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QCI Project Number: 12-180-017 May 20, 2014
A
ny proposed retaining walls at the site should be provided with backdrains to reduce the potential
for the buildup of hydrostatic pressure. Backdrains should consist of 4-inch(minimum) diameter
perforated PVC pipe surrounded by a minimum of 1 cubic foot per lineal foot of clean coarse
gravel wrapped in filter fabric (Mirafi 140 or the equivalent) placed at the base of the wall. The
drain should be covered by no less than 18 inches (vertical) of compacted wall backfill soils. The
backdrain should outlet through non-perforated PVC pipe or weepholes. Alternatively,
commercially available drainage fabric (i.e., J-drain) could be used. The fabric manufacturer's
recommendations should be followed in the installation of the drainage fabric backdrain. If there is
not enough room for placing the above mentioned drainage systems, an alternative system such
as pre-fabricated drainage system AQUADRAIN 100 BD with a 3-inch drain pipe set in gravel behind
the wall, to prevent the buildup of hydrostatic pressure. This drain pipe may be connected to a 3-inch
drain collector pipe connected to a sump pump.
The above grading and foundation design/construction recommendations are presented for the
proposed basement. The recommendations as presented in the referenced report remain valid
and applicable.
This opportunity to be of service is appreciated. If you should have any questions, please call the
undersigned.
Respectfully submitted,
CalLand Engineering, Inc. (CLE)
dba Quartech Consultants (QCI)
Jack C. Lee, GE 2153 Abe Kazemzadeh
Principal Engineer Project Engineer
Dist: (4)Addressee
576 East Lambert Road, Brea, California 92821; Tel: 714-671-1050, Fax: 714-671-1090
•
•
Cal Land Engineering, Inc.
dba Quartech Consultants
Geotechnical, Environmental, and Civil Engineering
April 17, 2014
SVG Property Fund, LLC
119 E. St. Joseph St.
Arcadia, California 91006
Attention: Mr. George Voigt
Subject: Report of Geotechnical Engineering Investigation, Proposed Residential
Development Vacant Land, Northwest Corner of 210 Freeway and 1st Avenue,
APN: 5772-006-030, Tentative Tract No. 72421, Arcadia, California QCI Project
No.: 12-180-017GE
Gentlemen:
In accordance with your request, Quartech Consultants (QCI) is pleased to submit this
Geotechnical Engineering Report for the subject site. The purpose of this report was to evaluate
the subsurface conditions and provide recommendations for foundation designs and other
relevant parameters of the proposed construction.
Based on the findings and observations during our investigation, the proposed construction of
the subject site for the intended use is considered feasible from the geotechnical engineering
viewpoints, provided that specific recommendations set forth herein are followed.
This opportunity to be of service is sincerely appreciated. If you have any questions pertaining
to this report, please call the undersigned.
Respectfully submitted,
Cal Land Engineering, Inc. (CLE)
dba Quartech Consultants (QCI)
Jack C. Lee, GE 2153 Abe Kazemzadeh
Principal Project Engineer
Dist: (4)Addressee
576 E. Lambert Road, Brea, California 92821; Tel: 714-671-1050; Fax: 714-671-1090
REPORT OF GEOTECHNICAL ENGINEERING
INVESTIGATION
Proposed Residential Development
At
Vacant Land, Northwest Corner of 210 Freeway and 1st Avenue
APN: 5772-006-030
Tentative Tract No. 72421
Arcadia, California
Prepared by
QUARTECH CONSULTANTS (QCI)
Project No.: 13-180-017GE
April 17, 2014
S
SGV Property Fund, LLC Page 1 of 10
QCI Project No.: 13-180-017GE April 17, 2014
TABLE OF CONTENTS
1.0 INTRODUCTION 3
1.1 PURPOSE 3
1.2 SCOPE OF SERVICES 3
1.3 PROPOSED CONSTRUCTION 3
1.4 SITE LOCATION 3
2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING 4
2.1 SUBSURFACE EXPLORATION 4
2.2 LABORATORY TESTING 4
3.0 SUMMARY OF GEOTECHNICAL CONDITIONS 4
3.1 SOIL CONDITIONS 4
3.2 GROUNDWATER 4
4.0 SEISMICITY 4
4.1 FAULTING 4
4.2 SEISMICITY 5
4.3 ESTIMATED EARTHQUAKE GROUND MOTIONS 5
5.0 CONCLUSIONS 5
5.1 SEISMICITY 6
5.2 SEISMIC INDUCED HAZARDS 6
5.3 EXCAVATABILITY 6
5.4 SURFICIAL SOIL REMOVAL AND RECOMPACTION 6
5.5 GROUNDWATER 6
6.0 RECOMMENDATIONS 6
6.1 GRADING 6
6.1.1 Site Preparation 6
6.1.2 Surficial Soil Removals 7
6.1.3 Treatment of Removal Bottoms 7
6.1.4 Structural Backfill 7
6.2 SHALLOW FOUNDATION DESIGN 7
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.
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QC! Project No.: 13-180-017GE April 17, 2014
6.2.1 Bearing Value 7
6.2.2 Settlement 7
6.2.3 Lateral Pressures 8
6.3 FOUNDATION CONSTRUCTION 8
6.4 CONCRETE SLAB 8
6.5 TEMPORARY EXCAVATION AND BACKFILL 9
7.0 INSPECTION 9
8.0 CORROSION POTENTIAL 9
9.0 SEISMIC DESIGN 9
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10.0 REMARKS 10
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' , SGV Property Fund, LLC Page 3 of 10
QCI Project No.: 13-180-017GE April 17, 2014
1.0 INTRODUCTION
1.1 Purpose
This report presents a summary of our preliminary geotechnical engineering investigation for the
proposed construction at the subject site. The purposes of this investigation were to evaluate the
subsurface conditions at the area of proposed construction and to provide recommendations
pertinent to grading, foundation design and other relevant parameters of the development.
1.2 Scope of Services
Our scope of services included:
• Review of available soil engineering data of the area.
• Subsurface exploration consisting of logging and sampling of two 6-inch diameter hand auger
borings to a maximum depth of 11.0 feet below the existing grade at the subject site. The
exploration was logged by a QCI engineer. Boring logs are presented in Appendix A.
• Laboratory testing of representative samples to establish engineering characteristics of the
on-site soil. The laboratory test results are presented in Appendices A and B.
• Engineering analyses of the geotechnical data obtained from our background studies, field
investigation, and laboratory testing.
• Preparation of this report presenting our findings, conclusions, and recommendations for the
proposed construction.
1.3 Proposed Construction
The subject site would be used for residential development and associated improvements. The
proposed buildings are anticipated to be one and/or two-story wood frame structures with
concrete slab-on-grade. Column loads are unknown at this time, but are expected to be light to
medium. Minor cut and fill grading operation is anticipated to reach the desired grades.
1.4 Site Location
The project site is located at the northwest corner of 210 Freeway and 1st Avenue, in the City of
Arcadia, California. The approximate location of the site is presented in the attached Site Location
Map (Figure 1). The lot size is 20, 615 square feet (0.473 acre). The site is relatively flat and is
currently utilized as asphalted paved parking lot. No major surface erosions were observed during
our subsurface investigation.
576 E. Lambert Road, Brea, California 92821; Tel: 714-671-1050; Fax: 714-671-1090
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QCI Project No.: 13-180-017GE April 17, 2014
2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING
2.1 Subsurface Exploration
Our subsurface exploration consisted of drilling two 6-inch diameter hand auger borings to a
maximum depth of 11.0 feet at the locations shown on the attached Site Plan, Figure 2. The
excavation of the boring was supervised and logged by a QCI's engineer. Relatively undisturbed
and bulk samples were collected for laboratory testing. Boring logs are presented in Appendix A.
2.2 Laboratory Testing
Representative samples were tested for the following parameters: in-situ moisture content and
density, consolidation, direct shear strength, expansion, and corrosion potential. Results of our
laboratory testing along with a summary of the testing procedures are presented in Appendix B.
In-situ moisture and density test results are presented on the boring logs in Appendix A.
3.0 SUMMARY OF GEOTECHNICAL CONDITIONS
3.1 Soil Conditions
The onsite near surface soils consist predominantly of medium grained sand and silty sand (SP-
SM) with fine gravel. In general, these soils exist in medium dense and slightly moist condition.
Underlying the surface soils, medium to coarse-grained silty sand (SM) and sand and silty sand
(SP-SM) with gravel were disclosed in the borings to the depths explored (11.0 feet below the
existing ground surface). These soils exist in medium dense to dense and slightly moist
conditions. The soils become denser as depth increases.
3.2 Groundwater
No groundwater or seepage was encountered in the test borings to the depths explored.
Groundwater is not expected during the proposed construction.
4.0 SEISMICITY
4.1 Faulting
Based on our study, there are no known active faults crossing the property. The nearest known
active regional fault is Raymond Fault zones located 0.22 mile (1160 ft.)from the site.
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SGV Property Fund, LLC Page 5 of 10
QCI Project No.: 13-180-017GE April 17, 2014
4.2 Seismicity
The subject site is located in southern California, which is a tectonically active area. The type and
magnitude of seismic hazards affecting the site depend on the distance to causative faults, the
intensity, and the magnitude of the seismic event. Table 1 indicates the distance of the fault zones
and the associated maximum magnitude earthquake that can be produced by nearby seismic
events. As indicated in Table 1, the Raymond fault zones are considered to have the most
significant effect to the site from a design standpoint.
TABLE 1
Characteristics and Estimated Earthquakes for Regional Faults
Fault Name Approximate Distance to Maximum Magnitude
Site (mile) Earthquake (Mmax)
Raymond 0.22(1160 ft.) 6.5
Sierra Madre 1.9 7.2
Clamshell-Sawpit 2.7 6.5
Verdugo 5.3 6.7
Upper Elysian Park 6.8 6.7
San Jose 9.4 6.5
Whittier 11.2 6.8
Hollywood 11.7 6.4
Puente Hills (LA) 13.5 7.1
Cucamonga 14.9 6.9
Chino-Central Ave. (Elsinore) 16.4 6.7
Sierra Madre (San Fernando) 17.6 6.7
San Gabriel 18.6 7.2
4.3 Estimated Earthquake Ground Motions
In order to estimate the seismic ground motions at the subject site, QCI has utilized the seismic
hazard map published by California Geological Survey. According to this report, the peak ground
Alluvium acceleration at the subject site for a 10% probability of exceedance in 50 years is about
0.722g (US Seismic Design Maps and Seismic Parameters Sos).
5.0 CONCLUSIONS
Based on our subsurface investigation, it is our opinion that the proposed construction is feasible
from a geotechnical standpoint, provided the recommendations contained herein are incorporated
in the design and construction. The following is a summary of the geotechnical design and
construction factors that may affect the development of the site:
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• SGV Property Fund, LLC Page 6 of 10
QCI Project No.: 13-180-017GE April 17, 2014
5.1 Seismicity
Based on our studies on seismicity, there are no known active faults crossing the property.
However, the site is located in a seismically active region and is subject to seismically induced
ground shaking from nearby and distant faults, which is a characteristic of all Southern California.
5.2 Seismic Induced Hazards
Based on our review of the "Seismic Hazard Zones, Mt. Wilson Quadrangle" by California
Department of Conservation, Division of Mines and Geology, it is concluded that the site is not
located in the mapped potential liquefaction areas.
5.3 Excavatability
Based on our subsurface investigation, excavation of the subsurface materials should be
accomplished with conventional earthwork equipment.
5.4 Surficial Soil Removal and Recompaction
Based on our investigation, it is concluded that the existing surficial soils may not be suitable for
structure support as they presently exist and will require remedial grading as discussed herein.
5.5 Groundwater
Groundwater was not encountered during our field exploration. Groundwater is not anticipated to
be encountered during the near surface construction.
6.0 RECOMMENDATIONS
Based on the subsurface conditions exposed during field investigation and laboratory testing
program, it is recommended that the following recommendations be incorporated in the design
and construction phases of the project.
6.1 Grading
6.1.1 Site Preparation
Prior to initiating grading operations, any existing vegetation, trash, debris, over-sized materials
(greater than 8 inches), and other deleterious materials within construction areas should be
removed from the subject site.
576 E. Lambert Road, Brea, California 92821; Tel: 714-671-1050; Fax: 714-671-1090
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QCI Project No.: 13-180-017GE April 17, 2014
6.1.2 Surficial Soil Removals
Based on our field exploration and laboratory data obtained to date, it is recommended that the
existing surficial soils be removed to a minimum depth of 4 feet below the existing grade or two
foot below the bottom of the footing, whichever is deeper. The recommended removal should be
extended at least 4 feet beyond building lines. The existing near surface soils should also be
removed to a depth of about 18-inches within the proposed driveway and concrete flatwork areas.
Locally deeper removals may be necessary to expose competent natural ground. The actual
removal depths should be determined in the field as conditions are exposed. Visual inspection
and/or testing may be used to define removal requirements.
6.1.3 Treatment of Removal Bottoms
Soils exposed within areas approved for fill placement should be scarified to a depth of 6 to 10
inches, conditioned to near optimum moisture content, then compacted in-place to minimum
project standards.
6.1.4 Structural Backfill
The onsite soils may be used as compacted fill, provided they are free of organic materials and
debris. Fills should be placed in relatively thin lifts (6 to 8 inches), brought to near optimum
moisture content, then compacted to at least 90 percent relative compaction based on laboratory
standard ASTM D-1557-09.
6.2 Shallow Foundation Design
6.2.1 Bearing Value
An allowable bearing value of 2000 pounds per square foot (psf) may be used for design of
continuous and pad footings with a minimum of 12 and 24 inches in width, respectively. All
footings should be a minimum of 18 inches deep. This value may be increased by one third (1/3)
when considering short duration seismic or wind loads.
6.2.2 Settlement
Settlement of the footings placed as recommended, and subject to no more than allowable loads
is not anticipated to exceed 3/4 inch. Differential settlement between adjacent columns is not
anticipated to exceed 1/2 inch.
576 E. Lambert Road, Brea, California 92821; Tel: 714-671-1050; Fax: 714-671-1090
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QCI Project No.: 13-180-017GE April 17, 2014
6.2.3 Lateral Pressures
Passive earth pressure may be computed as an equivalent fluid pressure of 300 pcf, with a
maximum earth pressure of 2000 psf. An allowable coefficient of friction between soil and
concrete of 0.30 may be used with the dead load forces. When combining passive pressure and
frictional resistance, the passive pressure component should be reduced by one third (1/3).
6.3 Foundation Construction
It is anticipated that the entire structure will be underlain by onsite soils of very low expansion
potential. All footings should be founded at a minimum depth of 18 inches below the lowest
adjacent ground surface. All continuous footings should have at least two No. 4 reinforcing bar
placed both at the top and two No. 4 reinforcing bar placed at the bottom of the footings.
6.4 Co -ret- Slab`'
Concrete slabs should be a minimum of 4 inches thick and reinforced with a minimum of No. 3
bars spacing at 18 inches both ways or its equivalent. All slab reinforcement should be supported
to ensure proper positioning during placement of concrete.
Based on our review of the "Historically Highest Ground Water Contours and Borehole Log Data
Locations, Mt. Wilson Quadrangle", by CDMG Open File Report 98-21, it is estimated that
historically highest ground water level is fluctuating between 100 to 110 feet below the existing
grade. Capillary moisture as the results of the onsite groundwater migrated to surface is unlikely.
However, in order to comply with the requirements of the Chapter 19, of the California Building
Code egrecommenoeo hat concrete,slaLVira'raaistutgssitive areas be wW ltdiat atla =por
..,HL;'`-r ' 1t.._ "4 .Y t'
retarder consisfing �trtof tenmil ®_o y fade LLe membrane `omts lapped knot ^
0 orches nd shall conform to ASTM E1745 and ASTM E1643. A minimum of two inches of
sand shall be placed over the membrane to aid in uniform cured of concrete. California Green
Building Standards (2013 CAL Green) section 4.505.2.1 permits equivalent methods of the
capillarity break to be submitted under CAL Green section 101.8 "Alternate materials, designs,
and methods of construction". We respectfully request the requirement for the capillarity break to
be removed from the project based on the geotechnical evidence that the existing soil conditions
provide for adequate drainage and present no indication of water migration to the surface. This
request for an alternative method for the capillary break must be submitted to the Building Official
of Arcadia for approval.
576 E. Lambert Road, Brea, California 92821; Tel: 714-671-1050; Fax: 714-671-1090
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QCI Project No.: 13-180-017GE April 17, 2014
6.5 Temporary Excavation and Backfill
All trench excavations should conform to CAL-OSHA and local safety codes. All utilities trench
backfill should be brought to near optimum moisture content and then compacted to obtain a
minimum relative compaction of 90 percent of ASTM D-1557-09. All temporary excavations
should be observed by a field engineer of this office so as to evaluate the suitability of the
excavation to the exposed soil conditions.
ofolignettwormi
As necessary requisite to the use of re o ort,`the follows ITU' is recornrnended.:,'
• Temporary excavations='
• -emoval of sirficial pn o urisuitable'soils.
• Backfill placement Wil.compaction:
• Utility backfill ..
The geotechnical engineer should be notified at least 1 day in advance of the start of
construction. A joint meeting between the client, the contractor, and the geotechnical engineer is
recommended prior to the start of construction to discuss specific procedures and scheduling.
8.0 CORROSION POTENTIAL
Chemical laboratory tests were conducted on the existing onsite near surface materials sampled
during QCI's field investigation to aid in evaluation of soil corrosion potential and the attack on
, concrete by sulfate soils. The testing results are presented in Appendix B.
According to 2013 CBC and ACI 318-11, a "negligible" exposure to sulfate can be expected for
concrete placed in contact with the onsite soils. Therefore, Type II cement or its equivalent may
be used for this project. Based on the resistivity test results �b es mateo
sraosurface�'
' pt,moderatel ;corrosivesto buried metal pipe. It is recommended that any underground
steel utilities be blasted and given protective coating. Should additional protective measures be
warranted, a corrosion specialist should be consulted.
9.0 SEISMIC DESIGN
Based on our studies on seismicity, there are no known active faults crossing the property.
However, the subject site is located in southern California, which is a tectonically active area.
Based on ASCE 7-10, 2013 CBC, the following seismic related values may be used:
576 E. Lambert Road, Brea, California 92821; Tel: 714-671-1050; Fax: 714-671-1090
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SGV Property Fund, LLC Page 10 of 10
QCI Project No.: 13-180-017GE April 17, 2014
Seismic Parameters (Latitude: 34.14734, Longitude: -118.02876)
Mapped 0.2 Sec Period Spectral Acceleration Ss 2.708g
Mapped 1.0 Sec Period Spectral Acceleration Si 1.011g
Site Coefficient for Site Class"D", Fa 1.0
Site Coefficient for Site Class"D", Fv 1.5
Maximum Considered Earthquake Spectral Response Acceleration 2.708g
Parameter at 0.2 Second, SMs
Maximum Considered Earthquake Spectral Response Acceleration 1.516g
Parameter at 1.0 Second, SMI
Design Spectral Response Acceleration Parameters for 0.2 sec, SDS 1.805g
Design Spectral Response Acceleration Parameters for 1.0 Sec, SDI 1.011g
The Project Structural Engineer should be aware of the information provided above to determine
if any additional structural strengthening is warranted.
10.0 REMARKS
The conclusions and recommendations contained herein are based on the findings and
observations at the exploratory locations. However, soil materials may vary in characteristics
between locations of the exploratory locations. If conditions are encountered during construction,
which appear to be different from those disclosed by the exploratory work, this office should be
notified so as to recommend the need for modifications.
This report has been prepared in accordance with generally accepted professional engineering
principles and practice. No warranty is expressed or implied. This report is subject to review by
controlling public agencies having jurisdiction.
576 E. Lambert Road, Brea, California 92821; Tel: 714-671-1050; Fax: 714-671-1090
APPENDIX A
FIELD INVESTIGATION
Subsurface conditions were explored by two 6-inch diameter hand auger borings to a maximum
depth of 11.0 feet below the existing grade at the subject site at approximate locations shown
on-the enclosed Site Plan, Figure 2.
The drilling of the test boring was supervised by a QCI's engineer, who continuously logged the
borings and visually classified the soils in accordance with the Unified Soil Classification
System. Ring samples were taken at frequent intervals. These samples were obtained by
driving a sampler with successive blows of 32-pound hammer dropping from a height of 48
inches.
Representative undisturbed samples of the subsurface soils were retained in a series of brass
rings, each having an inside diameter of 2.42 inches and a height of 1.00 inch. All ring samples
were transported to our laboratory. Bulk surface soil samples were also collected for additional
classification and testing.
APPENDIX B
LABORATORY TESTING
During the subsurface exploration, QCI personnel collected relatively undisturbed ring samples
and bulk samples. The following tests were performed on selected soil samples:
Moisture-Density
The moisture content and dry unit weight were determined for each relatively undisturbed soil
sample obtained in the test borings in accordance with ASTM D2937 standard. The results of
these tests are shown on the boring logs in Appendix A.
Shear Tests
Shear tests were performed in a direct shear machine of strain-control type in accordance with
ASTM D3080 standard. The rate of deformation was 0.010 inch per minute. Selected samples
were sheared under varying confining loads in order to determine the Coulomb shear strength
parameters: internal friction angle and cohesion. The shear test results are presented in the
attached plates.
Consolidation Tests
Consolidation tests were performed on selected undisturbed soil samples in accordance with
ASTM D2435 standard. The consolidation apparatus is designed for a one-inch high soil filled
brass ring. Loads are applied in several increments in a geometric progression and the
resulting deformations are recorded at selected time intervals. Porous stones are placed in
contact with the top and bottom of each specimen to permit addition and release of pore fluid.
The samples were inundated with water at a load of two kilo-pounds (kips) per square foot, and
the test results are shown on the attached Figures.
Expansion Index
Laboratory Expansion Index test was conducted on the existing onsite near surface materials
sampled during QCI's field investigation to aid in evaluation of soil expansion potential. The test
is performed in accordance with ASTM D-4829. The testing result is presented below:
Expansion Expansion
Sample Location Index Potential
B-1 @ 0-3' 8 Very Low
•
I -
IIS
cosion Potential
Cpical laboratory tests were conducted on the existing onsite near surface materials sampled
ding QCI's field investigation to aid in evaluation of soil corrosion potential and the attack on
ccrete by sulfate soils. These tests are performed in accordance with California Test Method
422, 532, and 643. The testing results are presented below:
Chloride Sulfate Min. Resistivity
Smple Location pH (ppm) (% by weight) (ohm-cm)
B-1 @ 0'-3' 7.88 108 0.0115 1,900
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C cion Potential •
CMical laboratory tests were conducted on the existing onsite near surface materials sampled
dig QCI's field investigation to aid in evaluation of soil corrosion potential and the attack on
ocrete by sulfate soils. These tests are performed in accordance with California Test Method
0, 422, 532, and 643. The testing results are presented below:
Chloride Sulfate Min. Resistivity
mple Location pH (ppm) (% by weight) (ohm cm)
B-1 @ 0'-3' 7.88 108 0.0115 1,900
I -
.
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•
Cal Land Engineering, Inc.
dba Quartech Consultants
Geotechnical,Environmental, and Civil Engineering
April 17, 2014
SVG Property Fund, LLC
119 E. St. Joseph St.
Arcadia, California 91006
Attention: Mr. George Voigt
Subject: Report of Geotechnical Engineering Investigation, Proposed Residential
Development Vacant Land, Northwest Corner of 210 Freeway and 1st Avenue,
APN;__5772-006-030, Tentative Tract No. 72421, Arcadia, California QCI Project
No.: 12-180-017GE
Gentlemen:
In accordance with your .request, Quartech Consultants (QCI) is pleased to submit this
Geotechnical Engineering.Report for the subject site. The purpose of this report was to evaluate
the subsurface conditions and provide recommendations for foundation designs and other
r
relevant parameters of the proposed construction.
Based on the findings and:observations during our investigation, the proposed construction of
the subject site for the intended use is considered feasible from the geotechnical engineering
viewpoints, provided that specific recommendations set forth herein are followed.
This opportunity to be of service is sincerely appreciated. If you have any questions pertaining
to this report, please call the undersigned.
Respectfully submitted,
Cal Land Engineering, Inc. (CLE)
dba Quartech Consultants(QCI)
QJ PGy.C.4F�`F•
0014' .Ce
' .� No.2153 m
Jack C. Lee, GE 21531 EXP• Ir�) d A e KazemzadeY
Principal -'
r F �� Project Engineer
Tis
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Dist: (4)Addressee
,
576 E. Lambert Road, Brea, California 92821; Tel: 714-671-1050; Fax: 714-671-1090 . . .
•r
. REPORT OF GEOTECHNICAL ENGINEERING
INVESTIGATION
Proposed Residential Development
At
Vacant Land, Northwest Corner of 210 Freeway and 1st Avenue
APN: 5772-006-030
Tentative Tract No. 72421
Arcadia, California
Prepared by
QUARTECH CONSULTANTS (QCI)
Project No.: 13-180-017GE
April 17, 2014
SGV Property Fund, LLC Page 1 of 10
QCI Project No.: 13-180-017GE April 17, 2014
TA-.LE OF CONTENTS
1.0 INTRODUCTION .........................................................................................................o3
1.1 PURPOSE 3
1.2 SCOPE OF SERVICES 3
1.3 PROPOSED CONSTRUCTION 3
1.4 SITE LOCATION 3
2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING 4
2.1 SUBSURFACE EXPLORATION 4
2.2 LABORATORY TESTING 4
3.0 SUMMARY OF GEOTECHNICAL CONDITIONS 4
3.1 SOIL CONDITIONS 4
3.2 GROUNDWATER 4
4.0 SEISMICITY 4
4.1 FAULTING 4
4.2 SEISMICITY 5
4.3 ESTIMATED EARTHQUAKE GROUND MOTIONS 5
5.0 CONCLUSIONS 5
5.1 SEISMICITY 6
5.2 SEISMIC INDUCED HAZARDS 6
5.3 EXCAVATABILITY 6
5.4 SURFICIAL SOIL REMOVAL AND RECOMPACTION 6
5.5 GROUNDWATER 6
6.0 RECOMMENDATIONS 6
6.1 GRADING 6
6.1.1 Site Preparation 6
6.1.2 Surficial Soil Removals 7
6.1.3 Treatment of Removal Bottoms 7
6.1.4 Structural Backfill - 7
6.2 SHALLOW FOUNDATION DESIGN 7
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QCI Project No.: 13-180-017GE April 17, 2014
6.2.1 Bearing Value 7
6.2.2 Settlement 7
6.2.3 Lateral Pressures 8
6.3 FOUNDATION CONSTRUCTION 8
6.4 CONCRETE SLAB 8
6.5 TEMPORARY EXCAVATION AND BACKFILL 9
7.0 INSPECTION9
8.0 CORROSION POTENTIAL 9
9.0 SEISMIC DESIGN ..................o...........................................................................o........... 9
10.0 REMARKS 10
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QCI Project No.: 13-180-017GE April 17, 2014
1.0 INTRODUCTION
11 Purpose
This report presents a summary of our preliminary geotechnical engineering investigation for the
proposed construction at the subject site. The purposes of this investigation were to evaluate the
subsurface conditions at the area of proposed construction and to provide recommendations
pertinent to grading, foundation design and other relevant parameters of the development.
1.2 Scope of Services
Our scope of services included:
® Review of available soil engineering data of the area.
• Subsurface exploration consisting of logging and sampling of two 6-inch diameter hand auger
borings to a maximum depth of 11.0 feet below the existing grade at the subject site. The
exploration was logged by a QCI engineer. Boring logs are presented in Appendix A.
O Laboratory testing of representative samples to establish engineering characteristics of the
on-site soil. The laboratory test results are presented in Appendices A and B.
o Engineering analyses of the geotechnical data obtained from our background studies, field
investigation, and laboratory testing.
o Preparation of this report presenting our findings, conclusions, and recommendations for the
proposed construction.
1.3 Proposed Construction
The subject site would be used for residential development and associated improvements. The
proposed buildings are anticipated to be one and/or two-story wood frame structures with
concrete slab-on-grade. Column loads are unknown at this time, but are expected to be light to
medium. Minor cut and fill grading operation is anticipated to reach the desired grades.
1.4 Site Location
The project site is located at the northwest corner of 210 Freeway and 1st Avenue, in the City of
Arcadia, California. The approximate location of the site is presented in the attached Site Location
Map (Figure 1). The lot size is 20, 615 square feet (0.473 acre). The site is relatively flat and is
currently utilized as asphalted paved parking lot. No major surface erosions were observed during
our subsurface investigation.
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QCI Project No.: 13-180 017GE April 17, 2014
2.0 SU;SU{-FACE EXPL:•• ,TIIEN ,,,ND LA;;ORATr I Y TESTING
2.1 Subsurface Exploration
Our subsurface exploration consisted of drilling two 6-inch diameter hand auger borings to a
maximum depth of 11.0 feet at the locations shown on the attached Site Plan, Figure 2. The
excavation of the boring was supervised and logged by a QCI's engineer. Relatively undisturbed
and bulk samples were collected for laboratory testing. Boring logs are presented in Appendix A.
2.2 Laboratory Testing
Representative samples were tested for the following parameters: in-situ moisture content and
density, consolidation, direct shear strength, expansion, and corrosion potential. Results of our
laboratory testing along with a summary of the testing procedures are presented in Appendix B.
In-situ moisture and density test results are presented on the boring logs in Appendix A.
3.0 SUMMARY OF GEOTECHNICAL CONDITIONS
3.1 Soil Conditions
The onsite near surface soils consist predominantly of medium grained sand and silty sand (SP-
SM) with fine gravel. In general, these soils exist in medium dense and slightly moist condition.
Underlying the surface soils, medium to coarse-grained silty sand (SM) and sand and silty sand
(SP-SM) with gravel were disclosed in the borings to the depths explored (11.0 feet below the
existing ground surface). These soils exist in medium dense to dense and slightly moist
conditions. The soils become denser as depth increases.
3.2 Groundwater
No groundwater or seepage was encountered in the test borings to the depths explored.
Groundwater is not expected during the proposed construction.
4.0 SEISMICITY
4.1 Faulting
Based on our study, there are no known active faults crossing the property. The nearest known
active regional fault is Raymond Fault zones located 0.22 mile (1160 ft.)from the site.
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QCI Project No.: 13-180-017GE April 17, 2014
4.2 Seismicity
The subject site is located in southern California, which is a tectonically active area. The type and
magnitude of seismic hazards affecting the site depend on the distance to causative faults, the
intensity, and the magnitude of the seismic event. Table 1 indicates the distance of the fault zones
and the associated maximum magnitude earthquake that can be produced by nearby seismic
events. As indicated in Table 1, the Raymond fault zones are considered to have the most
significant effect to the site from a design standpoint.
TABLE 1
Characteristics and Estimated Earthquakes for Regional Faults
Fault Name Approximate Distance to Maximum Magnitude
Site (mile) Earthquake(Mmax)
Raymond 0.22(1160 ft.) 6.5
Sierra Madre 1.9 7.2
Clamshell-Sawpit 2.7 6.5
Verdugo 5.3 6.7
Upper Elysian Park 6.8 6.7
San Jose 9.4 6.5
Whittier 11.2 6.8
Hollywood 11.7 6.4
Puente Hills (LA) 13.5 7.1
Cucamonga 14.9 6.9
Chino-Central Ave. (Elsinore) 16.4 6.7
Sierra Madre (San Fernando) 17.6 6.7
San Gabriel 18.6 7.2
4.3 Estimated Earthquake Ground Motions
In order to estimate the seismic ground motions at the subject site, QCI has utilized the seismic
hazard map published by California Geological Survey. According to this report, the peak ground
Alluvium acceleration at the subject site for a 10% probability of exceedance in 50 years is about
0.722g (US Seismic Design Maps and Seismic Parameters SDS).
5.0 CONCLUSIONS
Based on our subsurface investigation, it is our opinion that the proposed construction is feasible
from a geotechnical standpoint, provided the recommendations contained herein are incorporated
in the design and construction. The following is a summary of the geotechnical design and
construction factors that may affect the development of the site:
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QCI Project No.: 13-180-017GE April 17, 2014
5.1 Seismicity
Based on our studies on seismicity, there are no known active faults crossing the property.
However, the site is located in a seismically active region and is subject to seismically induced
ground shaking from nearby and distant faults, which is a characteristic of all Southern California.
5.2 Seismic Induced Hazards
Based on our review of the "Seismic Hazard Zones, Mt. Wilson Quadrangle" by California
Department of Conservation, Division of Mines and Geology, it is concluded that the site is not
located in the mapped potential liquefaction areas.
5.3 Excavatability
Based on our subsurface investigation, excavation of the subsurface materials should be
accomplished with conventional earthwork equipment.
5.4 Surficial Soil Removal and Recompaction
Based on our investigation, it is concluded that the existing surficial soils may not be suitable for
structure support as they presently exist and will require remedial grading as discussed herein.
5.5 Groundwater
Groundwater was not encountered during our field exploration. Groundwater is not anticipated to
be encountered during the near surface construction.
6.0 RECOMMENDATIONS
Based on the subsurface conditions exposed during field investigation and laboratory testing
program, it is recommended that the following recommendations be incorporated in the design
and construction phases of the project.
6.1 Grading
6.1.1 Site Preparation
Prior to initiating grading operations, any existing vegetation, trash, debris, over-sized materials
(greater than 8 inches), and other deleterious materials within construction areas should be
removed from the subject site.
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QCI Project No.: 13-180-017GE April 17, 2014
6.1.2 Surficial Soil Removals
Based on our field exploration and laboratory data obtained to date, it a 5ia oramended fiat thee:
cisfm fectI t-h"e ern®ved.to�a rrignimum depthof feet ow t.e existino o rade or two
o01betoa � •;ottNif,theo®tcPrc eh .iseeper 'w. drmsFi®
nun-en-del l Id=b,
extend atrl eef6eX®n of ®iliktlill 'livres The existing near surface soils should also be
removed to a depth of about 18-inches within the proposed driveway and concrete flatwork areas.
Locally deeper removals may be necessary to expose competent natural ground. The actual
removal depths should be determined in the field as conditions are exposed. Visual inspection
and/or testing may be used to define removal requirements.
6.1.3 Treatment of Removal Bottoms
Soils exposed within areas approved for fill placement should be scarified to a depth of 6 to 10
inches, conditioned to near optimum moisture content, then compacted in-place to minimum
project standards.
• ; tructural l3ackf 11
The onsite soils may be used as compacted fill, provided they are free of organic materials and
debris ilistsho'fuld ixiv dlaced.,ireE016ttvel, thrr lifts (6 t®•' ,,inches ; "rou®ht to,s ear opt% u
moistur e , the9p caornpa it9 t W9 me,nt refative compaet)91.0 fed on,laboeatoy,
< dar ASTi!'/l;r+1157,09
6.2 Shallow Foundation Design
6.2.1 Bearing Value
An allowable bearing value of 2000 pounds per square foot (psf) may be used for design of
continuous and pad footings with a minimum of 12 and 24 inches in width, respectively. All
footings should be a minimum of 18 inches deep. This value may be increased by one third (1/3)
when considering short duration seismic or wind loads.
6.2.2 Settlement
Settlement of the footings placed as recommended, and subject to no more than allowable loads
is not anticipated to exceed 3/4 inch. Differential settlement between adjacent columns is not
anticipated to exceed 1/2 inch.
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•
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QCI Project No.: 13-180-017GE April 17, 2014
6.2.3 Lateral Pressures
Passive earth pressure may be computed as an equivalent fluid pressure of 300 pcf, with a
maximum earth pressure of 2000 psf. An allowable coefficient of friction between soil and
concrete of 0.30 may be used with the dead load forces. When combining passive pressure and
frictional resistance, the passive pressure component should be reduced by one third (1/3).
6.3 Foundation Construction
It is anticipated that the entire structure will be underlain by onsite soils of very low expansion
potential. All footings should be founded at a minimum depth of 18 inches below the lowest
adjacent ground surface. All continuous footings should have at least two No. 4 reinforcing bar
placed both at the top and two No. 4 reinforcing bar placed at the bottom of the footings.
6.4 Concrete Slab
Concrete slabs should be a minimum of 4 inches thick and reinforced with a minimum of No. 3
bars spacing at 18 inches both ways or its equivalent. All slab reinforcement should be supported
to ensure proper positioning during placement of concrete.
Based on our review of the "Historically Highest Ground Water Contours and Borehole Log Data
Locations, Mt. Wilson Quadrangle", by CDMG Open File Report 98-21, it is estimated that
historically highest ground water level is fluctuating between 100 to 110 feet below the existing
grade. Capillary moisture as the results of the onsite groundwater migrated to surface is unlikely.
However, in order to comply with the requirements of the Chapter 19, of the California Building
Code it is recommended that concrete slabs in moisture sensitive areas be underlain with a vapor
retarder consisting of a minimum of ten-mil polyethylene membrane with joints lapped not less
than 6 inches and shall conform to ASTM E1745 and ASTM E1643. A minimum of two inches of
sand shall be placed over the membrane to aid in uniform cured of concrete. California Green
Building Standards (2013 CAL Green) section 4.505.2.1 permits equivalent methods of the
capillarity break to be submitted under CAL Green section 101.8 "Alternate materials, designs,
and methods of construction". We respectfully request the requirement for the capillarity break to
be removed from the project based on the geotechnical evidence that the existing soil conditions
provide for adequate drainage and present no indication of water migration to the surface. This
request for an alternative method for the capillary break must be submitted to the Building Official
of Arcadia for approval.
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QCI Project No.: 13-180-017GEApril 17, 2014
6.5 Temporary Excavation and Backfill
All trench excavations should conform to CAL-OSHA and local safety codes. All utilities trench
backfill should be brought to near optimum moisture content and then compacted to obtain a
minimum relative compaction of 90 percent of ASTM D-1557-09. Pl0 tempera excavations
should to observed LQ, Efilti engineer Ci1 anh office E 3 m evaluate tlikO sui a o i i y tin
excavation JO=exposed all con o itiorxs
r r� -cessary requisite tb t erte- CUM repo ,{ o owing inspec ion Ib reco o
s 'remoora e <cavations.'
• ;e"M a of u icia an unsuetable soils?f
• Ba Mill - -.n EGA compaction
O '`=^ l trench backfill...
The geotechnical engineer should be notified at least 1 day in advance of the start of
construction. A joint meeting between the client, the contractor, and the geotechnical engineer is
recommended prior to the start of construction to discuss specific procedures and scheduling.
8.0 CORROSION POTENTIAL
Chemical laboratory tests were conducted on the existing onsite near surface materials sampled
during QCI's field investigation to aid in evaluation of soil corrosion potential and the attack on
concrete by sulfate soils. The testing results are presented in Appendix B.
According to 2013 CBC and ACI 318-11, a "negligible" exposure to sulfate can be expected for
concrete placed in contact with the onsite soils. Therefore, Type OB agmadtCP equivalent ETV
0e used o n project Based on the resistivity test results, it is estimated that the subsurface
{T
soils are moderately corrosive to buried metal pipe. It is recommended that any underground
steel utilities be blasted and given protective coating. Should additional protective measures be
warranted, a corrosion specialist should be consulted.
9.0 SEISMIC DESIGN
Based on our studies on seismicity, there are no known active faults crossing the property.
However, the subject site is located in southern California,. which is a tectonically active area.
Based on ASCE 7-10, 2013 CBC, the following seismic related values may be used:
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QC! Project No.: 13-180-017GE April 17, 2014
Seismic Parameters (Latitude: 34.14734, Longitude: -118.02876)
Mapped 0.2 Sec Period Spectral Acceleration Ss 2.708g
Mapped 1.0 Sec Period Spectral Acceleration Si 1.011g
Site Coefficient for Site Class"D", Fa 1.0
Site Coefficient for Site Class"D", Fv 1.5
Maximum Considered Earthquake Spectral Response Acceleration 2.708g
Parameter at 0.2 Second, SMis
Maximum Considered Earthquake Spectral Response Acceleration 1.516g
Parameter at 1.0 Second, SMI
Design Spectral Response Acceleration Parameters for 0.2 sec, SDS 1.805g
Design Spectral Response Acceleration Parameters for 1.0 Sec, SDI 1.011g
The Project Structural Engineer should be aware of the information provided above to determine
if any additional structural strengthening is warranted.
10.0 i` E1ARKS
The conclusions and recommendations contained herein are based on the findings and
observations at the exploratory locations. However, soil materials may vary in characteristics
between locations of the exploratory locations. If conditions are encountered during construction,
which appear to be different from those disclosed by the exploratory work, this office should be
notified so as to recommend the need for modifications.
This report has been prepared in accordance with generally accepted professional engineering
principles and practice. No warranty is expressed or implied. This report is subject to review by
controlling public agencies having jurisdiction.
576 E. Lambert Road, Brea, California 92821; Tel: 714-671-1050; Fax: 714-671-1090
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Cal Land Engineering, Inc. Project Address:
Scale 1"=2000' dba Quartech Consultants APN:5772-006-030
Geotechnical,Environmental and NW Corner of FWY 210& 1st Ave.
Civil Engineering Services Arcadia,California
LEGEND:
Map modified from"Seismic Hazard Zones,Mt.Wilson Quadrangle°
bycDMG SITE LOCATOON IVIAP
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Cal Land Engineering, Inc, Project Address:
dba Quartech Consultants
Scale: 1"=40' APN:5772-006-030
Geotechnical,Environmental and NW Corner of FWY 210& 1st Ave.
LEGEND: Civil Engineering Services. Arcadia,California
B-i CD Approximate Boring Location
SOTS PLAN
4/14 FIGURE 2
APP E D11X ,
FELL OONV1STIGATIO
Subsurface conditions were explored by two 6-inch diameter hand auger borings to a maximum
depth of 11.0 feet below the existing grade at the subject site at approximate locations shown
on the enclosed Site Plan, Figure 2.
The drilling of the test boring was supervised by a QCI's engineer, who continuously logged the
borings and visually classified the soils in accordance with the Unified Soil Classification
System. Ring samples were taken at frequent intervals. These samples were obtained by
driving a sampler with successive blows of 32-pound hammer dropping from a height of 48
inches.
Representative undisturbed samples of the subsurface soils were retained in a series of brass
rings, each having an inside diameter of 2.42 inches and a height of 1.00 inch. All ring samples
were transported to our laboratory. Bulk surface soil samples were also collected for additional
classification and testing.
,
Cal Land Engineering, Inc.
dba Quartech Consultants BORING LOG Bal
PROJECT LOCATION:NW Corner of FWY 210 and 1st Avenue,Arcadia,CA DATE DRILLIED: 4-10-14
PROJECT NO:
12-180-017 SAMPLE METHOD: Hand Auger
ELEVATION: N/A
LOGGED BY: SER
Sample
0
63) - T g S: Standard Penetration Test
R: Ring Sample
s ia F
o m m D 1" Description of Material
R 24 SP/ 97.1 5.9 Sand and silty sand,medium grained,light brown,slightly moist,medium dense,
SM with fine gravel
5 — R 48 SP/ 109.5 3.5 Sand and silty sand,coarse grained,medium brown,slightly moist,medium dense
SM to dense,with fine gravel
R 60 SM 110.6 4.8 Silty sand,medium grained,medium brown,slightly moist,dense,gravel up to 1"in size
10-
15—
Total depth 11.0 ft. Hammer Driving Weight:32 lbs
No groundwater Hammer Driving Height:48 inches
Hole backfilled
20-
25-
30—
•
35—
PLATE A-1
Cal Land Engineering, Inc.
dba Quartech Consultants BORING LOG B-2
PROJECT LOCATION:NW Corner of FWY 210 and 1st Avenue,Arcadia,CA DATE DRILLIED: 4-10-14
PROJECT NO:
12-180-017 SAMPLE METHOD: Hand Auger
ELEVATION: N/A
LOGGED BY: SER
Sample
72) 0
E S: Standard Penetration Test
-
r C a 112 R: Ring Sample
u) to u) o
v 3 U •E2..
o m n 0 D a�"` " Description of Material
R 26 SPI 106.9 2.5 Sand and silty sand,medium grained,light brown,slightly moist,medium dense,
SM with fine gravel
•
5 — R 41 SM 108.9 2.4 Silty sand,medium grained,medium brown,slightly moist,medium dense to dense,
gravel up to 3/4"in size
R 66 SPI 111.4 4.2 Sand and silty sand,coarse grained,light to medium brown,slightly moist,
10— SM dense,with fine gravel
15— Total depth 11.0 ft. Hammer Driving Weight:32 lbs
No groundwater Hammer Driving Height:48 inches
Hole backfilled
20-
25-
30-
35—
PLATE A-2
4
PPENDIX
AstitOi• ,TORY TESTDNG
During the subsurface exploration, QCI personnel collected relatively undisturbed ring samples
and bulk samples. The following tests were performed on selected soil samples:
Moisture-Density
The moisture content and dry unit weight were determined for each relatively undisturbed soil
sample obtained in the test borings in accordance with ASTM D2937 standard. The results of
these tests are shown on the boring logs in Appendix A.
Shear Tests
Shear tests were performed in a direct shear machine of strain-control type in accordance with
ASTM D3080 standard. The rate of deformation was 0.010 inch per minute. Selected samples
were sheared under varying confining loads in order to determine the Coulomb shear strength
parameters: internal friction angle and cohesion. The shear test results are presented in the
attached plates.
Consolidation Tests
Consolidation tests were performed on selected undisturbed soil samples in accordance with
ASTM D2435 standard. The consolidation apparatus is designed for a one-inch high soil filled
brass ring. Loads are applied in several increments in a geometric progression and the
resulting deformations are recorded at selected time intervals. Porous stones are placed in
contact with the top and bottom of each specimen to permit addition and release of pore fluid.
The samples were inundated with water at a load of two kilo-pounds (kips) per square foot, and
the test results are shown on the attached Figures.
Expansion Index
Laboratory Expansion Index test was conducted on the existing onsite near surface materials
sampled during QCI's field investigation to aid in evaluation of soil expansion potential. The test
is performed in accordance with ASTM D-4829. The testing result is presented below:
Expansion Expansion
Sample Location Index Potential
B-1 @ 0-3' 8 Very Low
•
Corrosion Potential
Chemical laboratory tests were conducted on the existing onsite near surface materials sampled
during QCI's field investigation to aid in evaluation of soil corrosion potential and the attack on
concrete by sulfate soils. These tests are performed in accordance with California Test Method
417, 422, 532, and 643. The testing results are presented below:
Chloride Sulfate Min. Resistivity
Sample Location pH (ppm) (% by weight) (ohm-cm)
S-1 @ 0'-3' 7.88 108 0.0115 1,900
4000
3500
3000
IL 2500
(n
tY 2000
I—
W
W 1500
1000-
500
0
0 500 1000 1500 2000 2500 3000 3500 4000
NORMAL PRESSURE (PSF)
BOREHOLE SAMPLE DEPTH SAMPLE SOIL COHESION FRICTION
SYMBOL NUMBER NUMBER (FT) TYPE TYPE (PSF) ANGLE(DEG)
B-1 N/A 2.0 RING SP-SM 40 35
Cal Land Engineering, Inc. Project Address:
dba Quartech Consultants
APN:5772-006-030
Vertical Loads Moisture Content Moisture Content Geotechnical, Environmental NW Corner of FWY 210& 1st Ave.
(PSF) Before Test(%) After test(%) &Civil Engineering Services Arcadia,California
500 5.9 26.2
1000 5.9 25.5 DIRECT SHEAR
(ASTM D3080)
2000 5.9 25.1
4114 FIGURE
-2
-1 '
0
1 = SA'TUTTED
2 - I
3 1
O 4 -
2
• 5
tr =
O 6
=
_
7
8
9
10
11
12
2 3 4 5 6 7 8 9 2 3 4 5 6 7 8 9 2 3 4 5 6 7 8 9
0 1 10 100
COMPRESSIVE STRESS(KSF)
SYMBOL BORING SAMPLE DEPTH SOIL INIT.MOISTURE INIT. DRY INIT. VOID
NO NO TYPE CONTENT DENSITY RATIO
(FT) (%) (PCF)
0 B-2 N/A 10.0 SP-SM 4.2 111.4 0.512
Cal Land Engineering, Inc. Project Address:
dba Quartech Consultants APN:5772-006-030
Geotechnical,Environmental NW Corner of FWY 210&1st Ave.
&Civil Engineering Services Arcadia, California
CONSOUDATOON
(ASTM D2435)
4/14 FIGURE
•
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nr��s
M� 0
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8 SHORING&SHOTCRETE WALL �2 TEMPORARY SHORING .� >dr._..a.r.,..r.....,. SH2
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TYP.REINFORCING DETAILS I A `,..,... 1
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63353
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SHEET NUMBER.
2-
5-5,1
SHORING&SHOTCRETE WALL 12 SHORING&SHOTCRETE WALL Ii ADD'L AGLE FOR LAGGING SUPPORT I E SH-3
GENEK AL HEQUIREMEN I S
. ,
kkallATION
GENERAL REDUIREMENTS. CONCRETE MASONRYSPECIAL INSPECTION TABLE FOR CAST-IN-PLACE SHEET I \IDEX
, ...--m,..—_-:.- DEEP FOUNDATION ELEMENTS
g.We o............. a•-.... ''''''.ar'17czeZEOFFirrima:Fata"....'
.agemp...a.moma meammatemememseg cm. aaa .......r.....a.
0......................... daiak:r.rTr/Mg. bro .0 ............
•amweeas•CaCag. 1 N SPERM:51(j......ttrg.r..... SPECIAL INSPECTION TABLE FOR ... .....,... GOUVIS
1.., STEEL STRUCTURESammisisg
44.) •Mal*
l M.........:::,...........................• •mamma.pare.....................m.. ...mama rm.
...........
''''...07ter'''...1=71ar".:1=7/4"."."''''.==a ../...... V a. •17....
.m........................................
'r:".."21.27rar".."1:".'''''''''''''.01711r0.1'..:1=1/. =0.......11.10.1........./.......• 0......z........ •
•aamitaa.......................1.111.0 .,,,,,, . „L„,4 ,„,,...d.... . rigatiTaLl/.......77.0.1 =_ ' 44110gaValkA 400........••
N.....
ala n:arcamaal="fiarmalaraiL.....*To...... ...a.• V TM/9.01.0.1.0 CI..
T..../....................... •
=.1.......0.
.....T.m........................10/.. n''''••
,.. Yr Imarma........ ..,
..........
•ammem.smemaeammt.g==.0* •Cammam....r.arfr''"=mwarall="'' Va..,e*. ..4.....
SaL9.0...0.1. . :.;r0..nr. 1...........
mamma. x===..,...:.,..• , 1•Isrpor rIleal,
.M.:521612
*" •am........am mama maw*mat at mem REM...
•...ammmag., V in.9,51.1
........ . ....,
1a................................ T.am*am.Mg..........m ma**Imm. ....x..02....
oamag..............
alrcEragal , PIMA...au. IMISIDERMIIMILLP_M ......rn..... ., a.Fmramlumm lellaa_121,3a.
...2.41.-VALM-.. l.,.C.01.V.La pagerara
11.To am*.M wing gr.....rnmMe.e am .,..., . ,,,,.......,....................,..,
mew**
mage*Saamm................... 1,1,-0, ........ mamma. •
*dui•ma..nm sr•swam oncre.ssonsma a......aka SW PNCHOR BOLTS AND PLATE ma..AkFANGENIENT ......... 6.........a.
............./.................• tonalaMen. MM..*
......o................**........ „am.mam....................,......a.a ma...am „..,...a...............................,..........,.,.... .......*
.7**.r..........****....*... .Coag Sam InaanammeameMoammag.....1...g. ................................ ..............
........,.
gam O......... V ' traLE'rar.. liAL'''.1
ealar....................=.10. ......... .......................... ......................... a.rm.......rr we
....................a.....M..... REINFORCE...CRETE •B....../W
a'Le 7"'X=7 n'"..'=.117:'".IT=V.4f..7r" OF a ERN. Poga......rearmoMa Som tr.abamer,pa au Mama
...........,===........,,....=... ,,,,,.
................ 0.,.......0. ....a:,..,.
............................... •M......1...1.*.ra................... •Amon..ammag•aamIr go.................... rar7aa--r-mFor----7--":7"-7077.° •OM"Mg alancnatena
..........a,......,........m
g/ao.....7........”.....=.7......=. a.a...................„...c....,m •................................ e=............. v
=1,.......,....em SPECIAL INSPECTION TABLE FOR
'
regn CONCRETE CONSTRUC''''''''''''" 1ON
.,.Vir.:7=4:."......"====m 'r....,==.«.:F=...L."•r===.
.......m..c... `..r7,""7`...roZt*".::•=7°.'"=....`...me,. , .:"•"`":.r. "'"`....".'.........,a. •ova woo,m ' 74"ra e.7'..egues..:""..::::
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=•.........a. .....n. ,n lagmen.m......... ,
la.caser........*.ra.romgam............,.... .,, a. am* In......*=714.7.reasole......e.77...1. ,?.......z.,.., 1,..........
X.Caaammo*In V
c rat'Ira a.r.....:'a=r•
....=1..........agm Emma maag ea* ,...,..„,........m.,....b...,,.....
DESIGN CEDER. '=."'"M ••.....Z:.....!....:=7:—.... a.........mmeammomm................. •Ma........
...-.4=—......,....., . 0 T..... ILII,
.............................. ........../
'.V..........................m. a.....1.101=0........................ .......................• ' ..0.5!IIT 1•104 1........4 V First Avenue
"i'lZkiPok4Tirgr'',...illTe.ii, .................... ..r...."'""" ............................ ''"•"""°—""""mti%.*X.::**-7:=1,. '•''":77—:—* v ......
/............../...............................M. .-........0.L......107=7........ ........... Condominium
...,..7_,.....„*„...m.,,,,,,„„, ,,...................... go...................m.............m... a Mamma ...........• V •
emmammmammem mamma. Mao.** Shoring&Site
—,........,......................,......,47,..7. ......=,.............,..,.. ,,,„.,..„,,,,................,__„.........,....7.,,,r_ ==i1 , ....mai*
..„,„„....
Retaining Walls
Fry:ri.i.4 a c,2217...,...prar:.;=, r......'....71.................;.........,,............ ,-..---....—..m. •ii................ =XL
SNORING ,,.............................„......„......z..„ Lym......,,,, .......
/Mara ===r/I=.7.., .......... V .............
...........31.../ 1.am......................re.......... ,....,..........................., ........7.7....., a.....,...... V
i'41176::-.774,--r-r" •7...............1M....a...........* N.......m.........Lmm.ammal.......... ,............a.....
........ V anw,
*OWL Auwammanlals2.1.6m.
Ma.................. ............../...r.........="....r...==... II..........r............................ ........./.... 0==.:,
Ma...............*.
4.r.......................... te.....m..................:=pa..z...,...=..... „,„:::,,,,,.... ................
SHOP DRAWINGS X mg am gmasaagmale.....mama me.am ma. ea me 0* V a........
1.ear....cso.o.....,.....,....r..•.,mare...a.m.= .:=...................,...... a or........
............ammaramemsrn ammo Sura.ce.Caraman. ma.mamma*mamma sonammen on km e.Emma*
a.Me.............Mme............. ,.......................
.....Cameam •ormam......a. ./......W.M............• ............. V ilt. '•••• .......00.0
•..................000.... 6.0=1?""X":;•=paal.
,.........v... t. ,...,.................1... .,... t.......0=7::::..........,.. .,.., .p... ............................... •........... 1 nadma V
S...................a...........X... .marmaymteor-....-•-•,-* ......,.................,...........mr........ ........ ..................+ v
..............
..,......,........,......,.....,......... ...c.,.......c... a.r..............,...,.....,..,...4...........,..m.• :', ci,Tai iFil
,........a...mmommammat........ ............=`,............................................... ':.**,,,.
bag.mem*
al.w..1. .......... a aimeam..==i...am...../.7..•=1,...=low a.m. V
1.ummemammemmeammegamme........ V.................................. ........... .. . m...
............. , ................r...... ..... 0•=0.....,...... V
...0„..,
•am**an g op...m.m....•,.......,,rallar•Ma..• '.,=...s.7.2...a................. .................,.....,...,,...,,...,,...,.„,„,.....,,...
.mom
r.f•raT a
1 sm............,am MM. a me.................8.001. .,................m.....
M..
O........................1. a'am...a re.........,........,........a.ms.c....0..snow l',:f.7,d,,,......,.....,......::.......d , .........,
7,.......,*".....r^7.:,.........7.......... ....,,,,,,„„,,,.........„ r...p.m,to mw•wraf saw..
l 1.........3.1................. .............. V Mailalaala
a men mma.................,.........1. _ P.,. .. ,........„,.................. MISCELUNEOUS 1........, a.m. V
DEVELOPER:
rea........................... '........,...,......... .0,......................................... •=•.../........... . 0..... V
a..................... •/ gal redgLIENT.IND
,tr "7:77.r. a nam Tmana ems ,
r.*mamma ma me:weamenzaaaror.Ten....g.Am, •................
•ma gremmatt.pra..........* •
•mem.mem.....amem am mamma ma gmasom...*. /..... V
'==""ewele...7.7..,=====.tatra ,ram .....7.........m.......7...,....... .......,... V MOIR.,
me s p.m....maaaa paumacotama lam.
• .....7.-.....--zra. , TIM.G.Italaz Arclat*
..„
.5110TGIRETE •amsamlammaem a*by* .1..harammemam
........... V ter galas
'r.t...'“Zemammea.....a amp Camo
ea.....................
REVIVONS
aa. M MM.
.........
SPECI.INSPECTION' *.tra,. ..,, '•' ....•z I. IriVa can't mens.z.n
a..,,,...,.. •
tr......=tr'....a2a.":17,44....as........a.r.., ''""*"•°..Z:1=....."74.7,.....==,,,••••?•..c,.. ..................
• a......*a me....mr•ww.,.....m.a.m..., "=,..'":=:i ,. we ems, .. .
a am.........d.o.....m,me...........m........ ....6 ...
...,..P.T.,,,...=.11,...........,.......,....„. .az.....................2......... .=....:.177.,
we ra si,'=•,•ba=='*...== ,
..'n...................r.A.Fam......4... - •7.1:10............................ 11.:
sj IR •
.,....72..%=',,:::,..'r.r,,...-=`:,,,,•-.';r' .--1.--.....,...;—.....-7.—.1...„.1.......r.--- .,..,,; . .,
.., 1:11 RiFET NAME
........'..a'''''''''''. 7.Faw ma ta amm..........r........1............ ....
::: MIALIell
• •/......L............................
............111.3 .r...../...ar./...r........./.............M.M.Ma
..................alorte ma* ,
..==="7.2==.Z.—........ ' ,.......r....=.................,,,,............ii........ .
...................../..
..=::1/47.1...M..'M . .611/.......,.........r.....................
FROJER NUMBER:
11......r.................... • 63353
•:.7 gj",;.,„,.,.:......„„,.....,...,„„....., 1/romadamomema,..............c.***.g......
......r.....****.
DRAFTER: GE
MMOM.1.17...Mar.../rECT071.19MaSTM 904C0.31.1=.
DEFERRED APPROVAL:
'OTITDO'irrl°,11'2/2°0AIT'S
' a.............M................ F.M*a raz.........7...7,=.....,...a• ..
SHEET NUMBER:
1 Cm*ame om.pm....................... S N-I
•
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1
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_L.itt Sg ' do SlItgInnertng
l'al--s1
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s N-ssss..s.
tsi NV732.1613
, -rzazgar" ^.2....-" P. TYPYCAL WALL CORNER DETAIL 0512Ni I A Palo*leg
T telraLEDSMS
.;air'ocnigMact ra .0,c„
'
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MR...M
0-\
SPECIAL INSPECTION TABLE FOR
STAIR ON GRADE ...... 1 2 J-. I . 1 At ..'It CMU STRUCRAIES ‘WVIrirl.
56 7•77 ..............-...„,s,„„, -,-
0 ell..iiii0--
. ----
'IVA MT-Nr CO 1 N-N..„. N.
0 0 0 JIFS666,..3_, 1,.............-
. ard.BE 6''--- .............
v
^hrs"t"".477.13Sr..
GUARDRAIL POST CONNECTION DETAIL 15 EFEZF'.... 0 IN 2,,,,____„_ :—..7—,.„--_,7..3..,--_- 2. •Ir"•....g...%*N''.,..V‘ *"----.— '
,..t.., r.,-,.
1111 F-t MMMM--nr--a '........ --=---- -' First Avenue
-'
:F.,„,,‘„.„.......,.... 0 1 i 1.!V--3 ....i.,..u..... •--•
•••••••=•.=== .---- , S. Condominium
• o
.
..,
11.111'I,: grimsonemm=====mo ;IS Shoring&Site
0
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it
0 0° ° .
TYP.CMU WALL CONTROL JOINT.P.12 ,.%k
1 II
B ".:=`,..T"•••
'7g7 . "7.11.111
•''-'AT IMIL.=—J
11,. 67.3
,-,-At.gliga"'" 1
........-......
ii=4...0
V Art 1.33
SITE WALL I 3
• i FEL EEL'ES FZ44::: '':::444"'''.''"'"'' V NU/
4.matru RR.4444.4444 notees44.44..9. .Toriari=r4i
:4.1"rECEnZ7.460 M17 Fi•=1"'."
. 144M44176
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SHEET S-1 .4 ( 0. S5226 m
DATE 10/17/17 * Exp. 6/30/19 •
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Ii O 1. (E)STUD WALL PER PLAN.
III 2. (E)FLOOR SHEATHING.
'��► I 3. (E)SHEAR WALL WHERE
i I `4 t Y OCCURS.
4. (E)RIM JOIST.
IIIIi 1 5. (E)FLOOR JOIST PER PLAN.
lII O O 2 6. (N)A35 @ 24"O.C.
I� 7. (N)H3 AT EVERY OTHER
III! 11 JOIST TO BEAM.
OIl;, v 8. (N)BEAM PER PLAN.
iii \/
PLYWOOD SHIM AS
un
O 1;191
— -- V' REQUIRED.
_ __ 10. (E)STRAP WHERE OCCURS,
O ISI y 0 NAILED AND BENT TO
BOTTOM OF BEAM AS
!l1 -7NEEDED.
10 II Zn 11. (E)5Y8"X16Y2"GLB BEAM.
, I 12. NOTCH 6"MAX. BOTTOM OF
® 2 0 (E)BEAM AFTER INSTALL(N)
zo i_____, BEAM COMPLETE.
13 13. (N)%"DIA.A307 THRU
BOLTS @ 12"O.C. A
STAGGERED.
• 14. (E)2X6 TOP PLATE. (......./---•,--
CONNECTION DETAIL 1
QMJarrod Williams Inspections
° P.O. Box 974 • Rosemead, CA 91770
Ispectiono (818) 601-3393 • Email: jarrod.williams58@yahoo.com •
REGISTERED INSPECTOR'S DAILY REPORT JobNo. Date J /7
• TYPE OF 0 Reinforced Concrete O Structural Steel Assembly 0 Quality Control
INSPECTION 0 Post Tensioned Concrete 0 Fire Proofing ❑Other
REQUIRED 0 Reinforced Masonry 0 Asphalt ❑Epoxy
Job Address 4, gl 1'!/ ji Si dry •
C-46/0/0
Job Name Permit No. Issued By ;�J` to/
Type of Structure Ali G/7 ArchitectArchitect ,/J
Material Description(type.grade.source) bA,- Engineer •
VV
Contractor
N'1 e f �T x
O�-1
Inspectors)Name Subcontractor 1
i42a I •
TESTS PERFORMED
TYPE OF SAMPLE SLUMP QUANTITY IN SET ADDITIONAL REMARKS ON SAMPLES
•
•INSPECTION SUMMARY—LOCATIONS OF WORK INSPECTED.TEST SAMPLES TAKEN.WORK REJECTED,JOB PROBLEMS.PROGRESS.REMARKS.ETC.
INCLUDES INFORMATION ABOUT•AMOUNTS OF MATERIAL.PLACED OR WORK PERFORMED.NUMBER.TYPE i IDENT.NO'S
OF TEST SAMPLES TAKEN:STRUCT.CONNECTIONS(WELD MADE H.T.BOLTS TORQUED)CHECKED;ETC.
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CERTIFICATION OF COMPLIANCE CONTINUED ON NEXT PAGE 0 PAGE OF
I HEREBY CERTIFY THAT 1 HAVE INSPECTED TO THE BEST OF MY KNOWLEDGE ALL
OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED.I HAVE FOUND THIS TIME IN TIME OUT REG.HOURS O.T.HOURS CYLINDERS
WORK TO COMPLY WITH THE APPROVED PLANS.SPECIFICATIONS.AND APPLICABLE
SECTIONS OF THE GOVERNING BUILDING LAWS. 90-J
All inspections based on a minimum 01 4 hours and OW If 4 hours•S hour
minimum.In addition,any inspection extending past noon hour ells to an S
REGISTERED MICR
minimum.
S TIME OF
mac'2. 4f-2 j Apwowed By
NO AGENCY Project Superintendent
r� 45-79
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mune _tleurc i+eMunv_AP!`nulJTU.IG r-nev 011•11/-uI4DCPTAn'S):APV
'•, A TRUSTED PARTNER IN
INNOVATION,QUALITY & SERVICE
June 16, 2016
Claire Dong
New Ridge Development
411 E. Huntington Drive, Ste.#312
Arcadia, CA 91006
Re: First Avenue Condominium
Field Visit to Evaluate Existing Floor Sheathing
GECG Job No.63353
Dear Ms. Dong,
Pursuant to your request regarding the above captioned project,we submit the following:
On June 14, 2016, we conducted a field visit to the above mentioned project. The purpose of
this visit was to visually observe and evaluate the structural integrity of the existing floor
i G r- sheathing of the second floor of the main building. During our visit, we observed some
delamination of the OSB floor sheathing at some locations of the second floor sheathing. We
also noticed some similar damages of this sheathing at the edges of the building.
Based on our visual observation of the floor sheathing as it is noted above, we believe that
these damages are minor in nature and do not jeopardize the overall structural integrity of this
floor sheathing. However, please note that our findings are based only on our visual .
observation at the time of this visit and no material testing has been performed or conducted.
This report is understood to be an expression of professional opinion by this engineer, which is
based on his best knowledge, information and beliefs. As such, it consists of a report for only
structural elements (as above outlined) and is neither a guarantee nor a warranty, expressed or
implied for other trades or requirements of subject dwelling.
Sincerely,
GOUVIS ENGINEERING CONSULTING GROUP, INC.
949.752.1612
Fax 949.752 5321
440ki Campus Drive
• Newport Beach,CA
,____a,-_....__---_, 92650 i-inywerd,CA. Pa:• . .`.r;es. CA ,-o all Mini,C:r',.Vietnam
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Basil Amman, P.E. v
Director of Field Operations { N.C062030
\*
Exp. 12/31/16 *1
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