HomeMy WebLinkAboutGeotechnical Report Honda Center CITY OF LAKE ELSINORE
• JAN 112919
SALEE
M
NG DIVISIO'
engineering group , inc .
GEOTECHNICAL
• ENGINEERING INVESTIGATION
PROPOSED HONDA AUTO DEALERSHIP
COLLIER AVENUE AND 3RD STREET
LAKE ELSINORE, CALIFORNIA
SALEM PROJECT NO. 3-217-0354
APRIL 28, 2017
PREPARED FOR:
MR. CECIL DILLON
DILLON & MURPHY ENGINEERING
P.O. BOX 2180
• LODI, CA 95241
PREPARED BY:
• SALEM ENGINEERING GROUP, INC.
11650 MISSION PARK DR., #108
RANCHO CUCAMONGA, CA 91730
P: (909) 980-6455
F: (909) 980-6435
www.salem.net
SAN JOSE STOCKTON - FRESNO • BAKERSFIELD - RANCHO CUCAMONGA
• DALLAS, TX • DENVER, CO - CHARLESTON, SC
11650 Mission Park Dr.,#108
SA
Rancho Cucamonga, CA 91730 MPhone (909) 980-6455
engineering group , inc . Fax(909) 980-6435
April 28, 2017 Project No. 3-217-0354
Mr. Cecil Dillon
Dillon &Murphy Engineering
P.O. Box 2180
Lodi, CA 95241
SUBJECT: GEOTECHNICAL ENGINEERING INVESTIGATION
PROPOSED HONDA AUTO DEALERSHIP
COLLIER AVENUE AND 3RD STREET
LAKE ELSINORE,CALIFORNIA
Dear Mr.Dillon:
At your request and authorization, SALEM Engineering Group, Inc. (SALEM) has prepared this
Geotechnical Engineering Investigation report for the Proposed Honda Auto Dealership to be located
at the subject site.
The accompanying report presents our findings, conclusions, and recommendations regarding the
geotechnical aspects of designing and constructing the project as presently proposed. In our opinion,the
proposed project is feasible from a geotechnical viewpoint provided our recommendations are
incorporated into the design and construction of the project.
We appreciate the opportunity to assist you with this project. Should you have questions regarding
this report or need additional information,please contact the undersigned at(909) 980-6455.
Respectfully Submitted,
SALEM ENGINEERING GROUP,INC.
C arence Jia E R. Sammy Salem, MS, PE, GE
Senior Geotechnical Engineer Principal Engineer
RGE 2477 SS1p RCE 52762/RGE 2549 ROFESSI
0
GE r J/ !�ti ���yPMMY Sq<lF2
v N4. 2477 0 rn W GE 2549 m
Cr EX(1.6f 3�/17 a Exp Dec.31,2018
j `rP, �rfCNN��' air *srcIOTFCNN����,�P*
OFCAl1t� FOFCAI�F�
SAN JOSE STOCKTON ■ FRESNO BAKERSFIELD ■ RANCHO CUCAMONGA
DALLAS, TX ■ DENVER,CO ■ CHARLESTON, SC
TABLE OF CONTENTS
1. PURPOSE AND SCOPE..................................................................................................... 1
2. PROJECT DESCRIPTION.................................................................................................. 1
3. SITE LOCATION AND DESCRIPTION........................................................................... 2
4. FIELD EXPLORATION.....................................................................................................2
5. LABORATORY TESTING ................................................................................................ 3
6. GEOLOGIC SETTING....................................................................................................... 3
7. GEOLOGIC HAZARDS..................................................................................................... 3
7.1 Faulting and Seismicity..........................................................................................................3
7.2 Surface Fault Rupture.............................................................................................................4
7.3 Ground Shaking...................................................................................................................-.4
7.4 Liquefaction............................................................................................................................4
7.5 Lateral Spreading....................................................................................................................5
7.6 Landslides...............................................................................................................................5
7.7 Tsunamis and Seiches.............................................................................................................5
8. SOIL AND GROUNDWATER CONDITIONS ................................................................. 6
8.1 Subsurface Conditions............................................................................................................6
8.2 Groundwater...........................................................................................................................6
8.3 Soil Corrosion Screening......................................................... ....6
...........................................
8.4 Percolation Testing.............................................................................. ...........7
........................
9. CONCLUSIONS AND RECOMMENDATIONS............................................................... 8
9.1 General...................................................................................................................................8
9.2 Seismic Design Criteria........................................................................................................11
9.3 Soil and Excavation Characteristics..................................................................................-. 12
9.4 Materials for Fill.....................................................................................................;.............12
9.5 Grading. ............................................................................................................................... 13
9.6 Option 1 -Shallow Foundations with Geogrid....................................................................- 15
9.7 Option 2-Structural Slabs...................................................................................................18
9.8 Concrete Slabs-on-Grade......................................................................................................18
9.9 Lateral Earth Pressures and Frictional Resistance.................................................................20
9.10 Retaining Walls....................................................................................................................21
9.11 Temporary Excavations........................................................................................................22
9.12 Underground Utilities...........................................................................................................23
9.13 Surface Drainage..................................................................................................................23
9.14 Pavement Design..................................................................................................................24
10. PLAN REVIEW, CONSTRUCTION OBSERVATION AND TESTING........................25
10.1 Plan and Specification Review..............................................................................................25
10.2 Construction Observation and Testing Services....................................................................25
11. LIMITATIONS AND CHANGED CONDITIONS ..........................................................25
TABLE OF CONTENTS (cont.)
FIGURES
Figure 1,Vicinity Map
Figure 2, Site Plan
Liquefaction Analysis Report
APPENDIX A—FIELD INVESTIGATION
Figures A-1 through A-9,Logs of Exploratory Soil Borings B-1 through B-9
Percolation Test Results,P-1 through P-3
APPENDIX B—LABORATORY TESTING
Consolidation Test Results
Direct Shear Test Results
Gradation Curves
Expansion Index Test Results
Corrosivity Test Results
Maximum Density and Optimum Moisture Proctor Test Results
APPENDIX C—EARTHWORK AND PAVEMENT SPECIFICATIONS
11650 Mission Park Drive, Suite 108
SA
Rancho Cucamonga, CA 91730 M@01 Phone(909) 980-6455
engineering group , inc . Fax(909) 980-6435
GEOTECHNICAL ENGINEERING INVESTIGATION
PROPOSED HONDA AUTO DEALERSHIP
COLLIER AVENUE AND 3RD STREET
LAKE ELSINORE, CALIFORNIA
1. PURPOSE AND SCOPE
This report presents the results of our Geotechnical Engineering Investigation for the Proposed Honda
Auto Dealership to be located at the north corner of the intersection of Collier Avenue and 3`d Street in
Lake Elsinore, California (see Figure 1,Vicinity Map).
The purpose of our geotechnical engineering investigation was to observe and sample the subsurface
conditions encountered at the site, and provide conclusions and recommendations relative to the
geotechnical aspects of constructing the project as presently proposed.
The scope of this investigation included a field exploration, laboratory testing, engineering analysis and
the preparation of this report. Our field exploration was performed on April 12, 2017 and included the
drilling of nine (9) small-diameter soil borings to a maximum depth of 50 feet at the site. Additionally,
J three (3)percolation tests were performed on April 13, 2017 at depths of approximately 6 to 8 feet below
existing grade for determination of the percolation rates. The locations of the soil borings and the
percolation tests are depicted on Figure 2, Site Plan. A detailed discussion of our field investigation and
exploratory boring logs are presented in Appendix A.
Laboratory tests were performed on selected soil samples obtained during the investigation to evaluate
pertinent physical properties for engineering analyses. Appendix B presents the laboratory test results in
tabular and graphic format.
The recommendations presented herein are based on analysis of the data obtained during the investigation
and our experience with similar soil and geologic conditions.
If project details vary significantly from those described herein, SALEM should be contacted to determine
the necessity for review and possible revision of this report. Earthwork and Pavement Specifications are
presented in Appendix C. If text of the report conflict with the specifications in Appendix C, the
recommendations in the text of the report have precedence.
2. PROJECT DESCRIPTION
We understand that the proposed development of the site will include construction of a new Honda Auto
dealership on an approximately 6 acres of vacant land. On-site parking and landscaping are planned to be
associated with the development.
Project No. 3-217-0354 " i - ' SALEM
e ngi ne ering gi oup, inc.
Concrete and asphaltic concrete pavement for parking area, customers travel lanes, and truck lane are to
be designed for standard duty and heavy-duty traffic loading based on an Equivalent Single Axle Load
(ESAL) of 18 kips, a maximum load of 60,000 ESAL and a design life of 20 years. The pavement design
recommendations provided herein are based on the State of California Department (CALTRANS) design
manual.
A site grading plan was not available at the time of preparation of this report. Based on the current site
conditions, slight to moderate cuts and fills may be required during the earthwork construction to
provide level building pads and positive site drainage. In the event that changes occur in the nature or
design of the project, the conclusions and recommendations contained in this report will not be
considered valid unless the changes are reviewed and the conclusions of our report are modified. The
site configuration and locations of proposed improvements are shown on the Site Plan,Figure 2.
3. SITE LOCATION AND DESCRIPTION
The subject site is located on the north corner of the intersection of Collier Avenue and 3cd Street in
Lake Elsinore, California (see Vicinity Map, Figure 1). The site is rectangular in shape and
encompasses approximately 6 acres. The site is bounded by Interstate I-15 on-ramp to the northeast, a
pump station and 3`d Street to the southeast, Collier Avenue to the southwest, and a vacant lot to the
northwest.
The site is currently a vacant undeveloped land covered mainly with seasonal grasses and trees on the
northwest boundary. Asphalt paved areas were located on the southern portion of the site. Two
billboard signs were observed on the northern boundary of the site. A retaining wall was located on the
southern corner of the site. Stockpiles of soil were observed around the retaining wall area. The site is
gently sloping to the southwest with elevations ranging between 1,278 feet to 1,269 feet above mean
sea level based on Google Earth imagery.
4. FIELD EXPLORATION
Our field exploration consisted of site surface reconnaissance and subsurface exploration. The
exploratory test borings (B-1 through B-9) were drilled on April 12, 2017 in the area shown on the Site
Plan, Figure 2. The test borings were advanced with an 8-inch diameter hollow stem auger rotated by a
truck-mounted Mobile B-61 drill rig. The test borings were extended to a maximum depth of 50 feet
below existing grade.
The materials encountered in the test borings were visually classified in the field, and logs were
recorded by a field engineer and stratification lines were approximated on the basis of observations made
at the time of drilling. Visual classification of the materials encountered in the test borings were
generally made in accordance with the Unified Soil Classification System(ASTM D2487).
A soil classification chart and key to sampling is presented on the Unified Soil Classification Chart, in
Appendix "A." The logs of the test borings are presented in Appendix "A." The Boring Logs include
the soil type, color, moisture content, dry density, and the applicable Unified Soil Classification System
symbol. The location of the test borings were determined by measuring from features shown on the Site
Plan, provided to us. Hence, accuracy can be implied only to the degree that this method warrants. The
Project No. 3-217-0354 -2- 10' SALEM
actual boundaries between different soil types may be gradual and soil conditions may vary. For a more
detailed description of the materials encountered,the Boring Logs in Appendix "A" should be consulted.
Soil samples were obtained from the test borings at the depths shown on the logs of borings. The MCS
samples were recovered and capped at both ends to preserve the samples at their natural moisture
content; SPT samples were recovered and placed in a sealed bag to preserve their natural moisture
content. The borings were backfilled with soil cuttings after completion of the drilling.
5. LABORATORY TESTING
Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and
engineering properties. The laboratory-testing program was formulated with emphasis on the
evaluation of natural moisture, density, shear strength, consolidation potential, expansion index,
maximum density and optimum moisture determination, and gradation of the materials encountered.
In addition, chemical tests were performed to evaluate the corrosivity of the soils to buried concrete and
metal. Details of the laboratory test program and the results of laboratory test are summarized in
Appendix "B." This information, along with the field observations, was used to prepare the final boring
logs in Appendix "A."
6. GEOLOGIC SETTING
The subject site is located within the Peninsular Range Geomorphic Province, an area characterized by
active northeast trending strike slip faults, including the San Jacinto to the northwest, and the Elsinore to
the southwest. The project site is situated between the Santa Rosa Mountains and the San Jacinto
Mountains to the east; and Santa Ana Mountains to the west and south. The near-surface deposits in the
vicinity of the subject site are comprised of recent alluvium consisting of unconsolidated sands, silt,and
clays derived from erosion of local mountain ranges. Deposits encountered on the subject site during
exploratory drilling are discussed in detail in this report.
7. GEOLOGIC HAZARDS
7.1 Faulting and Seismicity
The Peninsular Range has historically been a province of relatively high seismic activity. The nearest
faults to the project site are associated with the Elsinore Fault system located approximately 1.4 miles
from the site. There are no known active fault traces in the project vicinity. Based on mapping and
historical seismicity, the seismicity of the Peninsular Range has been generally considered high by the
scientific community.
The project area is not within an Alquist-Priolo Earthquake Fault (Special Studies) Zone and will not
require a special site investigation by an Engineering Geologist. Soils on site are classified as Site
Class D in accordance with Chapter 16 of the California Building Code. The proposed structures are
determined to be in Seismic Design Category E.
To determine the distance of known active faults within 100 miles of the site, we used the United States
Geological Survey (USGS) web-based application 2008 National Seismic Hazard Maps - Fault
Project No. 3-217-0354 -3 - 6' SALEM
anyir.Jyir9 910oo
Parameters. Site latitude is 33.68900 North; site longitude is l 17.3366' West. The ten closest active
faults are summarized below in Table 7.1.
TABLE 7.1
REGIONAL FAULT SUMMARY
Fault Name Distance to Site Maximum Earthquake
(miles) Magnitude,Mw
Elsinore; W+GI 1.4 7.3
Elsinore;W+GI+T+J+CM 1.7 7.9
Elsinore; T+J+CM 2.8 7.6
Chino, alt 2 16.2 6.8
Elsinore; W 17.5 7.0
Chino, alt 1 18.8 6.7
San Jacinto; A+CC+B+SM 19.1 7.6
San Jacinto; SBV+SJV+A+CC+B+SM 20.4 7.9
San Joaquin Hills 20.5 1 7.1
San Jacinto; SBV+SJV 20.5 1 7.4
Ae faults tabulated above and numerous other faults in the region are sources of potential ground motion.However.earthquakes that might occur
on otherfaults throughout California are also potential generators ofsignificant ground motion and could subject the site to intense ground shaking.
7.2 Surface Fault Rupture
The site is not within a currently established State of California Earthquake Fault Zone for surface fault
rupture hazards. No active faults with the potential for surface fault rupture are known to pass directly
beneath the site. Therefore, the potential for surface rupture due to faulting occurring beneath the site
during the design life of the proposed development is considered low.
7.3 Ground Shaking
We used the USGS web-based application US Seismic Design Maps to estimate the peak ground
acceleration adjusted for site class effects (PGAm). Because of the proximity to the subject site and the
maximum probable events for these faults, it appears that a maximum probable event along the fault
zones could produce a peak horizontal acceleration of approximately 0.888g (2% probability of being
exceeded in 50 years). While listing PGA is useful for comparison of potential effects of fault activity in
a region, other considerations are important in seismic design, including frequency and duration of motion
and soil conditions underlying the site.
7.4 Liquefaction
Soil liquefaction is a state of soil particles suspension caused by a complete loss of strength when the
effective stress drops to zero. Liquefaction normally occurs under saturated conditions in soils such as
sand in which the strength is purely frictional. Primary factors that trigger liquefaction are: moderate to
strong ground shaking (seismic source), relatively clean, loose granular soils (primarily poorly graded
sands and silty sands), and saturated soil conditions (shallow groundwater). Due to the increasing
Project No. 3-217-0354 -4- SALEM
tnrnau �,,y u �u� i
overburden pressure with depth, liquefaction of granular soils is generally limited to the upper 50 feet of a
soil profile. However, liquefaction has occurred in soils other than clean sand.
The soils encountered within the depth of 50 feet on the project site consisted predominately of silty
sand with varying amounts of clay and gravel, silty sand/sandy silt with varying amounts of clay, sandy
silt with varying amounts of clay, clayey silt, and silty sand/sand. The historically highest groundwater
is estimated to be at a depth of 10 feet below ground surface according to County of Riverside Geologic
Hazards Map (2004) and regional groundwater well data. Low to very low cohesion strength is
associated with the sandy soil. A seismic hazard, which could cause damage to the proposed
development during seismic shaking, is the post-liquefaction settlement of the liquefied sands.
The potential for soil liquefaction during a seismic event was evaluated using LigIT computer program
(version 4.7.5) developed by GeoLogismiki of Greece. For the analysis, a maximum earthquake
magnitude of 7.9 M,, and a peak horizontal ground surface acceleration of 0.89g (with a 2 percent
probability of exceedance in 50 years) and a groundwater depth of 10 feet were considered appropriate
for the liquefaction analysis. In addition, at each depth within the upper 20 feet, the average blow count
between the 5 building test borings was used for the analysis. The liquefaction analysis indicated that
the site soils had a moderate potential for liquefaction under seismic conditions and the total
liquefaction-induced settlement was calculated to be 2.03 inches. For relatively uniform soil conditions,
the differential liquefaction-induced settlement is estimated to be 50 percent of the total liquefaction-
induced. Therefore, the differential liquefaction-induced settlement is estimated to be approximately 1
inch over a horizontal distance of 20 feet. The proposed site preparation methods recommended on our
geotechnical report should address these geotechnical issues. The liquefaction settlement analysis is
included in Appendix A.
7.5 Lateral Spreading
Lateral spreading is a phenomenon in which soils move laterally during seismic shaking and is often
associated with liquefaction. The amount of movement depends on the soil strength,duration and intensity
of seismic shaking, topography, and free face geometry. Due to the relatively flat site topography and low
liquefaction potential,we judge the likelihood of lateral spreading to be low.
7.6 Landslides
There are no known landslides at the site, nor is the site in the path of any known or potential landslides.
We do not consider the potential for a landslide to be a hazard to this project.
7.7 Tsunamis and Seiches
The site is not located within a coastal area. Therefore,tsunamis (seismic sea waves) are not considered a
significant hazard at the site. Seiches are large waves generated in enclosed bodies of water in response to
ground shaking. No major water-retaining structures are located immediately up gradient from the project
site. Flooding from a seismically-induced seiche is considered unlikely.
Project No. 3-217-0354 -5 - SALEM
.�n�%noornQ g,00C „c
8. SOIL AND GROUNDWATER CONDITIONS
8.1 Subsurface Conditions
The subsurface conditions encountered appear typical of those found in the geologic region of the site. In
general, the soils within the depth of exploration consisted of alluvium deposits of loose to very dense
silty sand with varying amounts of clay and gravel, loose silty sand/sandy silt with varying amounts of
clay, soft to very stiff sandy silt with varying amounts of clay, very stiff clayey silt, and medium dense
silty sand/sand.
No significant fill was encountered in our borings. Fill soils may be present onsite between our test
boring locations. Verification of the extent of fill should be determined during site grading. Field and
laboratory tests suggest that the deeper native soils are moderately strong and slightly compressible.
These soils extended to the termination depth of our borings.
The soils were classified in the field during the drilling and sampling operations. The stratification
lines were approximated by the field engineer on the basis of observations made at the time of drilling.
The actual boundaries between different soil types may be gradual and soil conditions may vary. For a
more detailed description of the materials encountered, the Boring Logs in Appendix "A" should be
consulted.
The Boring Logs include the soil type, color, moisture content, dry density, and the applicable Unified
Soil Classification System symbol. The locations of the test borings were determined by measuring
from feature shown on the Site Plan,provided to us. Hence, accuracy can be implied only to the degree
] that this method warrants.
8.2 Groundwater
The test boring locations were checked for the presence of groundwater during and after the drilling
operations. Free groundwater was encountered during this investigation at a depths approximately
between 16 to 18 feet below existing grades. The historically highest groundwater is estimated to be at a
depth of 10 feet below ground surface according to the County of Riverside Geologic Hazards Map
(2004)and regional groundwater well data.
It should be recognized that water table elevations may fluctuate with time, being dependent upon
seasonal precipitation, irrigation, land use, localized pumping, and climatic conditions as well as other
factors. Therefore, water level observations at the time of the field investigation may vary from those
encountered during the construction phase of the project. The evaluation of such factors is beyond the
scope of this report.
8.3 Soil Corrosion Screening
Excessive sulfate in either the soil or native water may result in an adverse reaction between the cement in
concrete and the soil. The 2011 Edition of ACI 318 has established criteria for evaluation of sulfate and
chloride levels and how they relate to cement reactivity with soil and/or water.
Project No. 3-217-0354 -6- 6' SALEM
A soil sample was obtained from the project site and was tested for the evaluation of the potential for
concrete deterioration or steel corrosion due to attack by soil-borne soluble salts and soluble chloride. The
water-soluble sulfate concentration in the saturation extract from the soil samples was detected to be 280
mg/kg. ACI 318 Tables 4.2.1 and 4.3.1 outline exposure categories,classes,and concrete requirements by
exposure class. ACI 318 requirements for site concrete based upon the three different soil samples soluble
sulfate are summarized in Table 8.3 below.
TABLE 8.3
WATER SOLUBLE SULFATE EXPOSURE REQUIREMENTS
Water-Soluble Minimum Cementitious
Exposure Exposure Maximum Concrete
Sulfate(SO4)in Materials
Soil, %by Weight Severity Class w/cm Ratio Compressive Type
Strength
0.0280 App ocable SO N/A 2,500 psi No Restriction
The water-soluble chloride concentrations detected in saturation extract from the soil sample was 109
mg/kg. This level of chloride concentration is not considered to be severely corrosive. It is recommended
that a qualified corrosion engineer be consulted regarding protection of buried steel or ductile iron
piping and conduit or, at a minimum, applicable manufacturer's recommendations for corrosion
protection of buried metal pipe be closely followed.
8.4 Percolation Testing
I
Three (3)percolation tests (P-1 through P-3)were performed within assumed infiltration areas and were
conducted in accordance with the Riverside County Design Handbook for Low Impact Development
Best Management Practices. The approximate locations of the percolation tests are shown on the
attached Site Plan,Figure 2.
Three 8-inch diameter boreholes were advanced to the depths shown on the percolation test worksheets.
The holes were pre-saturated a minimum of 18 hours and maximum of 24 hours before percolation
testing commenced. Percolation rates were measured by filling the test holes with clean water and
measuring the water drops at a certain time interval. The percolation rate data are presented in tabular
format at the end of this Report. The difference in the percolation rates are reflected by the varied type
of soil materials at the bottom of the test holes. The test results are shown on the table below.
PERCOLATION TEST RESULTS
Test Depth Measured Infiltration Rate*
No. (feet) Percolation Rate (inch/hour) Soil Type
(min/inch)
P-1 8 42 0.23 Silty SAND (SM)
P-2 6 42 0.34 Silty SAND(SM)
P-3 7 36 0.30 Silty SAND (SM)
*Tested infiltration Rate=(4H 60 r)/(At(r+211.0)
Project No. 3-217-0354 -7 - .' SALEM
The soil infiltration or percolation rates are based on tests conducted with clear water. The
infiltration/percolation rates may vary with time as a result of soil clogging from water impurities. The
infiltration/percolation rates will deteriorate over time due to the soil conditions and an appropriate
factor of safety (FS) may be applied. The owner or civil engineer may elect to use a lower FS for the
design; however, more frequent maintenance will be expected. The soils may also become less
permeable to impermeable if the soil is compacted. Thus, periodic maintenance consisting of clearing
the bottom of the drainage system of clogged soils should be expected.
The infiltration/percolation rate may become slower if the surrounding soil is wet or saturated due to
prolonged rainfalls. Additional percolation tests may be conducted at bottom of the drainage system
during construction to verify the infiltration/percolation rate. Groundwater, if closer to the bottom of the
drainage system,will also reduce the infiltration/percolation rate.
The scope of our services did not include a groundwater study and was limited to the performance of
percolation testing and soil profile description, and the submitted data only. Our services did not include
those associated with septic system design. Neither did services include an Environmental Site
Assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater, or
atmosphere; or the presence of wetlands.
Any statements, or absence of statements, in this report or on any boring logs regarding odors, unusual or
suspicious items, or conditions observed, are strictly for descriptive purposes and are not intended to
convey engineering judgment regarding potential hazardous and/or toxic assessment. The geotechnical
engineering information presented herein is based upon professional interpretation utilizing standard
engineering practices. The work conducted through the course of this investigation, including the
} preparation of this report, has been performed in accordance with the generally accepted standards of
geotechnical engineering practice, which existed in the geographic area at the time the report was written.
No other warranty, express or implied,is made.
Please be advised that when performing percolation testing services in relatively small diameter borings,
that the testing may not fully model the actual fall scale long term performance of a given site. This is
particularly true where percolation test data is to be used in the design of large infiltration system such as
may be proposed for the site.
The measured percolation rate includes dispersion of the water at the sidewalls of the boring as well as
into the underlying soils. Subsurface conditions,including percolation rates, can change over time as fine-
grained soils migrate. It is not warranted that such information and interpretation cannot be superseded by
future geotechnical engineering developments. We emphasize that this report is valid for the project
outlined above and should not be used for any other sites.
9. CONCLUSIONS AND RECOMMENDATIONS
9.1 General
9.1.1 Based upon the data collected during this investigation, and from a geotechnical engineering
standpoint, it is our opinion that the site is suitable for the proposed construction of
improvements at the site as planned,provided the recommendations contained in this report are
incorporated into the project design and construction. Conclusions and recommendations
Project No. 3-217-0354 "8 ' SALEM
o nyrnpg,iny gouc i,5,.
provided in this report are based on our review of available literature, analysis of data obtained
from our field exploration and laboratory testing program, and our understanding of the
proposed development at this time.
9.1.2 The primary geotechnical constraints identified in our investigation is the presence of
potentially compressible and potentially liquefiable material at the site. Recommendations to
mitigate the effects of these soils are provided in this report.
9.1.3 Fill materials may be present on site between boring locations. Undocumented fill materials
are not suitable to support any future structures and should be excavated and replaced with
Engineered Fill. Prior to fill placement, SALEM should inspect the bottom of the excavation
to verify the bottom condition.
9.1.4 The site is currently compromised of an undeveloped land that is covered by native grasses
and trees on the northern boundary. Surface vegetation consisting of grasses and other similar
vegetation should be removed by stripping to a sufficient depth to remove organic-rich topsoil.
The upper 4 to 6 inches of the soils containing, vegetation, roots and other objectionable
organic matter encountered at the time of grading should be stripped and removed from the
surface. Deeper stripping may be required in localized areas. The stripped vegetation, will not
be suitable for use as Engineered Fill or within 5 feet of building pads or within pavement
areas. However, stripped topsoil may be stockpiled and reused in landscape or non-structural
areas or exported from the site.
9.1.5 Tree root systems in proposed improvement areas should be removed to a minimum depth of 3
feet and to such an extent which would permit removal of all roots greater than '/z inch in
diameter. Tree roots removed in parking areas may be limited to the upper 1'/z feet of the
ground surface. Backfill of tree root excavations is not permitted until all exposed surfaces
have been inspected and the Soils Engineer is present for the proper control of backfill
placement and compaction. Burning in areas which are to receive fill materials shall not be
permitted.
9.1.6 Asphalt paved areas were located on the southern portion of the site. Two billboard signs
were observed on the northern boundary of the site. A retaining wall was located on the
southern corner of the site. Stockpiles of soil were observed around the retaining wall area.
Site demolition activities shall include removal of all surface obstructions not intended to be
incorporated into final site design. In addition, underground buried structures and/or utility
lines encountered during demolition and construction should be properly removed and the
resulting excavations backfilled with Engineered Fill. It is suspected that possible demolition
activities of the existing structures may disturb the upper soils. After demolition activities, it is
recommended that disturbed soils be removed and/or recompacted.
9.1.7 In order to reduce differential settlement due to cut/fill transition zones, additional cut is
required for cut/fill transition zones greater than 5 feet. All structures that are in cut/fill
transition zones greater than 5 feet should be cut one-half the thickness of the fill placed on the
"fill"portion to a maximum depth of 5 feet
Project No. 3-217-0354 -9 - 6' SALEM
�A , I— I
9.4.8 Loose sandy soils were encountered within the soil borings at the project site. A seismic
hazard, which could cause damage to the proposed development during seismic shaking, is
the post-liquefaction settlement of liquefied sands. Liquefaction potential at the site was
evaluated using the "LigIT" computer program. Based on our evaluation, the potential for
liquefaction at the site is moderate. Mitigation measures are recommended to minimize
structural damage due to the liquefaction. The potential for structural damage at the site can
be minimized by using geogrid (see Section 9.6), a structural slab system (see Section 9.7),
stone columns,or supporting the building on a deep foundation system.
9.1.9 Geogrid is a commonly and economically method to reduce structural damage due to
liquefaction. This method has been accepted by cities and counties throughout California,
and implemented into design and construction of many retail buildings. However, this
method may not be accepted by some local jurisdictions. We have no control for the
acceptance of this method for this project. To use the geogrid method, it's recommended the
proposed buildings be designed and the structural drawings be prepared after this report is
approved by the City of Lake Elsinore.
9.1.10 Recommendations for the geogrid system(option 1) are provided herein. As an alternative to
the use of geogrid, the proposed structure may be supported by a structural slab system. A
structural slab system will help reduce structural damage caused by liquefaction.
Recommendations for a structural slab system (option 2) are provided in the Foundation's
section of this report.
9.1.11 In lieu of the geogrid reinforcement method or the structural slab system, the buildings may
be supported on deep foundations or by utilizing stone columns. Recommendations for a
deep foundation system or the stone column method may be provided to the client by Salem
Engineering Group, Inc. upon request.
9.1.12 SALEM shall review the project grading and foundation plans prior to final design submittal to
assess whether our recommendations have been properly implemented and evaluate if
additional analysis and/or recommendations are required. If SALEM is not provided plans and
specifications for review,we cannot assume any responsibility for the future performance of the
project.
9.1.13 SALEM shall be present at the site during site demolition and preparation to observe site
clearing/demolition, preparation of exposed surfaces after clearing, and placement, treatment
and compaction of fill material.
9.1.14 SALEM's observations should be supplemented with periodic compaction tests to establish
substantial conformance with these recommendations. Moisture content of footings and slab
subgrade should be tested immediately prior to concrete placement. SALEM should observe
foundation excavations prior to placement of reinforcing steel or concrete to assess whether the
actual bearing conditions are compatible with the conditions anticipated during the preparation
of this report.
Project No. 3-217-0354 - 10 - 6' SALEM
g 910ttu
9.2 Seismic Design Criteria
9.2.1 For seismic design of the structures, and in accordance with the seismic provisions of the 2016
CBC, our recommended parameters are shown below. These parameters are based on
Probabilistic Ground Motion of 2%Probability of Exceedance in 50 years. The Site Class was
determined based on the results of our field exploration.
TABLE 9.2.1
2016 CBC SEISMIC DESIGN PARAMETERS
Seismic Item Symbol Value 2016 CBC Reference
Site Coordinates(Datum=NAD 83) 33.6890 Lat
-117.3366 Lon
Site Class -- D ASCE 7 Table 20.3
Soil Profile Name -- Stiff Soil ASCE 7 Table 20.3
Risk Category -- II CBC Table 1604.5
Site Coefficient for PGA FpGA 1.000 ASCE 7 Table 11.8-1
Peak Ground Acceleration
(adjusted for Site Class effects) PGAM 0.888 ASCE 7 Equation 11.8-1
Seismic Design Category SDC E ASCE 7 Table 11.6-1 &2
Mapped Spectral Acceleration
Ss 2.273 g CBC Figure 1613.3.1(1-6)
(Short period-0.2 sec)
Mapped Spectral Acceleration Si 0.906 g CBC Figure 1613.3.1(1-6)
1.0 sec. eriod
Site Class Modified Site Coefficient Fa 1.000 CBC Table 1613.3.3(l)
Site Class Modified Site Coefficient F 1.500 CBC Table 1613.3.3(2)
MCE Spectral Response Acceleration
SMs 2.273 g CBC Equation 16-37
Short period-0.2 sec SMs=Fa Ss
MCE Spectral Response Acceleration
SMi 1.359 g CBC Equation 16-38
1.0 sec.period) SM, =F Si
Design Spectral Response Acceleration
SDs 1.516 g CBC Equation 16-39
SDs=Z/3SMs short period-0.2 sec)
Design Spectral Response Acceleration
SD, 0.906 g CBC Equation 16-40
SD,=z/3SMi 0.0 sec. period)
9.2.2 Conformance to the criteria in the above table for seismic design does not constitute any kind of
guarantee or assurance that significant structural damage or ground failure will not occur if a
large earthquake occurs. The primary goal of seismic design is to protect life, not to avoid all
damage, since such design may be economically prohibitive.
Project No. 3-217-0354 - 11 - SALEM
endin�grny U'OQP inc
9.3 Soil and Excavation Characteristics
9.3.1 Based on the soil conditions encountered in our soil borings, the onsite soils can be excavated
with moderate effort using conventional heavy-duty excavation equipment.
9.3.2 It is the responsibility of the contractor to ensure that all excavations and trenches are properly
shored and maintained in accordance with applicable Occupational Safety and Health
Administration (OSHA) rules and regulations to maintain safety and maintain the stability of
adjacent existing improvements.
9.3.3 The upper soils are moisture-sensitive and moderately collapsible under saturated conditions.
These soils, in their present condition, possess moderate risk to construction in terms of
possible post-construction movement of the foundations and floor systems if no mitigation
measures are employed. Accordingly, measures are considered necessary to reduce anticipated
expansion and collapse potential. As recommended in Section 9.5, the upper soils should be
overexcavated and recompacted. Mitigation measures will not eliminate post-construction soil
movement,but will reduce the soil movement. Success of the mitigation measures will depend
on the thoroughness of the contractor in dealing with the soil conditions.
9.3.4 The near surface soils identified as part of our investigation are, generally, moist due to the
absorption characteristics of the soil. Earthwork operations may encounter very moist
unstable soils which may require removal to a stable bottom. Exposed native soils exposed
as part of site grading operations shall not be allowed to dry out and should be kept
continuously moist prior to placement of subsequent fill.
9.4 Materials for Fill
9.4.1 Excavated soils generated from cut operations at the site are suitable for use as general
Engineered Fill in structural areas, provided they do not contain deleterious matter, organic
material,or rock material larger than 3 inches in maximum dimension.
9.4.2 Import soil shall be well-graded, slightly cohesive silty fine sand or sandy silt, with relatively
impervious characteristics when compacted. A clean sand or very sandy soil is not acceptable
for this purpose. This material should be approved by the Engineer prior to use and should
typically possess the soil characteristics summarized below in Table 9.4.2.
TABLE 9.4.2
IMPORT FILL REQUIREMENTS
Minimum Percent Passing No. 200 Sieve 20
Maximum Percent Passing No. 200 Sieve 50
Minimum Percent Passing No. 4 Sieve 80
Maximum Particle Size 3"
Maximum Plasticity Index 12
Maximum CBC Expansion Index 20
Project No. 3-217-0354 - 12 - 0' SALEM
9.4.3 The preferred materials specified for Engineered Fill are suitable for most applications with
the exception of exposure to erosion. Project site winterization and protection of exposed
soils during the construction phase should be the sole responsibility of the Contractor, since
they have complete control of the project site.
9.4.4 Environmental characteristics and corrosion potential of import soil materials should also be
considered.
9.4.5 Proposed import materials should be sampled, tested, and approved by SALEM prior to its
transportation to the site.
9.5 Grading
9.5.1 A representative of our firm should be present during all site clearing and grading operations to
test and observe earthwork construction. This testing and observation is an integral part of our
service as acceptance of earthwork construction is dependent upon compaction of the material
and the stability of the material. The Geotechnical Engineer may reject any material that does
not meet compaction and stability requirements. Further recommendations of this report are
predicated upon the assumption that earthwork construction will conform to recommendations
set forth in this section as well as other portions of this report.
9.5.2 A preconstruction conference should be held at the site prior to the beginning of grading
operations with the owner, contractor, civil engineer and geotechnical engineer in attendance.
9.5.3 Site preparation should begin with removal of existing surface/subsurface structures,
underground utilities (as required), any existing uncertified fill, and debris. Excavations or
depressions resulting from site clearing operations, or other existing excavations or depressions,
should be restored with Engineered Fill in accordance with the recommendations of this report.
9.5.4 The site is currently compromised of an undeveloped land that is covered by native grasses
and trees on the northern boundary. Surface vegetation consisting of grasses and other similar
vegetation should be removed by stripping to a sufficient depth to remove organic-rich topsoil.
The upper 4 to 6 inches of the soils containing, vegetation, roots and other objectionable
organic matter encountered at the time of grading should be stripped and removed from the
surface. Deeper stripping may be required in localized areas. The stripped vegetation, will not
be suitable for use as Engineered Fill or within 5 feet of building pads or within pavement
areas. However, stripped topsoil may be stockpiled and reused in landscape or non-structural
areas or exported from the site.
9.5.5 Tree root systems in proposed improvement areas should be removed to a minimum depth of 3
feet and to such an extent which would permit removal of all roots greater than % inch in
diameter. Tree roots removed in parking areas may be limited to the upper 1'/2 feet of the
ground surface. Backfill of tree root excavations is not permitted until all exposed surfaces
have been inspected and the Soils Engineer is present for the proper control of backfrll
placement and compaction. Burning in areas which are to receive fill materials shall not be
permitted.
Project No. 3-217-0354 - 13 - i0i SALEM
englnaa�iny Orovo Inc.
9.5.6 In order to reduce differential settlement due to cut/fill transition zones, additional cut is
required for cut/fill transition zones greater than 5 feet. All structures that are in cut/fill
transition zones greater than 5 feet should be cut one-half the thickness of the fill placed on the
"fill"portion to a maximum depth of 5 feet.
9.5.7 Any fill materials encountered during grading should be removed and replaced with
engineered fill. The actual depth of the overexcavation and recompaction should be
determined by our field representative during construction.
9.5.8 Within pavement areas, it is recommended that overexcavation and recompaction be performed
to a minimum depth of 18 inches below existing grade or proposed grade, whichever is
deeper. Deeper overexcavation may be required in some local areas to removal all the
unsuitable materials.
9.5.9 Prior to placement of fill soils, the upper 10 to 12 inches of native subgrade soils should be
scarified, moisture-conditioned to no less than the optimum moisture content and recompacted
to a minimum of 95 percent (90 percent for cohesive soils) of the maximum dry density based
on ASTM D1557 Test Method.
9.5.10 All Engineered Fill (including scarified ground surfaces and backfill) should be placed in thin
lifts to allow for adequate bonding and compaction(typically 6 to 8 inches in loose thickness).
9.5.11 All Engineered Fill soils should be moisture conditioned to near optimum moisture content and
compacted to at least 95%(90%for cohesive soils)relative compaction.
1
9.5.12 Final pavement subgrade should be finished to a smooth, unyielding surface. We further
recommend proof-rolling the subgrade with a loaded water truck (or similar equipment with
high contact pressure)to verify the stability of the subgrade prior to placing aggregate base.
9.5.13 An integral part of satisfactory fill placement is the stability of the placed lift of soil. If placed
materials exhibit excessive instability as determined by a SALEM field representative, the lift
will be considered unacceptable and shall be remedied prior to placement of additional fill
material.Additional lifts should not be placed if the previous lift did not meet the required dry
density or if soil conditions are not stable.
9.5.14 The most effective site preparation alternatives will depend on site conditions prior to grading.
We should evaluate site conditions and provide supplemental recommendations immediately
prior to grading,if necessary.
9.5.15 We do not anticipate groundwater or seepage to adversely affect construction if conducted
during the drier moths of the year (typically summer and fall). However, groundwater and soil
moisture conditions could be significantly different during the wet season (typically winter and
spring) as surface soil becomes wet; perched groundwater conditions may develop. Grading
during this time period will likely encounter wet materials resulting in possible excavation and
fill placement difficulties. Project site winterization consisting of placement of aggregate base
and protecting exposed soils during construction should be performed. If the construction
Project No. 3-217-0354 - 14 - 10' SALEM
schedule requires grading operations during the wet season, we can provide additional
recommendations as conditions warrant.
9.5.16 The wet soils may become non conducive to site grading as the upper soils yield under the
weight of the construction equipment. Therefore, mitigation measures should be performed
for stabilization. Typical remedial measures include: discing and aerating the soil during dry
weather; mixing the soil with dryer materials; removing and replacing the soil with an
approved fill material or placement of crushed rocks or aggregate base material; or mixing
the soil with an approved lime or cement product.
The most common remedial measure of stabilizing the bottom of the excavation due to wet
soil condition is to reduce the moisture of the soil to near the optimum moisture content by
having the subgrade soils scarified and aerated or mixed with drier soils prior to compacting.
However, the drying process may require an extended period of time and delay the
construction operation. To expedite the stabilizing process, crushed rock may be utilized for
stabilization provided this method is approved by the owner for the cost purpose. If the use
of crushed rock is considered, it is recommended that the upper soft and wet soils be replaced
by 6 to 24 inches of 3/4-inch to 1-inch crushed rocks. The thickness of the rock layer depends
on the severity of the soil instability. The recommended 6 to 24 inches of crushed rock
material will provide a stable platform.
It is further recommended that lighter compaction equipment be utilized for compacting the
crushed rock. A layer of geofabric is recommended to be placed on top of the compacted
crushed rock to minimize migration of soil particles into the voids of the crushed rock,
resulting in soil movement. Although it is not required, the use of geogrid (e.g. Tensar BX
1100 or TX 140) below the crushed rock will enhance stability and reduce the required
thickness of crushed rock necessary for stabilization.
Our firm should be consulted prior to implementing remedial measures to provide appropriate
recommendations.
9.6 Option 1-Shallow Foundations with Geogrid
9.6.1 The site is suitable for use of conventional shallow foundations consisting of continuous strip
footings in combination with isolated spread footings bearing on gcogrid reinforced Engineered
Fill.
9.6.2 Subsurface soils within the site are prone to liquefaction under high ground shaking
acceleration during an earthquake. Our preliminary calculations indicated that the building
areas, and at least 5 feet beyond, should be over-excavated to a depth of 4 feet below existing
Qrade or 4 feet below proposed footings, whichever is greater, and the resulting excavation
should be backfilled with a layered system of Engineered Fill and geogrid reinforcing fabric.
Any undocumented and uncompacted fills encountered during grading should be removed
and replaced with engineered fill. The depth of the over-excavation should be measured from
existing ground or rough pad grade, whichever is greater. A preliminary design procedure is
provided below. Final design will be provided by the geogrid manufacturer along with our
Project No. 3-217-0354 - 15 - 6' S.A.LEM
office. Global seismic induced settlement of the site is still anticipated when liquefaction
occurs.
Prior to placing the geogrid, the bottom of the subgrade should be scarified to a depth of 10 to
12 inches,moisture conditioned to near optimum moisture, and recompacted to a minimum of
95 percent (90 percent for cohesive soils) relative compaction based on ASTM D 1557
(Latest Edition).
The first layer of geogrid reinforcement will be placed directly on the prepared subgrade at a
depth of 4 feet below existing grade or 4 feet below proposed footings, whichever is deeper.
The geogrid material should be overlapped a minimum of 3 feet in all directions. The
interlock between the geogrid and Engineered Fill will provide load transfer. No vehicles
may traverse the geogrid prior to placement of the Engineered Fill cover.
The next layer of geogrid should be placed on top of the compacted Engineered Fill. This and
subsequent layers need only be overlapped a minimum of 1 foot on all sides. The fill soils
excavated from the area beneath the structure may be moisture conditioned and recompacted
between geogrid layers as reinforced fill. The reinforced fill should be moisture conditioned
to near optimum moisture content and recompacted to a minimum of 95 percent (90 percent
for cohesive soils) of the maximum dry density based on ASTM D 1557 Test Method.
A total of two 2 geogrid layers, including the layer at the base of the excavation should be
installed at vertical increments of 1 foot. The geogrid layers should extend to a minimum of
5 feet beyond the exterior footing perimeter of the structure. The geogrid reinforcement
1 fabric should consist of Tensar®TX7 GgDZrid. Any additional unstable soils within building
areas should be excavated and backfilled with Engineered Fill.
It is recommended that the entire site be excavated at once, and soils be stockpiled on
adjacent or nearby properties. The geogrid and excavated soil may then be placed and
recompacted as recommended herein.
Alternatively, the contractor may elect to excavate the site in two stages, where excavated soil
can be stockpiled over one-half of the site while the other half is mitigated. However, if the
contractor elects the option of two stages over the preferred option of using one stage, a
minimum of 5 feet of geogrid from the first half should overlap the second half. Furthermore,
the overlapping geogrid should be protected from damages, which may be caused by
operating equipment. It is further recommended that flexible utility connections be used for
the project.
9.6.3 It is recommended that continuous bearing wall footings to be utilized for the building have a
minimum width of 15 inches, and a minimum embedment depth of 18 inches below lowest
adjacent pad grade. Isolated column footings should have a minimum width of 24 inches, and a
minimum embedment depth of 18 inches below lowest adjacent pad grade.
9.6.4 Footing concrete should be placed into neat excavation. The footing bottoms shall be
maintained free of loose and disturbed soil.
Project No. 3-217-0354 - 16 - 6' SALEM
,J,,:.,,:- 111) � 1,I t, I ,c
9.6.5 Footings proportioned as recommended above may be designed for the maximum allowable
soil bearing pressures shown in the table below.
Loading Condition Allowable Bearing
Dead Load Only 2,000 psf
Dead-Plus-Live Load 2,500 psf
Total Load,Including Wind or Seismic Loads 3,325 psf
9.6.6 For design purposes, total static settlement not exceeding 1 inch may be assumed for shallow
foundations. Differential static settlement should not exceed '/2 inch over 20 feet,producing an
angular distortion of 0.002. Most of the settlement is expected to occur during construction as
the loads are applied. However, additional post-construction settlement may occur if the
foundation soils are flooded or saturated. The footing excavations should not be allowed to dry
out any time prior to pouring concrete. The total settlement due to severe seismic loads is
expected to be on the order of 2.03 inches. With the geogrid reinforcement, the seismic
induced differential settlement is expected to be reduced to approximately '/2 inch over 20
feet.
9.6.7 Resistance to lateral footing displacement can be computed using an allowable coefficient of
friction factor of 0.36 acting between the base of foundations and the supporting native
subgrade.
9.6.8 Lateral resistance for footings can alternatively be developed using an equivalent fluid passive
pressure of 350 pounds per cubic foot acting against the appropriate vertical native footing
faces. The frictional and passive resistance of the soil may be combined without reduction in
determining the total lateral resistance. An increase of one-third is permitted when using the
alternate load combination in Section 1605.3.2 of the 2015 IBC/2016 CBC that includes wind
or earthquake loads.
9.6.9 Minimum reinforcement for continuous footings should consist of four No. 4 steel reinforcing
bars; two placed near the top of the footing and two near the bottom. Reinforcement for spread
footings should be designed by the project structural engineer.
9.6.10 Underground utilities running parallel to footings should not be constructed in the zone of
influence of footings.The zone of influence may be taken to be the area beneath the footing and
within a 1:1 plane extending out and down from the bottom edge of the footing.
9.6.11 The foundation subgrade should be sprinkled as necessary to maintain a moist condition without
significant shrinkage cracks as would be expected in any concrete placement. Prior to placing
rebar reinforcement,foundation excavations should be evaluated by a representative of SALEM
for appropriate support characteristics and moisture content. Moisture conditioning may be
required for the materials exposed at footing bottom, particularly if foundation excavations are
left open for an extended period.
Project No. 3-217-0354 - 17 - SALEM
"y ¢u „3 groon
9.7 Option 2—Structural Slabs
9.7.1 As an alternative to the geogrid method, the building may be supported on a reinforced
structural slab foundation system (e.g. mat foundation, modified mat foundation, post-
tensioned slab or stiffened footings with rigid grade beams) to resist damage due to seismic-
induced differential settlement.
9.7.2 The foundation can be designed utilizing allowable bearing pressure of 1,500 pounds per
square foot for dead-plus-live loads. This value may be increased by 1/3 for short duration
loads such as wind or seismic. The thickness and reinforcement of the structural slab should
be determined by the Structural Engineer.
9.7.3 The structural slab should have a minimum depth of 12 inches below the lowest adjacent
exterior grade. The structural slab should be supported by at least 3 feet of Engineered Fill.
Any undocumented and uncompacted fills encountered during grading should be removed
and replaced with engineered fill.
9.7.4 The total settlement due to foundation loads (static) is not expected to exceed 1 inch.
Differential settlement due to static loads should be less than '/2 inch over 20 feet. Most of
the settlement is expected to occur during construction as the loads are applied. However,
additional post-construction settlement may occur if the foundation soils are flooded or
saturated.
9.7.5 The seismic-induced total and differential settlements are expected to be on the order of 2.03
! inches and 1 inch over 20 feet, respectively. It is further recommended that flexible utility
connectors be used for this project.
9.7.6 Resistance to lateral footing displacement can be computed using an allowable friction factor
of 0.36 acting between the base of foundations and the supporting subgrade. Lateral
resistance for footings can alternatively be developed using an equivalent fluid passive
pressure of 350 pounds per cubic foot acting against the appropriate vertical slab faces. The
frictional and passive resistance of the soil may be combined without reduction in
determining the total lateral resistance.
9.8 Concrete Slabs-on-Grade
9.8.1 Slab thickness and reinforcement should be determined by the structural engineer based on the
anticipated loading.We recommend that non-structural slabs-on-grade be at least 4 inches thick
and underlain by six(6) inches of compacted granular aggregate subbase material compacted to
at least 95%relative compaction.
9.8.2 Granular aggregate subbase material shall conform to ASTM D-2940, Latest Edition (Table 1,
bases)with at least 95 percent passing a 1%2-inch sieve and not more than 8%passing a No. 200
sieve or its approved equivalents to prevent capillary moisture rise.
9.8.3 We recommend reinforcing slabs, at a minimum, with No. 3 reinforcing bars placed 18 inches
on center,each way.
Project No. 3-217-0354 - 18 - N' SALEM
ony,naun� goio ,nc
9.8.4 Slabs subject to structural loading may be designed utilizing a modulus of subgrade reaction K
of 160 pounds per square inch per inch. The K value was approximated based on inter-
relationship of soil classification and bearing values (Portland Cement Association, Rocky
Mountain Northwest).
9.8.5 The spacing of crack control joints should be designed by the project structural engineer. In
order to regulate cracking of the slabs, we recommend that full depth construction joints or
control joints be provided at a maximum spacing of 15 feet in each direction for 5-inch thick
slabs and 12 feet for 4-inch thick slabs.
9.8.6 Crack control joints should extend a minimum depth of one-fourth the slab thickness and
should be constructed using saw-cuts or other methods as soon as practical after concrete
placement. The exterior floors should be poured separately in order to act independently of the
walls and foundation system.
9.8.7 It is recommended that the utility trenches within the structures be compacted, as specified in
our report, to minimize the transmission of moisture through the utility trench backfrll. Special
attention to the immediate drainage and irrigation around the structures is recommended.
9.8.8 Moisture within the structures may be derived from water vapors,which were transformed from
the moisture within the soils. This moisture vapor penetration can affect floor coverings and
produce mold and mildew in the structures. To minimize moisture vapor intrusion, it is
recommended that a vapor retarder be installed in accordance with manufacturer's
recommendations and/or ASTM guidelines, whichever is more stringent. In addition,
ventilation of the structures is recommended to reduce the accumulation of interior moisture.
9.8.9 In areas where it is desired to reduce floor dampness where moisture-sensitive coverings are
anticipated, construction should have a suitable waterproof vapor retarder (a minimum of 15
mils thick polyethylene vapor retarder sheeting, Raven Industries "VaporBlock 15, Stego
Industries 15 mil "StegoWrap" or W.R. Meadows Sealtight 15 mil "Perminator") incorporated
into the floor slab design. The water vapor retarder should be decay resistant material
complying with ASTM E96 not exceeding 0.04 perms, ASTM E154 and ASTM E1745 Class
A. The vapor barrier should be placed between the concrete slab and the compacted granular
aggregate subbase material. The water vapor retarder (vapor barrier) should be installed in
accordance with ASTM Specification E 1643-94.
9.8.10 The concrete maybe placed directly on vapor retarder. The vapor retarder should be inspected
prior to concrete placement. Cut or punctured retarder should be repaired using vapor retarder
material lapped 6 inches beyond damaged areas and taped.
9.8.11 The recommendations of this report are intended to reduce the potential for cracking of slabs
due to soil movement. However,even with the incorporation of the recommendations presented
herein, foundations, stucco walls, and slabs-on-grade may exhibit some cracking due to soil
movement. This is common for project areas that contain expansive soils since designing to
eliminate potential soil movement is cost prohibitive. The occurrence of concrete shrinkage
cracks is independent of the supporting soil characteristics. Their occurrence may be reduced
and/or controlled by limiting the slump of the concrete,proper concrete placement and curing,
Project No. 3-217-0354 - 19 - , SALEM
and by the placement of crack control joints at periodic intervals, in particular,where re-entrant
slab corners occur.
9.8.12 Proper finishing and curing should be performed in accordance with the latest guidelines
provided by the American Concrete Institute,Portland Cement Association,and ASTM.
9.9 Lateral Earth Pressures and Frictional Resistance
9.9.1 Active, at-rest and passive unit lateral earth pressures against footings and walls are
summarized in the table below:
Lateral Pressure
Drained and Level Bacicfill Conditions Equivalent Fluid Pressure,pcf
Active Pressure 42
At-Rest Pressure 62
Passive Pressure 350
Related Parameters
Allowable Coefficient of Friction 0.36
In-Place Soil Density(lbs/ft3) 120
9.9.2 Active pressure applies to walls, which are free to rotate. At-rest pressure applies to walls,
which are restrained against rotation. The preceding lateral earth pressures assume sufficient
drainage behind retaining walls to prevent the build-up of hydrostatic pressure.
9.9.3 The top one-foot of adjacent subgrade should be deleted from the passive pressure computation.
9.9.4 A safety factor consistent with the design conditions should be included in their usage.
9.9.5 For stability against lateral sliding, which is resisted solely by the passive pressure, we
recommend a minimum safety factor of 1.5.
9.9.6 For stability against lateral sliding, which is resisted by the combined passive and frictional
resistance,a minimum safety factor of 2.0 is recommended.
9.9.7 For lateral stability against seismic loading conditions,we recommend a minimum safety factor
of 1.1.
Project No. 3-217-0354 -20 - 10' SALEM
, „ :1
For dynamic seismic lateral loading the following equation shall be used:
Dynamic Seismic Lateral Loading Equation
Dynamic Seismic Lateral Load=%yKhH2
Where: y=In-Place Soil Density
Kh=Horizontal Acceleration=z/3PGAM
H=Wall Height
9.10 Retaining Walls
9.10.1 Retaining and/or below grade walls should be drained with either perforated pipe encased in
free-draining gravel or a prefabricated drainage system. The gravel zone should have a
minimum width of 12 inches wide and should extend upward to within 12 inches of the top of
the wall. The upper 12 inches of backfill should consist of native soils, concrete, asphaltic-
concrete or other suitable backfill to minimize surface drainage into the wall drain system. The
gravel should conform to Class H permeable materials graded in accordance with the current
CalTrans Standard Specifications.
9.10.2 Prefabricated drainage systems, such as Miradrain®, Enkadrain®, or an equivalent substitute,
are acceptable alternatives in lieu of gravel provided they are installed in accordance with the
manufacturer's recommendations. If a prefabricated drainage system is proposed, our firm
should review the system for final acceptance prior to installation.
9.10.3 Drainage pipes should be placed with perforations down and should discharge in a non-erosive
manner away from foundations and other improvements. The top of the perforated pipe should
be placed at or below the bottom of the adjacent floor slab or pavements. The pipe should be
placed in the center line of the drainage blanket and should have a minimum diameter of 4
inches. Slots should be no wider than 1/8-inch in diameter, while perforations should be no
more than %a-inch in diameter.
9.10.4 If retaining walls are less than 5 feet in height, the perforated pipe may be omitted in lieu of
weep holes on 4 feet maximum spacing. The weep holes should consist of 2-inch minimum
diameter holes(concrete walls)or unmortared head joints (masonry walls)and placed no higher
than 18 inches above the lowest adjacent grade. Two 8-inch square overlapping patches of
geotextile fabric (conforming to the CalTrans Standard Specifications for "edge drains") should
be affixed to the rear wall opening of each weep hole to retard soil piping.
9.10.5 During grading and backfrlling operations adjacent to any walls, heavy equipment should not
be allowed to operate within a lateral distance of 5 feet from the wall, or within a lateral
distance equal to the wall height, whichever is greater, to avoid developing excessive lateral
pressures. Within this zone, only hand operated equipment ("whackers," vibratory plates, or
pneurnatic compactors)should be used to compact the backfill soils.
Project No. 3-217-0354 -21 - 6' SALEM
y nynz�r,n� grOvu nic
9.11 Temporary Excavations
9.11.1 We anticipate that the majority of the sandy site soils will be classified as Cal-OSHA"Type C"
soil when encountered in excavations during site development and construction. Excavation
sloping, benching, the use of trench shields, and the placement of trench spoils should conform
to the latest applicable Cal-OSHA standards. The contractor should have a Cal-OSHA-
approved "competent person" onsite during excavation to evaluate trench conditions and make
appropriate recommendations where necessary.
9.11.2 It is the contractor's responsibility to provide sufficient and safe excavation support as well as
protecting nearby utilities, structures, and other improvements which may be damaged by earth
movements. All onsite excavations must be conducted in such a manner that potential
surcharges from existing structures, construction equipment, and vehicle loads are resisted. The
surcharge area may be defined by a 1:1 projection down and away from the bottom of an
existing foundation or vehicle load.
9.11.3 Temporary excavations and slope faces should be protected from rainfall and erosion. Surface
runoff should be directed away from excavations and slopes.
9.11.4 Open, unbraced excavations in undisturbed soils should be made according to the slopes
presented in the following table:
RECOMMENDED EXCAVATION SLOPES
Depth of Excavation(ft) Slope(Horizontal : Vertical)
0-5 1:1
5-10 2:1
9.11.5 If, due to space limitation, excavations near property lines or existing structures are performed
in a vertical position, slot cuts, braced shorings or shields may be used for supporting vertical
excavations. Therefore, in order to comply with the local and state safety regulations, a
properly designed and installed shoring system would be required to accomplish planned
excavations and installation. A Specialty Shoring Contractor should be responsible for the
design and installation of such a shoring system during construction.
9.11.6 Braced shorings should be designed for a maximum pressure distribution of 30H, (where H is
the depth of the excavation in feet). The foregoing does not include excess hydrostatic pressure
or surcharge loading. Fifty percent of any surcharge load, such as construction equipment
weight, should be added to the lateral load given herein. Equipment traffic should concurrently
be limited to an area at least 3 feet from the shoring face or edge of the slope.
9.11.7 The excavation and shoring recommendations provided herein are based on soil characteristics
derived from the borings within the area. Variations in soil conditions will likely be
encountered during the excavations. SALEM Engineering Group, Inc. should be afforded the
opportunity to provide field review to evaluate the actual conditions and account for field
Project No. 3-217-0354 -22 - SALEM
„,,, ,, . ng 9fouo I.c
condition variations not otherwise anticipated in the preparation of this recommendation. Slope
height, slope inclination, or excavation depth should in no case exceed those specified in local,
state, or federal safety regulation, (e.g. OSHA) standards for excavations, 29 CFR part 1926, or
Assessor's regulations.
9.12 Underground Utilities
9.12.1 Underground utility trenches should be backfilled with properly compacted material. The
material excavated from the trenches should be adequate for use as backfill provided it does not
contain deleterious matter, vegetation or rock larger than 3 inches in maximum dimension.
Trench backfill should be placed in loose lifts not exceeding 8 inches and compacted to at least
95%(90% for cohesive soils)relative compaction at or above optimum moisture content.
9.12.2 Bedding and pipe zone backfill typically extends from the bottom of the trench excavations to
approximately 6 to 12 inches above the crown of the pipe. Pipe bedding and backfill material
should conform to the requirements of the governing utility agency.
9.12.3 It is suggested that underground utilities crossing beneath new or existing structures be plugged
at entry and exit locations to the buildings or structures to prevent water migration. Trench
plugs can consist of on-site clay soils, if available, or sand cement slurry. The trench plugs
should extend 2 feet beyond each side of individual perimeter foundations.
9.12.4 The contractor is responsible for removing all water-sensitive soils from the trench regardless
of the backfill location and compaction requirements. The contractor should use appropriate
equipment and methods to avoid damage to the utilities and/or structures during fill
placement and compaction.
9.13 Surface Drainage
9.13.1 Proper surface drainage is critical to the future performance of the project. Uncontrolled
infiltration of irrigation excess and storm runoff into the soils can adversely affect the
performance of the planned improvements. Saturation of a soil can cause it to lose internal
shear strength and increase its compressibility, resulting in a change to important engineering
properties.Proper drainage should be maintained at all times.
9.13.2 Site drainage should be collected and transferred away from improvements in non-erosive
drainage devices. Drainage should not be allowed to pond anywhere on the site, and especially
not against any foundations or retaining walls. Drainage should not be allowed to flow
uncontrolled over any descending slope. The proposed structures should be provided with roof
gutters.
9.13.3 Discharge from downspouts, roof drains and scuppers are not permitted onto unprotected soils
within five feet of the buildings perimeters. Planters which are located adjacent to foundations
should be sealed or properly drained to prevent moisture intrusion into the materials providing
foundation support. Landscape irrigation within 5 feet of the buildings perimeter footings
should be kept to a minimum to just support vegetative life.
1
Project No. 3-217-0354 -23 - 6' SALEM
9.13.4 The ground immediately adjacent to the foundation shall be sloped away from buildings at a
slope of not less than 5 percent for a minimum distance of 10 feet. Impervious surfaces
within 10 feet of building's foundations shall be sloped a minimum of 2 percent away from
buildings and drainage gradients maintained to carry all surface water to collection facilities
and off site. These grades should be maintained for the life of the project.
9.14 Pavement Design
9.14.1 Based on site soil conditions, an R-value of 30 was used for the preliminary flexible asphaltic
concrete pavement design. The R-value may be verified during grading of the pavement areas.
9.14.2 The pavement design recommendations provided herein are based on the State of California
Department of Transportation (CALTRANS) design manual. The asphaltic concrete (flexible
pavement) is based on a 20-year pavement life utilizing 1200 passenger vehicles, 10 single unit
trucks, and 2 multi-unit trucks. The following table shows the recommended pavement
sections for various traffic indices.
TABLE 9.14.2
ASPHALT CONCRETE PAVEMENT THICKNESSES
Traffic Index Asphaltic Class II Compacted
Concrete Aggregate Base* Subgrade**
5.0
Parkin and Vehicle Drive Areas 3.0" 5.0" 12.0"
6.0
(Heavy Truck Areas) 3.0" 8.5" 12.0"
**95%compaction based on ASTM D1557 Test Method
**95%(90%for cohesive soils)compaction based on ASTMDI557 Test Method
9.14.3 The following recommendations are for light-duty and heavy-duty Portland Cement Concrete
pavement sections.
TABLE 9.14.3
PORTLAND CEMENT CONCRETE PAVEMENT THICKNESSES
Portland Class II Aggregate Compacted
Traffic Index Cement
Concrete* Base** Subgrade***
5.0(Light Duty) 5.0" 4.0" 12.0" __JJ
6.0 (Heavy Duty) 6.5" 6.0" 12.0"
*Minimum Compressive Strength of 4,500 psi
**95%compaction based on ASTM D1557 Test Method
***95%(90%for cohesive soils)compaction based on ASTM D1557 Test Method
1
Project No. 3-217-0354 -24 - 10' SALEM
.�rJinCurnn yr6vu �n�
10. PLAN REVIEW,CONSTRUCTION OBSERVATION AND TESTING
10.1 Plan and Specification Review
10.1.1 SALEM should review the project plans and specifications prior to final design submittal to
assess whether our recommendations have been properly implemented and evaluate if
additional analysis and/or recommendations are required.
10.2 Construction Observation and Testing Services
10.2.1 The recommendations provided in this report are based on the assumption that we will continue
as Geotechnical Engineer of Record throughout the construction phase. It is important to
maintain continuity of geotechnical interpretation and confirm that field conditions encountered
are similar to those anticipated during design. If we are not retained for these services, we
cannot assume any responsibility for others interpretation of our recommendations, and
therefore the future performance of the project.
10.2.2 SALEM should be present at the site during site preparation to observe site clearing,
preparation of exposed surfaces after clearing, and placement, treatment and compaction of fill
material.
10.2.3 SALEM's observations should be supplemented with periodic compaction tests to establish
substantial conformance with these recommendations. Moisture content of footings and slab
subgrade should be tested immediately prior to concrete placement. SALEM should observe
foundation excavations prior to placement of reinforcing steel or concrete to assess whether the
actual bearing conditions are compatible with the conditions anticipated during the preparation
of this report.
it. LIMITATIONS AND CHANGED CONDITIONS
The analyses and recommendations submitted in this report are based upon the data obtained from the test
borings drilled at the approximate locations shown on the Site Plan,Figure 1. The report does not reflect
variations which may occur between borings. The nature and extent of such variations may not become
evident until construction is initiated.
If variations then appear, a re-evaluation of the recommendations of this report will be necessary after
performing on-site observations during the excavation period and noting the characteristics of such
variations. The findings and recommendations presented in this report are valid as of the present and for
the proposed construction. If site conditions change due to natural processes or human intervention on the
property or adjacent to the site, or changes occur in the nature or design of the project, or if there is a
substantial time lapse between the submission of this report and the start of the work at the site, the
conclusions and recommendations contained in our report will not be considered valid unless the changes
are reviewed by SALEM and the conclusions of our report are modified or verified in writing.
The validity of the recommendations contained in this report is also dependent upon an adequate testing
and observations program during the construction phase. Our firm assumes no responsibility for
Project No. 3-217-0354 -25 - �' SALEM
construction compliance with the design concepts or recommendations unless we have been retained to
perform the on-site testing and review during construction. SALEM has prepared this report for the
exclusive use of the owner and project design consultants.
SALEM does not practice in the field of corrosion engineering. It is recommended that a qualified
corrosion engineer be consulted regarding protection of buried steel or ductile iron piping and conduit or,
at a minimum, that manufacturer's recommendations for corrosion protection be closely followed.
Further, a corrosion engineer may be needed to incorporate the necessary precautions to avoid premature
corrosion of concrete slabs and foundations in direct contact with native soil.
The importation of soil and or aggregate materials to the site should be screened to determine the potential
for corrosion to concrete and buried metal piping. The report has been prepared in accordance with
generally accepted geotechnical engineering practices in the area. No other warranties, either express or
implied, are made as to the professional advice provided under the terms of our agreement and included in
this report.
If you have any questions, or if we may be of further assistance, please do not hesitate to contact our
office at(909) 980-6455.
Respectfully Submitted,
SALEM ENGINEERING GROUP,INC.
QRoFESS/p
Ibrahim Ibrahim, MS,PE C 86724 3 m
Geotechnical Staff Engineer
* V..3r31/19
RCE 86724 E
s� Cry11. �P
q�OFCALIF��
Clarence Jiang, GE R. Sammy Salem, MS,PE, GE
Senior Geotechnical Engineer SIO Principal Engineer RoFESS/
RGE 2477 Q�NCE l J <el RCE 52762/RGE 2549
Q No. 2477 0 M LW" GE 2549 A
c Exp.9130/07 i
C v * Exp.Dec.31,2018
CH�\�G�Q�►�� S cF0TfCHN�GP��P
�OF CAL1T" 9rFOFCAl-*
Project No. 3-217-0354 -26 - ' SALEM
cny,n..� ntl 4 ��o ins
'=• f ,.' ♦y'• ,j .f ,,, ,gyp a
-00
n O C 0 Z
O
r f . .
D f/7
� fDr
a < O A
mDZ >t..
3
0 CD
o LCn vc� D c `�` •rv ` :✓
y
cmn CD m ► 3• z
O
Z .. �v° z.' r N
CD m
m ° m �- �.. �! '�, ''" `•airy
CD
c
m
M O ' 73S I •, Jy
m A a
` < O
cn
cjo j O
m ID •�
< �
N
m fD
m M
_ � 4
0o
MI„twe.
m
Or-11,
m � a
-0n
o =
� c00
mFm �
Mi a
w D = Z �\
00 3 a Z IT
CD M tk
npoc ,� r
mw0ZD
a v c) Z
o tom
m <
O1 .m. H y
_S Co
Z
� zC) ,.
w o D O
C
c
z o r
t
r'-
• r
D � ti
o C
CD
o cn
0
D
O N.
x. r o _..
o v
m °�' o
7 Ncn
�J — - - •
a
n
O urn �,0(
c
n
SALEMSalem Engineering Group,Inc.
11650 Mission Park Dr.,#108
Rancho Cucamonga,CA 91730
engrneermg group inc (909)980-6455
LIQUEFACTION ANALYSIS REPORT
Project title:Proposed Honda Auto Dealership
Project subtitle:3-217-0354
Input parameters and analysis data
In-situ data type: Standard Penetration Test Depth to water table: 10.00 ft
Analysis type: Deterministic Earthquake magnitude MW: 7.90
Analysis method: NCEER 1998 Peak ground accelaration: 0.89 g
Fines correction method: Idriss&Seed User defined F.S.: 1.30
SPT data graph Shear stress ratio Factor of safety Settlements(in)
0.00 0.00- 0.00- 0.00-
2.00- X 2.00- 2.00- 2.001
4.00- 4.00- 4.00' 4.00
6.00- 6.00- 6.00- 6.00-
8.00 8.00- 8.00- 8.00-
1 0.00 10.00- 10.00- 10.00-
12.00- 12.00' 12.00- 12.00-
14.00- 14.00- 14.00- 14.00-
16.00- 16.00- 16.00 16.00-
18.00-
20.00-
7.2.00-
18.00- 18.00 18.00-
20.00- 20.00- 20.00-
v 22.00 22.00- 22.00-
E 24.00-
E 24.00- 24.00- 24.00-
w 26.00- n
28.00- 0 26.00- 26.00- 26.00-
30.00- 28.00 28.00 28.00-
32.00- 30.00 30.00 30.00-
34.00-
32.00 32.00 32.00-
36.00 34.00 34.00 34.00-
38.00 36.00 36.00 36.00-
40.00 38.00 38.00- 38.00-
42.00- 40.00 40.00- 40.00-
44.00- 42.00- 42.00- 42.00
46.00 44.00- 44.00- 44.00
48.00 46.00- 46.00- 46.00
50.00-, 48.00- 48.00- 48.00
0 10 20 30 40 50 50.001 50.00-, 50A0-
- Field SPT h N1(60) 0 0.5 1 1.5 2 0 1 2 3 4 5 0.03 0.53 1.03 1.53 2.03
N1(60)cs - CSR it CRR - F.S. - F.S.=1 - Total • Paint
Mw=7112,sigma'=1 atm base curve
0.6- -
Liquefaction
0.5- -
0,4- -
r
0.2- -
0.1- -
No Liquefaction
U- . . . . . . -
0 5 10 15 20 25 30 35 40
N 1(60)cs
LigIT v.4.7.7.1-Soil Liquefaction Assesment Software 1
This software is licensed to: Salem Engineering Group Inc.
Field input data
Point ID Depth Field NSPT Unit weight Fines content
(ft) (blows/feet) (pcf) (%)
1 2.00 6.00 120.00 29.00
2 5.00 7.00 120.00 20.00
3 10.00 5.00 120.00 54.00
4 15.00 14.00 120.00 40.00
5 20.00 19.00 120.00 8.00
6 25.00 25.00 120.00 66.00
7 30.00 17.00 120.00 71.00
8 35.00 20.00 120.00 57.00
9 40.00 16.00 120.00 75.00
10 45.00 50.00 120.00 36.00
11 50.00 50.00 120.00 36.00
Depth: Depth from free surface,at which SPT was performed(ft)
Field SPT: SPT blows measured at field(blows/feet)
Unit weight: Bulk unit weight of soil at test depth(pcf)
Fines content: Percentage of fines in soil(%)
::Cyclic Stress Ratio calculation(CSR fully adjusted and normalized)
Point ID Depth Sigma u Sigma' I'd CSR MSF CSReq,M=75 K,ig- CSR'
(ft) (tsf) (tsf) (tsf)
1 2.00 0.12 0.00 0.12 1.00 0.58 0.88 0.66 1.00 0.66
2 5.00 0.30 0.00 0.30 0.99 0.57 0.88 0.65 1.00 0.65
3 10.00 0.60 0.00 0.60 0.98 0.57 0.88 0.65 1.00 0.65
4 15.00 0.90 0.16 0.74 0.97 0.68 0.88 0.77 1.00 0.77
5 20.00 1.20 0.31 0.89 0.95 0.75 0.88 0.85 1.00 0.85
6 25.00 1.50 0.47 1.03 0.94 0.79 0.88 0.91 1.00 0.91
7 30.00 1.80 0.62 1.18 0.93 0.82 0.88 0.94 0.98 0.96
8 35.00 2.10 0.78 1.32 0.89 0.82 0.88 0.94 0.95 0.98
9 40.00 2.40 0.94 1.46 0.85 0.81 0.88 0.92 0.93 0.99
10 45.00 2.70 1.09 1.61 0.81 0.79 0.88 0.90 0.92 0.98
11 50.00 3.00 1.25 1.75 0.77 0.76 0.88 0.87 0.90 0.96
Depth Depth from free surface,at which SPT was performed(ft)
Sigma: Total overburden pressure at test point,during earthquake(tsf)
u: Water pressure at test point,during earthquake(tsf)
Sigma': Effective overburden pressure,during earthquake(tsf)
rd: Nonlinear shear mass factor
CSR: Cyclic Stress Ratio
MSF: Magnitude Scaling Factor
C Re%,-s CSR adjusted for M=7.5
Effective overburden stress factor
W CSR fully adjusted
::Cyclic Resistance Ratio calculation CRR7.s
Point ID Field SPT C Ce Cb Cr CS Ni(6o) DeltaN Ni(bo)cs CRR7 5
1 6.00 1.70 0.86 1.15 0.75 1.20 9.09 5.97 15.06 0.16
2 7.00 1.70 0.90 1.15 0.80 1.20 11.86 4.56 16.41 0.18
3 5.00 1.32 0.97 1.15 0.85 1.20 7.52 6.50 14.02 0.15
4 14.00 1.18 1.04 1.15 0.95 1.20 22.64 9.53 32.17 2.00
5 19.00 1.08 1.11 1.15 0.95 1.20 30.00 0.68 30.67 2.00
6 25.00 1.01 1.18 1.15 0.95 1.20 38.90 12.78 51.68 2.00
7 17.00 0.94 1.25 1.15 1.00 1.20 27.62 10.52 38.14 2.00
8 20.00 0.89 1.32 1.15 1.00 1.20 32.37 11.47 43.84 2.00
9 16.00 0.84 1.33 1.15 1.00 1.20 24.87 9.97 34.84 2.00
-� 10 50.00 0.81 1.33 1.15 1.00 1.20 74.16 19.83 93.99 2.00
11 50.00 0.77 1.33 1.15 1.00 1.20 71.04 19.21 90.25 2.00
LigIT v.4.7.7.1-Soil Liquefaction Assesment Software 2
This software is licensed to: Salem Engineering Group Inc.
::Cyclic Resistance Ratio calculation CRR7.s::
Point ID Field SPT Cr Ce Cb Cr Cs N1(60) DeltaN N1(60)cs CRR7.5
C°: Overburden corretion factor
Ce: Energy correction factor
Cb: Borehole diameter correction factor
Cr: Rod length correction factor
Cs: Liner correction factor
N1(60): Corrected NsPr
DeltaN: Addition to corrected Nspr value due to the presence of fines
N1(60)�: Corected N1(60)value for fines
CRR7,$): Cyclic resistance ratio for M=7.5
::Settlements calculation for saturated sands
Point ID N1(60) Ni FSL ev Settle.
(%) (in)
1 15.06 12.55 0.19 3.05 0.00
2 16.41 13.68 0.21 2.86 0.00
3 14.02 11.69 0.18 3.20 1.92
4 32.17 26.81 1.99 0.00 0.00
5 30.67 25.56 1.81 0.02 0.01
6 51.68 43.07 1.70 0.02 0.01
7 38.14 31.78 1.60 0.03 0.02
8 43.84 36.53 1.57 0.03 0.02
9 34.84 29.04 1.56 0.04 0.02
10 93.99 78.32 1.57 0.03 0.02
11 90.25 75.21 1.59 0.03 0.01
Total settlement: 2.03
N1'(60): Stress normalized and corrected SPT blow count
N1: Japanese equivalent corrected value
FSL: Calculated factor of safety
ev: Post-liquefaction volumentric strain(%)
Settle.: Calculated settlement(in)
::Liquefaction potential according to Iwasaki
Point ID F w, IL
1 0.81 9.70 4.78
2 0.79 9.24 6.67
3 0.82 8.48 10.56
4 0.00 7.71 0.00
5 0.00 6.95 0.00
6 0.00 6.19 0.00
7 0.00 5.43 0.00
8 0.00 4.67 0.00
9 0.00 3.90 0.00
10 0.00 3.14 0.00
11 0.00 2.38 0.00
Overall potential Ic: 22.01
IL=0.00-No liquefaction
IL between 0.00 and 5-Liquefaction not probable
IL between 5 and 15-Liquefaction probable
IL> 15-Liquefaction certain
LigIT v.4.7.7.1-Soil Liquefaction Assesment Software 3
APPENDIX A
FIELD EXPLORATION
Fieldwork for our investigation (drilling) was conducted on April 12, 2017 and included a site visit,
subsurface exploration, and soil sampling. Percolation testing was performed on April 13, 2017. The
locations of the exploratory borings and percolation tests and are shown on the Site Plan,Figure 2. Boring
logs for our exploration are presented in figures following the text in this appendix. Borings were located
in the field using existing reference points.Therefore, actual boring locations may deviate slightly.
In general, our borings were performed using a truck-mounted Mobile B-61 drill rig equipped with an fl-
inch solid flight auger. Sampling in the borings was accomplished using a hydraulic 140-pound hammer
with a 30-inch drop. Samples were obtained with a 3-inch outside-diameter(OD), split spoon (California
Modified) sampler, and a 2-inch OD, Standard Penetration Test (SPT) sampler. The number of blows
required to drive the sampler the last 12 inches (or fraction thereof) of the 18-inch sampling interval were
recorded on the boring logs. The blow counts shown on the boring logs should not be interpreted as
standard SPT "N" values; corrections have not been applied. Upon completion, the borings were
backfilled with drill cuttings.
Subsurface conditions encountered in the exploratory borings were visually examined, classified and
logged in general accordance with the American Society for Testing and Materials (ASTM) Practice for
! Description and Identification of Soils (Visual-Manual Procedure D2488). This system uses the Unified
Soil Classification System (USCS) for soil designations. The logs depict soil and geologic conditions
encountered and depths at which samples were obtained. The logs also include our interpretation of the
conditions between sampling intervals. Therefore,the logs contain both observed and interpreted data. We
determined the lines designating the interface between soil materials on the logs using visual observations,
drill rig penetration rates, excavation characteristics and other factors. The transition between materials
may be abrupt or gradual. Where applicable, the field logs were revised based on subsequent laboratory
testing.
Project No. 3-217-0354 A-1 SALEM
cngomee"ng giovp .nc
Unified Soil Classification System
Major Divisions Letter Symbol Description
GW
Well-graded gravels and gravel-sand mixtures,
Sz o Clean °a 4;e little or no fines.
c ° b > Gravels Poorly-graded gravels and gravel-sand mixtures,
o ° GP 16- little or no fines.
rJ..•••
o
o Z Gravels GM Silty gravels, gravel-sand-silt mixtures.
Gc With Fines GC Clayey gravels, gravel-sand-clay mixtures.
> Well sands and gravelly sands, little or no
Clean Sands fines.
c N ¢ o = Poorly-graded sands and gravelly sands, little or no
U c Z SP fines.
SM Silty sands, sand-silt mixtures
Sands With
��. Fines SC Clayey sands, sandy-clay mixtures.
ML Inorganic silts, very fine sands, rock flour, silty or
o clayey fine sands.
U Silts and Clays
norganic clays of low to medium plasticity, grave y
Liquid Limit less than CL
1
4 > 50% clays, sandy clays, silty clays, lean clays.
v� OL , , i Organic clays of medium to high plasticity.
o
a" N MH Inorganic silts, micaceous or diatomaceous fines
sands or silts, elastic silts.
Z Silts and Clays
�+ Liquid Limit greater than CH Inorganic clays of high plasticity, fat clays.
a�
0
it °
OH Organic clays of medium to high plasticity.
Highly Organic Soils PT — Peat, muck, and other highly organic soils.
Consistency Classification
Granular Soils Cohesive Soils
Description - Blows Per Foot(Corrected) Description - Blows Per Foot(Corrected)
MCS SPT MCS SPT
Very loose <5 <4 Very soft <3 <2
Loose 5- 15 4-10 Soft 3 -5 2-4
Medium dense 16-40 11 -30 Firm 6- 10 5-8
Dense 41 -65 31 -50 Stiff 11 -20 9- 15
Very dense >65 >50 Very Stiff 21 -40 16-30
Hard >40 >30
MCS = Modified California Sampler SPT= Standard Penetration Test Sampler
Boring No. B-1
Project: Proposed Honda Auto Dealership Project No: 3-217-0354
Client: Dillon & Murphy Engineering Figure No.: A-1
Location: Collier Avenue and 3rd Street, Lake Elsinore, California Logged By: SK
Grnd. Surf. Elev. (Ft. MSL) N/A Depth to Water> Initial: 17 feet
At Completion: 17 feet
SUBSURFACE PROFILE SAMPLE
m
-- w o c >
N ' Penetration Test 6
i O
L o Description m e v _J
a E ;;n Q- W 3 `m
M O O m o 20 40 60 80
2V U) a m 3:
0 Ground Surface
Silty SAND (SM)
Loose; moist; brown;fine-medium grained;
with trace clay; with trace gravel. 106.5 8.6 MCS 11
5 Grades as above; slightly moist; fine-coarse 115.9 4.9 MCS 14
grained; no clay.
Silty SAND/Sandy SILT (SM/ML)
Loose; very moist; brown; fine-medium
grained; with trace clay.
10- - 13.3 SPT 6
Silty SAND (SM)
Loose; wet; brown; fine-medium grained; with
trace clay.
15- - 18.8 SPT 4
Silty SAND/SAND (SM/SP)
Medium dense; saturated; mottled brown;
20- medium-coarse grained. - 16.4 SPT 16
Clayey SILT (ML)
Very stiff; saturated; light brown;fine grained. y
25 - 16.3 SPT 25
Drill Method: Hollow Stem Auger Drill Date: 4/12/2017
Drill Rig: Mobile B-61 Borehole Size: 8 inches w
Driller: GP Drilling Hammer Type: Automatic Trip
Sheet: 1 of 2 Weight& Drop: 140 lbs./30 in.
Boring No. B-1
Project: Proposed Honda Auto Dealership Project No: 3-217-0354
Client: Dillon & Murphy Engineering Figure No.: A-1
Location: Collier Avenue and 3rd Street, Lake Elsinore, California Logged By: SK
Grnd. Surf. Elev. (Ft. MSL) N/A Initial: 17 feet
Depth to Water> At Completion: 17 feet
SUBSURFACE PROFILE SAMPLE
d
o >
w N m c Penetration Test d
o Description -J
o cn o CL 2 v N a (a 20 40 60 80
I
30 Grades as above. - 17.6 SPT 17 •
- I
Sandy SILT (ML)
Very stiff; saturated; brown; fine grained; with
35- clay. - 17.2 SPT 20
40 Grades as above. - 16.3 SPT 16 w
Silty SAND (SM)
Very dense; saturated; brown; fine grained.
45- - 16.1 SPT 50
50 Grades as above.
End of Borehole
Drill Method: Hollow Stem Auger Drill Date: 4/12/2017
Drill Rig: Mobile B-61 Borehole Size: 8 inches w
Driller: GP Drilling Hammer Type: Automatic Trip a
Sheet: 2 of 2 Weight& Drop: 140 lbs./30 in.
Boring No. B-2
Project: Proposed Honda Auto Dealership Project No: 3-217-0354
Client: Dillon & Murphy Engineering Figure No.: A-2
Location: Collier Avenue and 3rd Street, Lake Elsinore, California Logged By: SK
Grnd. Surf. Elev. (Ft. MSL) N/A Initial: None
Depth to Water>
At Completion: None
SUBSURFACE PROFILE SAMPLE
m
a
•'�' o o c >
3 Penetration Test d
o
L o Description _J
p y W Q a) 3 m
d �% ?% o o M d o 20 40 60 80
o cn o a 0 W a m �
0 Ground Surface
1 Silty SAND (SM)
Loose; moist; brown;fine-medium grained;
with trace clay; with gravel. 111.5 7.9 MCS 5
5 Grades as above; slightly moist; no clay; with 112.9 5.4 MCS 13
trace gravel.
Sandy SILT (ML)
Soft; moist; brown; fine grained; with trace
clay.
10 - 14.0 SPT 4
15- Grades as above; stiff. - 14.7 SPT 12
Silty SAND (SM)
Dense; very moist; brown; fine-medium
grained; with trace clay; with gravel.
20 �j - 14.8 SPT 40 a
End of Borehole
25
Drill Method: Hollow Stem Auger Drill Date: 4/12/2017
Drill Rig: Mobile B-61 Borehole Size: 8 inches w
Driller: GP Drilling Hammer Type: Automatic Trip a
Sheet: 1 of 1 Weight& Drop: 140 lbs./30 in. Q
Boring No. B-3
Project: Proposed Honda Auto Dealership Project No: 3-217-0354
Client: Dillon & Murphy Engineering Figure No.: A-3
Location: Collier Avenue and 3rd Street, Lake Elsinore, California Logged By: SK
Grnd. Surf. Elev. (Ft. MSL) N/A Initial: 16 feet
Depth to Water> At Completion: 16 feet
SUBSURFACE PROFILE SAMPLE
as
c c
m
w N as L ° 0 Penetration Test b
2
o Description m v
o nCL �%
U) som 20 40 60 80
a 2 V a
0 Ground Surface
Silty SAND (SM)
Loose; moist; brown;fine-medium grained;
with trace clay. 110.8 11.0 MCS 6
5 Grades as above. 118.0 10.9 MCS 8
Sandy SILT (ML)
Soft; moist; brown; fine grained; with trace
clay.
10 - 13.4 SPT 4
15- Grades as above; firm; very moist. 19.2 SPT 7
1 Z
- Silty SAND (SM)
20_ Medium dense; saturated; brown;fine- 14.7 SPT 18
medium grained; with trace clay; with trace
gravel.
End of Borehole
25
Drill Method: Hollow Stem Auger Drill Date: 4/12/2017
Drill Rig: Mobile B-61 Borehole Size: 8 inches w
Driller: GP Drilling Hammer Type: Automatic Trip
Sheet: 1 of 1 Weight& Drop: 140 lbs./30 in. gal Z
Boring No. B-4
Project: Proposed Honda Auto Dealership Project No: 3-217-0354
Client: Dillon & Murphy Engineering Figure No.: A-4
Location: Collier Avenue and 3rd Street, Lake Elsinore, California Logged By: SK
Grnd. Surf. Elev. (Ft. MSL) N/A Initial: None
Depth to Water>
At Completion: None
SUBSURFACE PROFILE SAMPLE
m '
�-
� r m
N as ° Penetration Test m
L o Description m °' 6. v
p N a d 3 m
(D EL �% �' CL C .O o M m 20 40 60 80
0_ Ground Surface
Silty SAND (SM)
Loose; wet; brown; fine-medium grained; with
trace clay; with trace gravel. Dist 19.9 MCS 12
5 Grades as above; moist. 112.1 9.9 MCS 7
Sandy SILT (ML)
Soft; moist; brown; fine grained; with trace
clay.
10 - 15.7 SPT 4
Silty SAND (SM)
Dense; slightly moist; brown; fine-medium
15 grained; with gravel. - 5.7 SPT 38 •
20 Grades as above.
End of Borehole
25
Drill Method: Hollow Stem Auger Drill Date: 4/12/2017 +
Drill Rig: Mobile B-61 Borehole Size: 8 inches w
Driller: GP Drilling Hammer Type: Automatic Trip
Sheet: 1 of 1 Weight& Drop: 140 lbs./30 in.
- U1
Boring No. B-5
Project: Proposed Honda Auto Dealership Project No: 3-217-0354
Client: Dillon & Murphy Engineering Figure No.: A-5
Location: Collier Avenue and 3rd Street, Lake Elsinore, California Logged By: SK
Grnd. Surf. Elev. (Ft. MSL) N/A Initial: 18 feet
Depth to Water> At Completion: 18 feet
SUBSURFACE PROFILE SAMPLE
0.� �' c
L
a_ -W 6. � o
Penetration Test a)Description -P a) a v `
o T) E = 3 m
aQi �, 2_1' v C o M d o 20 40 60 80 c°
o U) o a 20 cn a m �
0 Ground Surface
Silty SAND (SM)
Loose; moist; brown; fine-medium grained;
with trace clay; with trace gravel. 115.4 8.3 MCS 12
5 Grades as above; no clay. 106.6 7.3 MCS 11
Sandy SILT (ML)
Firm; moist; brown; fine grained; with trace
clay.
10- - 13.4 SPT 5
15 Grades as above; stiff; with trace gravel. - 11.9 SPT 11
20- Grades as above; soft; saturated; no gravel. - 24.1 SPT 2
End of Borehole
25-
Drill Method: Hollow Stem Auger Drill Date: 4/12/2017
Drill Rig: Mobile B-61 Borehole Size: 8 inches w
Driller: GP Drilling Hammer Type: Automatic Trip
Sheet: 1 of 1 Weight& Drop: 140 lbs./30 in.
Boring No. B-6
Project: Proposed Honda Auto Dealership Project No: 3-217-0354
Client: Dillon & Murphy Engineering Figure No.: A-6
Location: Collier Avenue and 3rd Street, Lake Elsinore, California Logged By: SK
Grnd. Surf. Elev. (Ft. MSL) N/A Initial: None
Depth to Water> At Completion: None
SUBSURFACE PROFILE SAMPLE
as
5
y
w. 0 � 6. �, o Penetration Test b
= o Description d °' 6. v
� d a 6.
o � L
G a 2 V U) IL m 20 40 60 80
0 Ground Surface
Silty SAND (SM)
Medium dense; slightly moist; light brown;
fine-medium grained; with trace clay. 112.2 5.9 MCS 18
5- Grades as above; moist. 117.5 6.5 MCS 17
10-.
Grades as above.
End of Borehole
15
20
25
Drill Method: Hollow Stem Auger Drill Date: 4/12/2017 +
Drill Rig: Mobile B-61 Borehole Size: 8 inches w
Driller: GP Drilling Hammer Type: Automatic Trip
Sheet: 1 of 1 Weight& Drop: 140 lbs./30 in.
Boring No. B-7
Project: Proposed Honda Auto Dealership Project No: 3-217-0354
Client: Dillon & Murphy Engineering Figure No.: A-7
Location: Collier Avenue and 3rd Street, Lake Elsinore, California Logged By: SK
Grnd. Surf. Elev. (Ft. MSL) N/A Initial: None
Depth to Water>
At Completion: None
SUBSURFACE PROFILE SAMPLE
as
e
c •- as
` ° c Penetration Test o
o Description m °' 6. t�
EL E T E 3 r'
0 N o C cn a m 20 40 60 80
0 Ground Surface
Silty SAND (SM)
Medium dense; slightly moist; light brown;
fine-medium grained; with trace clay. 114.4 5.1 MCS 21
5- Grades as above; moist. 120.7 7.3 MCS 21 +
10
Grades as above.
End of Borehole
15
20
25
Drill Method: Hollow Stem Auger Drill Date: 4/12/2017
Drill Rig: Mobile B-61 Borehole Size: 8 inches w
Driller: GP Drilling Hammer Type: Automatic Trip
Sheet: 1 of 1 Weight& Drop: 140 lbs./30 in.
Boring No. B-8
Project: Proposed Honda Auto Dealership Project No: 3-217-0354
Client: Dillon & Murphy Engineering Figure No.: A-8
Location: Collier Avenue and 3rd Street, Lake Elsinore, California Logged By: SK
Grnd. Surf. Elev. (Ft. MSL) N/A Initial: None
Depth to Water>
At Completion: None
SUBSURFACE PROFILE SAMPLE
d
CL
--
w 0 c as
o Penetration Test b
o Description _J
y 3
m >+ C .o o R m 20 40 60 80 R
0 Ground Surface
Silty SAND (SM)
Loose; slightly moist; brown; fine-medium
grained; with trace clay; with gravel. 114.6 5.8 MCS 9
5 - Grades as above; moist. 112.3 8.6 MCS 6
10
Grades as above.
-
End of Borehole
15
20
25
i
Drill Method: Hollow Stem Auger Drill Date: 4/12/2017
Drill Rig: Mobile B-61 Borehole Size: 8 inches w
Driller: GP Drilling Hammer Type: Automatic Trip
Sheet: 1 of 1 Weight& Drop: 140 lbs./30 in.
Boring No. B-9
Project: Proposed Honda Auto Dealership Project No: 3-217-0354
Client: Dillon & Murphy Engineering Figure No.: A-9
Location: Collier Avenue and 3rd Street, Lake Elsinore, California Logged By: SK
Grnd. Surf. Elev. (Ft. MSL) N/A Initial: None
Depth to Water>
At Completion: None
SUBSURFACE PROFILE SAMPLE
0.
as
c Penetration Test J
.00 Description 0 t�
EL E T c E
>% v M a m 20 40 60 80
p N o a
0 Ground Surface
Sandy SILT (ML)
Firm; moist; brown; fine grained; with trace
clay. 108.9 16.5 MCS 6
5 Grades as above. 107.7 17.6 MCS 7
10- Grades as above. - 15.1 SPT 5
End of Borehole
15-
20
25
Drill Method: Hollow Stem Auger Drill Date: 4/12/2017
Drill Rig: Mobile B-61 Borehole Size: 8 inches w
Driller: GP Drilling Hammer Type: Automatic Trip
Sheet: 1 of 1 Weight& Drop: 140 lbs./30 in.
i�
y '•0
~ ~ ~ 5 ~ 5 ~ O O .fir '"•'' �•
O O O O
O. x fD x
O O
00 00 00 00 00 00 00 00 00 00 00 00 : 'O b eD
0 0 0 0 0 o c CD0 0 0 0 # o y a po po
a
c
z 'z 'zZZ 'ZZ 'zzZZ �-C � oE � d
K .r
A
O O O O O O O O O O O O y y y r
w w w w w w w w w w w w �• 'b "'+�
O O O O O O o 0 0 0 0 0 ep m
to o•
r
w
W J ? O N w w v 0 ^ efo d �'
��. c n C
J J J J J 01 01 O, O, O1 O, O, < C 'r 7Q
�O 00 J O1 Cn w �# p d b n
\p W J J O N W W J K ?� C
.'�. fP4.D
J J J 00 00 00 IC O N Q1 O N N N J
N N N O1 0o O 00 � O O
d �
. fD
M
Vi c li c n J lli O J A M eo ■!
O� O1 01 J J J IV J O 00 0o J
J J J (.A 00 O w A
r
CD
T� M
.7 00 \p M.
0 0 N w c!i a1 J `O eb p O C w
(o tQ AD CD d a
� xy
UQ
p o,� eo
Vo p
W O\ Cn W O, 4�, w � O1 J O N ON ^ wr G
O'
�' p
— — — — .-. — — — y �0
0 0
A
M
Cn A A w w
K Z AZ A A yfo
CDCD
' y fD o x
'oCD
0 0 0 0 0 0 0 0 0 0 0 0 o � ON
Y N
c
fD
r o
o c E W d
eo fD
Q Cl7
C"
Cn Cn cn to cn vi vi A A A A A < � � V�
in A w w N O 00 Cn (.A w
O A 0 C� O O K
H
C t y ] O
c� vi Cn v, cn Cn c n A < C
Cn VA A w w (-A 2. ;Q Cy
w � C
N e� N FN+ CA
�l �l 00 00 110 o N N N J F+
o O O O p
• `ti -1 J Z J O
W W W W W W W W W W W W
O O O O O O O O O O O O .,.
CD
� �-. Cn In �• �1 c� N O J Cn N �• � � '!
�1 �l - lJl 00 O W W 01 W O to � f9
fb
01 O� �1 00 �p `r � w �. �-• � N � �• � m
.-• o cn
� x
CD � p � co �
o, o � o �� co C7
� o
A �.
cn O� � 0o 00 �c - x
fD
... 5
o
0 0 0 0 0 0 0 0 0 0 0 0 0 � ft
p O d
e
�o y
CL pC x
eD ° "o, °
� ►� C o x
0 0 0 0 0 0 0 0 0 0 0 0 # �" Cr' � W (•� � �
zzzzzzzzzzz �c
w w w w w w w w w w w w q �• "� "'�
O O O O o 0 0 0 0 0 0 o
to a
t'
01 01 01 O� to Cn Cn Cn c� c.n Cn Cn <
N N O "O 00 � C� cn w
00 w cA W O C� o o .. web
o� < Y oro C7 0
W N N O ,O 00 �1 O� vA W N "# O C7 Cy �• O W
K
P 4 -&6 w y
It
W W W W W W W W W W W W �' C/J ✓'�
�D
rr
In In �-- �-• �] Vi N O J Cn N A �t
W O ',7 w y A
e A
x o
In 01 00 "O
' o
CD �.
W 41, O0 w
00 01 00 •��' m
0 0 0 0 0 0 0 0 0 0 0 0 0
w w w w w w w w w w w w w
O
'S
APPENDIX
APPENDIX B
LABORATORY TESTING
Laboratory tests were performed in accordance with generally accepted test methods of the American
Society for Testing and Materials (ASTM), Caltrans, or other suggested procedures. Selected samples
were tested for in-situ dry density and moisture content, corrosivity, consolidation, shear strength,
expansion index,maximum density and optimum moisture content and grain size distribution. The results
of the laboratory tests are summarized in the following figures.
I
Project No. 3-217-0354 B-1 SALEM
p nginnpinp gn. ..
IK2132I:ld Na 2[f)AIVHJ 3lVfl IOA
O 00 O N O
O
I O
/ N
b O
'S
O
� O
O
A
� O
x
° n
°
O
0 z
° O
d r
° v bfD
o D
fb d
0.0
O
I ° CD Z
CD i
y C7 w ►0
w w vX
x m
� oft) o � N �
a m
WEI
a
— o O
— z o y
CD
rA
r
O C
ID M n N
t7'
n C
L O
r
r � O
_ O
O
O
3SM`SSHHIS 2IV:IHS
O N w U1 O
O
� w
0
_ CT
0
z
o _
N
r
y
� W
x
� n Z
- w x
o �
eD
N f
ft
N fD R+
O ;jl
a a w d
M l 1
L O
G �
- fD
f
ASM`ssHxis xd:Ixs
W cn O
O
W
0
z
0
N
r
y � y
cn p
ryOil b b
ty a y o
Qn
O H+ N C
dro
eD
D >
� o
CQ L
to � gip'
"S
n
C i
f9
P
Percent Passing
N W A Un Df -1 Co (D o
O O O O O O O O O O O
O
O —
___-- - -�- -- ---- --- -- ---- ---- --- - N fn
-'--_- -'--- - —_- __ _ Ln cn
V CD
_
---- ------ ------ ------ ------ ------------ ------ ------ --
O ------ -A 20 j
rA _
_____- '---- ------ --'--- ------ ----- ----- ------ ------ ------ -- N(�
lAl 7
a x o - ------ -'---- AnDD
S
CD
10
F+
Co
m
z
CD ------ ------ ----- ------------- ------ ------ - °o c V
c ----- ------ - D
Cn
CD ----_ ------ ----- --- ------ ----- - --- ---- ------ ------ -- m fD n�a — a '(7 r
b �
04. iD rrl
b CD D N
-- o- rn
LO 3 -------eD Co
----- ----- ------ ---- - -- --- ---- ----- ------ ---- -- 0— C
N
o 3 O
w ¢, v z
A " N v_
o
ic
r a
tv a
� v
o
o
n o
y
o
�L
7 y
f:
C
y
a
m
y
0
0
0
DRY SIEVE ANALYSIS (ASTM D422 without Hydrometer)
Sieve Size Particle Size,mm Percent
Passing
1 1/2-in. 37.5 100.0%
1-in. 25 100.0%
3/4-in. 19 100.0%
1/2-in. 12.5 100.0%
3/8-in. 9.5 100.0%
No. 4 4.75 90.7%
No. 8 2.36 80.5%
No. 16 1.18 70.9%
No. 30 0.6 60.6%
No. 50 0.3 47.6%
No. 100 0.15 37.0%
No. 200 0.075 29.4%
Proposed Honda Auto Dealership, Collier Avenue and 3rd Street, Lake Elsinore, CA
Project Number: 3-217-0354
Boring: B-1 @ 2'
8,1 SALEM
engineering giovp. inc.
Percent Passing
N W ? CA (n v OD Co
O O O O O O O O O O O
O
O
C
- Ln CD
N fn
V CD
----- ------ -----' ------------ ------ ------ ------ ----- ------ C)
O ---- ---'-- ------ ------ ----- ------ ------ ------ ----- ------ 7
7
fD -------- ------ ------ --- ------ ------ _ �f0
Q+ W N 7
Oo 3
O N
C�
S�. ----- ------ ------ ------
C/Ig
am ----- ------ ------ ------ ----- ------ ---- ------ ----- ------ ao
O D
d �in
----- ------ ------ v
n
�d v CDC r
Q� _ m
o CD CO)
� D N
z
o 3 o "'
. -n -- zCD
v_
C ----- ------ --- - ------ ----- ------ ------ ------ ----- ------ --
C. y
X
Q
------ - -- ----- ----- ------ ------ ------ ------------ ------ o— D C 0
3 Cn
-4 3 O
w a v Z
O
r a
,v
A
O
cb
O j
c CD
D
p' O
o
O
C)
0
DRY SIEVE ANALYSIS (ASTM D422 without Hydrometer)
Sieve Size Particle Size,min Percent
Passing
1 1/2-in. 37.5 100.0%
1-in. 25 100.0%
3/4-in. 19 100.0%
1/2-in. 12.5 100.0%
3/8-in. 9.5 100.0%
No. 4 4.75 76.l%
No. 8 2.36 62.2%
No. 16 1.18 51.6%
No. 30 0.6 43.2%
No. 50 0.3 35.3%
No. 100 0.15 26.1%
No. 200 0.075 19.9%
Proposed Honda Auto Dealership, Collier Avenue and 3rd Street, Lake Elsinore, CA
Project Number: 3-217-0354
Boring: B-1 @ 5'
8,1 SALEM
engingering group, ir1C.
Percent Passing
N W A Cn m -.I OD CD O
O O O O O O O O O O O
O
O
F LO
------ ------ ------ ----- ------ ------ ------ -
V N
------ ------ ------ ------------ ------ -----_ -___-- __--_ -_____ _ 0
O ------ ----- ------ ------ ----- ------ ------ ------ ----- ----- 7
rA �.
fb -_---- ------ ------ ----- ------ ------ - -NCO
a CNN 7
Fi{ 003
N
------ ------ ----- ---- ------ ------ ------ ---- ----- -___ __ A
----------------------------------------- ------ ------ ----- - ---
Q C
(n
N
C) n
Q= cn cn m
CD D
o n z N
C) o m
z v
CDCocn m ----- ------ ------ ------ ----- ------ --- - ------ ----- ------ -- o m
i bd C 70
C a Cn o
C
CJ " N o0
------ ------ ------ ----- ----- -- -- ------ ------------ ------ - o— C
o C
O
w a. v Z
eD
eD
CD
� � O
e T
s
= 3
y
o
y o
o
o' D
c �
y
O
O
n �
DRY SIEVE ANALYSIS (ASTM D422 without Hydrometer)
Sieve Size Particle Size,mm Percent
Passing
1 1/2-in. 37.5 100.0%
l-in. 25 100.0%
3/4-in. 19 100.0%
1/2-in. 12.5 100.0%
3/8-in. 9.5 100.0%
No. 4 4.75 97.1%
No. 8 2.36 93.4%
No. 16 1.18 88.4%
No. 30 0.6 83.4%
No. 50 0.3 76.4%
No. 100 0.15 65.6%
No. 200 0.075 54.2%
Proposed Honda Auto Dealership, Collier Avenue and 3rd Street,Lake Elsinore, CA
Project Number: 3-217-0354
Boring: B-1 @ 10'
SAILEM
engincering glocp int.
Percent Passing
N (J A UI W V m O O
O O O O O O O O O O O
O
N !n
y� ----- ------ ----__ _U'1 CD
<
V N
p ----- ------ ------ ------------ ------ ------ ------------ ------ - O
OW O--- ------ ------ ----- ------ ------ ------ ----- 7
Q 7
- -------------------
--- ---_-•• ----- ----- - - -- ------ ----- ------ NLU
0
- w
------ ------ ----- ----- ------ ------ ----- ----- - --- __
�n
O
d
n ----- ------ ------ ------ -- __ T
1� (D ___ ------ ------ ------ ---- ------ W
° C
5
--- ------ - N ^
VCD Co
N CD N Y/ r
~S rA G a Y
m
A, ---- -- -- -- Co< v Co
N
° z C cn Z m
a' zCD
v
aCD G ------------- ------ ------ ----- -- -- ------ - -- ----- ------ -- o M
CD
CJ " ------ ------ ------ ----- ----- ------ ------ ----- -- -- - ---- -- o— D C
3 O
w oy v Z
D
O
MCD
= 3
rA
0
0
y o
CO
o
z
D y
0
� o
n �
DRY SIEVE ANALYSIS (ASTM D422 without Hydrometer)
Sieve Size Particle Size,mm Percent
Passing
1 1/2-in. 37.5 100.0%
1-in. 25 100.0%
3/4-in. 19 100.0%
1/2-in. 12.5 100.0%
3/8-in. 9.5 100.0%
No. 4 4.75 93.8%
No. 8 2.36 88.9%
No. 16 1.18 84.3%
No. 30 0.6 78.5%
No. 50 0.3 68.9%
No. 100 0.15 53.9%
No. 200 0.075 40.3%
Proposed Honda Auto Dealership, Collier Avenue and 3rd Street, Lake Elsinore, CA
Project Number: 3-217-0354
Boring: B-1 @ 15'
�`��' SALEM
Percent Passing
N W A 0 m --1 OD to O
O O O O O O O O O O O
O
O i
_ _ C
______
------ - CD
N - - ------ ------ ----- ------ ------ ------------ ------ A 7
______ ____ __ _ __ ______ ______ _____ _____ _ ____ _ _ �_f0
MO------------- - -- ------ --- ------ ----- - --- -__-- ----__ N 0
C �
'----- -----' ------ ------ --- ------ ------ ----- ----- - ------ A
�O
N
d � �
----- ------ ------ ------ --- ------ ------ ------ ---------------
0 v —
n
b ° v r
14 � 4� n o m
CO to
n
o n z - N
cpC m
of O
a- zCD v
bd ----- ---- ----- ----- ----- ------ ----- ------ ----- ------ -- o M
.. a Cna A
CJ ----- ------ ----- ----- ----- ----- ------ -- -------- - -- -- o °°
o— C
3 - C
� � 0
tA
N C
a rl) N D
Q
o
2 ic
r a
� m
ro '^
tQ � o
� n �
ro o
ro S
a
to �•
tp CO
O -yp
c CD
'o' O
Z3 o
Ll I I
n �
DRY SIEVE ANALYSIS (ASTM D422 without Hydrometer)
Sieve Size Particle Size,mm Percent
Passing
1 1/2-in. 37.5 100.0%
1-in. 25 100.0%
3/4-in. 19 100.0%
1/2-in. 12.5 100.0%
3/8-in. 9.5 100.0%
No. 4 4.75 93.6%
No. 8 2.36 68.9%
No. 16 1.18 40.6%
No. 30 0.6 25.6%
No. 50 0.3 17.6%
No. 100 0.15 11.3%
No. 200 0.075 8.4%
Proposed Honda Auto Dealership, Collier Avenue and 3rd Street,Lake Elsinore, CA
Project Number: 3-217-0354
Boring: B-1 @ 20'
SALEM
�ngrneerrng group inc.
Percent Passing
N W A al Of J 00 of O
O O O O O O O O O O O
O
O
C
- N
f+ fn
ICI ----» ------QMV --- ------ ------ ----- ------ ------ ------ ------------ ------ !n (DCD
CD ----- ------ ----- ----- ----- ------ ----- ------ J
� _
.
N
O• ----- - ---- - - ------ ---- ----- ------ ------ ----- ------ - CD
Frn S+i N
----- ----- -------------------------------------------------
Co 0
O
m T1
N ----- ------ ------ ------ ----- ------ ------ ------ ----- ----- co v
� T
A ----- ------ - v
C n
b fD CD 0) r
ep b o D
0 N
T -- Z 0
CD CD
lid CCb ----- ------ ------ ------ ----- ------ ------ - ----- ------ - o
Co o —1
WA( N= ----- ------ ------ ----- ------ ------ --- - ------------ ------ -- o— D C
3 C
i 0
w oy v Z
4 N
a Co ^� D
rp
eD o
14 o
eD
= 3
� 3
m
D
S CDrp o
I.
o
� o
7
so 3'
�O C
G
o Go
c �
O O
� O
n �
DRY SIEVE ANALYSIS (ASTM D422 without Hydrometer)
Sieve Size Particle Size,mm Percent
Passing
1 1/2-in. 37.5 100.0%
1-in. 25 100.0%
3/4-in. 19 100.0%
1/2-in. 12.5 100.0%
3/8-in. 9.5 100.0%
No. 4 4.75 100.0%
No. 8 2.36 99.7%
No. 16 1.18 98.1%
No. 30 0.6 93.7%
No. 50 0.3 84.6%
No. 100 0.15 74.9%
No. 200 0.075 66.1%
Proposed Honda Auto Dealership, Collier Avenue and 3rd Street, Lake Elsinore, CA
Project Number: 3-217-0354
Boring: B-1 @ 25'
SALEM
engineering group inc.
Percent Passing
0 0 0 0 0 0 0 0 0 0 0
0 0 0 o a o o a e o 0
ri
0
_ C
----- -----' t- UJ
Ul CD
QG) ------ ------ -----' ----- ----- ------ ------ -----" -_'-- _____-,I-_l
mO - ------ ------ -.--- ----- ----- ----- ------ --- ---- A 7
V1 j
fD _ ___-- ------ __ ___ _ ______ _____ __ _
Fey O. LU
----- ------ - ---- ------ - -- ------ - ---- --___ ______ ____---- ----- ------ N
C
_-- ------ ------ -----------' ------ ------ - ''--- '----- -- A
Co o
G m
a --»- ------ ------ -
- C D
t.y fA T
M I�
----- ------ ------ ------ ----- ------ ------ ------ ----- -----
�- a n
b y .r C r
n a m
r-- o< v to
eD
n
c Z N
o m
� z v
CD )G
Cn
00A
caeD
CD ------ ------ ------------ ------ ----- ----- - - ------ -- -
o D C
c 0.- eo C
3 O
w a v Z
D
O
= 3
r
SID
�• v
A y o
o
7
G
C �
C (D
U y
O
O
n �
DRY SIEVE ANALYSIS (ASTM D422 without Hydrometer)
Sieve Size Particle Size,mm Percent
Passing
1 1/2-in. 37.5 100.0%
1-in. 25 100.0%
3/4-in. 19 100.0%
1/2-in. 12.5 100.0%
3/8-in. 9.5 100.0%
No. 4 4.75 100.0%
No. 8 2.36 100.0%
No. 16 1.18 99.4%
No. 30 0.6 97.9%
No. 50 0.3 94.1%
No. 100 1 0.15 1 84.2%
IL No. 200 0.075 70.5%
-�l
Proposed Honda Auto Dealership, Collier Avenue and 3rd Street,Lake Elsinore, CA
Project Number: 3-217-0354
Boring: B-1 @ 30'
6,1 SALEM
engineering group inc.
Percent Passing
N W A Cn O J m O O
O O O O O O O O O O O
_o 0 0 0 0 0 o a o 0 0
i O
O
C
------ ------ ------ ----- ------- ------ ------ -- �' (A
y� ----- ------ ---- -ln N
/5 (D
------ ------ ------ ----- ----- --
----- ------ ------ ------ -
-W
_ ---- ------ ------ ------ ----
------ ------ ----- ------ ------ ------ ---- ------ ------
-'--- A 7
fD -+co
O O• ------ ------ ------ ----- ------ ---- - - ----------_ N
CD
----- ----- ------ ---- ----- ------ --- -—-- ---- ----- - A
�O
01 0�
GN ----- ------ ------ ------ ----- ------ ------ ------ ----- ------ _- Co V
� C
Cn
roa ----- ------ ------ ------ ----- ------ ---- ----- ------
----- - rn
D rn
A, < N
--I
N
3 0 m
�, CD
z v
Gd � �, v ----- ------ ------ ------ ----- ------ ------ ---- ----- ------ -- g m
W m N
1 ------ ------ ------ ----- ------ ---- - ------ ------------ -- - O D C
W fD 3 CO) _�
-4 ic 0
W CL v Z
to v_
4 W
6
a
>v
IQ o
� n
y
f0 CO
G
o v
c �
D � y
� O
7 O
� O
I
DRY SIEVE ANALYSIS (ASTM D422 without Hydrometer)
Sieve Size Particle Size,mm Percent
Passing
1 1/2-in. 37.5 100.0%
1-in. 25 100.0%
3/4-in. 19 100.0%
1/2-in. 12.5 100.0%
3/8-in. 9.5 100.0%
No. 4 4.75 100.0%
No. 8 2.36 99.8%
No. 16 1.18 98.6%
No. 30 0.6 95.3%
No. 50 0.3 87.5%
No. 100 0.15 72.1%
No. 200 0.075 56.9%
Proposed Honda Auto Dealership, Collier Avenue and 3rd Street, Lake Elsinore, CA
Project Number: 3-217-0354
Boring: B-1 @ 35'
0,1 SALEM
eng,nneeling group inc.
Percent Passing
N W A (T M J O] Co O
O O O O O O O O O O O
O
N (n
Ln CD
Y�V ---- --- ----- ---- -- --- - ---- N
1 - - - - - - - - - - - - - ---- - - - - - -
O °1 w
O A �
0 7
---- ------ ------ ------ ------ ------ ----- ------ ----- ---- -_ N
LU
a O - - ------ ----- -- -- ------ ------ ------ ----- ----- ----- 00
o
w
ay
d _U) 70
'd v a ----- ------------ ------ ------ ----- -- --- ------------ ----- r
CL
CL
y a= WC m
-- < o cn
CD
em, n m
Z O L
------ ----- ------ ------ ------ ------ -- — — - 3z
oCrCo --- ------ ------ ------ ----- ----- ------ -- C) m
voM
`�' -------------
Co ----- ------ ------ ------ ------ ----- -- -- = C
� O
o � �
ic
r a
CD
� a
� v
o �
o
� � O
a
a
1 �
O
C
D �
O o
� o
o
\ n o
DRY SIEVE ANALYSIS (ASTM D422 without Hydrometer)
Sieve Size Particle Size,mm Percent
Passing
1 1/2-in. 37.5 100.0%
1-in. 25 100.0%
3/4-in. 19 100.0%
1/2-in. 12.5 100.0%
3/8-in. 9.5 100.0%
No. 4 4.75 100.0%
No. 8 2.36 99.7%
No. 16 1.18 98.1%
No. 30 0.6 94.0%
No. 50 0.3 86.2%
No. 100 0.15 79.7%
No. 200 1 0.075 74.5%
Proposed Honda Auto Dealership, Collier Avenue and 3rd Street, Lake Elsinore, CA
Project Number: 3-217-0354
Boring: B-1 @ 40'
SALEM
engineering gro�.-p. inc.
Percent Passing
N W A T —4 Co O O
O O O O O O O O O O O
O
O
---- ------ ----- ----
y G) fD
__---- ---.-- ------ ------ ------ ------ ------------ ------ ------ --
0 W D
_ - ------ ------ ------ ----- ------ ------ -A 7
Q
VJ - \
� W -
_ 7
0 --___-_ --___- ----- ------ ------ ------ ------ ------ ----- ------ W A
xs
o CD
a. ------ ----- ------ ------ -- ------ ------ ----- ---- --- -- A —
CW ------ ------ ----- ------ ------ ------ ------ ----- ----- ------ co C
c � D
d cn
------ ------ ----- ------ ------ ------ ------ ----- ----- ----- �sv
sy -
a 0
m
; a r b y a �C
o m
N
n 'i� m D
sr „ z 0
e� C O Cn
c ------ ------------ ------ ------ --- ------ ----- ------ ------ -- CD m
v Ca
bd �, �
�• :� a LP T
W fD J O D W
------ ------ ----- ----- ------ ------ -- —
3 ----- ------ --- - N
~ ffl 3
o3 3 0
w a o z
1 w N p
0
►� o
� a
ic
rCL
a
CD
� A o
o
o
a
� y
o Co
c
o m
c z
U (o
O
� o
n o
DRY SIEVE ANALYSIS (ASTM D422 without Hydrometer)
Sieve Size Particle Size,min Percent
Passing
1 1/2-in. 37.5 100.0%
1-in. 25 100.0%
3/4-in. 19 100.0%
1/2-in. 12.5 100.0%
3/8-in. 9.5 100.0%
No.4 4.75 100.0%
No. 8 2.36 100.0%
No. 16 1.18 99.3%
No. 30 0.6 93.4%
No. 50 0.3 74.9%
No. 100 0.15 51.6%
No. 200 0.075 35.5%
Proposed Honda Auto Dealership, Collier Avenue and 3rd Street, Lake Elsinore, CA
Project Number: 3-217-0354
Boring: B-1 @ 45'
SALEM
engineering group M,
EXPANSION INDEX TEST
ASTM D 4829 / UBC Std. 29-2
Project Number: 3-217-0354
Proposed Honda Auto Dealership, Collier Avenue and 3rd Street, Lake Elsinore, CA
Date Tested: 4/14/17
Sample location/Depth: B-1 @ 0'- 3'
Sample Number: 1
Soil Classification: Silty SAND (SM)with trace clay and gravel
Trial# 1 2 3
Weight of Soil &Mold, gms 605.2
Weight of Mold, gins 186.7
Weight of Soil,gms 418.5
Wet Density, Lbs/cu.ft. 126.2
Weight of Moisture Sample(Wet), gms 300.0
Weight of Moisture Sample(Dry), gms 281.0
Moisture Content, % 6.8
Dry Density, Lbs/cu.ft. 118.2
Specific Gravity of Soil 2.7
Degree of Saturation, % 42.9
Time Inital 30 min 1 hr 6 hrs 12 hrs 24 hrs
Dial Reading 0 -- -- -- -- 0.005
Expansion Potential Table
Expansion Index measured = 5 Exp.Index Potential Exp.
Expansion Index 50 = 2.2 0-20 Very Low
21 - 50 Low
51 - 90 Medium
Expansion Index = 2 91 - 130 High
>130 Very High
SALEM
EXPANSION INDEX TEST
ASTM D 4829 / UBC Std. 29-2
Project Number: 3-217-0354
Proposed Honda Auto Dealership, Collier Avenue and 3rd Street, Lake Elsinore, CA
Date Tested: 4/17/17
Sample location/Depth: B-9 @ 0' - 3'
Sample Number: 1
Soil Classification: Sandy SILT(ML)with trace clay
Trial# 1 2 3
Weight of Soil &Mold, gms 615.8
Weight of Mold,gms 186.7
Weight of Soil,gms 429.1
Wet Density, Lbs/cu.ft. 129.4
Weight of Moisture Sample (Wet), gms 300.0
'Weight of Moisture Sample(Dry), gms 278.5
Moisture Content, % 7.7
Dry Density, Lbs/cu.ft. 120.1
Specific Gravity of Soil 2.7
Degree of Saturation, % 51.8
Time Inital 1 30 min 1 hr 6 hrs 12 hrs 24 hrs
Dial Reading 0 1 -- -- -- -- 0.027
Expansion Potential Table
Expansion Index nwuu ed = 27 Exp.Index I Potential Exp.
Expansion Index 50 = 28.0 0 -20 Very Low
21 - 50 Low
51 - 90 Medium
Expansion Index = 28 91 - 130 High
>130 Very High
SALEM
CHEMICAL ANALYSIS
SO4- Modified Caltrans 417 & Cl - Modified Caltrans 417/422
Proposed Honda Auto Dealership, Collier Avenue and 3rd Street, Lake Elsinore, CA
Project Number: 3-217-0354
Date: 1/13/17
Soil Classification: Silty SAND (SM)
Sample Sample Soluble Sulfate Soluble Chloride H
Number Location SO4-S Cl p
1 a. B-1 @ 0' - 3' 280 mg/Kg 108 mg/Kg 7.5
lb. B-1 @ 0' - 3' 280 mg/Kg 110 mg/Kg 7.5
1 C. B-1 @ 0' - 3' 280 mg/Kg 109 mg/Kg 7.5
Average: 280 mg/Kg 109 mg/Kg 7.5
- SALEM
1 1 � 1 •
/1
• 1 1 •. / • 1 • 1 1 1 • 1
�Volume of mold, cu. ft. 1 1 1 1 1 1
Weight1 1Sample, 11 1 11 1 11 1
Weight 1 1isture) Sample, •
Moisture / 1 i i • i
-
i
aw 1 i i
sa�i��a�•aiM
, aa*a�ac�a�rac:uaar•�
a�►�a�n aw�a�ia�ia�a�a�i ia�a�a�i i i i i
wars%c�wca.ww�awwii www�wwl�w�
ia�i
ESE shim
a� a�eaa/w a�
i����it�a•►i\���i�iir���� i
i�i i�iii io�ar�a�a•�7ii�ii iiii�
_ �iiia�iii a��a�•ta•�i�`�ii iiii�
�iiiii�iiiiiiaac��Qla�a•wa�iiiii
�iia�iii�wa�ia�i�l�a�t�iwacw.a•�
�ia�iii iiiii a�a�a�a�l�iai:a•ia�
Naafi ia�ia�a�a��a�a�i iia�a�i a�rw�a�cr�
ia��ia�iii iiiii iiia�iia�Q!•a�
. ; a • . A •
Weight of • •. • • • gm • 1 • 1 • 1
Volumeof • • cu. ft. 11 11 11
Wet Density, lbs/cu.ft.
• . . 1
Weight
• • Sample, 11 1 11 1 11 1
Weight of • Sample, • :
Moisture • Maximum Dry Density: 131.0 lbs/cu.ft
' •'
�iaii�iwaw.-rs Optimum Moisturei '
t'�iai t7��iil;a
�taiw wwr�,wi�
ii�a �Qii�i•iiiiiiiiiiiiiii
iiiii i�O�iV��O�rl►\�7i��iii����i�
iiii ii�2��ti Tip\�►��iiiii iiii
iiii ii�7iY'��2�i►1\ice�iii��iii�
iiiiiii�0�i2��O�ii►��7�iiiii iiiii iiii -iii-
•
iiii----i iiiii iiiQi�a•i1s Q�t�
how O�•�27.�ti�
�iiiiiiii iiiiiiiiiCl��aia�►wi
APPENDIX
APPENDIX C
GENERAL EARTHWORK AND PAVEMENT SPECIFICATIONS
When the text of the report conflicts with the general specifications in this appendix, the recommendations
in the report have precedence.
1.0 SCOPE OF WORK: These specifications and applicable plans pertain to and include all
earthwork associated with the site rough grading, including, but not limited to,the furnishing of all labor,
tools and equipment necessary for site clearing and grubbing, stripping, preparation of foundation
materials for receiving fill, excavation,processing,placement and compaction of fill and backfill materials
to the lines and grades shown on the project grading plans and disposal of excess materials.
2.0 PERFORMANCE: The Contractor shall be responsible for the satisfactory completion of all
earthwork in accordance with the project plans and specifications. This work shall be inspected and tested
by a representative of SALEM Engineering Group, Incorporated, hereinafter referred to as the Soils
Engineer and/or Testing Agency. Attainment of design grades, when achieved, shall be certified by the
project Civil Engineer. Both the Soils Engineer and the Civil Engineer are the Owner's representatives. If
the Contractor should fail to meet the technical or design requirements embodied in this document and on
the applicable plans, he shall make the necessary adjustments until all work is deemed satisfactory as
determined by both the Soils Engineer and the Civil Engineer. No deviation from these specifications
shall be made except upon written approval of the Soils Engineer,Civil Engineer,or project Architect.
No earthwork shall be performed without the physical presence or approval of the Soils Engineer. The
Contractor shall notify the Soils Engineer at least 2 working days prior to the commencement of any
aspect of the site earthwork.
The Contractor shall assume sole and complete responsibility for job site conditions during the course of
construction of this project, including safety of all persons and property; that this requirement shall apply
continuously and not be limited to normal working hours; and that the Contractor shall defend, indemnify
and hold the Owner and the Engineers harmless from any and all liability, real or alleged, in connection
with the performance of work on this project, except for liability arising from the sole negligence of the
Owner or the Engineers.
3.0 TECHNICAL REQUIREMENTS: All compacted materials shall be densified to no less that 95
percent of relative compaction(90 percent for cohesive soils)based on ASTM D1557 Test Method(latest
edition), UBC or CAL-216, or as specified in the technical portion of the Soil Engineer's report. The
location and frequency of field density tests shall be determined by the Soils Engineer. The results of
these tests and compliance with these specifications shall be the basis upon which satisfactory completion
of work will be judged by the Soils Engineer.
4.0 SOILS AND FOUNDATION CONDITIONS: The Contractor is presumed to have visited the
site and to have familiarized himself with existing site conditions and the contents of the data presented in
the Geotechnical Engineering Report. The Contractor shall make his own interpretation of the data
contained in the Geotechnical Engineering Report and the Contractor shall not be relieved of liability for
any loss sustained as a result of any variance between conditions indicated by or deduced from said report
i and the actual conditions encountered during the progress of the work.
Project No. 3-217-0354 C-1 6' SALEM
engineering grovo inc
5.0 DUST CONTROL: The work includes dust control as required for the alleviation or prevention
of any dust nuisance on or about the site or the borrow area, or off-site if caused by the Contractor's
operation either during the performance of the earthwork or resulting from the conditions in which the
Contractor leaves the site. The Contractor shall assume all liability,including court costs of codefendants,
for all claims related to dust or wind-blown materials attributable to his work. Site preparation shall
consist of site clearing and grubbing and preparation of foundation materials for receiving fill.
6.0 CLEARING AND GRUBBING: The Contractor shall accept the site in this present condition
and shall demolish and/or remove from the area of designated project earthwork all structures, both
surface and subsurface, trees, brush, roots, debris, organic matter and all other matter determined by the
Soils Engineer to be deleterious. Such materials shall become the property of the Contractor and shall be
removed from the site.
Tree root systems in proposed improvement areas should be removed to a minimum depth of 3 feet and to
such an extent which would permit removal of all roots greater than 1 inch in diameter. Tree roots
removed in parking areas may be limited to the upper 1'/z feet of the ground surface. Backfrll of tree root
excavations is not permitted until all exposed surfaces have been inspected and the Soils Engineer is
present for the proper control of backfrll placement and compaction.Burning in areas which are to receive
fill materials shall not be permitted.
7.0 SUBGRADE PREPARATION: Surfaces to receive Engineered Fill and/or building or slab
loads shall be prepared as outlined above, scarified to a minimum of 12 inches, moisture-conditioned as
necessary, and recompacted to 95 percent relative compaction (90 percent for cohesive soils).Loose soil
areas and/or areas of disturbed soil shall be moisture-conditioned as necessary and recompacted to 95
percent relative compaction (90 percent for cohesive soils). All ruts, hummocks, or other uneven surface
features shall be removed by surface grading prior to placement of any fill materials. All areas which are
to receive fill materials shall be approved by the Soils Engineer prior to the placement of any fill material.
8.0 EXCAVATION: All excavation shall be accomplished to the tolerance normally defined by the
Civil Engineer as shown on the project grading plans. All over-excavation below the grades specified
shall be backfilled at the Contractor's expense and shall be compacted in accordance with the applicable
technical requirements.
9.0 FILL AND BACKFILL MATERIAL: No material shall be moved or compacted without the
presence or approval of the Soils Engineer. Material from the required site excavation may be utilized for
construction site fills, provided prior approval is given by the Soils Engineer. All materials utilized for
constructing site fills shall be free from vegetation or other deleterious matter as determined by the Soils
Engineer.
10.0 PLACEMENT, SPREADING AND COMPACTION: The placement and spreading of
approved fill materials and the processing and compaction of approved fill and native materials shall be
the responsibility of the Contractor. Compaction of fill materials by flooding,ponding, or jetting shall not
be permitted unless specifically approved by local code, as well as the Soils Engineer. Both cut and fill
shall be surface-compacted to the satisfaction of the Soils Engineer prior to final acceptance.
11.0 SEASONAL LIMITS: No fill material shall be placed, spread, or rolled while it is frozen or
thawing, or during unfavorable wet weather conditions. When the work is interrupted by heavy rains, fill
Project No. 3-217-0354 C-2 J' SALEM
enwnee,,ny qr,,
operations shall not be resumed until the Soils Engineer indicates that the moisture content and density of
previously placed fill is as specified.
12.0 DEFINITIONS - The term "pavement" shall include asphaltic concrete surfacing, untreated
aggregate base, and aggregate subbase. The term "subgrade" is that portion of the area on which
surfacing,base,or subbase is to be placed.
The term "Standard Specifications": hereinafter referred to, is the most recent edition of the Standard
Specifications of the State of California, Department of Transportation. The term "relative compaction"
refers to the field density expressed as a percentage of the maximum laboratory density as determined by
ASTM DI 557 Test Method(latest edition)or California Test Method 216(CAL-216), as applicable.
13.0 PREPARATION OF THE SUBGRADE - The Contractor shall prepare the surface of the
various subgrades receiving subsequent pavement courses to the lines, grades, and dimensions given on
the plans. The upper 12 inches of the soil subgrade beneath the pavement section shall be compacted to a
minimum relative compaction of 95 percent (90 percent for cohesive soils) based upon ASTM D1557.
The finished subgrades shall be tested and approved by the Soils Engineer prior to the placement of
additional pavement courses.
14.0 AGGREGATE BASE - The aggregate base material shall be spread and compacted on the
prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The
aggregate base material shall conform to the requirements of Section 26 of the Standard Specifications for
Class II material, 3/4-inch or 1%-inches maximum size. The aggregate base material shall be compacted to
a minimum relative compaction of 95 percent based upon CAL-216. The aggregate base material shall be
} spread in layers not exceeding 6 inches and each layer of aggregate material course shall be tested and
approved by the Soils Engineer prior to the placement of successive layers.
15.0 AGGREGATE SUBBASE - The aggregate subbase shall be spread and compacted on the
prepared subgrade in conformity with the lines, grades, and dimensions shown on the plans. The
aggregate subbase material shall conform to the requirements of Section 25 of the Standard Specifications
for Class II Subbase material. The aggregate subbase material shall be compacted to a minimum relative
compaction of 95 percent based upon CAL-216, and it shall be spread and compacted in accordance with
the Standard Specifications. Each layer of aggregate subbase shall be tested and approved by the Soils
Engineer prior to the placement of successive layers.
16.0 ASPHALTIC CONCRETE SURFACING - Asphaltic concrete surfacing shall consist of a
mixture of mineral aggregate and paving grade asphalt, mixed at a central mixing plant and spread and
compacted on a prepared base in conformity with the lines, grades, and dimensions shown on the plans.
The viscosity grade of the asphalt shall be PG 64-10, unless otherwise stipulated or local conditions
warrant more stringent grade. The mineral aggregate shall be Type A or B, '/2 inch maximum size,
medium grading, and shall conform to the requirements set forth in Section 39 of the Standard
Specifications. The drying, proportioning, and mixing of the materials shall conform to Section 39. The
prime coat, spreading and compacting equipment, and spreading and compacting the mixture shall
conform to the applicable chapters of Section 39,with the exception that no surface course shall be placed
when the atmospheric temperature is below 50 degrees F. The surfacing shall be rolled with a
combination steel-wheel and pneumatic rollers, as described in the Standard Specifications. The surface
course shall be placed with an approved self-propelled mechanical spreading and finishing machine.
Project No. 3-217-0354 C-3 `' SALEM
ng gtovo Inc
> ONE O O 0 0 O O N 0000 0000 Lo N OOOOOOO o 0000000 0 000 O O 000 o F�
z U
Q a
� W
0 0 0 0 0 0 0 000 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0
O O O O o O O O O o 0 0 0 0 cc o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 o
O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O
O O o o O O O 0 0 0 0 0 0 0 0 0 O O O O O O o O o O O O O O o O O o 0 0 0 0 0 0 0 O
0
c O O O O O O N O O O O O o 0 o N O O O O O O O O O O O O O O O O O O O O O O O O o
N w
O
W
� O
7} m
0 0 0 o o o° o° o000000 cc o o 00000000000000 0 00000o oo 0
0 0 0 00 0 0 00 Cl 0 000000 0000000000000000 000000000
0 0 o Oo 0 0 0000000000 0000000000000000 000000000
o o 0 0 0 o 0 0 0 0 o o o o o o 0 o 0 o o o 0 0 o 0 o o 0 0 0 o o 0 0 0 o 0 0 0 o o
0
c o 0 0o 0o o000000000 oo00000000000000 o00000oo 0
F
U
00 ¢
O
N
V N
C O > ccn o 0 o o 0 0 a0000000o0 Coo00000000000000 0 00000o00 0
U ¢
C
z
F- > j
W a
Le) U LL o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a o 0 0 0 0 0 0 0
O oo 0o O o 0000000000 000000o000000000 00000oo00
W o o 0 0 o0 0 0 oo00oa000o o000o0000000oo00 00000ooa o
Q � G
N ~ O
Q o» o
w 0 0 0 o o o 00000000o Co 0000oo 0 0 0 0 00000o 0 000000o o
> C w
W d O w
Rm
C 0 -0 o a o 0 00-0 0000 0 a4z-Q 000000000 0 00000000 0
++ o O o 0 0 0 o Oo00oo0oo O 0000000o0o00000 0 0000000o 0
L O c? O O O O O o 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O
O O O O O O O O o 0 0 0 0 o 0 0 o O O O O Cl 0 0 0 0 0 0 0 0 o 0 0 O O O O O o o o 0 O
L o
o o O o O O o O O O O O O O O O O O O O O O O o o 0 0 0 0 0 0 Cl O O O O O O o 0 0 O
Q
F-
F
U
Q
o
0
:co
m
m yy N O G N co
d Cl N
a`o `�° � as Y o c
J m J c
U N N C J U N J LL C C m a) m N N C
NLL ` E J .6 V m O c C-a a)fn N C C m N N V N U N N C
U o rn� �TZ d O E 9 E 2 a�i m� c m N aasy_UU E A NL o N E o 0O+
N C O C(n C V L T> U C T J E U C 0 w.�R. m C w(n OI w N d E o
aNi N N aa) y ° ��amim�� ���W Oa °Qpa�E? a�iwUm � d � Oa�i�a � oX°U E N � o
m d m J LL -�J oc rn c m TN o m E D o E�J Elm Ea O �x ��rUwLL o m
LL O m a7 N a) m V rn c Q c V V m m (ap C w U a a m— d ( O C_ CL
O 'C N r O U 3 J a J 7 o Q N J E W H LL m N N 07 YD
o aNi d ° 'O m o m a� a� >_O H E E o m'c o m m m m o ci
J z ¢ z 0 (7 cUa_U) U)Um I— �xcn> zc)oO0(D (TO z) 9 aLLiLcL u) nrncn � �O o
Cl)O M OOm 00 m I-o o Co O m 0 (n 0 0 000000 0 000(-0 ao 00 00(n N V 000 0 F-
O Oa0 f�0 7 V (nm�� W m V M (IJ
Z EA LL Cl) NCt r r(V
7 m
> a
LL w
00000000 0 00000000 0 00000000 0 000000 0 00000 0 00aa00
00000000 0 000000000 000000000 000 0 0 00 000000 00000 0
00000000 0 000000000 000000009 00000o O OoO000 00000 0
0 0000000a 0 0000aaa0 0 a a 0 0 0 0 0 0 0 0000aa 0 00000 0 00000 0
co 0000W0a (o 00000o000 m 00000000 0 oo 0o coo co 0000(n (n 0000 v
d p Cl) O O ao O O N V I-In In LD (O O O r
w LQ M O V) (D N r Cl) N V M oc O O W oc
0 F r M N N (n ao W N K) N r(- 0
w 04 M
w �
N �
} m
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O 0 0 0 0 0 0 O 00000 0 0 0 0 0 Co 0
O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O
0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 O O O O O O 0 0 0 0 0 Cl
0
((7O M_OOm 00 I- OOmNOra M 00000000 O 0)00 om0 07 00000 0 (o 0000 V
M O m m I- O (n F O co (-- 00 m ao
J r N N N N O N r N (O N m N
Q co Cl) N Cl) n � r r Cl) m O
F �
U
ao Q
0
N
U N
r ON O(n 000 CO (n o 0000(00 O 00000000 0 (o 000(00 N 00000 O 0000 V (O
GI Cl N N Cl) ao Cl) r m Cl) r- O O M
N C LL MfA N ..�v N ' N (n r o 00
W Q
N U C LL o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
O O O Cl O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 0
W H o 000000000 00000000 o 00000000 0 000000 0 000000 00000 0
Q � C
N ~ O
C O V OOOO Cl)OO I- 0O OO O00 0 (IJ 000 O 0000 0 O OOO W 0 ao O OO OO O OO O O F (O
p M O ON LL) Cl) LC) (D O M Cl) O _
C w D1 O M aD N N (O Cl) m O r
W d ; W w 699 .= r N
N U) p
Z m o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 O 0 0 0 0 0 C. O o 0 0 0 0 O 0 0 0 0 0 O
L O O O O O O O O O O O O O O O O O O g q O O O O O O O O O O O O O O O O O O O O O O O O O O
O 0 Cl 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 O 0 0 0 Cl 0 0
W c
N O00On MM 0Ce)O 0) 000000 LOO (n 00000000 O V OOONO 0 000a 0 0 00000 0
J cc M N N (n c0 N N co
Q c) V
F-
F-
L)
Q
N C
_U 4)
m Z a s L1 t `,3
m U _ 7'� t L a o
�Y 7a7 CL
WL) w a ( Lac N �5m� E °
.9 m a) U 0 C
.6
g n c0 E Z
a d N a VW 0 Za 6
12 -
a��cais dC Ln a) mw VZ6mW D > d
LCI)l d ma:E mL ca � Ean > > a) 06 ; rn a
o dmm a CID0Qf cow� w 00wa, Cma) am M ° c0c ��U EmZ ' O � � om
a�FU6a
Cm
o d o i n c a oa EH ) Uw am� oo n a ' �P ° � Uw n Qa, Eaaiai m (> 'w '. �'-"6maoarL> > Lnc Go
0 WEEEEEaEaE n1 no
� EE o EE E� aaEa Q ���'E�� oO c F E a.9 oo
a) a) � o=.L. Od o x c d moo mdo Oo0odm
U UUUUaf2��� n�mam0 �UaUSaw� mwwwwwww v)OiEi�� na IL o'
000000 0 00 V 0000000 00 n 0000 O 00 M O 0 (O 0 0 000000 O O O F-
> EA v 0 00 O (0 0 V W
N f� 0 N O O ❑
Z (0
p m
� JW
0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0
O O O O O O O O O O O O O O O O O O O O 0000 O O O O O O O 00000000 O 000 O
O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 0
0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 O O O O 0
0
00 a 000 0 00 a 00000 a 0 O(n 0 000 O O 0000 Cl) Cl) 00 00000 O O I-O O r
d ❑ U) N N co O O u') LO (- r
w N N N c- 0 r- 0 (O 00 cc
F N r-
►�+ w
m 0
} m
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o o 0 0 0 0 0 0
O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O Cl O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O O O O O O 0 0 0 0 0 0 O O O O O O O O O O 000 0
0
0�000 O O O 00(V 000000 CDC)co
O 0 000 CD 00 M 0� W 00000000 O f0700 co
J N 00 (O 7 m c+0
¢ N (O to
H
U
00 ¢
T
0
N
V N
C o00000 0 000000000000 O o000 O o0LL70N r- 00000000 0 Lno0 (n
N I 3 LL v> LOn CDo n (o n
H 7 p
N V a LL o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0
y w 000000 0 000000000000 0 0000 0 00000 0 00000000 0 000 0
w L o 000000 0 00 0000 00000 0 0 000 Cl 0 00000 0 00000000 o OOo 0
Q � C
~ O
CO2 OOOOOO o 000000000000 O 0000 0 0000(O co oOO00000 0 000 0
m ❑ (A 0 LO O O O Cl) Cl) N N
C w N Cl)
w 5 > (p w
0 0 0 0 0 o o 0 o 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0
0 0 0 Cl 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O C. O O O O O O O o O 0 0 0 O
V 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O O O O O O O o O O O O O O O O O O O O O O
O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 O 000C. 0 0 0 0 0 0 O O O O O O O O O O 0 0 0 O
L o
0)000 O O O 00000000000 O O 0000 O 00(n O V 0 000 00000 O (00 0 0
0 O (O 0
¢J N 0 0
7
H
U
C w
�c cO
c
k
W (D
O) y w
d c c m
C E •c c ad a) C r..rn
N U O U
m an d m � fON ob co Nw cm Z c0 c
E m c (CD, 2 o od CD dm �°
Gyi m m c._ E a� c Z - c v, c wr
H cy a Rt� m a m maw c aE c a)a. v 2NNw mcmi O= 9 ca cc (2
c m u w L a m a Co3 c m w c_ E aac ¢ c cw E m am �j c Q m
w U- c o (n N
cma� o m m 3 m 3 B� 0 as a'wcn mom m Z wc<
mom .. 3 0 3 o a. o E�w� c m aacE �° >. � mm wc¢o '� H f d ¢
m m c c c o o m c c- �• `� m "w m o o o e �°U m c� w w c��- c cn
°'
J m V L W W C is C C > $ V=C H C y w C m U a Q C 0 LL to (�U C w O Vl 0 w N
Gl N C�O J C ❑ C ❑ E E C❑ C a m 0 G) 0 O N N N E •1yN/� O C N N � m O J J 7 p
C N ¢ 0 > d-= 0 0 = C)0) 0) m p ~ E C m 0 ',sC� T T w D1 U c 2 LL LL 7 E CL LL N m
C1__
O1 p
:EwC).�$Lami o � � � da-mimma�❑❑yo o C� �� o a0oa�a o OEco�=' rnrnEE o u1c� U o
Gf mda� a�- �°- - a� mooa� a� c� r dorm F- EO) OlEOE r � m0oa� a� oa�.2 r moo F
>(7�0¢>� Hr �������LLLLw¢ U' Uv7�N W��wUw dr¢U-j-1U20 m(7(g0
o 000OOOOo o c00 c0 000 0 000 0 O C) CD co co O coo Oo00 OF000 I- N H
Q W. O (O N M N P. r M N 0 U.
C
a N N CV F-
LL LL
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o e o 0 0 0 0 0 0 0 0 0 0 o e
000000000 O 00 0 000 O 000 O CD 0 O C) O O C)00000 CD a 00 O O
O O O O O O O O O O cc O O O O O O O O O O O O O O O O O O O O O O O O O O O
O
000O000OO O 00 O o00 O oClo O 00 O O o 0 0000000000o O C
0
d 00 a 0000 O CD CD O Vy o 0 O O00 O CD CD O O O O o L h M 000000000O M
Lu O (O N M O V, O
F N Cl) C9 M
W O O .0... O)
m O
} m
0 0 0 0 0 0 0 0 0 0-1
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o e o 0 0 0 0 0 0 0 0 0 0 0 0
0 0000 00 00 C) O O 0 00 C) 0 000 CI O C) O 0 0 O 000000 00000 O O
O O O O O O O O O O O O O O O O O O O O O O O O O O
O CD CD C)00000 0 CD CD O 000 0 000 O Oo 0 O O C 00 O O o 0 o CD 000 0
0
00000000 00 O CN 0 � C)CD CD CD 000 0 00 O O O � CD 00 CD CD CD CD O)00 O 0) (�
J )O )O 07 W O O
Q O O O O
F W a0 w
U
00 Q
O
N
V N
d 5 0000000000 O NO N Oo0 O coo O 00 O O 00 co )O O O O O O O v000 R N
N V LL v co (o
a�1 ' j Cl) Cl) ri ri
1 w �_ a
00 ,0 a o 0 0 000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
QC o000o0000 0 00 0 000 O o00 0 00 0 0 0 0 00000000000 O O
> W o00000000 o Oo 0 000 0 000 0 0o O o 0
W W 0 0000000a0 0 00 0 CCD 0 000 0 00 0 0 0 0 00000000000 0 0
aCO IE
� W O
og o �0000000o CD �o 000 CD 000 0 00 0 a coGo (OOoOC)C)0000a 0 h
wad w N N c N
�� m
0 L 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0o 0 0 0 0 000 c4z 0 0 0 0 0 0 0
+-� o0o000000 0 00 0 000 0 000 0 00 0 0 0 0 0 0 0 0 0 a 00000 O O
L oCD000000o O o0 0 000 0 000 0 0o O 0 0 0 000 o CD CD 000 0 0
000000000 0 00 0 000 0 000 O 00 0 0 0 p o0000000000 O G
LL
0
0�0000 000 0 CD (n00 (r- 00 CD CD 000 O O o O 0 0 0 OO o 0 0 0 0-00 0
J V V n n
06 aD CO
F
U
Q
N
yC
a
m C n
y O CD y
NCD ^o Y c v� c N
Ga>i a 3 u°'i V Z Q a c
a `m Eo y CU �W �+
R N N N w N w _o E W N m ,� ur W c E W o w
X ul C C c C E (�"' a) (n a) N C O_ a) °) O a) O N O d
(� m c N ar a) C a) a) � ° a)'c _ c c c p X (��///yJJJ ur N o6 a N
U)~ U N Q) J O X X (a c > u! O) > J U) ul(n a) N W O N C C y �,`� O O (n a1 a) C N t
C y J C W LL C W W U a) a) O N a]S F' 7 O) O M m a) p 0 O. r Q
V dal d) a) v Occ xa�'ia°i O OaOQ � Nc m w d FFL.c°im0°vo� m �cEm W `
c 'n3� y� aa)) aa))U H mm O 4, m .0-a U � Xd w E a W Po mm °) dadWa) $ c
J.N
tllT ya)JLLLL °� Y � dr m add ° � m ° NW 2 ¢ O % �� Z� 23ZNc°)i� °) rn O « a
0) � a`) cYL)- 000 2 « ° E 9 c� d G1Ydcya ° dc� t' r=
Utow mcm € ° O.ao o �aaa ° c�= mE o y0 (n (0 (.g L� ma) w0 cc �° C
H-10CLM L) F moo¢ F mmmm F CiaoUU F 2� O 6,W,m(DI LLU0� 0 a c
QOfflOO o 0000 00 0 o O A 00 0 n n N W
LL N !V N N
Z m
7
a a
LL W
o o o a o o o o o o o o 0 0 00 0 0 0 0
000OOOooO000 0 Cl 00 0 0 0 0
000000000000 0 0 0o p o o p
0 0 0 0 0 0 0 0 0 o o 0 O p 0 o C 0 0 0
0
oo0000000000o Cl CD CD 0 0
0
N w h N LQ LQ
w OMI OMI W Cl)
r C7
} m
000000000000 0 0 00 0 0 0 0
o O o o o o o o o O O O O 00 0 0 0 0 0 pp
000000000000 0
0o0000000000 o p o0 p o o p
0
o0000000OooO o ip ooGS
io
J O O W
Q O O 0 0
00 00
F
U
00 Q
p
N
V N
> oo oo CIoo OO oOOO o cmOO Nto w CV N O
GF�N CC r LL OD f0 cc
A C 3 Z
N U C LL o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 o 0 0 o o o 0 0 0 0 0 O O 0 0 O U 0 CDW O O O O O O O O O O O O O O O O
W 0 000000000 oo0 CD CDo 0 p 0 0 C
r N C
COSoo00000ooOOoo O oo LO
w I a v
w' a d g w cm � N N
�yy
mm
0 t 000000000000 0 0 00 a 0 0
++ 0000000OO000 0 0 Oo 0 0 0 $
000OOOOOO000 o p Oo 0 0 0 0
0 o00000000000 CD 00 0 0 0
` c
0
ooOooOooO0000 o Oo o
n n � N
w 0o 0 co
F-
Q
w
c
0
E
m
� y
> E E y O
U C C
E w C 0
0 N 0 U H N
EU E° m d o a
m
0Bd0Nd ON 0 O m Q y
d O d w T 0 C d 0 C C n EO N C N SS
OY N N U U N X U GI F O C `�
of E E 00 o c(7 �w d 0 0 d d m
r0 00- Ua� a � E � aE E L) E N:
C S r O'D is c a`�i� ; L U d w c0i a ° t0i W
0`) 003� v� �� 0'0 �0 O c p `yd O0 Q cZZ
L� NmaOi0'ma) �NaOiEN o m v03 a� F o d C
E'aww�(70�OLL(72 � Z CLLU) Z 0 9 Z o
> CD O O O O O O N 0 0 0 a 0 0 0 0 Lo N O O O o 0 0 o 0 0 0 0 0 0 0 0 O 0 0 0 o 0 0 0 0 O W
LL
z Q)
Q.
LL W
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
O O O O O O O O C O o 0 0 0 0 0 0 O O O O O O O O O O o 0 0 0 0 0 O O O O O O o 0 0 0
O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O
0
a O O O C. O O N O CD O O O o CDN o 0 0 0 0 0 0 0 a 0 0 0 0 C.0 CD0 0 0 0 0 0 0 0 O
N W
w
r W
} m
0 0 0 0 0 0 0 0 00 00 0 0 0 0 0 000 000 00 0 o 00 0 0 0 0 0 0 0 0 o 0 o0 0
O o O O 0 O O 0 0 0 0 0 0 0 0 0 O O o 0 0 o 0 0 0 0 0 0 0 0 0 0 O o O o o O O o o 0
O O O o O O O O O O O o 0 0 0 o O O O O O O O O O O O O O O O O o 0 0 0 0 0 0 0 0 0
O O O 0 0 o O O O O o 0 0 0 0 0 o O o 0 0 o O o 0 o O O o o o O o O O O O o 0 0 0 0
0
0
A 0 CD CD O O O o o O o O O O O O O o 0 0 0 0 o 0 0 0 0 0 0 0 0 O O o O O o O O o 0
7
H
U
00 Q
r
O Q
N
V N
C O > (D 0 0 0 0 0 0 Coo00000000 W a ac000000000000 Co 000o000o 0
H 7 D
O
N V C w o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a o 0 0 0 0 0 0 0 0 o a o 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 000000000 o 00000oo00000000 O 0000000o 0
W O o o O o 0 0 000000000 0 00000000000000o O O0000000 0
W W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 o o o 0 o 0 0 0 0 o 0 o 0 0 0 o 0 0 o 0
Q� C
~ O
COE 0 0» o 0 0 0 0 0 coca 0000CDC) CD 00000o0000000oo 0 OOOOOooO CD
W CL d w
m
N N m
O s o o D o 0 0 0 000o00000 0 000000o.!Z—80 00 0 00000000 0
++ 0 0 0 0 0 0 0 000000000 0 00000000o000000 0 00000000 0
L O O O O O O O O O o 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O o O O o 0 0 o O
O o 0 0 0 o O 0 O o 0 0 o O O o O o 0 0 0 0 0 o 0 o 0 o o 0 0 0 o 0 0 0 0 0 0 0 0 o 0
LL
C) 00 0 0 0 0 000000000 0 000000000000000 0 00000000 O
613,
U
Q
c
0
m
� o o mm a c yy
Yl E N N O a`p T a)O7 O N C (n a
U
QL"J m C a m d N K
0 mm pmC u a d 2rn Naci cmi� c fA N aa) 0o W
LL Q ` EJ acmim-ON a cvmM E= N a) 0yU'� g
o $ rnC Z dQ E y E a'i m� ooy OU C n o N y N c p
m x Nc° `oa°2mcoa a) 0Qimm � co � �= m � N(0 wa) 0E o % M
w c Q o w Co 0 m > 0 c o J a E v— xmc2 Cc c cao.E
m m m a 2 g5mJa gmo 7m �Qoo� E? m Umcm �, `o Om�a � ox2�j E 0 �o
d m 0 m E m a i»�J rn�,D2 ma m o m E � 0 E�J 2~m Ea m p am c�Uwd 2 m
OW LL � � c:? aa � d O�aO� rWmU2o.o.a)ocQ� -� �WFaO wrnmy d Cj .�-
v 2 oaci�a)'m � o� oa o �I0pou m d a)OF- O 2 3:' 0� o ����a m m m m o �O g
c F J z Q z 0 U CUav)HcnUm C H J=cn>F-z000(D(7�a�tn0 r D comma- n<ncncn H
Q MMOO10 00 O O O CD 0 CD CD 0000 O
O W OOO(-O 000( ( 000VW
OO v V �f�LO In N (O W
0
LL M Z N M (V
Ef7
7
> a
LL W
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 0
O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 0 0 0 0 0 O
O o 0 0 0 0 0 0 o O O O O O O o 0 O 0 0 0 0 0 0 0 0 O O O O O O O 0 0 0 0 0 0 O o 0 0 0 0 0
0
W o 00O W O O W W O 00 0000 W 0000 0000 0 0000 W O W O OOO(O (O O 000 V V
Cl) O O(`1)O(0O (Np N I W Cl) N (O co CD
r
V M W O O W W
0 F r Cl) N N LO co 0) V N W
w NN Cl)
0
16 �7
} m
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
O O O O O O O O O o 0 0 0 0 0 0 0 O 0 0 0 0 0 o 0 0 O O O O O O O O O O O O O O O o 0 0 0 O
O O O O O O O O O O O O O O O O O O O O O O O O O O O 0 0 0 0 0 0 O O O O O O O O O O O O O
o 0 0 o O o O O O 0 0 0 0 0 0 0 0 O O o O o o o 0 o O o 0 0 0 o 0 O o o o 0 o o O o 0 0 0 0
0
W O C)o 00)00 (� 000)N O�CD CO00000000 0 a)0 CD CD CD W 00000 O co 000 co7
M O Q1 M f� O (O f� O C) lO P- .00) ap
N N N N O N N ( 0) W N 0) Cl
N (") N C04 I- r Cl) D1 O
U
OD Q
T
Q
N
V N
�_ONo(0000 W (OO o 0 o 0(OO O 00000000 O W 00O W O N 00000 O 0000 V W
Cl U Q M N N cli Cl) N Cl) N (O f� O W CC)
LL
Z
w c a
U C LL o 0 0 a o 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 o Cl o 0 0 0 0 0 0 O o 0 0 0 0 0 0 Cl O O o 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0
N W O O o o O o 0 o O O o 0 o O O o 0 o O O O o 0 o o o o O O O O O O O o O o O O O o 0 o O o O
W to0 0 0 0 0 o 0 0 0 O o 00 0 0 0 0 0 0 o C.0 0 0 0 0 0 o 0 0 0 0 0 0 CD 00 0 0 0 0 0 0 0 0 CD
Q N C
~ O
� 02 v00oOMOO n (O0o00000 (O o000o00o O 0000W0 co OOOoo 0 OOOO(_o W
O m <OD CQ)N W Cl) N N N (00 Cl) Cl) O
w a d w 69 V N
A
D
0 w m o 00 0 0 0 00 0 0 0 0 0 00 0 0 0 0 0 0 000 0 0 0 00 0 0 0 0 0 0 0 00 0 0 0 0 0 00 0
0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 O O O O O O O O O O 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0
L O O O O O O O O O 0 0 0 0 0 0 0 0 O O O O O O O O O O o 0 0 0 0 0 O 0 0 0 0 0 O 0 0 0 0 0 O
O 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 o O 0 0 C.0 0 0 0 0 O O Cl 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 0 0
a o
Cl)O00 On CM Cl)0 0) 000000 u)o LO 000 O O 000 CD 'It 000N CD o0000 0 00000 0
(0 N N N
(Q Cl) N N O
7
F
U
Q
W C
U
d
c 06 Q Q r W a, '.� w p_ o
m e r c W w c m CD �j 0 � U
Y m
w - wci �� � m?U c
omX a) xx m a) m 06 � c
m m SO c � a) cw a ar
E
�d
. ai td d.�- 06 � p0 c J Z c CNw CNa6
p a - EL cC Wm m° IDaL Wm 7,
0 oS2W mm Qoa) Zai�wEM-Z O dmppm CaL
E m p v c ai p ° a E cccc 0. op
U 2E orr E
O cc p 96 a�
o U aW � O aSc 10
Q a ,6 m
CL w � cw O «" E . op m E E E E E E E En Uw W
a._ e p U a � E E E E o- c � pp.p-
u: :c 2 a
a, CU - p-CTc-0-CY F- a) Ooo0Wma) EE�L � o
HW � - CD CLMD90 -10 0-aW3 mmwwwwwww d) LL'LWCO IL a(nm2 Uw'2 rnM o
> CDO0000 0 OOVOOOo000CDC) n 000o O Oor)orn m o0000000 0 0o F
(D co O (D (O V It O
)Q N r a) N CDO
F
U
m
W
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
000000 0 00a00000000a o OOOo 0 00000o 0Oo000000 0o00
O0000O O o00000000000O o000 0 00009 O 00000000 0 0000
0 0 0 0 0 0 o 0 0 o O O o o O o 0 o O O 0 0 0 Cl O 0 0 0 0 0 O 0 0 0 0 0 0 0 0 O 000 O
0
O 000 00 O 0000000000010 )O 0000 O O 00 O Cl) Cl) O 00 O O 00 O O I-00 r
p N N O O O O LO In r- n
N W N N N 1- O) W c0 aD c0
W N f�
r O
G1 ❑} m
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
O O O O O O O O O O O O O O O O C.O O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 O O O O O
0 0 0 0 0 0 O O O O O O O O O O O O O O O O O O O 99990 O O O O O O O O O O O O O O
0 0 0 0 0 0 C. 0 0 0 0 0 0 0 0 0 0 0 0 O O O O o O 0 0 0 0 0 O O O o 0 0 0 0 0 O 0 0 0 O
0
0)00 C O O O 00�0000 O 000 e O o 000 O 00(h o"r 00 a) 00 000000 O (D 00 (0
N cD O V (D OD
N (O (O
F-
U
00 Q
T
CD
V N
000000 O 000000000000 O 0000 O 00)OON 1- 00000000 O (OOO )n
U G> Q GH (O lO O CD (D (D LO IO
vi 3 z
w a
N V a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Q Ooo0o00 0000000000000 0000 O o00000 00000000 0 0000
w o00000 o 9O0000000000 o O000 o OO000 O O000000o O o0o O
70 w N 0 000000 0 000000000000 0 0000 0 00000 0 00000000 0 000 0
Q C
w � O
C O 0000 C)CD OOO Cl o 0000 o Oo 0000co m
O000O000 O o0o O
(A 1O lO C (')> W N Cl) N N
ww a.
0
Z m 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 000 0 0 0 0 0 0
+� O O O O O O O o00000000000 O 000O O 00000 O OOOOOo00 0 000 0
V 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O
O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O CO o 0 0 Cl o 0 0 0 O 0 0 0 0 0 0 0 0 O 0 0 0 O
o
CD000 00 CDO 00 000000 O00 0 0000 CD 00)OO V a) O 0000 O 00 O 1000 (O
Q W ^ N W
7
F-
U
Q
N
N
C C O
� Y r
C
= o E C F 06 N c � N � m N a)
U c m 3 is ` a c c_ (D-m E 0 a`a) a 0)) m m �U
y C N C_ a) N O w) ~ f0 w •+ X V N U N CA ll C > p U 7
N a7 n d pD c c a) E •` a) a)W e of c w c rn
N c rn x m a a) m f0 �° c - °)n rT m y a) coi 0=' �m c c c m
C =? m n w m 3 m 3 3 00 CaEx �c Q �j ac) yaiE� fn(�'Z g3NQc o
QUI a) :: ; 0 3 0 �. o E u�w v)� m z a c E �° � o � W c Q o ', v) m � w
mocc c g c_ Q: xxa) oo o is o N n c-�_ o M
w �-j m a) L w a) m > a; � wwmU� a C m(n� U� w w a� a, c
co rT3 a) c m E c m r,a c m me m o o E m v) (n cw a) a)= w Q
O� d > Ada) 7rnrnr12
a) F � d ��o C� TcaiE > w UaL c°li)iS �aE a a)` NJ m °°
Z wlzmotaO'm �i o > > a 76
0ia�imm�a��mo o C���°) o a2on&a o O E (o, dmrn EE'L o Nc � o
dma) n� m- F- � E �°=- a) a) oo `m `mc� F- do � m0 F- E a) a) EoE F- � ryU0000a) �- 7a)EF F-
>C7�0¢>� F-F F-2f 2 1aaw¢ C9C) WwIxw0w dF-QU��U�O mC�(n0 �
000000000 0 O m o0o O 000 0 00 0 Cl) co co 000000006000 f- N F
LL N m N 0 � M N n LL
C
Z N c N (-
r OC
R
LL LL
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a
0 0 0 0 0 0 0 0 0 O 0 0 O O O O O o 0 0 0 00 O 0 O O O o 0 0 0 Cl 0 0 0 0 0 O O
O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O
O
00000000o O 00 O 000 O 000 O CD CD o O O p o000000000o O p
0
r Q 0 00 O 00 O 00 O D O 00 000 O 0 O o O 00 0 (D W N (00000000000 CO
N w LO 10 N Cl O V e Cl) M N
0 H r N M M M
w rn rn
r �
1�0 �
} m
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
o 0 0 000 0 0 0 O 00 0 0 0 0 O 0 0 0 O 0 0 O O o
O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O CD CD O O O O O O O O
O O O O O O O O O o O O O 000 O 000 O O O O O o p a 0 0 O O O O O O O O 0 p
0
ODOOOOOO 00 0 �O W 000 0 000 O 00 0 0 0 00000000)0o o m (O
Lq 0 a0 W co co
r
H m 00 CO co
U
OD Q
T-
O
N
V N
= CU d 0D00000a00 o v0 N oOO 0 ooO o 00 0 o N 00 U.)oo000Ov000 v C4
+R C 7 w m M NM M
W Q
w 000000000 0 00 0 000 0 000 0 00 0 0 0 e 00000000000 0 e
0 0 0 O O O O 0 O O o o O 000 0 000 0 0 0 O 0 O O O O O O o 0 0 0 0 0 0 O O
> W gggqqqqqo o OO o qqq o oqo 0 00 0 0 0
o gg000gqOoqo q o
'C W y 000000000 0 00 0 000 0 oOo 0 00 0 0 o p OO000000000 0 0
Q� C
N~ O
�0 � o�0000OOOo 0 coo vm coo 0 coo 0 00 o m v m u00000000000 Lo
w v_ v_ v a
W a > `° w
R � m
o t 000000000 0 00 0 000 0 000 0 00 0 0 0 e 00000000000 0 e
000000000 o cc O OOO 0 000 O 00 O O O O 0000000000o O O
OgoOooOgq q OO o 000 o qqq O Oo 0 0 0
OOO CD 00 00 0 0 00 0 000 0 00 0 CD0 0 O 0 CD 0000 00 CD CD 00000 0
00 O 0'
L 0
0)0000000 o 0 n 0 (rO o 00 0 CC)o CD 00 0 O o O 00 OO o 00—000
w n n
m m
F-
L)
Q
N
d
N
c
x
x
� w N
o d a
LL L c N C d
a 3 vo S a z a s c
a c O c Co x
m ? w a N wy aO W
� m m N wuo c m ov u E w m m w �W a wg w W
d AX w C 'a C C C N N'� a) C O N C d N o O N O N a)
C U c a) N y a).E C r. O �L 7 o x w N 7 o C C
C uJ U C m LL J C X X U N N O N W'C"'.� 7 7 N fn a) N O N c CO f/7 vOi N (0 W CO d
y pw� xa�'ia"i O OaoQ c Owe m u, 9 a cO)mmvoaco'wE� x CJ o
c yy E Glcc conic w r
N� d � � m A° d Ww'K m 'ypm� o com 0 m W � $ o< cox NUo d
O m.N m J o o V H 'v m 0 y m a a m a V a c U R X� �' E n c u m o 0 0= o W N a¢ L
ry Z _ _ _ �� 2az32Nu� v, 0 «
�ma`lw� mc�e my ado o ���� o C V E V uo Q O Gl�c alc N a
�LowYmcm � o 0. vv-o mE o Ylyw t.- ma) w00om._,� p C
F-
�OamO-I mUn. ~ Do¢ ~ Mcomm ~ 0ac>U ~ Esm r r O �aW,Kc7mIiLC�or r d �C
0000000000000 O IA 00 N M M N I-
LL n n O O W
Zcli
CMN N O
m
> a
LL W
0 0 0 0 0 0 0 0 0 0 0 0 0 QQ� o 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 O G O O
O O O O O O O O O O O O O O O O p O O p
O o O O O O O o O O O O O 0 0 p O 0 p
0
OR O O O O O O O O O O O OCM C-4 O O O O
Ifl Ip ul IN
�
M
Of Of °i co
N �
O
} m
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 O O 00 C O O O
O O O O O O O O O O O O O O O O p O O p
O O O O O O O O O O O O 0 p O O C O o p
0
OQ00 o00000000 O {p 00
c W 0
J O O
7 co OD 0 C
H
U
o a
0
N
V N
CU d ) o�00000000000 0 N oo 04 cc
c o
N c LL m m m o
m 7 Z ri ri ri of
W c Q
L) 000000000000 0 0 00 0 0 0 0
O O O O O O O O O O 0 O O
N W O O O O O O O O O O O O O p O O O O O p
O W y 0 000000000000 o c 00 p O o p
Q N C
y ~ O
030 0 0 0 0 0 0 0 0 0 0 O M O O M M M CD
>d c w v v v v
W d. W N CM N N
N � �
o r m COCCC OOCIOC 0 0 00 0 0 0 0
� 000000000000 O O 00 O O O O
L O O O O O O O O O O O O O p O O CDO O p
0 O O O O O O O O O O o O O p 0 0 p O O C
LL
0
C M 0000 0 000 00 0 O O .-. O
J
DO 0 W
H
U
a
w
c
d
E
0
y
d a c
> E E O
y0
is
n .4 c o
E c coi H m
UE o Ec Na m m
5 > c d Oas
cw� E0E ca Qo a`E d x N
E E E E c c E c> m w c d E d 4 d
O of O o (7 0 E m
c�ccc�v �Lca�i� A v ~cam t07 a ° cOt o
Z N °--�\ i ca O O C E C O Q C co
as 0:9 t aZZ
LP � aciaci�ma�oiNNaci2N o d vd d B m1,4
�SDx 000� IL 0 Z -LLU Z 0 r°- Z `$
> 0 O O O O O O 60 N 0 0 0 0 00 0 0 N o o o 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O W
z (g
7 m
J
LL W
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
O O O C) CD C) (D O O O O CD CD CD CD C, O O O O O O C)CD
C C O O O O O O O O O O O O O O o
O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O CD CD
. _ .
CD CD CD C) C) C) CD CD O O O O O O O O O O C)O O O O O O O O O O O O O O O O O O O O O
0
C) CD CD O CD N O O O O O O o o LO N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O CD CD CD CD CD O
l0 w
F
O w
A �
} m
0 0 0 0 0 0 0 0 0 0 0 0 o o 0 0 0000 0 0 00000 00 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 000000O00 0 000000000000000 0 00000000 O
0 0 0 0 0 0 0 000000000 0 000000000000000 0 00000000 0
.
0 0 0 Cl 0 0 0 000000000 0 000000000000000 0 00000000 0
0
our o 0 0 0 0 0 000000000 0 00000000000000o O OOo(-0000 0
J
Q
H
c ¢
r
0
N
C1 N
C U C ¢ 0 0 0 0 0 0000000000 m O00000000000o00 0 00000001D CD
00
N 3 w
F� p
u) L) w 0 0 0 0 0 0 0 0 o e o 0 0 0 0 0 0 0 0 0 e 0-1-1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
N W o 0 0 0 0 0 0 000000000 0 000000000000000 0 00000000 0
N 0 0 Cl 0 0 0 0 0 000000000 0 000000000000000 0 00000000 0
=00
g o CD O C. 0 0 0 0 cc00000000 co 0000000o0000000 0 o0000000 C.
> a c w
R
w ? � w
�cnN o
o r m o 0 0 a o 0 0 000000000 0 000-1—1—.-I—I 0 00000000 0
O O O O O O O 0000a OOOo O OOOOOOOOo 00O o O o O 0000000O O
L O 0 O O O O O O O o 0 0 0 0 0 0 C? O O O O O O O o 0 0 0 0 0 0 0 C? O O O O O O o o C?0 0 0 0 0 0 0 0 000000000 0 000000000000000 0 00000000 0
w o
CD O O O O 0 O O o o O O o o O O O o O O O O O o O O O O O O O O O 0 0 0 0 0 0 0 0 O
a
F-
F-
L)
Q
c
0
c
O Fom JaNZ�i cNxc C N J°c��mm no � m m uw'utn !Co/IOJ
H3 co N d
as c
Jco o C
00) - ca
a) J a) i c K LLJ
E V mU
Q C u� c � Cm > CLd O ° o _W
a) mmo a Zc E Ea) aa� cc TmE m co .O
rnnL�m > m mo c aE c2 o c 0r o MT c v0-2UE om � a
t c E° ° ma ~a) w ° ro L � G 6cc H
°
aiJN m' U d CaE U. O ai d _ > oo oa o 'v � � m a acon >m m-a md a ° r � E2 D cc W _ Q
z z 0 O �a•nr- nUm 0nr 7C DU)0 aaaa.rLwwww 0U
ogmM
M O M OOOOO 0) I�OO m W 0 m O LL0 OO OO OOOO O O OO)—O a0 OOOO t2 O V OOO
CD
Z KT M N M — N C~7
� m
a a
w w
00000000 0 000000000 00000000 0 000000 0 00000 0 00000 0
00000000 0 00000000 O 00000o00 O 000000 O o000o O 00000 0
00000000 0 00000000 0 00000000 0 000000 O o0000 0 00000 0
00000000 0 00000000 0 00000000 0 000000 0 00000 0 Oo000 0
0
a0000 coo oo (0 .00000000 a0 00000000 O 0000(00 (0 0000 n In 00007 R
N M O OM OIl7 (0 N ��fg7 N In toCD0�
C M m O O a0 a0
0 PO N N M m 0) V N a0 041'- CD
W 04
m O
m
0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 00 00 0 0 0 00 0 0 0 0 0 0 0 00 0
00000000 o O0o00000 o 0a00o000 0 000000 0 00000 0 00000 0
Oo0o0o00 0 0000000o O O0000000 0 000000 0 00000 0 00000 C?00000000 0 00000000 0 0000000a 0 000000 0 00000 0 00000 0
0
LO(D M O 0 0)0 Cl (— 0 0 03 N 0�;0 CO 0 0 0 0 0 0 0 0 CD CD 0 0 0 0)0 -0 0 0 0 0 0 0 to 0 0 0 00 ItM CD 0)cl) P- O LO n O cl) LO r 00 0) 00
J N N N N O N —L N c0 c3i (0 N D1 N
Q N C) N M n cl) O O
F rfl
U
00
O
N
V N
O N O M 0 0 0 00 (n O 00 00 LL70 O 0 0000000 O (00 O O(0 Cl N 0000 0 C. O 0007 0
N V C LL N N"v co N M N N LL O O 0
Z
I
N V LL O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o e 0 0 0 0 0 0 0 O o 0 0 0 0
O00000oo O 00000000 0 a000000a O 00000o O 00000 0 000000
W o0000000 0 00000000 0 00000000 0 000000 0 00000 0 00000 0
W N o 00000000 0 000CD0000 0 00000000 0 0000000 00000 0 000000
Q N C
~ CO
O G V 00 0 O M 00 I- LO 00 00 00 0 (O 00 0 00000 O 00 0 0000 (D 0000 0 O 0 00 0(0 (0
(`0 O O N (f) C7 (n 0) O M M O _
' 0. w 0) co M c0 N N (0 M 0) O N
W G. d mw 69
mm
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0
0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 O O O O O O O O O O O O O
L O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O
O 00000000 O 00000000 O CD 00000 C7 O 000000 O 00000 C. O O O O O 0
L04 o
M O N O)nM 00 0) 00 000 Oln 0 (n 00 0 0 0000 O 700 O N O (0 00 00 O O 00000 O
J (0 M N N L 0 N N N
Q cl) V
F
U
Q
m C
U
U N G O_
c U d _ L N
(0 7 7 0
C C .N. Q Q L N 35 N C1 O
o m W o 0 m o V o c N
m �' L C oas C aci .-0 pdaci E �a �z0 dd C
W. yN a) ° .+ � E2 S E M0 FC� �
c cw �, C U c m C 'U'a) do cw g Z mea > w C dwan d od
a) (0 a U C N J U d N d— U a) '7 V 06 C 0 rn V C •L (� N C
_ E v �- c m mN S E� a°� nZ > ji o C*6 ��Tirn w °� mNC a a3 ;0'Qcrn
E Xaa D �� UC)) - 7 E aEo�(n(n��0 Z� � ° 'm �Zgu c � E2- 0 0 limo cc(D CL rn
U w U E 3 E E c a r- JO a)
H O c7i •� m� m o. �.... m o.a C, oa n O o oL a)L a =(n v7� U E
� � � cc cQ � E o Q'9c ccccc IAa c 7 ;.;.,� 7 d c o
x m rn O o o m a) w 0 U W v o E a) a) d d o 'm a) 7 a�ot1 U (� m o.,�a s a tj:: m°b m U o
wca�o�aO '° Emddw �� �Z daEEEEEEE lnU)W � cci n°6 �a r? a777 � � °
7.= E '� nno.aaaa am o wY aaam..
N N'a avi � �'�ra H 0 c', 2OX¢ -� QavQQQQ � 7 NN �Nt 7jpN� N F O000N'(u F
��Z)(n-am0 C)-10 5- w3 m'mwwwwwww MOwLLW0m a(nm2 cg UUUUd'2 �
06G.00000 0 o o vo CD o o o o o o C3) 0 o00
0o0 00 0 0( oM co 00000000 0 00 i-
LL N f'- W N O O Q
Z (�
7 m
Q W
W
0 00 0 0 0 0 0 0 0 00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 o o 0
0000000 0000o0O00000 0 000 C 0 000000 0 00 C 0000 0 0000
0000000 0000000000000 0000 0 000000 00000000 0 0000
000000 0 a00000000000 0 0000 O oC7o 0CD 0 0000000o C7 000 0
0
000000 0 00000000000)0 0 OOOO O 0Oo0Cl) M 00000000 0 r-00 r
HA N N co O O LO 0 f- r-
l0 w
N N N (A 1- CT CO oD c0
0 F N n n
� W
0
� O
} c0
0 0 00o o 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 00 0
000000 0 0000 C 0 C 0000 00 0000 0 000000 00000000 0 0000
000000 O o000000000000 Oo00o 000000 00000000 0 0000
000000 0 0CDC7oCD00000aCD 0 0000 0 00000 0 00000000 0 000 0
0
0�00000 O 00CV 00000000c O 0o0O O OO M O7� r- 00000000 O M0o M
1 N W (O V nD of
a N (p (p
U
00 Q
O
N
v N
O 000 00 O 000 0 00 0000 00 0 00 0 0 O 00 u')O N C• 0000000 O O In O O In
N 3 < v> n 0 0 o co m
LL
H z
NO W C
NU 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a 0 0 0 0 0
W o00000 0 000000000000 0 0000 0 00000 0 00000000 0 000 0
Q W N o 000000 0 000000000000 0 0000 0 00000 0 00000000 0 000 0
Q N C
y O
C 0a. o00000 0 000000000000 0 0000 0 0000(o m 00000000 0 000 0
(� if7 N O O O CO N �
W CL W N M
N
t In o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0
r O O O O C.O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O
L, O 00 000 O O 000 0000000 O O 0000 O 00 O O O O 0000000 O O 000 O
O o CD CD CD 00 0 0050000000600 o 00070 O 00000 0 00000000 O CD CD CD O
L o
O)0 0 000 O 0 0000000 00 o O O 000 O O 00(n 07 W 000 0 0 O 00 O (n o 0 In
J A r N
Q
7
H
U
Q
c
yCy w O c
a m : ::
N
c a) E E c F of N 0 N -' °) o (°1i
a) d d A � ,� c N � cui Z �U c
E �o c c 0 (� 2 ua� O0 a) m � m
a u � a0 to c) ca)
d m 0 C a) aoQ, p; m e E = 0x'c m Z- 0 �:mW C o c
tl1 cw x m a m cc c 0Eco'aL 2 NNW c of
daZi (a'i O= gym c � ccm
c cuo) a) aD) W N m 3 m 3 ojm W c_ EXaE Q vc �wEa) o 0)(n'- ,tf � Qc o
3 06 (D m 0 0 0 2 u
'� m0 � a) c 3 0 3 m. 0 EUWrn� �° � nXcE �° RuOaa)) wcQ W 'N ur ns ¢
x a) c o o m c c= 0 o x a) 0 0 o mcn d o c—�— O
t W c m c hoc m d_O P c y W r M L)2 a o} OLL N N U�Pa)
w mad N
o603J 0 c c E� camo o rnca) da) E ccca a) m ° VmJ._ o_j 0 s
.L�Q� rn m G)—� rn0) � ccd,aE_)'ap ~ � 2 �m0 U O >.LO >. W i
U��iiuo.5E2d a c� Nm ro(cn nai$r af0i o > > > �° C0mrnm0�yo o C� „a)0' o a2oa�a ao a)— n �a "mo a0 d— - � � � a) a) a)o�0 a) d c� r a) o c m0 H E Qu)0 E o E fo 1)i u'o a°') 'MM0 CD:5 F0- � aa))a)� r C
>c9w0Q>2 Hr����2JJaawQ C9L)C/) wWafwUw aHQUJJU20 m(7(n0
> 000000000 0 �o o00 0 00 boo 69 o_ 00 O uM) co ao co a00000rnOOo r- N
M N CD LL
n C
N M N (Oto
Z L
C
� Q
LL LL
0 00 00 0 000 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 o e o 0 0 0 0 000 0 0 0 o e
000000000 O 00 O 000 O o0o O o0 O O O O o0000000000 O O
O O O O O O O O O O O O O 0 0 0 O O O O O O O O O O
O O O O O O O O O O O O O 000 O 000 O 00 O O O p OOO OOOOOOoO O p
0
r 000000000 O OO 00 000 O O O 00 O CD U� c) W N CO O 000000000 CD
l0 W 10 l0 N M O V N
O
W r ONi OMi M eM
0
} m
00 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 C
O O O O O O O O o O O O O 000 O O O O O 0 0 O O o O 0 0 0 0 0 0 0 0 0 0 0 O
O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O p
O O O O O O O O O O 00 O O O O O O O O O Co O O O p O O O O O O O O O O O O p
0
0�000 000 00 0 04 o 04 000 O 000 O O O O Or r0 O O O o 00 o 00000 0)
J Iq cq QI co co
�
r m m c O
F-
L)
CO Q
O
N
V N
„ > 0W�l00 00000 o O N O 00OO o O 000 O 00 O O 00 N LO 00 0000 v000 7 CCM
cD t0 10
? M M M M
0 U C w o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 o e o 0 0 0-10000 0 0 0 0 0
ooOOOooOo 0 00 0 00o O OOO 0 00 O 0 0 0 OOOOOOOoOoo O p
W OOoo00o00 0 00 0 000 O o00 O o0 O O o p Q o 00000000000 0
O W y o 0000OO000 O 00 o coo 0 ooO o 00 0 0 o p 00000oo000O 0 0
Q N C
y ~ O
�0 � Q 00o0o000oo o OD 00 COO O o00 0 00 0 a � ao r00000000000 rn
LO
w' CL a > W NCf
py ) o
� m
0 L o 0 0000 0 0 0 0 0 0 0 0 0 0 0 000 0 00 0 0 o a o 0 0o 0 00000 0 0 0
+-� 00000000o O o0 Cl CC) O 000 0 Co O o 0 0 00000000000 0
Ooo000000 o Oo O Oo0 O o00 O 00 o O o O
O o00000000 0 00 O OOO o 000 0 Co 0 0 0 0 00000000000 0 0
lL 0
o�00000000 0 cro0 ro O00 O o00 O 00 0 0 0 0 000O000-Ooo
� P CD CD
00 a0 ao w"
U
Q
N!
d
H
C
x
X
C W m
O IOD y
N r
c v 3 V o z ¢ a c
LL C o ma y x
y E m a u° w 0-0 �c X
O n dim m w o E W c O wUcE Wa° y W
N m c N w N C a) c o (, d-� C j a) c � c X tm_� y N N O N o N
y~ � N � xa m cZ > ymc> 7 U) a) 0 m W O y cc'e �y� al a� rnmacic aci L
V � w�u � E ycc L Xa) d OaUQ c Owe m m Gam. ycy cacOmv o� � �c Em w o
J'� X CJ w m m �0 0 0 �wR2' m o C aci m � �° W a� o -0Q a� mU o e� mom� da)U tt U c W nv� E a) C xx
`gym iiii w F- y- O daaiaaiaai m a a , U xd N a Wiam � m- dW a) L a Gyj°o� y J Y �r wor ! DOD .�+ cOi� E dW 2 Q O ` C'ma) 2w c» � u O
md,�� dc E t� d Q1 d c E c� xx
U L_ y L_ a] C a1 O �0q11.Q O O 7 O 0 a7 E O _N O y .O. •+ LL+.Y- N a) N O N a1 C w Q O
�JOamOJmUa ~ O�Q ~ mmmm ~ (�dUU ~ ��Q' F F FO- V�R'CQ'(�2'S C H d
> ODo0o00000 OOO Cl) N
O In 00 to M
i` � on "- W
z N N N N P,
�ztf m
'a
LL w
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
000000000000 0 0 00 0 0 0 0
O O O O O O O O O O O O 0 p O O 0 O O 0
o O O O o 0 o O O O O O O 0 0 0 p O 0 p
0
d 000 oo o 000000 O ;p CD e-
w Wt � � cli
V
w W m OM m
o
A m
} m
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a o o e
000000000000 O pp 00 p C.
O p
0 0 0 0 0 0 0 0 0 0 0 0 O 0
000000000000 0 p 00 o O O c
0
0)00o0000000a O 0o
J 00 co W m
7 00 00 ao M
r
U
co a
T
0
N
V N
> OEAO O O O O O O O O O O O N O CD N N p
U c a toto ID
N ' ? ri ri M ri
6 W LL
Vc oa0000e00000 0 e 00 0 0 0 e
oo0000oo0000 0 0 00 0 0 0 0
0 LLJ o00000000000 0 0 00 0 0 0 0
p W y 0 0 0 0
Q � C
y~ O
co � 0 O)OOO000000o0 o N99)00 F F o
CL w a v v v
a j 0 N N
N m
0 t 0 0 0 0 0 0 0 0 0 0 0 0 o e o 0 e o o e
00 000000000 O O p 00 O O O p p
L O O O O O O O O O O O O O O O p
0 O O O O O O O O O O O O O p O O G O O G
LL
0
C)OOOOOOOOOOO O OO .-.(n p
J A n W
w a0 06
F
U
a
c
m
E
a)
fn
a y
E E O
o a) li
a Y c Of c
E c c 0 � m
O O O O c U
If 2 m d _o a
x o occi
mwN awW� o c E m
E EmcO-c EO
oo oE
oo E y~
cn
d C C a)J
-0�a . E a�r o—�rw _ o m 0rD
NaWDM T2 vdo�� n9 O
z o