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REPORT OF SOILS INVESTIGATION
2215 SOUTE STANDARD AVE. PROPOSED ADDITION
SANTA ANA, CALIFORNIA
NUTECE ENTERPRISES, INC.
4749 OCEANSIDE BL\TD., SUITE J
OCEANSIDE, CALIFOR}iIA 92056
Prepared by:
CONSTRUCTION TESTING AND ENGINEERING, INC.
490 PRJNCELAND COURT, #7
CORONA, CALIFORNIA 9I7I9
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C\t,; o\ Sanu Ana
JOB NO.40-06r3 APRTL 5. 1999
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GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION
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Prepared for:
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QoNsrnucrroN fbsrrNc t f,NcrNEERrNG, INC.
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ENGINEERING, INC
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(909) 371.1890
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NuTech Enterprises, Inc.
4749 Oceanside BIvd., Suite J
Oceanside, California 92056
Attention: PeteLavelle
Subject Report of Soil Investigation
2215 South Standard Ave., Proposed Addition
Santa Ana, California
Dear Mr. Lavelle
We are pleased to submit our Soils Investigation for the proposed addition at 2215 South
Standard Avenue in the city of Santa Ana. The attached report contains the specifics of
the investigation performed and provides conclusions and recommendations pertaining to
the geotechnical engineering design aspects ofthe project.
Our investigation found that the site consists of approximately l-2 feet of disturbed, dry,
silt with sand at the surface, underlain by lean clay. Field exploration activities and
laboratory testing indicated that the proposed project is feasible from a geotechnical
standpoint, provided the recommendations presented in the following report are
implemented during construction.
Should additional design information be required during the project development, we will
be pleased to provide supplementary recommendations.
Respectfully,
CONSTRUCTION TESTING & ENGINEERING, INC
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!1,."wRodney D. Ballard, GE #2173
Geotechnical Engineering Manager
a, CEG #2057
Senior Engineering Geologist
GEOTECHNICAL AND CONSTRUCTION ENGINEERING TESTING AND INSPECTION
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TABLE OF CONTENTS
I,O IN\ESTIGATION STIT4N4-A.RY
2.0 INTRODUCTION
3.0 SCOPE OF SERVICE
4,0 SITE DESCRIPTIONS
5.0 STRUCTURALDESIGNCONSIDERATIONS
6,0 SITE IN\ESTIGATION
General
Exploratory Borings
"Undisturbed" Soil Sampling
"Disturbed" Soil Sampling
Standard Penetration Testing
Boring Logs
6.1
62
6.3
6.4
65
6.6
Page I
Page 2
Page 2
Page 3
Page 3
Page 4
Page 4
Page 4
Page 4
Page 5
Page 5
Page 5
Page 6
Page 6
Page 6
Page 6
Page 6
Page 7
Page 7
Page 7
Page 7
Page 8
Page 8
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7,0 LABORATORY TESTING PROGRAM
8.0 GEOLOGY
General
Geologic Site Materials
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d-: I General
Silt with Sand (ML)
Lean Clay (CL)
Clayey Sand (SC)
Poorly Graded Sand with Clay (SP-SC)
Poorly Graded Sand (SP)
83
8.4
Groundwater
Geologic Hazards
9)1
8.2.3
8.2 4
8.2.5
8.2 6
8.4.1
8 4.2
8.4.3
8.4.4
8.1 5
846
6+ /
848
General
Local and Regional Faulting
Seismic Zone and Coeflicients
Seismic Effects
Liquefaction Evaluation
Seismic Settlement Evaluation
Landsliding
Tsunamies and Seiches
Pa_ee 8
Page 9
Page l0
Page I 0
Page I I
Page I 'l
Page 12
Paqe 12
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9.0 GEOTECHMCAIIN\ESTIGATION Page 12
Page 12
Page 13
Page 13
Page 1 3
Page 14
Page 14
Page 14
Page I 5
Page 1 5
Page 1 5
Page 16
Page 16
Page I 7
Page I 7
Page 17
Page 'l 8
Page I 8
Page 18
Page 19
Page 20
Page 21
Page 2l
Page 22
Page 23
Page 25
Page 25
Page 26
9.1
9.2
9.3
9.4
9.5
General
Compressive Soils
Expansive Soils
Sulfate Resistance
Groundwater
General
Grading and Earthwork
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1O,O CONCLUSIONS AND RECOMMENDATIONS
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10.2
10.6
107
10 8
10.2. I
1n 1 )
10.2.3
10.2.4
10.2.5
10.2.6
1027
10.2.8
Geotechnical Observation
Site Preparation
Excavation Operations
Removals
Overexcavation
Preparation ofAreas to Receive Fill
Fill Placement and Compaction
Transition Pad Condition
10.3 Foundation Design
10.4 Lateral Resistance and Earth Pressures
10.5 Pavement Recommendations
10.5.1 General
10.5.2 Asphalt Pavement Design
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Erterior Flatwork
Drainage
Construction Obsen ation
I I,O LIMITATIONS OF IN\ESTIGATIOS'Pase 27
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10.3. 1 Footings
10.3.2 Settlement of Building Slab
10.3.3 Floor Stab
10.3 .4 Moisture Conditioning and Concrete Placement
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APPENDIX A: REFERENCES CITED
APPENDIX B: FIELD IN\,ESTIGATION
APPENDIXC. LABORATORYTESTING
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Report of Soils Investigation
2215 South Standard Ave., Proposed Addition
Santa Ana Califomia
Page 1of27
Job No. 40-0613
Aoril 5. 1999
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1.0 INVESTIGATION SUMMARY
The investigation was perlormed to provide site-specific geotechnical information for the
proposed construction of an approximately 27,000 square foot concrete tilt-up structure
and associated improvements at the subj ect site. Our investigation found that the
proposed building pad areas are underlain by Quaternary alluvium and colluvium to the
maximum explored depth of 50 feet below the ground surface (fbg).
Groundwater was encountered at a depth of approximately 22 fbg at the subject site but
has been reported to have been as shallow as 8 fbg. Groundwater levels will likely
fluctuate during periods of precipitation, and are not expected to directly impact
foundation soils but will likely contribute to liquefaction during the predicted seismic
event
With respect to gmlogic and seismic hazards, the site is considered as safe as any within
the general Orange County area. Orange County is an area of moderate to high seismic
risk. Based on observed geologic conditions and available literature, no active surface
faults are known to exist within the site. The site is not within an earthquake study zone;
therefore, the possibility of surface rupture at the site due to faulting should be considered
low. The site could be subject to ground shaking in the event ofa major earthquake on a
distant fault. The site lies in an area of moderate to high seismic risk as does all of
Southern California and special design considerations must be made.
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2215 South Standard Ave., Proposed Addition
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Job No. 40-061 3
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alifomia t9
The possibility of liquefaction occurring during a seismic event within the underlying
supporting material is high due to the physical grain-size distribution ofthe deposits, in-
place density characteristics, and depth to groundwater.
2.0 INTRODUCTION
This repon presents the results of our preliminary soils investigation performed to
provide planning and design criteria for the proposed development. Contained within are
recommendations for site grading and design of structural foundations, selection of floor
slab support, and design for structural pavement sections for the proposed building and
surrounding area. The investigation for this report included field exploration, laboratory
testing, geologic evaluation, and engineering analysis.
3.0 SCOPE OF SERVICE
The scope of services followed for this investigation included:
3.1 Review of available geotechnical, geologic and seismic reports and maps
pertinent to the project area.
3.2 Geologic hazard evaluation of the site including development of seismic loading
parameters.
3.3 Subsurface exploration including excavation and field logging of 4 exploratory
borings to depths that may be influenced by the proposed structure.
3.4 Laboratory testing of representative samples obtained during the field
investigation for material properties.
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Report of Soils Investigation
2215 South Standard Ave., Proposed Addition
Santa Ana. California
Page 3 of 27
Job No. 40-0613
April 5. 1999
3.5
3.6
Soils engineering analysis of field and laboratory data that will provide the basis
lor our conclusions and recommendations.
Preparations of this report presenting our findings, conclusions and
recommendations pertaining to excavation and structure foundation design.
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4.0 SITE DESCRIPTIONS
The subject site is located at 2215 South Standard Avenue (Figure 1) in the city of Santa
Ana. The subject site is partially developed with an approximately 24,560 square foot
building in the western portion of the site. The east side of the property is undeveloped
and covered with low grasses and minor construction debris. The remaining portion of
the site is covered with asphalt and concrete paving. A wood frame building with stucco
exerior is adjacent to and parallels the south side ofthe site. Development around the site
consists of light industrial and commercial structures. A railroad right ofway borders the
site on the east.
5.0 STRUCTURAL DESIGN CONSIDERATIONS
Preliminary information indicates that the proposed development will consist of an
approximately 20 foot high concrete tilt-up, slab- on -grade structure founded on shallow
footings. Asphalt parking, light travel areas and associated utilities are to be constructed
to the nofth ofthe proposed site.
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2215 South Standard Ave., Proposed Addition
Santa Ana. California
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Job No 40-0613
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6.0 SITE INVESTIGATION
6.1 General
The field exploration conducted on March 30, 1999 included a site reconnaissance and
subsurlace drilling program, which intended to assess the condition and depth of existing
subsurface materials.
6.2 Exploratora Borings
Four borings were excavated to dephs between 5 and 50 fbg. The borings were
excavated using a truck-mounted, hollow-stem auger. Soils were continuously logged by
an experienced geologist and were visually classified in accordance with the Unified Soil
Classification System. The field descriptions have been modified, where appropriate, to
reflect laboratory test results.
6,3 "Undisturbed" Soil Sampling
Undisturbed samples of the near surface soils were obtained at selected intervals in the
borings using a split barrel sampler with lined 2 % inch diameter brass sample rings. The
drive sampling was conducted in general accordance with ASTM D 3550. The steel
sampler was driven into the bottom of the borehole with successive drops of a driving
weight. Blow counts required for one foot of sampler have been recorded on the boring
logs in the section marked "blows/floot."
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2215 South Standard Ave., Proposed Addition
Santa Ara^ Califomia
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Job No. 40-0613
Aoril 5. 1999
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6.4 "Disturbed" Soil Sampling
Disturbed samples of the near surface soils were obtained at selected intervals in the
borings using a split barrel sampler during standard penetration testing. The steel
sampler was driven into the bottom of the borehole with successive drops of a driving
weight. Blow counts required for one foot of sampler penetration are shown on the
boring logs in the column "blowVfoot." The soil was retained in plastic bags for
determining soil moisture content and soil identification testing. Bulk samples of site soil
were secured between 0-5 fbg in borings 1,3, and 4 and retained for laboratory testing.
6.5 Standard Penetration Testing
Standard Penetration Tests (SPT) in accordance with ASTM D 1586 were performed at
selected depths using a standard (1 4 in ID, 2-inch O.D.) split barrel sampler. The driving
hammer of the SPT samples was a 140-pound weight falling 30 inches lor each blow.
The recorded blow count (N) for one foot of sampler penetration after 6 inches of seating
penetration is shown on the boring logs in column "blows/foot." The standard
penetration test provides rough estimates of many properties of soil in-situ. Primarily
rough estimates of relative density and lriction angle of uncemented, non-collapsible
granular soils and unconfined compressive strenglh ofclays.
6,6 Boring Logs
Logs of the borings for the investigation are presented in Appendix B on boring log
summary sheets, which also include descriptions ol soil, field density data and
supplementarv laboratory data. Boring locations can be lound on Figure 2.
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2215 South Standard Ave., Proposed Addition
Santa Ana. California
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Job No. 40-0613
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7.0 LABORATORY TESTING PROGRAM
Laboratory tests were conducted on representative soil samples for the purpose of
classification and determination of physical properties and engineering characteristics.
The laboratory testing program included tests for moisture content, maximum dry
density, direct shear, atterberg limits, panicle size distribution, and R-Value. Appendix C
contains descriptions ofthe test methods and summaries ofthe results.
8.0 GEOLOGY
8.1 General
The site is located in the northwest portion of the Peninsular Ranges Geomorphic
Province. The Peninsular Ranges are characterized by northwest-southeast trending
mountains separated by similar trending fauits (Webb, l99O). The site is located
approximately 5 miles north of the Upper Newpon Bay at approximately 60 feet above
sea level. Based on the referenced geologic maps the overlying site materials consist of
Quaternary Alluvium and Colluvium.
8.2 Geologic Site Materials
8.2.1 General
The upper two feet consists of silt with sand in a dry, and disturbed condition.
Lean clay soil is obsened to underlv silt, with sand to a depth of approximately
35 feet. Between i5 and 50 feet the soil profile consisted of Clayey sand. Poorly
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2215 South Standard Ave., Proposed Addition
Santa Ana. Califomia
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Job No.40-0613
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graried sand with clay and Poorly graded sand.. General explanations are
provided below, and detailed profiles ofthe borings are provided in Appendix B.
8.2.2 Silt with Sand (ML)
Brown to gray silt with sand was encountered to a depth of approximately 2 fbg
on the west side of the site @-2) urd 5 % fbg on the east side of the site (B-3).
The upper 1 to 2 feet was found to be in a dry, Ioose, and disturbed condition.
8.2.3 Lean Clav (CL)
Lean clay underlies the silt with sand to a depth of approximately 35 feet. Lean
clay is described as brown to dark brown, moist and stiff. The soil moisture
increases with depth and becomes saturated at approximately 22 fbg.
8.2.4 Clavev Sand (SC)
Light brown clayey sand is encountered between 35 and 40 fbg and is described
as fine to medium grained, medium- dense and saturated.
8.2,5 Poorlv Graded Sand With Cla v(SP.SC
Between 35 to 45 fbg the soil is found to consist of, brown fine to medium
grained poorly graded sand with clay in a medium dense to dense and saturated
condition.
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2215 South Standard Ave., Proposed Addition
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Job No. 40-0613
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8.2.6 Poorlv Graded Sand (SP)
Brown poorly graded sand is encountered at approximately 49 fbg. The material
encountered is described as fine to medium grained, very dense, and saturated.
8.3 Groundwater
Depth to groundwater was determined to be 22 fbg for the subject site. The soil profile
for the site increased in moisture content becoming wet at 18 fbg. Boring 2 remained
open for 2-3 hours after drilling was completed to allow for recovery ofthe groundwater
table. Once the water stabilized, the depth to groundwater was approximately 22 {bg.
Soils below 22 fbg ue saturated.
8.4 Geologic Hazards
8.4.1 General
From our investigation it appears that geologic ha,^rdr ", the site are primarily
limited to those caused by violent shaking from earthquake generated ground
motion waves. The potential for damage from displacement or fault movement
beneath the proposed structure should be considered unlikely due to distance to
known active faults. The potential for liquefaction to occur during the predicted
seismic event is high.
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Report of Soils Investigation
2215 South Standard Ave., Proposed Addition
Santa Ana. California
Page 9 of 27
Job No. 40-0613
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8.4.2 Local and Resional Fa u Ir ng
The geologic structure of the Southern California area is dominated by northwest
trending faults associated with the San Andreas system. Faults such as the
Whiuier, Elsinore, San Jacinto, San Andreas, and Newpon-Inglewood are the
major faults in the system. They are all known to be seismically active, and the
San Andreas and San Jacinto faults are known to have ruptured the ground
surface in historic time.
Available geologic literature indicated that no active (Quaternary) faults are
known to exist on the site. No evidence of active faulting was observed during
our investigation. The closest known active fault is the Newport-Inglewood Fault
Zone located approximately 7 miles west of the site. The principle faults in the
site vicinity considered most likely to ruptue and possibly cause strong ground
shaking at the site during the useful life ofthe proposed construction are listed in
Table I. The listing includes a summary of important seismic characteristics
estimated for each fault.
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Job No 40-0613
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l. Greensfelder ( t 974)
2. Seed and Iris (1982)
3. Ploessel and Slosson (1974)
4. Caltech Website ( 1999)
8.4.3 Seismic Zone and Coefficients
Referencing the 1997 Uniform Building Code, section 1629 wtd related tables, the
seismic coefiicients for the subject site are.
So
8..1.4 Seismic Effects
In our opinion, the most significant seismic event with respect to the proposed
structure would be an earthquake associated with the Newpon-Inglewood Fault
System. The estimated peak bedrock acceleration produced at the site by the
maximum probable event would be approxinrately 0.449. A 35 percent reduction
in acceleration. for events within 20 miles ola site. is accepted for the anticipated
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Fau.lt Zone Estinnted
Distance From
Site
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Whittier I5 miles 7.s i .s+g 22c
Chrno I8 miles 7.0 ? 50 l6g
Elsinore l7 miles 7.5 32g 2tg
San Jacinto 45 miles I )c7.5 l2e
San Andreas 80 milcs 8.0 o6g o6g
Newport-
Inslewood
7 miles 7o 44g )Oa
Nerrport-
Inglewood-Rose
Calvon
l0 miles 1.0 369 23
Description Table Factor
I6.I Zone 4, 0.40
Soi[ Profile Type l6-j
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Repon of Soils Investigation
2215 South Standard Ave., Proposed Addition
TABIX I
SEISMICITY TON PT,C,"TON TA ULTS
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Peak (2)
BedrDck
Acceleration
Repeatable (3)
High Bedrock
Acceleralion
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2215 South Standard Ave., Proposed Addition
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repeatable high bedrock acceleration. The estimated repeatable acceleration is
0.299. Design of structures for seismic loading should comply with the
requirements of governing jurisdictions, applicable building codes, and practices
ofthe Association of Structural Engineers ofCalifornia.
8.45 I .iquefaction Evaluation
Liquefaction occurs when saturated fine grained sands or silts lose their physical
strengths during shaking and behave as a liquid. This is due to loss of point-to-
point grain contact and transfer of normal stress to pore water. Liquefaction
potential is a function of water level, soil type, material gradation, relative
density, and probable intensity and duration ofground shaking.
According to the referenced geologic maps, the subject site is located in a
liquefaction zone. Based on in-place density, physical grain size characteristics
and depth to groundwater, liquefaction potential is considered too be high.
Senlement, due to liquefaction during the anticipated seismic events would be on
the order of 0.9 inches.
8..{.6 Seismic Settlement Evaluation
Seismic settlement occurs when loose to medium dense granular soils densify
during seismic events. The underlying deposits were generally found to be stiffto
very stiff; therefore, are not considered likely to experience significant seismic
settlement-
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Job No. 40-0613
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2215 South Standard Ave., Proposed Addition
Santa .{-na. Califomia
Page 12 of 27
Job No. 40-0613
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8..1.7 Landslidine
No features typically associated with landsliding activity were noted during the
site investigation. In the reference review, no evidence of landslides were found
to have occurred within the area ofthe site.
8.4.8 Tsunamies and Seiches
Due to site elevation and distance from large bodies of water, the site is not
considered to be subject to tsunamies or seiches.
9.0 GEOTECHNICAL EVALUATION
9.1 General
No geotechnical conditions were apparent during our investigation, which would
preclude the site development as planned, provided the recommendations in this repon
are followed.
Geologic and seismic hazard potential for the subject site was evaluated. The site, as
most of Southern Califomia, lies in an area of high risk from ground shaking on distant
faults. Based on current geologic information, no active surface faults are known to exist
within, or immediately adjacent to the site; therefore, surface rupture at the site due to
faulting should be considered unlikely.
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Report of Soils Investigation
2215 South Standard Ave., Proposed Addition
Sent: .qna. California
Page 13 of27
Job No. 40-0613
April 5. 1999
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Liquefaction assessment olthe underlying deposits at the site indicated that the potential
for liquefaction is considered high due to the physical grain size distribution, in-place
density, depth to groundwater, and the location ofthe site in a liquefaction zone.
9.2 Compressive Soils
Based on observation and laboratory testing, underlying soils materials exhibit low
compressibility characteristics and are considered suitable for structure support. Any
loose surficial materials should be removed beneath structure pad areas and reworked
(10.2.4). All grading or treatment of these soils should be performed under the
observation of a qualified geotechnical representative.
9.3 Expansive Soils
Near surface soils encountered during the subsurface investigation were generally found
to consist of silt with sand to approximately 2 Ibg and underlain by a lean clay. These
materials were found to have a low potential for expansion. The expansion index for the
site soil was determined to be 17. Should expansive clayey soils be exposed during
grading, modified earthwork and loundation recommendations may be warranted.
9.4 Sulfate Resistance
Moderate to high levels of sulfate containing solutions or soil can have a deleterious
effect on the in-service performance of concrete foundations and reinforcement steel. In
order to evaluate the loundation environment, a sample of the site soil was tested for
soluble sulfate and pH. The test results rvere 0.957 and 7 19 respectivel)'. Review olthe
Report of Soils Investigation
2215 South Standard Ave., Proposed Addition
Sanra Ana. Califosria
Page 14 of27
Job No. 40-0613
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UBC table l9-A-4 found that a sulfate exposure of 0.957 is considered to be Severe. A
sulfate exposure of "Severe" warrants type V cement, with a maximum water-
cementitious ratio of 0.45 and a concrete strength of 4500 psi. A pH level of 7. 19 is
considered neutral.
9.5 Groundwater
Depth to groundwater for the site was observed to be 22 fbg for the site. It was reported
that the depth to groundwater has been as shallow as 8 fbg. As indicated hereiq
groundwater is not expected to impact the improvernents, provided recommendations for
site drainage are implemented.
Contained below are our recommendations and foundation design parameters which are
based on field testing, laboratory testing, site conditions, and our assumptions of the
details ofthe proposed project, Ifthe proposed project should vary zubstantially from the
zrssumptions made herein, this office should be contacted for revisions to our
recommendations.
IO.O CONCLUSIONS AND RECOMMENDATIONS
l0.l General
Based on the results of our evaluation, we conclude that the proposed construction at the
subject site is feasible from a geotechnical standpoint. The major factors affecting the
proposed development are (l) the presence ol loose surficial soils which will require
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Report of Soils Investigation
2215 South Standard Ave,, Proposed Addition
Santa .Ana. California
Page 15 of27
Job No. 40-0613
April 5. 1999
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removal prior to the placement of fill or improvements, (2) the potential for liquefaction
due to the groundwater observed at 22 tbg.
The recommendations for design and construction of the foundation are based on
empirical and analytical methods typical of the standards of practice in California.
Should these recommendations appear not to cover a specific feature of the proposed
development, please contact Construction Testing & Engineering, Inc. (CTE) lor
revisions or additions to our recommendations.
10.2 Grading and Earthwork
I 0.2. I Geotechnical Observation
Upon commencement of construction, CTE should continuously observe the
grading and earthwork operations for this project. Such observations are essential
to identi$ field conditions that differ from those predicted by the preliminary
investigations, to adjust designs to actual field conditions, and to determine that
the grading is in general accordance with the recommendations ofthis report. Our
personnel should perform adequate observation and sufticient testing of fill during
grading to support the Geotechnical Consultant's professional opinion as to
whether lhe work complies with compaction requirements and specifications
contained herein.
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Prior to grading, the site should be cleared of existing debris, organics, and other
deleterious materials. Organically, impacted materials not suitable for backfill
should be disposed of off-site. All materials excavated and removed should be
disposed of at a legal disposal site. All underground utilities should be secured
and/or relocated if necessary prior to excavation operations.
10.2.3 Excavation 0perations
After site preparation has been completd areas to receive improvemems are to
be excavated to a depth of competent material. Site materials are considered
competent when all loose, dry and disturbed materials have been removed
resulting in a firm and unyielding condition with a result in-place soil moisture
content of + 3Yo of optimum. Following excavation, exposed subgrade areas
should be scarified, moisture conditioned, aod recompacted prior to fill
placement.
10.2..1 Removals
Within the limit of site grading, eroded, burrowed, or otherwise disturbed soils
shall be removed to the depth of competent material to a minimum of 2 fbg and a
minimum of 5 feet laterally beyond the building pad where practical.
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Report of Soils Investigation Page 16 of27
2215 South Standard Ave., Proposed Addition Job No. 40-0613
Santa Ana. California April 5. 1999
10.2.2 Site Preoaration
Report of Soils Investigation
2215 South Standard Ave., Proposed Addition
Santa Ara. California
Page 17 of 27
Job No. 40-0613
Aoril 5. 1999
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10.2.5 Overexcavation
In order to provide uniform bearing conditions for structural support, it is
recommended that the entire building pad area be over-excavated to a minimum
depth of 1 foot below the bottom of the proposed footing elevation and a
minimum of 5 feet laterally beyond the building pad where practical. Based on
exploratory data, excavations can be accomplished using standard grading
equipment. Prior to fill placement, exposed subgrades should be evaluated by the
geotechnical representative to verify that suitable, uniform bearing conditions
exist.
Caution should be exercised when overexcavating along the south property line so
as not to excavate supporting soil for the adjacent structure.
10.2.6 Preparation of Areas to Receive Fill
The bottom of all excavations should be founded in competent fi materials. The
exposed surface should be scarified to a minimum depth of 8 inches. properly
moisture conditioned, and compacted to 90 percent mmpaction relative to ASTM
D-1557.
-.,)
10.2.7 Fill Placement and Comnaction
All additional fill and backfill should be compacted to a minimurn relative
compaction ol90 percent as evaluated by ASTM D-'1557 at a moisture content of
optimum or slightly above. The optimum Iift thickness lor fill soils will be
Repon of Soils Investigation
221 5 South Standard Ave., Proposed Addition
Santa Ara. California
Page l8 of 27
Job No 40-061 3
April 5. 1999
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dependent on the type of compaction equipment utilized. Generally, fill soils
should be placed in uniform horizontal lifts not exceeding 8-inches in loose
thickness. Placement and compaction of fill should be performed in general
conformance with geotechnical recommendations and local ordinances.
10.2.8 Transition Pad Condition
Based on site elevations and materials present, there is no anticipated transition
condition. Based on all excavation recommendations, it is anticipated that all
footings will be founded on properly compacted materials. If deep foundations
are proposed, additional earthwork recommendations will be provided.
10.3 Foundation Design
Foundation and slabs should be designed in accordance with structural considerations and
the following recommendations. These recommendations assume that the soils exposed
at the finished pad grade will have a low potential for expansion as anticipated.
10.3.1 Footines
The proposed building may be supported by continuous and spread footings
founded at a minimum depth of 24 inches below the lowest adjacent subgrade.
Continuous footings should have a minimum width of 15 inches and be reinforced
with at least four No. 5 reinforcing bars, 2 top and 2 bottom. Isolated interior
footings should have a minimum width of 24 inches and be founded at a
minimum depth ol 24 inches belou, the lowest adjacent subgrade. No lootings
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Report of Soils Investigation
2215 South Standard Ave., Proposed Addition
Santa Ana. California
Page 19 of 21
Job No. 40-0613
April 5. 1999
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shouid srraddle a cut-fill interface. Continuous footings bearing in the well-
compacted engineered fill material may be designed using a maximum allowable
bearing capacity of 1,800 pounds per square foot. The ailowable bearing pressure
may be increased by one third when considering loads of short duration such as
wind or seismic forces.
A.long the south property line footings of the building on the adjacent lot are
parallel to and immediately adjacent to the proposed structure foundations.
The bottom of footings @OF) for the proposed structure must match the BOF of
the existing structure. Figure 4 shows the approximate dimensions of the existing
structure to the south.
l0.32Settlernent of Buildins Slab
We have analyzed settlement potential anticipated during construction and for
long term performance. Construction settlement is expected to occur as loads are
applied and structures are brought to their operational weight. Long term
settlement is expected to occur over time as a result of compression of wetted or
partially saturated soil. Anticipated settlements are related to an applied bearing
pressure of 1800 psf and a footing width of approximately I 25 feet. Presented
below are tabulated settlement ranges, which can be anticipated within the
identified layers.
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Repoa of Soils Investigation
22i5 South Standard Ave., Proposed Addition
San
Page 20 of27
Job No. 40-0613
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't999
Total Lons Term
Settlement inches
10.3.3 Floor Slabs
Building slab minimum design recommendations presented herein are based on
anticipated loading conditions. lnterior floor slabs subjected to loading should
have a minimum thickness of 5 inches and be reinforced with a minimum of No. 3
reinforcing bars at 24 inches on center (each way) placed in the middle one-third
of slab height. The correct placement ofthe reinforcement in the slab is vital for
satisfactory performance under normal conditions. The floor slab on foundations
should be tied together by extending the slab reinforcement into the footings. In
the areas to receive moisture sensitive floor covering a polyethylene moisture
barrier (6 mil or greater) should be placed beneath the slab.
A four inch layer of coarse clean sand should underlie the polyethylene moisture
barrier. Approximately 1" of clean fine sand should be placed over the
polyethylene vapor barrier.
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ATED SET-TLEMENTSCIP
Soil Laver Total Shon Term Construction
Settlement (inches)
Clay layer to 35fbg 0.5 10
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Prior to placement ofthe slab, we recommend that the subgrade soil be moisture
conditioned under the observation of the geotechnical consultant. In order to
reduce the potential for shrinkage cracks in the concrete during curing, we
recommend that low water-cement ratio (.45 or less) concrete be placed with a
maximum slump of 4 inches based on ASTM D-143. The slump should be
periodically checked prior too placement. We further recommend that crack
control joints be provided in the slabs in accordance with the recommendations of
a structural engineer to reduce the potential for distress due to minor soils
movements and concrete shrinkaee. Concrete should be placed in accordance
with "ACI Manual of Concrete Practice," sections 301 Specification for Structural
Concrete for Buildinqs and 305R Hot Weather Concreting
10.4 Laterd Reristrncc ind Earth Pressures
The following recommendations may be used for shallow footings on the site.
Foundations placed in firm, well-compacted, fill material may be designed using a
coefficient of friction of 0.25 (total frictional resistance equals coefiicient of friction
times the dead load). A design passive resistance value of 150 pounds per square foot per
foot of depth (with a maximum value of 1800 pounds per square foot) may be used. The
allowable lateral resistance can be taken as the sum of the frictional resistance and the
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 loads ofshort duration such as r.vind or seismic forces.
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Report of Soils Investigation Page 21 of27
2215 South Standard Ave., Proposed Addition Job No. 40-0613
Santa Ana- Califomia April 5. 1999
10.3.4 Moisture Conditionins and Concrete Placement
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Repon of Soils lnvestigation
2215 South Standard Ave., Proposed Addition
Santa Ana. California
Page 22 of 27
Job No. 40-06i3
April 5. 1999
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Retaining wall up to 10 feet high and backfilled using granular soils may be designed
using the following equivalent fluid weights:
Restrained Wall
non-eldin
The above values assume non-expansive backfill and free draining conditions. Measures
should be taken to prsvent moisture build-up behind all retaining walls.
Drainage measures should include free drainage backfill material and perforated drains,
as designed by the project architect or structural engineer (Figure 3). These drains should
outlet away from the structure. Walls should further be waterprooled in accordance with
the recommendations ofthe projea architea, Retaining wall footings should be designed
in accordance with the foundation design recommendations presented in this report and
reinforced in accordance with structural considerations.
10.5 Pavement Recommendations
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One sample of surficial soil believed to be representative ofthe site was obtained
for R-Value determination (Test Method 301 ). Based on testing, a design R-
Value of l0 was obtained for pavement thickness evaluation. The following
pavement recommendations are based on a 20-vear sen'ice lifle.
[QUIVALENT FLUID UNIT WEIGI{IS
(pound pcr cubic foot)
Level Backfill 2:l Slope backfill
Cantilever Wall
(yielding)
35 55
s5 80
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10.5.1 General
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Repon of Soils Investigation
22i5 South Standard Ave,, Proposed Addition
Santa Ana. California
Page 23 of27
Job No. 40-0613
ils. 1999
The following preliminary structural pavement section is designed according to
Caltrans Department of Transponation Highway Manual (Method 301) for
flexible pavements based on the preliminary design R-Value of 10. Presented
below are the structural pavement sections for flexible pavements lor auto parking
areas
It is recommended that subsequent R-Value testing be performed following
parking and drive area grading in order to provide final structural pavement
section recommendations.
We recommend that soils underlying all proposed pavement areas be prepared in
the following manner. Loose or disturbed subgrade soils should be removed to
the depth of competent materials. Exposed soils should be moisture conditioned
and compacted to 95 percent ofthe maximum dry density (ASTM D-1557). Soils
should then be compacted in lifts not exceeding 8" to subgrade elevation at 95
percent of the maximum dry densit1,. All Class II Base materials should be
compacted to at least 95 percent oflaboratory maximum densin'(ASTM D-1557).
Traffic Area Traffic Index A.C. Thickness
(in)
Auto Travel Lanes and
Parking Area
3.5 8
I0.5.2 .{sphalt Par ement Design
I Class tr Base
]
Thickness (in)
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Report of Soils lnvestigation
2215 South Standard Ave., Proposed Addition
Santa Ana Califoruia
Page 24 of 27
Job No. 40-0613
April 5. 1999
In addition, it is recommended that all pavement areas conform to the foliowing
cfltena
L All trench backfills, including utility and sprinkler Iines, should be
properly placed and adequately compacted to provide a stable
pavement subgrade
An adequate drainage system should be provided to prevent
surlace water or subsurface seepage from saturating the subgrade
soil.
Placement and construction of the recommended pavement section
should be performed in accordance with the Standard
Specifications for Public Works Construction. Class II Base
should be used as outlined and should have a minimum R-Value of
78 and a minimum sand equivalent of25. Final in-place density of
the Class II Aggregate Base should be 95 percent of the minimum
dry density per ASTM D-1557.
Surface run-off and irrigation water should be directed away from
the parking areas to avoid contributing to wet or saturated
materials beneath the pavement.
5. Pavement sections are prepared assuming that periodic
maintenance of pavements rvill be done, including sealing of
cracks and other measures
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Report of Soils Investigation
2215 South Standard Ave., Proposed Addition
Santa Ana- California
Page 25 of 27
Job No. 40-0613
April 5. 1999
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10.6 Exterior Flatwork
To reduce the potential for distress to exterior flatwork caused by minor settlement of
foundation soils, we recommend that such flatwork be installed with crack-control joints
at appropriate spacing as designed by the structural engineer. Flatwork that should be
installed with crack control joints includes driveways, sidewalks, and architectural
features. AII subgrades should be prepared in accordance with the earthwork
recommendations previously given prior to placing concrete. Positive drainage should be
established and maintained adjacent to all flatwork.
10.7 Drainage
Surface runoff should be collected and directed oflsite by means of appropriate erosion
reducing devices. Roof gutters and downspouts should be installed on completed
structures and positive drainage should be established. Positive drainage is defined as
drainage away from structures at a gradient ofat least 2 percent for the distance ola least
5 feet. The project civil engineer should thoroughly evaluate the on-site drainage and
make provisions as necessary to keep surface water from entering the structure area.
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Report ol Soils Investigation
2215 South Standard Ave., Proposed Addition
Page 26 of 27
Job No. 40-0613
anta
10.8 Construction 0bsen,ation
The recommendations provided in this report are based on preliminary design
information for the proposed construction and the surface conditions lound in the
exploratory boring locations. The interpolated subsurface conditions should be checked
in the field during construction. Final project drawings should be reviewed by the
geotechnical consultant prior to beginning construction.
The recommendations provided in this report are based on the understanding and
assumption that Construction Testing & Engineering, Inc. (CTE) will provide the
observation and testing services for the project.
I1.O LIMITATIONS OF INVESTIGATION
The field evaluation, laboratory testing and geotechnical analysis presented in this report
have been conducted in accordance with current engineering practice and the standard
care exercised by reputable geotechnical consultants performing similar tasks in this area.
No other warranty, expressed or implied, is made regarding the conclusions,
recommendations and opinions expressed in this report. Variations may exist between
boring locations and surface exposures, and conditions not observed or described in this
repon may be encountered during construction.
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Report of Soils Investigation
2215 South Standard Ave., Proposed Addition
Santa Ana. Califomia
Page27 of27
Job No. 40-0613
April 5. 1999
Our conclusions and recommendations are based on analysis ofthe observed conditions.
If conditions other than those described in this repon are encountered, our ofiice should
be notified and additional recommendations, ifrequired, wilI be provided upon request.
We appreciate this opportunity to be of service on this project. If you have any questions
regarding this report, please do not hesitate to contact the undersigned.
Respectfu lly submitted,
CONSTRUCTION TESTING & ENGINEERING, INC_1
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dn t)allard, GE #2173
Geotechnical Engineering Manager
Vincent J. Patula, CEG #2057
Senior Engineering Geologist
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Staff Geologist
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APPENDIX A
REFERENCES CITED
L Caltech Website. 1999
Miller, R.V. and MortorL P.K., Geologic Map of Orange County Califomia
Showing Mines and Mineral Deposits, Scale I .48000, 1981 .
Ploessel, Michael R. and Slosson, James E., Repeatable High Ground
Accelerations from Earthquakes, 1974.
Rogers, Thomas H., Geologic Map of Califomia, Santa Ana Sheet, Scale of
1:250,000, 1965.
Thomas Guide, Orange County, page 829, G7, 1996
USGS,Seismic Hazard Map of Anaheim Ouadranele showinq Liquefaction and
Referenced from seismic hazard evaluation on Anaheim and
Newport Beach 7.5-minute quadrangle, Orange County: California Department of
Conservation, Division of Mines and Geology Open file report 97-08, April 15,
1998. (Map obtained on Division of Mines and Geology Webpage, 1999).
5I
6
7
Landslid
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I
Greensfelder, Roger W., Maximum Credible Rock Acceleration from
Earthquakes in California, 1974.
Webb, Robert, W. and Norris, Robert M., Geology of California, Peninsular
Ranges, pages 277 -299, 1990.
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APPENDX B
FIELD INVESTIGATION
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DEFINITION OF TER},IS
SECONDARY DIIISIONS
.. Yal ^i-- llE
l9'" uJt ,Pt GRAVETS. GRA!'EIAAND
1JTTLE OR NO FINES
cWEII EDCLEAN
GRA\EI.s
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LITTLE OF NO FINES
-.!,- . ---rrt-i.ii cP.l:i;
SILTY \EI,SANDSILTGRAG\EI.S.Ri.
NON.PI.ASTIC FINES
SAJ\'DS
MOR! T}IA.\
HALF OF
COARSE
FRACTION IS
IAAGER T}ln.\
NO. 4 SIE\E
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FL\ES CLA]TY GRAVEI-S. GR.A\'EISAND4IAY MAT,IaES,
PUSTIC FI}IES
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WELL GRADED SANDS. GRA\ELLY SANDS. UT]LE OR NO
FINES
CLEAN
SA.\DS
< t','. FBIES SP
POORLY GRADE! SANDS. GRA\TI-LY SANDS. LTTTLE OR
NO FN'ES
rl l, sM ll SILTY SA.I{DS, SANDSE-T T'OCTUR.ES. NON.PL"{STIC FINES
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INORGANIC CIAYS OF I.OW TO MEDIUM PT.ASTICITY,
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SILTS AND CL{YS
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CTE JOB NO
LOGCED BY
2215 S, STANDARD AVE
40-0613
K. CRIST
DRIIIER:
DRILL METHOD:
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LOGCED BY
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40-0613
K. CRIST
DRILLER:
DRILL \{ETHOD:
SAM?LE \IETHOD
WESTER.Ii HAZN,IAT
8" HSTSPLITSPOON-
I40 LB /' 30"
SHEET:
DRILLNG DATE
ELEVATIO.\..:
of2
3,30,99
^60
i
BORING: B-lF
.E
t
2
C
,d
A-.a
e
E
v)!j ,9
DESCRIPTION
Laboratorl Tests
\IL
lilt
Sti-ff- Sandl Sr[. bro\\ush-Ea\'. \'en' Drsubed.
Loose Materials
vrum and Collulium(Oac) O ualernan'Aliu Bulli: MAX
AL
GS
EI
ru
,4
Ven stiffLean Clay, brown, Moist
Stiff, Lean Clal', brosn, ven moist
Ven strff, Lean Cla1, broln, r'en moist
l8', t'eet. Lean Cla1, broln, r'en wet
Ven strff Lean Cllv. brour, saturated
rvater sceping out of soil.v
l-0
H0-
-.t 5-
:0-..1
+_i-
)
_.1
19.5
2t.4
22.4
24.6
26.t
25.4
40
l3
21
2l
3.r
:l
I01.7
I t2.l
l0:.:
GROUNDWATER AT :]
WA - 200 Sidvc
80.:0.o
WA - 200 Sicvc
85.6000
WA - 200 Sievc
88.90oo
WA - 200 Sieve
94.l0oo
WA - 2(,0 Siclc
97.i0"o
B-I
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36
I08.2
26.1
29.6
H(il it{l
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ONSTRUCTION TESTING & ENGINEERING, INCG€OTECHNIC^L
^ND CONS'RUCTION ENOII]EEiING TESTINC ^ND INSPECTION
:.1. vlNE\,^RD AVENUE. SUrTE G ESCOND'DO CA 9lO:9 (6t9) r.6-a955
C
PROJECTi
CTE JOB NO:
LOGCED BYI
2215 S, STANDARD A\€
4046I3
K CRIST
WESTERN TIAZI,{AT
8" HS.{,',SPLmSPOOn-
140 LB / 30"
SHEET: 2
DRILLNG DATE:
ELE\'AT'ONI
of2
ji099
-60'
BORNG: B-l(cont.)F 8
5
!
c
3
9.
U
DESCRIPTION
Laborator\ Tests
%
CL
Veq' stiffLean Clay $.ith Sand, broun
Satura
Ven s tifl, Lean CIay th Sand- brour
ted. No seepage as 20'deptL SPT sample
n\isted in the splir barrel tube dunng drivrng
WA -200 Sreve
7t 900,0
WA - 2&) Sicvc
5:1,,o"
SC light bro'^rL fine to medium graint-t
ter seeping out ofsoil.
Medlum dense Clave! Sand.
Some eralel. Sanriarea w,WA - 200 Sicve
45 30qo
SP.SC
Sand \vili Clav, bro\\n, poorlY graded Medium to Coarse
gxained. San[ated.
WA - 200 Sicle
5.600"
GS
WA - 200 Sieve
6.m9o
l7
l9
50
:9
:'1
i0
21.0
r 8.9
IJ E
11.6
l8 6
l8I
SP Sald. brosl. poorl\ gtadcd. saturalcd.GS
WA - 200 Siclc
i.t0."'IOTAI DEPl.}l = 5t)'li-Ib
-
lt
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DRILLER:
DRILL JUETHOD:
S,d\TPLE TIETHOD
F;
t
Medlurn dense Sand \rrtJr clar. bros,n. poorlr graded
Saturated
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ONSTRUCTION TESTING & ENGINEERING, INCCEOTECHNICAI AND CONSTRUCTlON ENGINEERING TES]'NG AND INSPECTION
,!tla VINEYARD AVENUE. SUITE G ESCONOIDO CA 9:Ol9 (619) 7J6.r9J5
C
PROJECT:
CTE JOB NO:
LOGGED B\'
22 I 5 S. STANDARD A\T
40-06 t3
K,CRIST/KBRADY
DRILLER:
DRJLL METHOD:
SAMPLE N{ETHOD
WESTERN HAZ]\IAT
8" HSTSPLITSPOOI-
I40 LB i 30"
SHEET: I
DRILUN-G DATEi
ELE\IATION:
oil
3 3099
^60'
BORING: B-2,1 I
h 6
a
q
i
.2
DESCRtrTION
Laboraton Tests
\1L
llll
uateman' Alluvium and Collurrumac)
I t brosn, dn. disrur
StitrLean Clay, dark bro*n, slightlv moist.
Veri' StiffLean Cla1,, 5Savish-brourr. moist
StiffLean CIay, bro*n, moisr
Sti-ffLean Clay, broun, moist
v
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!5-
l0-
{5-
+0-
l
.l
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l-
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t3
9
I
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t9
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l0
104.1
98.2
98.J
t1.2
24.4
27.5
27..3
21.5
:99
CL
Stif Lean Cla1,, brorrn. sarurated
TOTAI DEPTH = 15'
GROUNDWATER AT :2'
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ONSTRUCTION TESTING & ENGINEERING, INCGEOTECIINICAL AND CONSTRUClION ENOINEERING TEST'tNC AND INSPECTION:.1. vtNEYARD AVENUE, SUTTE G ESCONDIDO CA 9!029 (6t9) ?r6-.9t5
C
PROJECT:
CTE JOB NO
LOGGED BY
22I' S. STANDARD A\E
40-0613
K,CRJST/KBRADY
DRILLER:
DRILL \TETHOD:
SAMPLE \IETHOD
WESTER}i HAZNI.{T
t, HSA,/SPLITSPOON
140 LB/ 30"
BORING: B-3F
5a
Ct
a'
2,
aq
,h,
f
a
DESCRIPTION
Laboraton Tests
T{L uateman' Allu\1um and Colluuum
Stiff Sandi Silt, dark broun, dry, disnrbed.
Ver)' Stitr, Sand,v Silt, dn', dismrbed
(Oac) O
DS
Bulk: CHM
MAX
Stitr, Lean Clay, bro$r1-el:a)', moist
Ven Stii. Lean Clar'- brosn, moist
v
-0-
-5!
Flo-
-l5-
20-
-.]i-
!
t2
l9
l5
2t
73
l1
l0
21
r6
t02.2
98.3
14.6
I5.0
26.9
27.6
25.5
:3.:
CL
StiIl'. Lcan Clar, brour. moist
'l-oTAI.DFPTIl=15'
GROUNDUIATER AT 23
t: I(;t IIlt:B
II
NI
N
lt
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DRILUNGDATE: 3t30t99
ELEVATION: ^60'
Very Sdff, Lean Cla1, brosn, moist
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APPENDD( C
LABORATORY TESTING
Laboratow Testinq Proqram
Laboratory tests were performed on representative soil samples to determine their relative
engineering propenies. Tests were performed in accordance with test methods ofthe
American Society for Testing Materials or other accepted standards. The following
presents a brief description ofthe various test methods used.
Particle Size Analysis
Particle Size Analysis was performed on selected representative samples in accordance
with ASTM D-1440.
Modified Proctor
Laboratory compaction tests were performed according to ASTM D-I557, Method A. A
mechanically operated hammer was used during the compaction process. Modified
Proctor Analysis curve is presented in Appendix C.
1n Situ Moisture
The in-place moisture content ofselected samples was determined using relatively
undisturbed soil samples. The moisture content is shown on the attached Boring Logs
R-Value
The resistance "R"-Value was determined by the Califomia Department of
Transportation Test Method No. 301 for representative subbase soils. Samples were
prepared and exudation pressure and "R"-value determined. The graphically determined
"R'-value at exudation pressure of300 psi is the value used for pavement section
calculation.
Direct Shear Tests
Direct shear tests were perlormed on recompacted samples in general accordance with
ASTM D-3080-72 to evaluate the shear strenglh characteristics of selected materials.
The samples were inundated during shearing to represent adverse field conditions.
ulfate Corro
These tests were performed on soil samples in order to determine the amount of exposure
of sulfates, pH and corrosive materials. High amounts ofeach can have a deleterious
effect on the overall performance ofthe concrete or steel used in the foundation ofa
building.
I
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l
Classification
Soils were classified visually according to the Unified Soil Classification System. Visual
classifications were supplemented by laboratory testing ofthe selected samples in
accordance with ASTM D-2487 . The soil classifications are shown on the Exploration
Boring Logs in Appendix B.
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145
140
I35
r30
F
r.l
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120
I I 5
I I 0
105
100
95
90
85
0 5 l0 l5 20 25 l0 35
PERCENT MOISTURE (%)
ASTM DlssT METEOD E A !n EC
MODIFIED PROCTOR
RESULTS
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SAAI PLE
NUMBER
DEPTH
(rEET)SOIL DESCRIPTION
I\IAXI\I L )I
DRY DENSIT\
(PCF)
OPTI }T U Nt
MOISTURE
CONTENT (c/o )
cB22 I 0-5 ft DARK BROWN SANDY SILT ll8 8 13.5
CTE JOB NO CONSTRUCTION TESTING & ENGINEERING, INC
CEOTICXNICAI AXD CONSTRUqT]ON ENCINEEXJT-C TEST]NC ANO INSPECTIO\
:1tr \k-EIAtOAVENUE, STEO ESCONDIDOCA 92029 (160) rr6-.t95t
DATE: 03-99
40-061 3 FIGURE: C-l
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CONSTRUCTION TESTING & ENGINEERING, INC
GEOTECHNICAL AND CONSTRUCTION ENGINEEEING TESTING AND INSPECTIO}i
:at. vINEYARD AVENUE, SUITE G ESCOtTDIDO CA 9:019 (6t9) 7a6..955
:l
RESISTANCE 'R' VALUE
TlDc of M.t.n.]DdI Brc*n Cl4v .lob Numb.r .{!0613 t0
Sdnc. of M&nd PuiJ,E Lor 9:ro N/C
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EXI,'DATION PRESSIJ'RE CII{RT
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CTE JOB NO.: 40{61-l
FIGLN.ES c3
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SHEAR STRENGTH TEST
CONSTRUCTION TESTING & ENGINEERING, INC
CEOTECHN'CAL AND COXSTRUCTION ENGINEERIIiG TESTINC AllD INSPECTION
2.r. vrNEY^RD AVEXUE. SI]lTE C ESCONOTDO CA 92019 (6r9) 7r5-.95!
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"lt1P/t99 O3:13 PH PSf Assaciated LaDs vid ySI-FAX Pdge7of7a7768
''der. #:I I4601 Client: Consruction Testng & Eng
Client Saople ID: Bonng #3 0-5 Feettrir: SOLID
ete Saooled: 3,/30./99
inc Sampled:
trpled lrY:
Result DF DLR Units Date/Analyst
0.1 pH
1
II pH I zrel l NA 1I II99 SR
0 Solu Ie Soil
Soluble Sulfate I o.eszf 2s 0.025 o/o I 2.!99 BGS
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Analyte
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Expansion Index Test
---\
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Proj ect Number:
Project Name:
Date:
Location:
40-0613
22I5 South Standard Ave., Proposed Addition
4-1-99
Boringl@0-5feet
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Date:Time Initial Reading:
0.04-t-99 2:40 pm
Date Time:Fina[ Reading:
4-2-99 12:00 pm 0.0167
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Expansion Index: 17
PotentialExpansion: LOW
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Aug- L6-99 02: 15P TonJ,. Lum'-r. }'..i;''-- " "
760 7446355
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ATT}I:
FROM:G*t /t*t
TET.EPHONE NO
FACSTMILE NO. 060) 74J4355
TELEPI{ONE NO. (760) 7.H{31I'Qt.DJOB NO///, 4.
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MESSAGE
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(INCLUDING THIS COVER SHEEI):
#17
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IF YOU DO NOT RECETVE THE COMPLETE TRANSMISSION, OR IT YOU E{PERIENCE ANY OTHER
DIFTICIJLTIES WITH THE TRANSMSSIOI{, PI.TASE CONTA T OUR OFFICE TI{ANK YO{J
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(6al) 7]tf,li r^rENGINEERINC, INC.
Augusr 6, 1999
Nutoch Eotcrprises, Inc.
Ann: Pae lrvdle
4749 Occansidc Btvd., Suite J
Occansidc, CA 92056
Subject. Addendum I - South Sundard Ave.
Total and DilTcrential Sa cmen
CTEJobNo 40{613
Refcrcnccd
Report:
Rcport of Soil InvEstigrlion
2215 Sotlh Strndard Aw. Proposcd Addition
Srttr Am, Crlifomb
Prepucd by CTE, tnc.
Dared April 5, 1999
Dear Mr. Lrvcllg
The followiry laler is prcser[ed to povirlc clarificarion regarding edthment values r"hted to
comfuction aod li(lucfrctioa scttlcment.
In scction 10.3 2 thc maximum tolrl long-t€rm structure scttlement was €,q)ected to bc less thrn
I irch. Differcntial scttlcorent duc to lorg-term wnsuuction scttlement is expu:.ted to be lcss
than % inch. ln soction E.4.5, totrl set crncnt as a rcsrlt of liquefaaion during thc predictcd
scisrnic event was ostfuiated to be 0 9 inches Differcnrial scttlement as a rosult of this
liqnefactioo is exgecred to bc in thc order of % irch Thcrcfore thc toal oombined diffeterlial
Iloundation satlemcnt fronr long-term conswction scttlcment and liqucfaction from thc predictal
seismic event is cstimotcd to be a maximum l-inch ovcr the lcogth ofthe hrilding.
Based on our expcriencc comrcte til up *ruatnes cen typically rccommo<late di{fcrential
sailement of this manindc without rigoificut srudunl dicrcss.
It hrs bocn e pkasrrt to be ofscrvicc, if yur haw aay qucstions, plerse do not hesitate to call at
qD-l7r-t890.
Sincerely,
CONSTRUCIION TESTING &
GE t2t73 J. Patula, EG d2057
Geot*hnical Engio*ring Fnginccring Geologis
, \ti!* (c(IEd la dls-Iln^|.-lri, &.
No. 2173
E$. l,30mo
GEOTECIINICAL AND CONSTf, UCTION ENGTNEERING TESTING AND II\SPLCTIO:{