Department of Conservation, Division of Mines and Geology, 1998, Maps of Known
Active Fault Near-Source Zones in California and Adjacent Portions of Nevada:
International Conference of Building Officials, dated February, Scale
1"=4km.
City of San Diego, Regional Urban Information System (RillS), 1995, City of San Diego Seismic
Safety Study, Geologic Hazards and Faults, Map sheet 21.
Hart, E.W, and Bryant, WA., 1997, Fault-Rupture Hazard Zones in California, Alquist-Priolo
Earthquake Fault Zoning Act with Index to Earthquake Fault Zone Maps: California
Department of Conservation, Division of Mines and Geology Special Publication 42, 38
pp.,
International Conference of Building Officials, 1997, Uniform Building Code: Volume 2.
Ishihara, K., 1985, Stability of Natural Deposits during Earthquakes: Proceedings, II th International
Conference on Soil Mechanics and Foundation Engineering, Volume I, pp. 321-376.
Jennings, C.w., 1994, Fault Activity Map of California and Adjacent Areas with Locations and
Ages of Recent Volcanic Eruptions: California Department of Conservation, Division of
Mines and Geology Geologic Data Map No.6, scale 1 :750,000.
Kennedy, M.P., 1975, Geology of San Diego Metropolitan Area, California,Point Lorna
Quadrangle, Bulletin 200. California Department of Conservation, Division of Mines and
Geology, map scale 1:24,000.
Thomas F. Blake Computer Services and Software, 2000, FRISKSP, Version 4.00, A Computer
Program for Probabilistic Estimation of Peak Acceleration and Uniform Hazard Spectra
Using 3-D Faults as Earthquake Sources.
25
TESD
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Davcon Devlopment. Inc
Overland Commercial Development
January 19. 2004
Contrac, No. 62623
Treiman, J.A., 1993, The Rose Canyon Fault Zone, Southern California," California Department
of Conservation, Division of Mines and Geology Open File Report 93-02, 45 pp. plus 3
plates, map scale 1:100,000.
Youd, T.L. and Idriss, LM., 2001, Liquefaction Resistance of Soils: Summary report of NCEER
1996 and 1998 NCEER/SF Workshops on Evaluation of Liquefaction Resistance of Soils:
Journal of Geotechnical and Geoenvironmental Engineering, dated April, pp. 297-313.
,.J
26
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Davcon Devlopment, loe
Overland Commercial Development
January 19.2004
Contract No. 62623
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SCALE
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color. TE-U.S. Labs cannot be responsible
for any subsequent misinterpretation of the
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reproductions of this figure.
Project:
Drwn:
Overland Commercial Develpment
Contract No:
MM
62623
Date:
January, 2004
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Daveon Devlopment, Inc
Overland Commercial Development
January 19.2004
Contract No, 62623
Appendix A
Logs of Exploratory Borings and Test Pits
Bulk and relatively undisturbed drive samples were obtained in the field during our subsurface
evaluation. The samples were tagged in the field and transported to our laboratory for
observation and testing. The drive samples were obtained using the California Modified Split
Barrel Drive and Standard Penetration Test (SPT) sampler as described below.
California Modified Split Barrel Drive Sampler
The split barrel drive sampler is driven with a l40-pound hammer allowed to drop freely 30
inches in general accordance with. The number of blows per foot recorded during sampling is
presented in the logs of exploratory borings. The sampler has external and internal diameters of
approximately 3.0 and 2.4 inches, respectively, and the inside of the sampler is lined with I-inch-
long brass rings. The relatively undisturbed soil sample within the rings is removed, sealed, and
transported to the laboratory for observation and testing.
Standard Penetration Test Sampler
The standard penetration test sampler is driven with a 140-pound hammer allowed to drop freely
30 inches in general accordance with ASTM D1586. The number of blows
(N-value) required to drive the SPT sampler 12 inches is shown on the borings logs. The sampler
has external and internal diameters of approximately 2.0 and 1.4 inches respectively. The
sampling tube consists of an unlined split-tube barrel. The disturbed soil sample is removed,
sealed, and transported to the laboratory for testing.
TESP ?!p
Davcon Devlopment, Inc
Overland Conunercial Development
January 19. 2004
Contracl No. 62623
GENERAL NOTES
SAMPLE IDEN1lFICA TION
The Unified Soil Classification System is used to identify the soil unless otherwise noted.
SOIL PROPERlY SYMBOLS
N: Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch 0.0. split-
spoon.
00: Unconfined compressive strength. tsf.
Qp: PenetrOmeter value, unconfined compressive strength, tsf.
Me: Water content, %.
LL: Liquid limi~ %.
PI: Plasticity index, %.
DO: Natural dry density. PCF.
V : Apparent groundwater level at lime noted after completion.
DRILLING AND SAMPLING SYMBOLS
B CAL:
tiil SS:
. BULK:
DB:
CB:
WS:
Modified California Sampler - 2 518" J.D.. 3.0" O,D.. except where noted.
Split-Spoon.. I 3/8' J.D.. 2" O.D.. except where noted.
Bulk sample.
Diamond Bit.
Carbide Bit.
Washed Sample.
RELATIVE DENSIlY AND CONSISTENCY CLASSIFICATION
TERM INON-COHESIVE SOILS)
STANDARD PENETRATION RESISTANCE (Spn
Very Loose
Loose
Medium Dense
Dense
Very Dense
TERM (COHESIVE SOILS)
Ot04
4to 10
lito 30
31to 50
Over 50
SPT
OU - (TSI')
o -0.25
0.25 - 0.50
0.50 - \.00
\.00-2,00
2.00.4.00
4.00+
Very Soft
Soft
Medium Stiff
StitT
Very StitT
Hard
Ot02
2to 4
4to 8
8to 16
161032
Over 32
PARTICLE SIZE
Boulders
Cobbles
Gravel
12in.+
12 in ~3.in
3 in .5rran
Coarse Sand
Medium Sand
Fine Sand
5nun-0.6rran
0.6nun-O.2rran
0.2nun-O.074rran
Silt
Clay
0.074 nun-0.OO5rran
- 0.OO5rran
~
27
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DATE DRILLED 12130/03
GROUND ELEVATION
METHOD DRILLING CME-55
LOGGED BY CM DRIVE WEIGHT
BORING NO.
SHEET
B-1
OF I
DROP
30 inches
1401bs.
DESCRIPTION
SM FILL:
Silty SAND
Light brown, damp, dense, fine to coarse-grained.
Tl1lce clay.
ALLUVIUM:
SAND
Light brown. dry to damp, medium dense. Fine to coarse-grained. Clean sand.
CL sJtrCUy-----------------------------------
l-- '\ Brown, very moist, firm. Tl1lce fine sand. r
\Hi2h olasticitv.
Total Depth - 16.0 feet
Groundwater not encountered
~
BORING LOG
Testing Engineers - San Diego, Inc.
7895 Convoy Court, Suite 18
San Diego, CA 92 II I
Ovcrtarid Commen::ial
Overland Drive and Ynez Road Temecula
PROJECfNO, I REPORTOATE I FIGURE
62623 lanu",," 2004 p,. 1
(/) u:- DATE DRILLED 12/30/03 BORING NO. B-2
w z
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t-- I ?; t-- Z (/)- LOGGED BY CM DRIVE WEIGHT 1401bs. DROP
n. t-- !!1 w >- .(/) 30 inches
w n. ~ ~ 0 0 0 (/) =>(/)
..J :5
0 w , > lD ::E >-
0 '" '0
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0 DESCRIPTION
SC FILL:
Clayey SAND
Light brown. damp. medium dense.
- -- --hY;t., ~- -- - - - - - - - - - -- - - - -- - - - - - - -- - - - - -- - - - - - - - - --
ML Very fine sandy SILT
Light olive-brown, moist, very stiff.
Slightly micaceous.
5 1.5
-f-- 1------- SP
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16
28 12.9
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f--
28
35 10.7
------------------------------------
Silty SAND with trace clay - - - - - -
Tan to light brown. dry to damp, medium dense. Slightly micaceous.
SC ALLUVIUM:
SAND
-, Tan, dry to damp, loose. Fine to coarse-grained.
CL _q~_~~~__________________________________J-
Sandy CLAY
Light brown, damp. stiff. Fine grained. Minor red-brown iron oxide staining.
SP
PAUBA FORMATION:
SAND
Light brown. damp. dense. Fine to coal'Se-grained. Contains some gravel-size "well to
sub rounded" quartz rock. Clean sand.
SJ~SAND-----------------------------------
Light olive-brown. damp to moist, medium dense to dense. Very fine to fine-grained.
Slightly micaceous.
--
36
------~- ~-----------------------------------------
, "SM Silty SAND with trace clay
Light olive-brown. damp to moist, dense. Fine to medium-grained. Slightly micaceous.
~-----I"~ ~-f------------------------------------------
ML Very fine sandy SILT
Light olive-green. Damp to moist, very stiff to hard.
40 12.2
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Testing Engineers - San Diego. Inc.
7895 Convoy Court, Suite 18
San Diego, CA 92 II I
BORING LOG
Overland Commercial
Overland Drive and Ynez Road Temecula
PROJECf NO, I REPORT DATE I FIGURE
62623 Januarv 2004 A,. 2
Total Depth - 51.5 feet
Groundwater not encountered
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z DATE DRILLED 12/19/03 TEST PIT NO. TP-I
a GROUND ELEVATION SHEET I OF I
.J .i=
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0
DESCRIPTION
I-- I-
L-S FILL:
Fine sandy CLA Y/Clayey SAND
Light brown to tan, soft to firm, dry to damp. Trace gravel .
At 1.5 feet encounter small piece of asphalt.
--u-+--- 1------
15.3 122.2
~- ------------------------------------------
" SM Silty SAND
Light brown. damp, medium dense. Fine grained. Encounter isolated rock (I to 2- inch
diameter).
-
5 \.5
P-SI
ALLUVTIJM:
Sand/Silty SAND
Light brown. damp. loose to medium dense. Fine to coarse-grained.
Slightly porous. Slightly micaceous.
Total Depth - 6.5 feet
Groundwater not encountered
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Testing Engineers - San Diego, Inc.
7895 Convoy Court, Suite 18
San Diego, CA 92 I I I
TEST PIT I ()~
Overland Conunercial
Overland Drive and Ynez Road Temecula
CONTRACT NO. 1 REPORT DATE I FIGURE
62623 Januarv2004 0.-3
(/l u:- DATE DRILLED 12/19/03 TEST PIT NO. TP-2
uJ z
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a. ~ ~ GROUND ELEVATION SHEET I OF
" .'! :2 0 ~ .~ 1
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.s f- (/l LL a: METHOD DRILLING
(jj Cii en U-
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l- I 3: I- Z (/l- LOGGED BY CM DRIVE WEIGHT DROP
a. I- (/l uJ >- '(/l
uJ a. c 0 <5 0 (/l ~(/l
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0 uJ "5 .~ en :2 >-
0 "0 a: U
0 DESCRIPTION
SM FILL:
Silty SAND
Light brown, damp, loose to medium dense. Fine to coarse-grained. At I foot, color
change to light gray-brown. Contains some pieces of asphalt. Becomes medium dense to
dense.
-
8.7 128.6
l- ~
r-'It / SP ALLUVIUM:
4.3 118.0 SAND
5-12 Light brown, damp. loose. Fine to coarse-grained. Slightly micaceous. clean sand.
::
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2' 4.6
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Testing Engineers - San Diego, Inc. Overland Commc::rcial
7895 Convoy Court, Suite 18 Overland Drive and Yncz Road Temccula
San Diego, CA 9211 I CONTRACT NO, I REPORT DATE I FIGURE
62623 Janu'N 2004 A-4
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a. I- 0 ell ill ell ::Jell
ill a. :! ~ 6 0
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0 DESCRIPTION
SM FILL:
Silty SAND
- Light brown, damp. loose to medium dense. Fine to coarse-grained. At I foot becomes
medium dense to dense. Color change to light gray-brown.
8.7 133.2
At 2.5 feet color change to light brown. Encountered small piece of plastic.
SM ALLUVIUM:
Silty SAND
Light brown to tan, damp, loose to medium dense. Fine to coarse-grained. Slightly
micaceous.
5 1.5
Total Depth - 6.0 feet
Groundwater not encountered
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" Testing Engineers - San Diego. Inc. Oveoland Conunen:ial
0 7895 Convoy Court, Suite 18
~ Overland Drivc:and Yncz Road Temccula
... San Diego. CA 92 II I CONTRACT NO. I -I RGURE
~ REPORT DATE
...
'" 62623 JanU3rV 2004 A-5
o
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m u:- DATE DRILLED 12119/03 TEST PIT NO. TP-4
. w
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a. f- ~ e- O GROUND ELEVATION SHEET 1 OF 1
16 :;; ::;: 0 e..- .;::
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.s ~ LL OC m .u
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a. f- '!1 w .m
w a. 0 0 0 m ::lm
0 w '3~ ...J 0 :'S
m ::;: >-
0 mo oc U
0 DESCRIPTION
SM FILL:
Silty SAND
- Light brown. damp, medium dense. Fine to medium-grained.
- 6.3 120.1
1.5 <: SP ALLUVIUM:
5 SAND
:': Light brown to tan. damp. loose to medium dense.
..:,.',... Fine to coarse-grained.
Total Depth - 6.0 feet
Groundwater not encountered
;,;
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. Testing Engineers - San Diego, Inc. TE~T PIT LOG
0vcrIand Commercial
7895 Convoy Court, Suite 18 Overland Drive and Ynez Road TemecuJa
San Diego, CA 92 I I I CONTRACT NO, I REPORT OATE I FIGURE
62623 Janowv 2004 A-6
'"
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If) u: DATE DRILLED 12119/03 TEST PIT NO. TP-5
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~ 0 ...J .~
Q; Q) ::;:
~ Q; <( 0 w ~ o If)<( METHOD DRILLING Case 580M
E- If) u- n: m cj!,1
I Cil ::> Cii ::;: 'u-
l- I ??; I- Z >- ~U) LOGGED BY CM DRIVE WEIGHT DROP
a. l- e 0 !Q w If) ::>If)
W a. =5.~ -' 0 0 :'5
0 w m ::;: >-
0 "'0 n: 0
0 DESCRIPTION
SM FILL:
Silty SAND Fine to medium-grained.
- Light brown, damp, medium dense.
8.7 133.2
At2 feel color change to lighl gray-brown.
At4 feel encounter piece of asphalt.
'.-' SP ALLUVIUM:
",.:':: SAND
5 :I :> Light brown, damp. medium dense. Fine 10 coarse-grained.
\ Slightly micaceous.
At5 feet becomes loose to medium dense.
/
\
.::,.:.','.,
>
~ Ii
10
0 [<
"
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OC 10 3.0
Total Depth 10.0 feet
Groundwater not encountered
i 4.6
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0 Testing Engineers - San Diego. Inc.
e> 0vc:rIand Commercia)
g 7895 Convoy Court, Suite 18 Overland Pri.. and Yncz Road Temecula
~
i[ San Diego. CA 921 II CONTRACT NO, I REPORT DATE I FIGURE
~
'" 62623 Januarv 2004 ",7
w
~
I.
Davcon Devlopment, loe
Overland Convnercial Development
January 19,2004
Contract No. 62623
Appendix B
Laboratory Testing
Classification
Soils were visually and texturally classified in accordance with the Unified Soil Classification
System. Soil classifications are indicated on the logs of the exploratory borings and test pits in
Appendix A.
Particle-size Distribution Tests
An evaluation of the grain-size distribution of a selected soil sample was performed in general
accordance with the latest version of ASTM D422 (including -200 wash). These test results
were utilized in evaluating the soil classifications in accordance with the Unified Soil
Classification System.
Consolidation
Consolidation tests were performed in accordance with ASTM D 2435 to determine the magnitude
and rate of consolidation of soil when restrained laterally and drained axially while subjected to
incrementally applied controlled-stress loading.
Direct Shear Tests
Direct shear tests were performed on relatively undisturbed samples in general accordance with
the latest version of ASTM D3080 to evaluate the shear strength characteristics of selected
materials. The samples were tested at the in-situ moisture contents. The rate of strain for the
samples was 0.0084 inch per minute.
Expansion Index Tests
Expansion tests were performed on representative samples of the on-site soils, which were
remolded, surcharged 144 pounds per square foot, and submerged in accordance with Uniform
Building Code Standard No. 18-2. The test results are summarized in the following tables of
Appendix C.
A7/
~
TESP
'.
Davcon Devlopment, Inc
Overland Commercial Development
January 19, 2004
Contract No. 62623
In-situ Moisture and Density Tests
The moisture contents and dry densities of relatively undisturbed samples obtained from the
exploratory borings were evaluated in general accordance with the latest version of ASTM
D2937.
Moisture-Density Relationship
The maximum dry density and optimum moisture content of representative soils were determined
in accordance with ASTM D1557.
Soil Corrosivity Tests
Soluble sulfate, chloride, resistively and pH tests were performed in accordance with California
Test Methods 643, 417 and 422 to assess the degree of COITosivity of the subgrade soils with
regard to concrete and normal grade steel.
R-ValueTests
R-Value testing was performed on a select representative sample in accordance with Caltrans Test
Method 301.
A..'?
TESD
<
~ 'i 'i 8 ~ 8
..."'....'"~~~ : ; ~~: ~ ...
.,n.\U,I,-i~i-"I!:. ~~tH~LU :U ! __JlUUL._:.
.:'J :." ':;'i" i \Kj::i'r!'[l::!
-11tr---ll-T, --!~!1 i :l',----~ jlr+W.i,~,~i I~ 1'--r!lltrl:~I:T!in"l
70 nU"_"~ : ,':j' I f-.+.:..-f : jJ ! i ::-++ : -l-j ,I !"\, :: , i
u !i i ! l I,' ll:'--n, 'I' I I 'I' TI I . 1 " i' ! \,1 T !
",'" 1'1,1, ,',' I --I I" , ' , I"
'1'1" 'I': : '. '1' ., I .' · : I · · '
!: I::: : . . ":
illi
--. -~'-'--1'---'--
I I
: I I
-+-t--i-":
" ' ,
Ii: .
I ; I .
"jmt'-r
i i I. ~
1 ; I: 1
30 -,;-!--+.-- I
i i ;dll
..- : - 'fi:i-h
10" i --l~lj1-
i I,:i I
,; lililli
100
90
80
0::
w 60
Z
LL
!z 50
w
U
0::
w 40
a.
20
o
500
'!. COBBLES
0.0
SIEVE
SIZE
1.5 in.
I in.
3/4 in.
1/2 in.
3/8 in,
#4
#10
#20
1140
1160
11100
11200
100
PERCENT
FINER
100.0
99.9
99.6
98.9
98.4
97.5
94.4
89.2
84.1
78.3
68.8
54,0
(nt) specifi(,ilion provided)
Sample No.: 10827
Location: TP-I
Particle Size Distribution Report
:
:
:
:
:
:
:
: ~
I I
I I:
, :
:
:
: :
:
: :
:
:
: :
:
,
:
:
: :1
1 0,1
GRAIN SIZE - mm
'I. SAND
43.5
10
'I. GRAVEL
2,5
SPEC:
PERcENT
Soil Description
Tan-Gray-Brown Sandy Silty CLA V
PASS?
(X=NO)
PL=
Allerberq Limits
LL=
085= 0.474
D30=
Gu=
Coefficients
060= 0.0990
D15=
Gc=
Classification
AASHTO=
USGS=
Remarks
TESD NO. 10827
n____.--i....___
'I. SILT
i!
-rl
I: I'
!i ; I
:!I: I
i '
~_ n___ _ ._~_
:Ii,;; :
Ii!:: 1 :.
Ill:: i : I
--r-.J--.m- --
llit'" I '
;J.l-----
1 i 1
I '
T l-+-~ - --
!i I' ,
I' . I
i I 1-1 :
r i -.1 I'. -~ .----
ill i :
trr fouL---
Ill! i I
It -i-i.-J '
III i, II i
0.01
0001
0/. CLAY
54,0
PI=
050=
010=
Date: 12/30/03
Elev.lDepth: O'
M
Plate 6-1
Source of Sample:
Client: Davcon Development, Inc.
Project: Overland Commercial .Davcon. GI
TESTING ENGINEERS
Pro'ecl No: 62623
Particle Size Distribution Report
,
.. .. S'
" .....;.
o 0
.
.
.
_;0 ::;, <;,
;-r---
. i ''j-.! !
.: i; i ", .i!:: ;.1" I
I~-:,n'--,',-lf,!: I_I !-+, i,.---]IF] i,ll,' \
r-t ': .::i : I : :: f': : I 'mf". \
-,--:---~Ur I. Ii II ii \ I I \
,. ,ltlll. . . . .!I '
-~', il'I:II!:I.! :~IIIII!II
i . " I'. II : .! . I
+-~-+..---itf';: : -:' !:
" ..,1, I' . 'I I.
'i! !ill! : i' . :. I.
j .--- "n:,iH+I-::+'c---'- 'I f, ! ,
, ' :'i, I ;: I: : I': I'::: I' I
: ! Ii Ii I 'II. i . IILLili i
+, ""-T:tnl-n-q-:-mmll-T
'! .:; !:l! i: <;: :;~ I: I
-T--~----~- ;-.-tt-trrl _I: ~:--~-: :
; ! I: \li~1 r;: : I:
1 : 1: I' :::::
i,ml: ': :
, I I I :
-tTi. I
II I: I
o I,:
500
100
90
80
70
0::
w 60
Z
u.
f-- 50
Z
W
U
0::
w 40
a.
30
20
'0
~ g ~ 2 ~ ~ ~
.. .... .. ......
""", I' 'I " . : TOfT
11:1.':'i I'll : ! 'if I:
1:1' !: i: i :i U
I! I:! II'
I ,I III
I ! i
,
! i
i !
,
I i !
I
,
!
i
:
:
: : : :
: : :
i
'I:
, .
:~I'
~:
K'
100
10
1
GRAIN SIZE - mm
0,1
% COBBLES
0.0
Y. GRAVEL
0.9
SIEVE
SIZE
3/4 in.
1/2 in,
3/8 in.
#4
#10
#20
#40
#60
#100
#200
PERcENT
FINER
100.0
100,0
99,8
99.1
86.8
62.6
38.7
23.1
13.9
8.6
SPEC.'
PERCENT
PASS?
(X=NO)
(no specification provided)
Sample No.: 10829
Location: TP.2
Source of Sample:
% SAND
90.5
Soil Description
Well.graded SAND with Silt
PL=
AllerberQ Limits
LL=
085= 1.84
D30= 0.323
Gu= 8.17
Coefficients
060= 0.787
015= 0.163
Gc= 1.3 7
I'
! I
-"-;'~--T --.-
, '
, ~
I!:: ;
fITfr-- i
1'1'1" , ,.
i: Ii'
! ! i 1 ; .;--~ ------~
i IlUH1_-
I!i t,: ' :
',I!:! '
! " .
. --'--l--h-~ ~ -\ - .
,I:, I' '
,j!: i i
,Ii!: i I
lit'
ili1iH +_u
I, I i
IrO"
i t-Ll,--
! I I i
II II , i
; ,I
0,01
0.001
'I. SILT
'I. CLAY
8.6
PI=
050= 0.591
010= 0.0963
Classification
USGS= SW-SM AASHTO=
Remarks
TESD NO. 10829
TESTING ENGINEERS
Client: Davcon Development, Inc.
Project: Overland Commercial -Davcon - GI
Pro' ect No: 62623
Date: 12/30103
Elev./Depth: -4'
A6'
Plate B-2
,
~. c c c 8 0
~~..~i~~ : ; ~~: ~ -;~
:;!i!~' I Ii'iIThl'" i I!J!!!! i Illlm:'!!I'i!! f
,." I,. '~,,'I '"Iii: IUl' :
. I .' , 'It I ,
---~--]l..~.!',.:._!.;-'."ti, l : (-:r! I : Nnl i i iii, II-:-t- T----~-:------
___ " +---~-LL~-)8jl~-:! ,I ~I-'-- ,------
i ::: i j ::: ,:: i; i 'i l'i i; I ,i:I', I. i : "I
, i ' ::Ii: I Ii: i i ! i ill i II il i 'I I '" '
H:m "'_-,-_~, ,--1ft! :,Jl, ,i . :. I! :,1,111 I,ll I I ,i .' I I,l 'Ii' ! i i-' i : -T---
~ 1~ ;!\ I! , ! ~
" I! 'I' l' ii' 1\: 'I' intt';, - --;- --
,::,II',!1. ItJ: ~iii,iil-,i
JtTHijIt · ." · . · \. 1IIIil -r
! I. II: : :\
, I I
-U I
, I " "
. 1: If:'
:J+:-W!!I
,. 1,,11, i
ii, 11:1 i
. .
~
.00
90
80
70
a::
W 60
Z
u.
f- 50
Z
W
U
a::
w 40
a.
30
20
10
o
500
% COBBLES
0.0
.
SIEVE
SIZE
2 in.
1.5 in.
I in.
3/4 in,
1/2 in,
3/8 in.
#4
#10
#20
#40
#60
#100
#200
J
,
.
100
PERCENT
FINER
100.0
99.1
99.1
98.8
98.5
98.3
97,7
91.2
79.2
65.6
51.8
37,7
25.5
(no specilic31ion provided)
Sample No.: 10831
Location: B-2
Particle Size Distribution Report
':
,: :
Ii
i
-----
I I ! I
I !i I I
I -H-H -IJ-----
I "I i ' , I
"Iii Ii:
Ill! 1 !
I:
!'j 'I:
I: I:
i:1 II
I
0,1
0,01
0,001
10
1
GRAIN SIZE - mm
0/. SAND
72.2
25,5
II. SILT
'I. CLAY
II. GRAVEL
2.3
SPEC.'
PERCENT
Soil Description
PASS?
(X=NO)
Brown SAND
PL=
AtlerberQ Limits
LL=
PI=
D85= 1.23
030= 0.101
Cu=
Coefficients
060= 0.338
015=
Cc=
Classification
AASHTO=
050= 0,235
010=
USCS=
Remarks
TESD NO. 10831
Source of Sample:
Date: 12130/03
Elev./Depth: 10'
Client: Daveon Development, Inc.
Project: Overland Commercial -Daveon - GI
JW
TESTING ENGINEERS
Plate B-3
Pro'ecl No: 62623
Date:
Job No:
Job Name:
Address:
Report No:
ENGINEER:
REVIEWED:
_I!Uo.
Testing Engineers - San Diego, Inc.
200 WASH SIEVE ANALYSES
January 9. 2004
62623
Overland Commercial-Davcon - GI
Overland Drive and Ynez Road
Temecula. California
Plan Number: N/A
Pennit: N/A
Application: N/ A
6461
CHAD DAVIS. CIVIL ENGINEER
MEHRZAD MAGSOUDLOU. STAFF GEOLOGIST
21
22
2
24
_ .LlL._'
ESlahli~hl:d Il)..H\
o
v
41
Ic'qlf::: Li\~'",,'n,. S.lll [)Il'~ll. [nt". 71-;9S COIlVllY Court. SUI1( IX San Diq;n. CA 9~1] I 1101.S11j 71~ 5BOO Fa.I( {8SR] "!lS "'sln
Plate 6-4
'V$"iiL.../l<;.;,.....__.:r.llW~~'l<-"'~.?~~d!U':"~~~~ts.l- ~..c..~~1J;.....~ ~":~_~._!l
TI.:Sl i ng Eng i nee rs - San Diego, tne. L:-I<lhl1:-lh:d I ()-.J()
NlItllrlll Moistllrl' Aml Ol'nsity
(Ring Samples)
Date:
January 9. 2004
Job No:
Job Name:
Address:
62623
Overland Commercial -Davcon - GI
Overland Drive and Ynez Road
Temecula. California
Report No:
ENGINEER:
6460
CHAD DAVIS. CIVIL ENGINEER
REVIEWED:
MEHRZAD MAGSOUDLOU. STAFF GEOLOGIST
Project:
Overland Commercial
Date Sampled: 12/30/03
Lab Number 10818 10819 10820 10822
Sample Identification B-1 @2' B-I@IO' B-2@5' B-2@15'
Moisture Content % 5.1 7.0 12.9 8.4
Drv Densitv ncf 118.9 110.5 120.1 118.4
A8
Plate 6-5
i c ,,: , II" I OI;!: 11 -.: ~. I' . S ;11; lJ 1 (' t: ,I I:;,' "7 i' </ _~ C" n v 0 y C .nH I. SUI tell< S J n [), ego. (' A I)? 1 i IrS 5 X I 7 I 5 5 ROO Fax pI S X I 7 I S 58 1 n
Date:
Projecl No,
Client:
Address:
Report No.
ENGINEER:
Testing Enginccrs - San Diego.lnc
T '<f'.wor.'VIP'J'I
-
-~~...
L__I;lhl1:-h.....d 19-1()
One-Dimensional Consolidation Properties of Soil
(ASTM D2435)
January 9, 2004
62623
Davcon Development. Inc
42389 Winchester Road, Suite B
Temecula Ca 92590-4810
6464
VAN OLIN. GEOTECHNICAL ENGINEER
Lab No,
Project:
Date Sampled:
Sample Location:
10819
Overland Commercial
12/30/2003
B-1 @10'
,2.0
"'-
c
.~
iii
,3,0
.----------- ----
Consolidation Data
Vertical Stress, psI Strain. %
50 00
500 -0.7
1000 -1,1
2000 -1,6
2000 -1.7
4000 -24
8000 -3.3
2000 -2,8
500 -2.3
Sample Data
Pre-consolidation
Dry Densitv. pcf 120,7
Moisture, % 13.2
Saturation. % 45.3
Posl-consolidation
Moisture. % I 13.1
Saturation, % -I 41.8
A~
I,-'llll': rll~lnt:CI~ \;,,\ f),,:~O. Ine. 71"').~ llHl\"tly Court. SUItt' l).; S3n Diego. CA. -;~llllR5~1 715-5800 Fax 18SKI 715 SlSl11
Plate B-6
Soil Consolidation
0,0
_.--.'----- ._,-' ---
,t"'----.. . I:.:.:,; :,
, .
, ,
..
.. ......N:' ,'..'" Ii .
," ;, !'
K' Water added
./
~ I\..
r\
'-....., .........
I 'to.
-1.0
-4,0
,5,0
10
100
1000
10000
Vertical Stress, pst
TESO JOB NO:
CLIENT:
TESTING ENGINEERS. SAN DIEGO
62623
Davcon Development. Int
DIRECT SHEAR TEST DATA
TESD LAB NO.:
PROJECT:
SAMPLE lOCATION:
SOIL TYPE:
10820
Overland Commercial
B.2@5'
Silty -sand
W\e'Urlau'Doe<::lSr.e~I:INO,IOll20&IS1tEP()AT
DIRECT SHEAR GRAPH
4.00
4.50 - -'-'~~- --'
3.50
3.00
,
~
"
~ 2.50
~
~
o
~ 2.00
w
,
o
1.50
0.50
Y" 0.!51b. 0.5554
RJ:0.999
1.00
0.00
0.00
0.50
1.00
1.50
2.00
2.50
3.00
'.50
4.00
4.50
NORMAL PRESSURE
CALCULATED DATA
INITIAL
WET DENSITY pcl 133.8 132.7 131.8
DRY DENSITY pel 119.1 118.5 116.7
MOISTURE % 12.4% 12.0% 12.9%
AFTER SATURATION
COMPRESSION(.) or EXPANSION (+) % .1.4% .Q.7% -0,9%
FINAL, al failure
WET DENSITY pel 139.1 138.0 136.5
DRY DENSITY pel 119.8 119.3 116.9
MOISTURE % 16.1% 15.7% 16.8%
COMPRESSION(-) or EXPANSION (+) % -0,6% .Q.7% -0.1%
NORMAL PRESSURE ksf 1.01 1.98 ),97
SHEAR STRENGTH ksf 1.44 2,20 ),95
FRICTION ANGLE = 40.4 d rees
COHESION = 0.56 ksf
11912004
50
Plate 6-7
COMPACTION TEST REPORT
Curve No.: 1
Project No.: 6262-'
Project: Ovcrl:lIld Comll1cfl'iJI -Da\'l.:tlll . GI
Date: 12/.10/ll3
Location: TP-:!
Elev.lDepth: 2'
Remarks: TESD NO, 1{J~2~
MATERIAL DESCRIPTION
Description: Gray-brown Clayey SAND
Classifications -
Nat. Moist. =
Liquid Limit =
% > No.4 = %
USCS:
AASHTO:
Sp.G. =
Plasticity Index =
% < No.200 =
TEST RESULTS
M:lximum dry density = 131.5 pef
Optimum moisture = 8 %
105
Test specification:
ASTM D 1557-91 Procedure A Modified
135
130
125
100% SATURATION CURVES
FOR SPEC. GRAV. EQUAL TO:
2.8
2.7
2.6
g, 120
c
'iij
c
Q)
'0
l; 115
110
100
o
5
10
15
20
Water content, %
25
5\
Plate 6-8
TESTING ENGINEERS
'.
"Q'~~orJ."",,,,,___:_,.,,,,,_~,,,,,,_~~~~-,,,,,,,,,,",,,~,~,,,,,,,,,,:_,;,_t.I';.K\.~r~~';'''o1;;_''''~Th~~WI\lII~-'~"''!t$''''S''''''''''~~,~",,-
Tcsling Engincers - San Dicgo.lnc,
I-:~I;lhlhh~d : l)...t(l
EXPANSION INDEX TEST
Date:
January 9. 2004
.lob No:
.lob Name:
Address:
62623
Overland Commercial -Davcon - GI
Overland Drive and Ynez Road
Temecula, California
Report No:
ENGINEER
6462
CHAD DAVIS, CIVIL ENGINEER
REVIEWED:
MEHRZAD MAGSOUDLOU, STAFF GEOLOGIST
."-,_..._"....,-~----,_._-- ----......---.-...-----------..--------.--...--.----
LAB NO, 10827
PROJECT: Overland Conmlercial
SAMPLED BY: TESD
SUBMITTED BY TESD
PROCEDURE ASTM D4829
DATE: 12/30/03
DATE: J 12/04
RESULTS
SA MPI F I fl
M()JSTIIRF
rnNTFNT %
flRY nFNSITY
l'CE
FXP A NSlnN
lliIlEX
pnTFNTlAI
FXPANSION
TP-I @O'
10.0
109.2
III
HIGH
COMMENTS:
-:;-v
Plate B-9
Ie-II!::; 1-Il:;i!l~'(,h. S;'!ll)n'~:'l Ill;:. i,'i')~ <. {'I\VOY Coun. SUi1c' 1:-0: SJn DIl'g" Cf\ ':'~\li pi":'\1715 SKOO F:lx \X5Xj ~l~.~:-;;n
I.
o
T~Slilll! Engin~ers . S<ln Die-go. tile..
Fslnhlish~d 19:J()
R-VALUE TEST RESULTS
PROJECT NAME Overland Commercial-Davcon. GI
CLIENT'S PROJECT OR WORK ORDER NUMBER 62623
SAMPLE LOCATION TP-I @O'
SAMPLE DESCRIPTION Gray-Brown FineSandy SILT
SAMPLED BY TESD
TESD PROJ. NO, 62623 DATE RECEIVED
LAB NUMBER
1/2/2004
10827
LABORATORY TEST DATA 1 2 3
Compactor Pressure (psi) 300 ISO 95
Moisn"e at Compaction ('Yo) 15.1 16.9 18.0
Compacted Density (oct) 117.5 I I3.1 169.9
Cover Thickness by Expansion Pressure (feet) 2.33 1.97 1.13
Cover Thickness by Stabilometer (feet) 0.78 1.15 1.21
Exudation Pressure (psi) 530 300 240
R-Value (corrected) 46 20 16
EXPANSION PRESSURE
1.5 '
..l.u-
.-..-~
~.
2,0'
~
W
>-1-
<Ow
a::::EZ;-
w 0 ~ 1.0
>=:::.
0<0
U ~ 0,5
'"
'."1 - ..: -:-=;':::_L..-_-.,-.:---:~r::~~
.-.- -,~ .. t- - ,.----- -- --.".
.. -- :~-+--~-=~~~::-.: --~
~
-+
_ :::::..-.-:::"":-::.-1--:::.::-
_n_ ~._-:-.__..t..-
0,0 ,.
0,0
.~..
......
,;.;.,00
. . _:;_~.:...:: ~':.:~T.~~ -=-t____
0,5
1.0
1.5
2.0
COVER BY EXPANSION PRESSURE (feet)
EXUDATION PRESSURE
".,T
"
.-.,---!..
. -- "-1"-''''''
_..~-- ....-.-,.
t::',
w 100
::>
.J
<{ 80
>
" 60
0
W
I- 40
U
W
0:: 20
0::
0
U 0
0
I
. .,-
.'
'," :"'-.."j
:_.~_~ I.. :.;_ _ t.--
..,...-.- ..-.~...---.;- -'C'
c,:,,:[
~ ,.:(":_:t.
.....-:~.-:r- .=L---:-! -..-
--~:'--1
::r
...:t'.
100
200 300 400
EXUDATION PRESSURE (psi)
500
600
ASSUMED TRAFFIC INDEX
R-VALUE BY EXUDATION
R.VALUE BY EXPANSION
R-V ALUE AT EQUILIBRIUM
I
4.5
20
16
20
ENGINEER: CHAD DAVIS. CIVIL
ENGINEER
Reviewed By:
MEHRZAD MAGHSOUDLOU.
STAFF GEOLOGIST Plate B-l0
5:7
110.-
.I.""~-
~~"""-.JIo.",,~Il.'_' .__iIlr
Testing Engineers - San Diego.lnc,
l....lilbll....hl.d It)-I()
rHLORIOE ANO SULFATE TESTS
DOle:
hnuary 9. 2004
Job No:
Job Name:
Address:
62623
Overland Commercial -Davcon - GI
Overland Drive and Ynez Road
Temecula, California
Report No:
ENGINEER:
6463
CHAD DAVIS. CIVIL ENGINEER
'" ,
LAB NliMIlER SAMPLE pH RESISTIVITY
IDENTIFICATION OHM-CM
10832 TP-5 @ 3' 6.79 4683 I
--------
,
REVIEWED:
MEHRZAD MAGSOUDLOU, STAFF GEOLOGIST
,
;--
LAB NUMBER SAMPLE CHLORIDE SULFATE I
Tnli'''''1'J1<'TrAT'()N rf'\N~li'NT (nn~\ rnNTli'NT Inom\ !
,
I
,
,
10832 TP-5@3' 8.4 15,9 I
Plate B-ll
5-\
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Overland Commercial Dcvelopmcnl
January 19, 2004
Conlracl No. 62623
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Appendix C
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