The Centre TR 37359 BCPR2021-0010 (Product 1) Geotechnical ReportGEOTECHNICAL INVESTIGATION
"THE CENTRE" RESIDENTIAL DEVELOPMENT
SEC ADAMS STREET & AUTO CENTRE DRIVE
APN 600-340-048
INDIO, CALIFORNIA
-Prepared By-
Sladden Engineering
45090 Golf Center Parkway, Suite F
Indio, California 92201
(760) 772-3893
BCPR2021-0010
CITY OF LA QUINTA
BUILDING DIVISION
REVIEWED FOR
CODE COM PLIANCE
BY: A a_4.. _ DATE 0S'13lI2O`�l
THE CENTRE - PRODUCT 1
(SFDx5) / TM 37359 - THIS
APPROVAL DOES NOT
INCLUDE PHOTOVOLTAIC
OR FIRE SPRINKLER
SYSTEMS. 2019
CALIFORNIA BUILDING
CODES.
Sladden Engineering
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Sladden gineering
45090 Golf Center Parkway, Suite F, Indio, California 92201 (760) 863-0713 Fax (760) 863-0847
6782 Stanton Avenue, Suite C, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
800 E. Florida Avenue, Hemet, CA 92543 (951) 766-8777 Fax (951) 766-8778
June 9, 2017 Project No. 544-17122
17-05-220
SLF —Adams Street La Quinta, LLC
c/o Shopoff Realty Investments
2 Park Plaza, Suite 700
Irvine, California 92614
Subject: Geotechnical Investigation
Project: The Centre Residential Development
SEC Adams Street and Auto Centre Drive
APN 600-340-048
La Quinta, California
Sladden Engineering is pleased to present the results of the geotechnical investigation performed for the
"The Centre" residential development proposed for the currently vacant property located on the
southeast corner of Adams Street and Auto Centre Drive in the City of La Quinta, California. Our services
were completed in accordance with our revised proposal for geotechnical engineering services dated
April 21, 2017 and your authorization to proceed with the work. The purpose of our investigation was to
explore the subsurface conditions at the site in order to provide recommendations for foundation design
and the design of the various site improvements. Evaluation of environmental issues and hazardous
wastes was not included within the scope of services provided.
The opinions, recommendations and design criteria presented in this report are based on our field
exploration program, laboratory testing and engineering analyses. Based on the results of our
investigation, it is our professional opinion that the proposed project should be feasible from a
geotechnical perspective provided that the recommendations presented in this report are implemented in
design and carried out through construction.
We appreciate the opportunity to provide service to you on this project. If you have any questions
regarding this report, please contact the undersigned. _
Respectfully submitted,
Matthew J. Cohrt
Principal Geologist
SER/ab
Copies: 4/Addressee
COHRT
2634
III
). 9/30/18
CIVIL
Brett L. A
Principal
Sladden Engineering
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GEOTECI ]NICAL INVESTIGATION
"THE CENTRE" RESIDENTIAL DEVELOPMENT
SEC ADAMS STREET AND AUTO CENTRE DRIVE
APN 600-340-048
LA QUINTA, CALIFORNIA
June 9, 2017
TABLE OF CONTENTS
INTRODUCTION....................................................................................................................................
1
PROJECT DESCRIPTION.......................................................................................................................
1
SCOPEOF SERVICES.............................................................................................................................
2
SITECONDITIONS................................................................................................................................
2
GEOLOGICSETTING............................................................................................................................
3
SUBSURFACE CONDITIONS...............................................................................................................
3
SEISMICITY AND FAULTING.............................................................................................................
4
2016 CBC DESIGN PARAMATERS......................................................................................................
5
GEOLOGICI-IAZARDS.........................................................................................................................
5
CONCLUSIONS......................................................................................................................................
7
EARTHWORKAND GRADING..........................................................................................................
8
Stripping...........................................................................................................................................
8
Preparation of New Building and Foundation Areas.................................................................
8
Compaction.......................................................................................................................................
8
Shrinkageand Subsidence..............................................................................................................
9
CONVENTIONAL SHALLOW SPREAD FOOTINGS......................................................................
9
SLABS-ON-GRADE................................................................................................................................10
PRELIMINARY PAVEMENT DEIGN... ...............................................................................................
10
CORROSIONSERIES.............................................................................................................................11
UTILITY TRENCH BACKFILL.............................................................................................................11
EXTERIOR CONCRETE FLATWORK................ ......................................................................
........... I]
DRAINAGE..............................................................................................................................................12
LIMITATIONS.........................................................................................................................................12
ADDITIONAL SERVICES......................................................................................................................12
REFERENCES..........................................................................................................................................13
FIGURES- Site Location Map
Regional Geologic Map
Borehole Location Plan
Subsidence Zone Map
APPENDIX A Field Exploration
APPENDIX B Laboratory Testing
APPENDIX C USGS Seismic Design Map and Report
USGS Deaggregation Output
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INTRODUCTION
This report presents the results of the geotechnical investigation performed by Sladden Engineering
(Sladden) for "The Centre' residential development proposed for the currently vacant property located
on the southeast corner of Adams Street and Auto Centre Drive in the City of La Quinta, California. The
site is located at approximately 33.7045 degrees north latitude and 116.2844 degrees west longitude. The
approximate location of the site is indicated on the Site Location Map (Figure 1).
Our investigation was conducted in order to evaluate the engineering properties of the subsurface
materials, to evaluate their in -situ characteristics, and to provide engineering recommendations and
design criteria for site preparation, foundation design and the design of various site improvements. This
study also includes a review of published and unpublished geotechnical and geological literature
regarding seismicity at and near the subject site.
PROJECT DESCRIPTION
Based on our preliminary review of the plans prepared by The Shopoff Group (2017), it is our
understanding that the proposed project will consist of constructing a new residential development on
the currently vacant property. The proposed project will also include paved roadways, concrete flatwork,
underground utilities, retention basins and various associated site improvements. For our analyses, we
expect that the proposed residential buildings will consist of relatively lightweight wood -frame
structures supported on conventional shallow spread footings and concrete slabs -on -grade.
Based on the relatively level nature of the site, Sladden expects that grading will be limited to minor cuts
and fills in order to accomplish the desired elevations and to provide adequate gradients for site
drainage. This does not include the removal and re -compaction of the loose surface soil and primary
foundation bearing soil within the proposed residential building pad areas. Upon completion of precise
grading plans, Sladden should be retained in order to verify that the recommendations presented within
in this report are properly incorporated into the design of the proposed project.
Structural foundation loads were not available at the time of this report. Based on our experience with
relatively lightweight commercial structures, we expect that isolated column loads will be less than 30
kips and continuous wall loads will be less than 3.0 kips per linear foot. If these assumed loads vary
significantly from the actual loads, we should be consulted to verify the applicability of the
recommendations provided.
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SCOPE OF SERVICES
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The purpose of our investigation was to determine specific engineering characteristics of the surface and
near surface soil in order to develop foundation design criteria and recommendations for site
preparation. Exploration of the site was achieved by drilling six (6) exploratory boreholes to depths
between approximately 21 and 51 feet below the existing ground surface (bgs). Specifically, our site
characterization consisted of the following tasks:
• Site reconnaissance to assess the existing surface conditions on and adjacent to the site.
• Advancing six (6) exploratory boreholes to depths between approximately 21 and 51 feet bgs in order
to characterize the subsurface soil conditions. Representative samples of the soil were classified in the
field and retained for laboratory testing and engineering analyses.
• Performing laboratory testing on selected samples to evaluate their engineering characteristics.
• Reviewing geologic literature and discussing geologic hazards.
• Performing engineering analyses to develop recommendations for foundation design and site
preparation.
• The preparation of this report summarizing our work at the site.
SITE CONDITIONS
The proposed project is located on a vacant property on the southeast corner of Adams Street and Auto
Centre Drive in the City of La Quinta, California. At the time of our investigation, the site was
undeveloped and covered with scattered desert vegetation. Existing retention basins are located along the
southern, western and eastern portions of the property. Generally, the site is bounded by Adams Street to
the west, Auto Centre Drive to the north, La Quinta Drive to the east, and a residential development to
the south.
Based on our review of the La Quinta 7.5-Minute Quadrangle Map (USGS, 2012), the site is situated at an
approximate elevation of 65 feet above mean sea level (MSL).
No natural pending of water or surface seeps were observed at or near the site during our investigation
conducted on May 18, 2017. Site drainage appears to be controlled via sheet flow and surface infiltration.
Regional drainage is provided by the Whitewater River that is located approximately 'h mile to the north
of the property.
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GEOLOGIC SETTING
The project site is located within the Colorado Desert Physiographic Province (also referred to as the
Salton Trough) that is characterized as a northwest -southeast trending structural depression extending
from the Gulf of California to the Banning Pass. The Salton Trough is dominated by several northwest
trending faults, most notably the San Andreas Fault system. The Salton Trough is bounded by the Santa
Rosa — San Jacinto Mountains on the southwest, the San Bernardino Mountains on the north, the Little
San Bernardino - Chocolate — Orocopia Mountains on the east, and extends through the Imperial Valley
into the Gulf of California on the south.
A relatively thick sequence (20,000 feet) of sediment has been deposited in the Coachella Valley portion of
the Salton Trough from Miocene to present times. These sediments are predominately terrestrial in nature
with some lacustrian (lake) and minor marine deposits. The major contributor of these sediments has
been the Colorado River. The mountains surrounding the Coachella Valley are composed primarily of
Precambrian metamorphic and Mesozoic "granitic" rock.
The Salton Trough is an internally draining area with no readily available outlet to Gulf of California and
with portions well below sea level (-253' msl). The region is intermittently blocked from the Gulf of
California by the damming effects of the Colorado River delta (current elevation +30'msl). Between about
300AD and 1600 AD (to 1700) the Salton Trough has been inundated by the River's water, forming
ancient Lake Cahuilla (max. elevation +58' msl). Since that time the floor of the Trough has been
repeatedly flooded with other "fresh" water lakes (1849, 1861, and 1891), the most recent and historically
long lived being the current Salton Sea (1905). The sole outlet for these waters is evaporation, leaving
behind vast amounts of terrestrial sediment materials and evaporite minerals.
The site has been mapped by Rogers (1965) to be immediately underlain by undifferentiated Quaternary -
age dune sand (Qs). The regional geologic setting for the site vicinity is presented on the Regional
Geologic Map (Figure 2).
SUBSURFACE CONDITIONS
The subsurface conditions at the site were investigated by drilling six (6) exploratory boreholes to depths
between approximately 21 and 51 feet bgs. The approximate locations of the boreholes are illustrated on
the Borehole Location Plan (Figure 3). The boreholes were advanced using a truck mounted Mobile B-61
drill rig equipped with 8-inch outside diameter hollow stem augers. A representative of Sladden was on -
site to log the materials encountered and retrieve samples for laboratory testing and engineering
analyses.
During our field investigation, a thin mantle of artificial fill soil generally less than approximately five (5)
feet in depth was encountered throughout the project site. Native earth materials consisted primarily of
silty sand (SM) and sandy silt (ML) with minor interbedded portions of poorly graded sand (SP-SM).
Granular horizons appeared grayish brown, dry to slightly moist, loose to dense and fine -to -coarse
grained. Cohesive layers appeared olive brown, medium stiff to very stiff and exhibited low to medium
plasticity characteristics.
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The final logs represent our interpretation of the contents of the field logs, and the results of the
laboratory observations and tests of the field samples. The final logs are included in Appendix A of this
report. The stratification lines represent the approximate boundaries between soil types although the
transitions may be gradual.
Groundwater was not encountered to the maximum explored depth within our bores during our field
investigation. As such, it is our opinion that groundwater should not be a factor during construction of
the proposed project.
SEISMICITY AND FAULTING
The southwestern United States is a tectonically active and structurally complex region, dominated by
northwest trending dextral faults. The faults of the region are often part of complex fault systems,
composed of numerous subparallel faults which splay or step from main fault traces. Strong seismic
shaking could be produced by any of these faults during the design life of the proposed project.
We consider the most significant geologic hazard to the project to be the potential for moderate to strong
seismic shaking that is likely to occur during the design life of the project. The proposed project is located
in the highly seismic Southern California region within the influence of several fault systems that are
considered to be active or potentially active. An active fault is defined by the State of California as a
"sufficiently active and well defined fault" that has exhibited surface displacement within the Holocene
epoch (about the last 11,000 years). A potentially active fault is defined by the State as a fault with a
history of movement within Pleistocene time (between 11,000 and 1.6 million years ago).
As previously stated, the site has been subjected to strong seismic shaking related to active faults that
traverse through the region. Some of the more significant seismic events near the subject site within
recent times include: M6.0 North Palm Springs (1986), M6.1 Joshua Tree (1992), M7.3 Landers (1992),
M6.2 Big Bear (1992) and M7.1 Hector Mine (1999).
Table 1 lists the closest known potentially active faults that was generated in part using the EQFAULT
computer program (Blake, 2000), as modified using the fault parameters from The Revised 2002
California Probabilistic Seismic Hazard Maps (Can et al, 2003). This table does not identify the probability
of reactivation or the on -site effects from earthquakes occurring on any of the other faults in the region.
TABLE
CLOSEST KNOWN ACTIVE FAULTS
Fault Name
Distance
(Km)
Maximum
Event
SanAndreas-Coachella
9.1
*7.2
SanAndreas- Southern
9.1
*7.2
Burnt Mountain
28.1
6.5
Eureka Peak
29.6
6.4
SanAndreas - San Bernardino
30.2
*7.5
San Jacinto - Anza
33.8
7.2
San Jacinto - Coyote Creek
34.4
6.8
Pinto Mountain
48.6
7.2
*8.2 for multiple -segment rupture
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2016 CBC SEISMIC DESIGN PARAMETERS
Sladden has reviewed the 2016 California Building Code (CBC) and summarized the current seismic
design parameters for the proposed structure. The seismic design category for a structure may be
determined in accordance with Section 1613 of the 2016 CBC or ASCE7. According to the 2016 CBC, Site
Class D may be used to estimate design seismic loading for the proposed structure. The 2016 CBC Seismic
Design Parameters are summarized below (USGS, 2017a). The project Design Map Reports are included
within Appendix C.
Risk Category (Table 1.5-1):1/11/111
Site Class (Table 1613.3.2): D
Ss (Figure 1613.3.1):1.546g
Sl (Figure 1613.3.1): 0.730 g
Fa (Table 1613.3.3(1)):1.0
Fv (Table 1613.5.3(2)):1.5
Sms (Equation 16-37 (Fa X Ss)): 1.546g
Sm1 (Equation 16-38 (Fv X SiO:1.095g
SDS (Equation 16-39 (2/3 X Sms)): 1.03lg
SDI (Equation 16-40 (2/3 X Smij): 0.730g
Seismic Design Category: D
GEOLOGIC HAZARDS
The subject site is located in an active seismic zone and will likely experience strong seismic shaking
during the design life of the proposed project. In general, the intensity of ground shaking will depend on
several factors including: the distance to the earthquake focus, the earthquake magnitude, the response
characteristics of the underlying materials, and the quality and type of construction. Geologic hazards
and their relationship to the site are discussed below.
I. Surface Rupture. Surface rupture is expected to occur along preexisting, known active fault
traces. However, surface rupture could potentially splay or step from known active faults
or rupture along unidentified traces. Based on our review of Rogers (1965), Jennings (1994),
CDOC (2017), and RCPR (2017), known faults are not mapped on or projecting towards the
site. In addition, no signs of active surface faulting were observed during our review of
non -stereo digitized photographs of the site and site vicinity (Google, 2017;). Finally, no
signs of active surface fault rupture or secondary seismic effects (lateral spreading, lurching
etc.) were identified on -site during our field investigation. Therefore, it is our opinion that
risks associated with primary surface ground rupture should be considered "low'.
II. Ground Shaking. The site has been subjected to past ground shaking by faults that traverse
through the region. Strong seismic shaking from nearby active faults is expected to
produce strong seismic shaking during the design life of the proposed project. A
probabilistic approach was employed to the estimate the peak ground acceleration (am.,.)
that could be experienced at the site. Based on the USGS Unified Hazard Tool (USGS,
2017b) and shear wave velocity (Vs30) of 259 m/s, the site could be subjected to ground
motions on the order of 0.57g. The peak ground acceleration at the site is judged to have a
475 year return period and a 10 percent chance of exceedance in 50 years.
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III. Liquefaction. Liquefaction is the process in which loose, saturated granular soil loses
strength as a result of cyclic loading. The strength loss is a result of a decrease in granular
sand volume and a positive increase in pore pressures. Generally, liquefaction can occur if
all of the following conditions apply: liquefaction -susceptible soil, groundwater within a
depth of 50 feet or less, and strong seismic shaking.
According to the County of Riverside (RCPR, 2017), the site is situated within a Moderate
liquefaction zone. Based on our review of groundwater levels in the site vicinity (> 50 feet
bgs; Tyley, 1974), risks associated with liquefaction can be considered negligible.
IV. Tsunamis and Seiches. Because the site is situated at an inland location, and is not
immediately adjacent to any impounded bodies of water, risk associated with tsunamis
and seiches is considered negligible.
V. Slope Failure, Landsliding Rock Falls. No signs of slope instability in the form of
landslides, rock falls, earthflows or slumps were observed at or near the subject site. The
site is situated on relatively flat ground and not immediately adjacent to any slopes or
hillsides. As such, risks associated with slope instability should be considered negligible.
VI. Expansive Soil. Generally, the soil consists of silty sand (SM) and sandy silt (ML). Based on
the results of our laboratory testing (EI=2), the materials underlying the site are considered
to have a "very low" to "low" expansion potential.
VII. Settlement. Settlement resulting from the anticipated foundation loads should be minimal
provided that the recommendations included in this report are considered in foundation
design and construction. The estimated ultimate settlement is calculated to be
approximately 1 inch when using the recommended bearing pressures. As a practical
matter, differential settlement between footings can be assumed as one-half of the total
settlement.
ViIl. Subsidence. Land subsidence can occur in valleys where aquifer systems have been
subjected to extensive groundwater pumping, such that groundwater pumping exceeds
groundwater recharge. Generally, pore water reduction can result in a rearrangement of
skeletal grains and could result in elastic (recoverable) or inelastic (unrecoverable)
deformation of an aquifer system.
Sneed and Brandt (USGS, 2014) have reported significant land subsidence measurements
within the area of La Quinta as measured between 1995 and 2010. According to the
aforementioned authors, the subject site is part of the broader "La Quinta subsidence area".
This northwest -southeast trending subsidence zone is generally defined as an elongated
subsidence bowl bounded by the westward extension of Avenue 48 to the north, Avenue
60 to the south, the Santa Rosa Mountains to the west and varying streets from Jefferson
Street to Monroe Street to the East (Figure 4). Measurements throughout this subsidence
zone from June 27, 1995 and September 19, 2010 have indicated subsidence of
approximately 0.45 feet.
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Although recent investigations have documented significant subsidence within the
Coachella Valley area (USGS, 2007), no fissures or other surficial evidence of subsidence
were observed at the subject site. With the exception of isolated tension zones typically
manifested on the ground surface as fissures and/or ground cracks, subsidence related to
groundwater depletion is generally areal in nature with very little differential settlement
over short distances such as across individual buildings.
The Coachella Valley Water District has publically acknowledged regional subsidence
throughout the southern portion of the Coachella Valley and has indicated a commitment
to groundwater replenishment programs that are intended to limit future subsidence. At
this time, subsidence is considered a regional problem requiring regional mitigation not
specific to the project vicinity.
IX. Debris Flows. Debris flows are viscous flows consisting of poorly sorted mixtures of
sediment and water and are generally initiated on slopes steeper than approximately six
horizontal to one vertical (61-MV). Based on the flat nature of the site and the composition
of the surface soil, we judge that risks associated with debris flows should be considered
remote.
X. Flooding and Erosion. No signs of flooding or erosion were observed during our field
investigation. Risks associated with flooding and erosion should be evaluated and
mitigated by the project design Civil Engineer.
CONCLUSIONS
Based on the results of our investigation, it is our professional opinion that the project should be feasible
from a geotechnical perspective provided that the recommendations included in this report are
incorporated into design and carried out through construction. The main geotechnical concerns are the
presence of loose artificial fill and potentially compressible surface soil.
We recommend that any remedial work within the proposed residential buildings include over -
excavation and re -compaction of the primary foundation bearing soil. Specific recommendations for
foundation area preparation are presented in the Earthwork and Grading section of this report.
Caving did occur to varying degrees within each of our exploratory bores and the surface soil may be
susceptible to caving within deeper excavations. All excavations should be constructed in accordance
with the normal CalOSHA excavation criteria. On the basis of our observations of the materials
encountered, we anticipate that the subsoil will conform to that described by CalOS14A as Type C. Soil
conditions should be verified in the field by a "Competent person" employed by the Contractor.
The following recommendations present more detailed design criteria that have been developed on the
basis of our field and laboratory investigation.
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EARTHWORK AND GRADING
All earthwork including excavation, backfill and preparation of the primary foundation and/or slab
bearing soil should be performed in accordance with the geotechnical recommendations presented in this
report and portions of the local regulatory requirements, as applicable. All earth work should be
performed under the observation and testing of a qualified soil engineer. The following geotechnical
engineering recommendations for the proposed project are based on observations from the field
investigation program, laboratory testing and geotechnical engineering analyses.
a. Strigpiinne: Areas to be graded and paved should be cleared of any existing surface improvements,
vegetation, root systems and debris. All areas scheduled to receive fill should be cleared of old
fills and any irreducible matter. The stripping should be removed off site, or stockpiled for later
use in landscape areas. Voids left by obstructions should be properly backfilled in accordance
with the compaction recommendations of this report.
b. Preparation of New Building Areas: In order to achieve firm and uniform bearing conditions, we
recommend over -excavation and re -compaction throughout the proposed building areas. All
artificial fill soil and native low density near surface native soil should be removed to a depth of
at least 4 feet below existing grade or 3 feet below the bottom of the footings, whichever is
deeper. Remedial grading should extend laterally, a minimum of five feet beyond the footing
limits. The exposed surface should then be scarified, moisture conditioned to near optimum
moisture content and compacted to at least 90 percent relative compaction.
C. Compaction: Soil to be used as engineered fill should be free of organic material, debris, and
other deleterious substances, and should not contain irreducible matter greater than three inches
in maximum dimension. All fill materials should be placed in thin lifts, not exceeding six inches
in a loose condition. If import fill is required, the material should be of a low to non -expansive
nature and should meet the following criteria:
Plastic Index Less than 12
Liquid Limit Less than 35
Percent Soil Passing #200 Sieve Between 15% and 35%
Maximum Aggregate Size 3 inches
The subgrade and all fill should be compacted with acceptable compaction equipment, to at least
90 percent relative compaction. The bottom of the exposed subgrade should be observed by a
representative of Sladden Engineering prior to fill placement. Compaction testing should be
performed on all lifts in order to ensure proper placement of the fill materials. Table 2 provides a
summary of the excavation and compaction recommendations.
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TABLE2
SUMMARY OF RECOMMENDATIONS
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*Remedial Grading
Removal and recompaction of all artificial fill soil
and loose native soil to depths of at least 4 feet
below existing grade or 3 feet below the bottom of
footings, whichever is deeper. Removals should
extend laterally a minimum of 5 feet beyond the
footing limits.
Native / Import Engineered Fill
Place in thin lifts not exceeding 6 inches in a loose
condition, compact to a minimum of 90 percent
relative compaction within 2 percent of the
optimum moisture content.
Asphalt Concrete Sections
Compact the top 12 inches to at least 95 percent
compaction within 2 percent of optimum moisture
content.
*Actual depth may vary and should be determined by a representative of Sladden Engineering in the field
during construction.
d. Shrinkage and Subsidence: Volumetric shrinkage of the material that is excavated and replaced
as controlled compacted fill should be anticipated. We estimate that this shrinkage should be
between 15 and 25 percent. Subsidence of the surfaces that are scarified and compacted should
be between 1 tenth and 2 tenths of a foot. This will vary depending upon the type of equipment
used, the moisture content of the soil at the time of grading and the actual degree of compaction
attained.
CONVENTIONAL SHALLOW SPREAD FOOTINGS
Conventional spread footings are expected to provide adequate support for the proposed new residential
buildings. All footings should be founded upon properly compacted engineered fill soil and should have
a minimum embedment depth of 12 inches measured from the lowest adjacent finished grade.
Continuous and isolated footings should have minimum widths of 12 inches and 24 inches, respectively.
Continuous and isolated footings supported upon properly engineered fill compacted soil may be
designed using allowable (net) bearing pressures of 1800 and 2000 pounds per square foot (psf),
respectively. Allowable increases of 200 psf for each additional 1 foot of width and 250 psf for each
additional 6 inches of depth may be used if desired. The maximum allowable bearing pressure should be
3000 psf. The allowable bearing pressures apply to combined dead and sustained live loads. The
allowable bearing pressures may be increased by one-third when considering transient live loads,
including seismic and wind forces.
Based on the recommended allowable bearing pressures, the total static settlement of the shallow footings
is anticipated to be less than one -inch, provided foundation preparations conform to the
recommendations described in this report. Static differential settlement is anticipated to be approximately
one-half of the total settlement for similarly loaded footings spaced up to approximately 50 feet apart.
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Lateral load resistance for the spread footings will be developed by passive pressure against the sides of
the footings below grade and by friction acting at the base of the footings. An allowable passive pressure
of 250 psf per foot of depth may be used for design purposes. An allowable coefficient of friction 0.40 may
be used for dead and sustained live loads to compute the frictional resistance of the footing placed
directly on compacted fill. Under seismic and wind loading conditions, the passive pressure and
frictional resistance may be increased by one-third.
All footing excavations should be observed by a representative of the project geotechnical consultant to
verify adequate embedment depths prior to placement of forms, steel reinforcement or concrete. The
excavations should be trimmed neat, level and square. All loose, disturbed, sloughed or moisture -
softened soils and/or any construction debris should be removed prior to concrete placement. Excavated
soil generated from footing and/or utility trenches should not be stockpiled within the building envelope
or in areas of exterior concrete flatwork. All footings should be reinforced in accordance with the project
Structural Engineer's recommendations.
SLABS -ON -GRADE
hi order to provide uniform and adequate support, concrete slabs -on -grade must be placed on properly
compacted engineered fill soil as outlined in the previous sections of this report. The slab subgrade
should remain near optimum moisture content and should not be permitted to dry prior to concrete
placement. Slab subgrade should be firm and unyielding. Disturbed soil should be removed and replaced
with engineered fill soil compacted to a minimum of 90 percent relative compaction.
Slab thickness and reinforcement should be determined by the Structural Engineer. We recommend a
minimum slab thickness of 4.0 inches and minimum reinforcement of U3 bar at 24 inches on center in both
dircetions. All slab reinforcement should be supported on concrete chairs to ensure that reinforcement is
placed at slab mid -height. Floor slab design and reinforcement should be determined by the Structural
Engineer.
Slabs with moisture sensitive surfaces should be underlain with a moisture vapor retarder consisting of a
polyvinyl chloride membrane such as 10-mil visqueen, or equivalent. All laps within the membrane
should be sealed and at least 2 inches of clean sand should be placed over the membrane to promote
uniform curing of the concrete. To reduce the potential for punctures, the membrane should be placed on
a pad surface that has been graded smooth without any sharp protrusions. If a smooth surface can not be
achieved by grading, consideration should be given to placing a 1-inch thick leveling course of sand
across the pad surface prior to placement of the membrane.
PRELIMINARY PAVEMENT DESIGN
Asphalt concrete pavements should be designed in accordance with Topic 608 of the Caltrans Highway
Design Manual based on R-Value and Traffic Index. An R-Value of 63 was determined to develop the on -
site roadways. On -site and any imported soil should be tested for R-Value after grading. For pavement
design, a Traffic Index (H) of 6.0 was used for light -duty pavement. We assumed Asphalt Concrete (AC)
over Class II Aggregate Base (AB). The preliminary flexible pavement design is as follows:
Sladden Engineering
mww.SladdettEngitieering.com
June 9, 2017 11 Project No. 544-17122
17-05-220
RECOMMENDED ASPHALT PAVEMENT SECTION LAYER THICKNESS
Pavement Material
Recommended Thickness
Light -Duty (TI = 6.0)
Asphalt Concrete Surface Course
3.0 inches
Class II Aggregate Base Course
4.5 inches
Compacted Subgrade Soil
12.0 inches
Asphalt concrete should conform to Sections 203 and 302 of the latest edition of the Standard
Specifications for Public Works Construction ("Greenbook") or Caltrans. Class II aggregate base should
conform to Section 26 of the Caltrans Standard Specifications or Greenbook, latest edition. The aggregate
base course should be compacted to at least 95 percent of the maximum dry density as determined by
ASTM Method D 1557.
CORROSION SERIES
The soluble sulfate concentrations of the surface soil were determined to be 860 parts per million (ppm).
The soil is considered to have a "negligible" corrosion potential with respect to concrete. The use of Type
V cement and special sulfate resistant concrete mixes may be necessary. Soluble sulfate content of the
surface soil should be reevaluated after grading and appropriate concrete mix designs should be
established based upon post -grading test results.
The pH levels of the surface soil was 8.5. Based on soluble chloride concentration testing (90 ppm) the soil
is considered to have a "negligible" corrosion potential with respect to normal grade steel. The minimum
resistivity of the surface soil was found to be 900 ohm -cm, which suggests the site soil is considered to
have a "very severe" corrosion potential with respect to ferrous metal installations. Accordingly, a
corrosion expert should be consulted regarding appropriate corrosion protection measures.
UTILITY TRENCH BACKFILL
All utility trench backfill should be compacted to a minimum relative compaction of 90 percent. Trench
backfill materials should be placed in lifts no greater than six inches in a loose condition, moisture
conditioned (or air-dried) as necessary to achieve near optimum moisture conditions, and then
mechanically compacted in place to a minimum relative compaction of 90 percent. A representative of the
project soil engineer should test the backfill to verify adequate compaction.
EXTERIOR CONCRETE FLATWORK
To minimize cracking of concrete flatwork, the subgrade soil below concrete flatwork areas should first
be compacted to a minimum relative compaction of 90 percent. A representative of the project
geotechnical consultant should observe and verify the density and moisture content of the soil prior to
concrete placement.
Sladden Engineering
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June 9, 2017 12 Project No. 544-17122
17-05-220
DRAINAGE
All final grades should be provided with positive gradients away from foundations to provide rapid
removal of surface water runoff to an adequate discharge point. No water should be allowed to be pond
on or immediately adjacent to foundation elements. In order to reduce water infiltration into the
subgrade soil, surface water should be directed away from building foundations to an adequate
discharge point. Subgrade drainage should be evaluated upon completion of the precise grading plans
and in the field during grading.
LIMITATIONS
The findings and recommendations presented in this report are based upon an interpolation of the soil
conditions between the exploratory bore locations and extrapolation of these conditions throughout the
proposed building areas. Should conditions encountered during grading appear different than those
indicated in this report, this office should be notified.
The use of this report by other parties or for other projects is not authorized. The recommendations of this
report are contingent upon monitoring of the grading operation by a representative of Sladden
Engineering. All recommendations are considered to be tentative pending our review of the grading
operation and additional testing, if indicated. If others are employed to perform any soil testing, this
office should be notified prior to such testing in order to coordinate any required site visits by our
representative and to assure indemnification of Sladden Engineering.
We recommend that a pre -job conference be held on the site prior to the initiation of site grading. The
purpose of this meeting will be to assure a complete understanding of the recommendations presented in
this report as they apply to the actual grading performed.
ADDITIONAL SERVICES
Once completed, final project plans and specifications should be reviewed by use prior to construction to
confirm that the full intent of the recommendations presented herein have been applied to design and
construction. Following review of plans and specifications, observation should be performed by the Soil
Engineer during construction to document that foundation elements are founded on/or penetrate into the
recommended soil, and that suitable backfill soil is placed upon competent materials and properly
compacted at the recommended moisture content.
Tests and observations should be performed during grading by the Soil Engineer or his representative in
order to verify that the grading is being performed in accordance with the project specifications. Field
density testing shall be performed in accordance with acceptable ASTM test methods. The minimum
acceptable degree of compaction should be 90 percent for engineered fill soil and 95 percent for Class II
aggregate base as obtained by ASTM Test Method D1557. Where testing indicates insufficient density,
additional compactive effort shall be applied until retesting indicates satisfactory compaction.
Sladden Engixeering
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June 9, 2017 13 Project No. 544-17122
17-05-220
REFERENCES
Blake, T., 2000, EQFAULT and EQSEARCH, Computer Programs for Deterministic and Probabilistic
Prediction of Peak Horizontal Acceleration from Digitized California Faults.
California Building Code (CBC), 2016, California Building Standards Commission.
California Department of Conservation (CDOC), 2017, Regulatory Maps; available at:
www.qualce.ca.gov/gmaps/wh/regulatorymaps.htm
Can T., Bryant, W.A., Rowshandel B., Branum D., Wills C.J., 2003, "The Revised 2002 California
Probabilistic Seismic Hazard Maps'.
GoogleEarth.com, 2017, Vertical Aerial Photograph for the La Quinta area, California, Undated, Variable
Scale.
Jennings, Charles W. (Compiler), 1994, Fault Activity Map of California and Adjacent Areas, California
Division of Mines and Geology, Geologic Data Map No. 6
Riverside County Parcel Report (RCPR), 2017, available at
littp:Hmmc.rivcoit.org/MMC—Publis/V iewer.html?Viewer—MMC—Publi c
Rogers T.H (compiler), Jenkins, O.P (edition), 1965, Geologic Map of California, Santa Ana Sheet, sixth
printing 1992, California Division of Mines and Geology, 1: 250,000.
Sneed, Michelle, Brandt, J.T., and Solt, Mike, 2014, "Land Subsidence, Groundwater Levels and Geology
in the Coachella Valley, California, 1993-2010", United States Geological Survey (USGS),
Scientific Investigations Report 2014-5075.
Tyley, S.J., 1974, Analog Model Study of the Ground -Water Basin of the Upper Coachella Valley,
California, Geological Survey Water -Supply Paper 2027.
United States Geological Survey (USGS), 2007, "Detection and Measurement of Land Subsidence Using
Global Positioning System and Interferometric Synthetic Aperture Radar, Coachella Valley,
California, 1996-2005", Scientific Investigations Report 2007-5251.
United States Geological Survey (USGS), 2012, La Quinta 7.5 Minute Quadrangle Map, 1:24000.
United State Geological Survey (USGS), 2017a, U.S. Seismic Design Maps; available at:
http://earthquake.usgs.gov/designmaps/us/application.plip
United States Geological Survey (USGS), 2017b, Unified Hazard Tool; available at:
https://geohazards.usgs.gov/liazards/interactive/
Yong, A., Thompson, E.M., Wald, D., Knudsen, K.L., Odum, J.K., Stephenson, W.J., and Haefner, S., 2015,
Compilation of Vs30 Data for the United States: U.S. Geological Survey Data Series 978, 8.p.,
http://dx.doi.org/10.3133/ds978
Sladden Engineering
zozoza.SladdenEngineering.corn
FIGURES
SITE LOCATION MAP
REGIONAL GEOLOGIC MAP
BOREHOLE LOCATION PLAN
SUBSIDENCE ZONE MAP
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Project Number: 544-17122 2
Report Number: 17-05-220
Sladden Engineering Date: June 9, 2017
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FIGURE
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FIELD EXPLORATION
Sladdee Engineering
wzow. SladdeiiEngineering.com
APPENDIX A
FIELD EXPLORATION
For our field investigation, six (6) exploratory bores were excavated on May 18, 2017 utilizing a Mobile B-
61 truck mounted hollow stem auger rig. Continuous logs of the materials encountered were made by a
representative of Sladden Engineering. Materials encountered in the boreholes were classified in
accordance with the Unified Soil Classification System that is presented in this appendix.
Representative undisturbed samples were obtained within our bores by driving a thin -walled steel
penetration sampler (California split spoon sampler) or a Standard Penetration Test (SPT) sampler with a
140 pound automatic -trip hammer dropping approximately 30 inches (ASTM D1586). The number of
blows required to drive the samplers 18 inches was recorded in 6-inch increments and blowcounts are
indicated on the boring logs.
The California samplers are 3.0 inches in diameter, carrying brass sample rings having inner diameters of
2.5 inches. The standard penetration samplers are 2.0 inches in diameter with an inner diameter of 1.5
inches. Undisturbed samples were removed from the sampler and placed in moisture sealed containers in
order to preserve the natural soil moisture content. Bulk samples were obtained from the excavation
spoils and samples were then transported to our laboratory for further observations and testing.
Slndden Engineering
www. SladdenEngineering.corn
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
TYPICAL NAMES
GW
WELL GRADED GRAVEL -SAND MIXTURES
GRAVELS
CLEAN GRAVELS WITH
POORLY GRADED GRAVELS, GRAVEL -SAND
�.
LITTLE OR NO FINES
GP
MIXTURES
oc
c�
GM
SILTY GRAVELS, POORLY -GRADED GRAVEL-
2
MORE THAN HALF
COARSE FRACTION IS
1-1 z
p d
LARGER THAN No.4 SIEVE
GRAVELS WITH OVER
SAND -SILT MIXTURES
SIZE
1246 FINES
ca
GC
CLAYEY GRAVELS, POORLY GRADED GRAVEL-
z
SAND -CLAY MIXTURES
SW
WELL GRADED SANDS, GRAVELLY SANDS
SANDS
CLEAN SANDS WITH
LITTLE OR NO FINES
oU z
SP
POORLY GRADED SANDS, GRAVELLY SANDS
d
x
F'
MORE THAN HALF COARSE
[:7
FRACTION IS SMALLER
SM
SILTY SANDS, POORLY GRADED SAND -SILT
p
THAN NoA SIEVE SIZE
SANDS WITH OVER 124'o
NURTURES
FINES
SC
CLAYEY SANDS, POORLY GRADED SAND -CLAY
MIXTURES
INORGANIC SILTS & VERY FINE SANDS, RGC—
c'
0
ML
FLOUR, SILTY OR CLAYEY FINE SANDS, OR
z
CLAYEY SILTS WITH SLIGHT PLASTICITY
z
SILTS AND CLAYS
INORGANIC CLAYS OF LOW TO MEDIUM
EE--F
LIQUID LIMIT LESS THAN 50
CL
PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS,
x
SILTY CLAYS, CLEAN CLAYS
OL
ORGANIC CLAYS AND ORGANIC SILTY CLAYS
OF LOW PLASTICITY
2
M m
INORGANIC SILTS, MICACEOUS OR
c5 �.
MII
DIATOMACIOUS FINE SANDY OR SILTY SOILS,
Z
ELASTIC SILTS
CH
INORGANIC CLAYS OF HIGH PLASTICITY, FAT
w Z
SILTS AND CLAYS: LIQUID LIMIT GREATER THAN
w
50
CLAYS
E-
OH
ORGANIC CLAYS OF MEDIUM TO HIGH
C,
z
PLASTICITY, ORGANIC SILTS
HIGHLY ORGANIC SOILS
Pt
PEAT AND OTHER HIGHLY ORGANIC SOILS
EXPLANATION OF BORE LOG SYMBOLS
EM California Split -spoon Sample
®Unrecovered Sample
Standard Penetration Test Sample
Note: The stratification lines on the
borelogs represent the approximate
_ Groundwater depth boundaries between the soil types; the
transitions may be gradual.
W
OSLADDEN ENGINEERING
BORELOG
Drill Rig: Mobile B-61
Date Drilled: 5/18/2017
Elevation: 65 Ft (MSL)
Boring No: BH-1
x
m
�
o
v
o
0
UDescription
E
�
ro
m
w
a
o
Q
Q
C7
Silly Sand (SM); olive brown, dry, dense, fine-grained w/ asphalt
1
2
2
chunks and trace of dayFill
(Fill).
IS/22/25
19.2
0.7
108.6
n
5/717
11.2
1.2
97.6
6
Poorly Graded Sand (SP-SM); grayish brown, dry, loose, fine-
::::
grained w/ silt and trace of clay (Qs).
8
3/3/5
86.6
13.4
10
JL
Silt (ML); olive brown, moist, medium stiff£, low to medium
12
plasticity w/ clay (Qs).
4
8/11/11
61.8
6.6
95.4
16
Sandy Silt (NIL); olive brown, slightly moist, stiff, low to medium
plasticity w/ clay (Qs).
18
6/6/9
71.2
2.7
20
Silt (NIL); olive brown, dry, stiff, low to medium plasticity w/ sand
and clay (Qs).
11/13/18
11.8
0.7
102.1
4
�6
::
Poorly Graded Sand (SP-SM); grayish brown, dry, medium dense,
:.
fine-grained w/ silt and trace of clay (Qs).
28
5/8/9
75.4
4.1
30
32
Silt (ML); olive brown, dry, very stiff, low to medium plasticity w/
sand and clay (Qs).
11/15/18
27.2
0.8
99.5
34
Silty Sand (SM); grayish brown, dry, medium dense, fine-grained w/
36
trace of clay (Qs).
38 is
8/9/9
65.1
2.7
40 "'
42
Sandy Silt (ML); olive brown, dry, very stiff, low to medium
plasticity w/ day (Qs).
44
14/14/25
49.3
5.4
98.8
Silty Sand (SM); grayish brown, slightly moist, medium dense, fine-
46
grained w/ clay (Qs).
48 I:
50
Silty Sand (SM); grayish brown, dry, medium dense, fine-grained w/
9/12/15 1
1
1
17.8
1.2
t:i=t
clay (Qs).
Completion Notes:
THE CENTRE RESIDENTIAL DEVELOPMENT
Terminated Cis 51.5 Feet bgs.
APN 600-340-048, LA QUINTA, CALIFORNIA
No Bedrock Encountered.
Project No: 544-17122
No Groundwater or Seepage Encountered.
Page
1
Report No: 17-05-220
OSLADDEIV ENGINEERING
BORELOG
Drill Rig: Mobile B-61
Date Drilled: 5/18/2017
Elevation: 65 Ft (MSL)
Boring No: BH-2
o
v
9
O
,
^p
oa
N�
Description
E
U
y
G
cn
w
m
cv
o
o
q
Q
C7
2
Silty Sand (SM); olive brown, dry, fine -to -coarse grained w/ clay
(Fill).
8/12/15
52.2
7.3
4
6
Sandy Silt (ML); olive brown, slightly moist, very stiff, low to
medium plasticity w/ clay (Qs).
8
5/6/7
45.1
4.2
97.8
10
Silty Sand (SM); grayish brown, dry, loose, fine -to -coarse grained w/
12
;i
clay (Qs).
314/6
71.2
7.2
4
16
it
Silt (ML); olive brown, slightly moist, stiff, low to medium plasticity
w/ sand and clay (Qs).
18
5/8/13
45.4
4.4
101.8
0
.
;; Silty Sand (SM); grayish brown, dry, medium dense, fine -to -coarse
_' .i grained w/ clay (Qs).
5/7/8
46.2
2.1
24
Silty Sand (SM); grayish brown, dry, medium dense, fine-grained w/
26
clay (Qs).
28
8/13/17
62.1
1.7
91.2
30
Sandy Silt (ML); olive brown, dry, very stiff, ]ow to medium
3�
plasticity w/ clay (Qs).
7/10/10
42.6
1.5
34
Silty Sand (SM); grayish brown, dry, medium dense, fine-grained w/
36
trace of clay (Qs).
38
It
11/15/20
26.5
1.1
103.5
40
Silty Sand (SM); grayish brown, dry, medium dense, fine-grained w/
trace of clay (Qs).
1-
7/9/11
34.2
3.8
46
Silty Sand (SM); grayish brown, dry, medium dense, fine -to -coarse
grained w/ day (Qs).
48
50
Silt (ML); olive brown, slightly moist, very stiff, low to medium
8/12/16
86.6
9.3
103.2
plasticity w/ clay (Qs).
Completion Notes: THE CENTRE RESIDENTIAL DEVELOPMENT
Terminated C, 51.5 Feet bgs. APN 600-340-048, LA QUINTA, CALIFORNIA
No Bedrock Encountered. Project No: 544-17122
Page 2
No Groundwater or Seepage Encountered. Report No: 77-OS-220
OSLADDEN ENGINEERING
BORE LOG
Drill Rig: Mobile B-61
Date Drilled: 5/18/2017
Elevation: 65 Ft (MSL)
Boring No: BH-3
x
U
n
o
?
c
v
Description
CL
to
fn
G1
L]
o
o
Q
❑
U
Silty Sand (SM); olive brown, dry, fine -to -coarse grained w/ clay
(Fill).
4/7/9
45.4
5.1
93.4
4
6
! :I
Silty Sand (SM); grayish brown, slightly moist, loose, fine -to -coarse
grained w/ clay (Qs).
8
I
3/5/9
26.4
1.7
-to-
12
is
.i
Silty Sand (SM); grayish brown, dry, medium dense, fine -to -coarse
grained w/ trace of clay (Qs).
14
'!E
6/9/9
39.6
4.4
101.5
16
Silty Sand (SM); grayish brown, dry, medium dense, fine -to -coarse
grained w/ clay (Qs).
18
i;
3/5/6
34.4
5.2
20
22grained
Silty Sand (SM); grayish brown, slightly moist, loose, fine -to -coarse
w/ clay (Qs).
24
Terminated @ 21.5 Feet bgs.
No Bedrock Encountered.
26
No Groundwater or Seepage Encountered.
vg
30
32
34
36
38
40
4
44
46
48
50
Completion Notes:
THE CENTRE RESIDENTIAL DEVELOPMENT
APN 600-340-048, LA QUINTA, CALIFORNIA
Project No: 544-17122
Page
3
Report No: 17-05-220
OSLADDr=N ENGINEERING
BORELOG
Drill Rig: Mobile B-61
Date Drilled: 5/18/2017
Elevation: 65 Ft (MSL)
Boring No: BH-4
of
b
o
o�
6
0,�
.G
v
Description
CL
Silty Sand (SM); olive brown, dry, fine -to -coarse grained w/ trace of
clay (Fill).
10/13/15
24.1
2.4
4
6
.
Silty Sand (SM); grayish brown, dry, medium dense, fine -to -coarse
grained w/ trace of clay (Qs).
AL
B
6/8/8
57.3
3.2
94.1
10
Sandy Silt (ML); olive brown, dry, stiff, low to medium plasticity w/
12
trace of clay (Qs).
4
4/5/6
49.2
5.5
--
16
_
Silty Sand ISM); grayish brown, slightly moist, medium dense, fine-
to -coarse grained w/ clay (Qs).
18
6/9/11
35.8
1.8
95.3
U
:
Silty Sand (SM); grayish brown, dry, medium dense, fine -to -coarse
rained w/ trace of clay (Qs).
24
Terminated 021.5 Feet bgs.
No Bedrock Encountered.
26
No Groundwater or Seepage Encountered.
8
30
3
34
36
38
4U
42
44
46
48
50
Completion Notes:
THE CENTRE RESIDENTIAL DEVELOPMENT
APN 600-340-048, LA QUINTA, CALIFORNIA
Project No: 544-17122
Page
4
Report No: 17-05-220
OSL.ADDEN ENGINEERING
BORELOG
Drill Rig: Mobile B-61
Date Drilled: 5/18/2017
Elevation: 65 Ft (MSL)
Boring No: BH-5
x
m
c2
G
o
Ei
Ei
G
o
a
;2
�
v
v
�'
Description
�
E
.3EiF
w
Q
O
C7
Silty Sand (SM); olive brown, dry, fine -to -coarse grained w/ trace of
2
gravel (Fill).
4
15/23/26
28.6
4.6
118.2
6
Silty Sand (SM); grayish brown, dry, dense, fine -to -coarse grained
-:
w/ clay and trace of gravel (Qs).
8
6/9/13
65.4
10.7
]0
12
Sandy Silt (ML); olive brown, slightly moist, very stiff, low to
medium plasticity w/ clay and trace of gravel (Qs).
4
4/6/11
84.7
13.0
89.9
Silt (ML); olive brown, moist, stiff, low to medium plasticity w/ clay
16
and trace of gravel (Qs).
18
4/5/6
76.1
15.3
ill
Silt (ML); olive brown, moist, stiff, low to medium plasticity w/ clay
22
and trace of gravel (Qs).
24
5/6/11
49.7
6.7
94.8
.'
Silty Sand (SM); grayish brown, slightly moist, medium dense, fine -
�6
:
to -coarse grained w/ clay and trace of gravel (Qs).
28
Terminated @ 26.5 Feet bgs.
30
No Bedrock Encountered.
No Groundwater or Seepage Encountered.
3
34
36
38
4n
4
4
46
4g
50
Completion Notes:
THE CENTRE RESIDENTIAL DEVELOPMENT
APN 600-340-048, LA QUINTA, CALIFORNIA
Project No: 544-17122
Page
Report No: 17-05-220
OSLADDEN ENGINEE121NG
BORELOG
Drill Rig: Mobile B-61
Date Drilled: 5/18/2017
Elevation: 65 Ft (MSL)
Boring No: BH-6
o
v
9
p
O
Uo
a
.2
�
v
�
Description
4
G
G
O
(•:
FJ
L
U]
fd
f
:>.
Poorly Graded Sand (SP-SM); grayish brown, dry, fine-grained w/
2
silt (Fill).
Silty Sand (SM); grayish brown, dry, loose, fine-grained w/ trace of
3/3/4
33.8
1.2
4
6
day (Qs).
8
8/11/17
85.5
5.6
85.6
10
Silt (ML); olive brown, slightly moist, very stiff, low to medium
h
plasticity w/ clay (Qs).
5/7/7
50.6
2.3
-14-
16
Sandy Silt (ML); olive brown, dry, stiff, low to medium plasticity w/
JL
trace of clay (Qs).
18
7/10/11
13.7
1.0
97.5
20
Silty Sand (SM); grayish brown, dry, medium dense, fine-grained w/
22
.
trace of gravel (Qs).
04
Terminated @ 21.5 Feet bgs.
No Bedrock Encountered.
e6
No Groundwater or Seepage Encountered.
2g
30
32
34
36
38
40
4
44
46
48
50
Completion Notes:
THE CENTRE RESIDENTIAL DEVELOPMENT
APN 600-340-048, LA QUINTA, CALIFORNIA
Project No: 544-17122
Page
Report No: 17-05-220
APPENDIX B
LABORATORY TESTING
Slndden Engineering
zozaw.SlnddeiiEngineering.coni
I1tay001930.4 1
LABORATORY TESTING
Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to
our laboratory for additional observations and testing. Laboratory testing was generally performed in
two phases. The first phase consisted of testing in order to determine the compaction of the existing
natural soil and the general engineering classifications of the soils underlying the site. This testing was
performed in order to estimate the engineering characteristics of the soil and to serve as a basis for
selecting samples for the second phase of testing. The second phase consisted of soil mechanics testing.
This testing including consolidation, shear strength and expansion testing was performed in order to
provide a means of developing specific design recommendations based on the mechanical properties of
the soil.
CLASSIFICATION AND COMPACTION TESTING
Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and
measured in order to determine its unit weight. A small portion of each sample was then subjected to
testing in order to determine its moisture content. This was used in order to determine the dry density of
the soil in its natural condition. The results of this testing are shown on the Boring Logs.
Maximum Density -Optimum Moisture Determinations: Representative soil types were selected for
maximum density determinations. This testing was performed in accordance with the ASTM Standard
D1557-91, Test Method A. Graphic representations of the results of this testing are presented in this
appendix. The maximum densities are compared to the field densities of the soil in order to determine the
existing relative compaction to the soil.
Classification Testing: Soil samples were selected for classification testing. This testing consists of
mechanical grain size analyses. This provides information for developing classifications for the soil in
accordance with the Unified Soil Classification System which is presented in the preceding appendix.
This classification system categorizes the soil into groups having similar engineering characteristics. The
results of this testing is very useful in detecting variations in the soil and in selecting samples for further
testing.
SOIL MECHANIC'S TESTING
Expansion Testing: One (1) bulk sample was selected for Expansion testing. Expansion testing was
performed in accordance with the UBC Standard 18-2. This testing consists of remolding 4-inch diameter
by 1-inch thick test specimens to a moisture content and dry density corresponding to approximately 50
percent saturation. The samples are subjected to a surcharge of 144 pounds per square foot and allowed
to reach equilibrium. At that point the specimens are inundated with distilled water. The linear
expansion is then measured until complete.
Direct Shear Testing: One (1) bulk sample was selected for Direct Shear testing. This test measures the
shear strength of the soil under various normal pressures and is used to develop parameters for
foundation design and lateral design. Tests were performed using a recompacted test specimen that was
saturated prior to tests. Tests were performed using a strain controlled test apparatus with normal
pressures ranging from 800 to 2300 pounds per square foot.
Sladden Engineering
zoww. SladdeiiEngineering.coiii
Consolidation: Two (2) samples were selected for consolidation testing. For this test, a one -inch thick test
specimen was subjected to vertical loads varying from 575 psf to 11520 psf applied progressively. The
consolidation at each load increment was recorded prior to placement of each subsequent load. The
specimens were saturated at the 4000 psf load increment in accordance with ASTM Test Method D 5333.
Corrosion Series Testing: The soluble sulfate concentrations of the surface soil were determined in
accordance with California Test Method Number (CA) 417. The pH and Minimum Resistivity were
determined in accordance with CA 643. The soluble chloride concentrations were determined in
accordance with CA 422.
Resistance R-Value Testing: The R-Value of the surface soil was determined in accordance with
California Test Method Number (CA) 310.
Sladden Engineering
zozozo. SladdenEugineering.com
OSladden Engineering
450 Egan Avenue, Beaumont CA 92223 (951) 845-7743 Fax (951) 845-8863
Maximum Density/Optimum Moisture
ASTM D698/1)1557
Project Number:
Project Name:
Lab ID Number:
Sample Location:
Description:
Maximum Density:
Optimum Moisture:
145
140
135
130
a 125
it
A 120
L
115
110
105
100
0
544-17122
The Centre
LN6-17231
BH-1 Bulk 1 @ 0-5'
Olive Brown Silty Sand (SM)
112.5 pef
13%
Sieve Size % Retained
3/4"
3/8"
#4 1.3
<----- Zero Air Voids Lines,
sg =2.65, 2.70, 2.75
5 10 15
Moisture Content, %
June 8, 2017
ASTM D-1557 A
Rammer Type: Machine
20 25
Buena Park • Palm Desert • Hemet
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Expansion Index
ASTM D 4829
Job Number:
544-17122
Job Name:
The Centre
Lab ID Number:
LN6-17231
Sample ID:
BH-1 Bulk 1 @ 0-5'
Soil Description:
Olive Brown Silty Sand (SM)
Wt of Soil y Ring:
558.4
Welebt of Rmg:
194.9
Wt of Wet Soil:
363.5
Percent Moisture:
12.0%
Sample Height. in
0.95
Wet Density, pef:
116.0
Dry Denstiy, pef:
103.5
Saturation: 1 51.6
Expansion
Rack # 4
Date/Time
6/2/2017
11:40 AM
Initial Reacling
0.0000
Final Reading
0.0016
Expansion Index
(Final -Initial) x 1000
2
June 8, 2017
Buena Park • Palm Desert • Hemet
Job Number:
Job Name
Lab ID No.
Sample ID
Classification
Sample Type
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Direct Shear ASTM D 3080-04
(modified for unconsolidated condition)
544-17122
The Centre
LN6-17231
BH-1 Bulk 1 @ 0-5'
Olive Brown Silty Sand (SM)
Remolded @ 90% of Maximum Density
June 8, 2017
Initial Dry Density: 101.3 pef
Initial Mosture Content: 12.9 %
Peal: Friction Angle (0): 34'
Cohesion (c): 0 psf
Test Results
1
2
3
4
Average
Moisture Content, %
22.8
22.8
22.8
22.8
22.8
Saturation, %
92.6
92.6
92.6
92.6
92.6
Normal Stress, kps
0.739
1.479
2.958
5.916
Peak Stress, kps
0.480
0.965
1.989
3.910
Buena Park • Palm Desert • Hemet
Job Number:
Job Name:
Date:
544-17122
The Centre
6/8/2017
Moisture Adjustment
Wt of Soil: 1,000
Moist As Is: 1.8
Moist Wanted: 13.0
nil of Water to Add: 110.0
UBC
Remolded Shear Weight
Max Dry Density: 112.5
Optimum Moisture: 13.0
Wt Soil per Ring, g: 137.6
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Gradation
ASTM CI 17 & C 136
Project Number: 544-17122
Project Name: The Centre
Lab ID Number: LN6-17231
Sample ID: BH-1 Bulk 1 @ 0-5' Soil Classification: SM
100.0
9o.o -
80.0
70.0 --
m
60.0
50.0
C
0 40.0
30.0 - -
20.0
10.0 - -
0.0
100.000
Sieve
Sieve
Percent
Size, in
Size, mm
Passing
2"
50.8
100.0
11/2"
38.1
100.0
1"
25.4
99.8
3/4"
19.1
99.7
1/2"
12.7
99.4
3/8"
9.53
99.2
#4
4.75
98.7
48
2.36
98.3
916
1.18
97.8
430
0.60
97.3
950
0.30
91.1
4100
0.15
67.6
4200
0.075
33.0
June 8, 2017
10,000 1.000 0.100 0.010 0.001
Sieve Size. min
Buena Park • Palm Desert • Hemet
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Gradation
ASTM C117 L C136
Project Number: 544-17122 June 8, 2017
Project Name: The Centre
Lab ID Number: LN6-17231
Sample ID: BH-1 R-2@5' Soil Classification: SP-SM
Sieve
Sieve
Percent
Size, in
Size, min
Passing
it,
25.4
100.0
3/4"
19.1
100.0
1/2"
12.7
100.0
3/8"
9.53
100.0
94
4.75
100.0
#8
2.16
100.0
416
1.19
100.0
430
0.60
99.8
#50
0.30
89.6
4100
0.15
47.7
#200
0.074
11.2
100
80
70
60
50
40 T, T A
30
I -- MF--
-0
10
0 I ILI, - 100.000 10.000 1,000 0.100 0-010 0.001
Sieve Size, min
Buena Park - Palm Desert - Hemet
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Project Number:
Project Name:
Lab ID Number:
Sample ID:
Gradation
ASTM C 17 & C136
544-17122
The Centre
LN6-17231
BH-2 R-2 @ 10'
Soil Classification: SM
Sieve
Sieve
Percent
Size, in
Size, min
Passing
1"
25.4
100.0
3/4"
19.1
100.0
1/2"
12.7
100.0
3/8"
9.53
100.0
#4
4.75
100.0
#8
2.36
100.0
416
1.18
99.8
#30
0.60
99.5
#50
0.30
96.6
#100
0.15
80.3
9200
0.074
45.1
June 8, 2017
100--
90
-
-- -----
HET-:q
.----
-
--
80
70
60
oq
50
0 40
--
30
�
--�i
�
I
I
_�
-
I
-
70
10
E
1
T0-- 1
—
� �
_
100-000 10.000 1.000 0.100 0.010 0.001
Sieve Size, min
Buena Park • Palm Desert • Hemet
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Project Number:
Project Name:
Lab ID Number:
Sample ID:
Gradation
ASTM C117 & C136
544-17122
The Centre
LN6-17231
BH-3 S-2 @ 10'
Soil Classification: SM
Sieve
Sieve
Percent
Size,in
Size, man
Passing
1"
25.4
100.0
3/4"
19.1
100.0
1/2"
12.7
100.0
3/8"
9.53
100.0
#4
4.75
100.0
48
2.36
100.0
416
1.18
99.9
#30
0.60
99.4
950
0.30
91.6
#100
0.15
62.3
#200
0.074
26.4
June 8, 2017
100 — _ -I-
90 — — — - _
! -- - -
- ft
80
-
70
60
50
-_
40 --
30 i T-......_
?0 - - - -- ) - (- ---- --
10
100.000 10.000 1.000 0.100 0.010 0.001
Sieve Size, min
Buena Park • Palm Desert • Hemet
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Gradation
ASTM C1 17 & C136
Project Number: 544-17122 June 8, 2017
Project Name: The Centre
Lab 1D Number: LN6-17211
Sample ID: BH-6 S-1 @ 5' Soil Classification: SM
Sieve
Sieve
Percent
Size, in
Size, min
Passing
it,
25.4
100.0
3/41'
19.1
100.0
1/2"
12.7
100.0
3/8
9.53
100.0
#4
4.75
100.0
#8
2.36
100.0
#16
1.18
99.9
430
0.60
99.9
450
0.30
97.9
#100
0.15
82.5
4200
0.074
33.8
"0
90 -EE F A
80
70
HIM
60
50
40
30
U!
20
10
0
100-000 10.000 1.000 0.100 0-010 0.001
Sieve Size, min
Buena Park - Palm Desert 9 Hemet
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
One Dimensional Consolidation
ASTM D2435 & D5333
Job Number: 544-17122
Job Name: The Centre
Lab ID Number: LN6-17231
Sample ID: BH-3 R-1 @ 5'
Soil Description: Brown Silty Sand (SM)
U
-3
-6
June 8, 2017
Initial Dry Density, pcf: 93.4
Initial Moisture, %: 5.1
Initial Void Ratio: 0.785
Specific Gravity: 2.67
Hydrocollapse: 0.2% @ 0.702 ksf
% Change in Height vs Normal Presssure Diagram
- a Before Saturation —a After Saturation
8 Rebound -M Flydro Consolidation
K,
Normal Load (Isi)
100.0
Buena Park - Palm Desert • Hemet
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
One Dimensional Consolidation
ASTM D2435 & D5333
Job Number: 544-17122
Job Name: The Centre
Lab ID Number: LN6-17231 Initial Dry Density, pef:
Sample ID: BH-6 R-2 @ 10' Initial Moisture, %:
Soil Description: Olive Brown Silt (ML) Initial Void Ratio:
Specific Gravity:
3
U
-6
% Change in Height vs Normal Presssure Diagram
—0 Before Saturation After Saturation
-6-Rebound—N-}lydro Consolidation
1.0
Normal Load (ksi)
10.0
June 8, 2017
83.9
5.6
0.987
2.67
100.0
Buena Park • Palm Desert 9 Hemet
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
RESISTANCE 'R' VALUE AND EXPANSION PRESSURE CTM 301
June 8, 2017
Project Number: 544-17122
Project Name: The Centre
Lab ID Number: LN6-17231
Sample ID: BH-1 Bull: 1 @ i
Sample Description: Olive Brown Silty Sand (SM)
Specified Traffic Index:5.0
90
80
70
60
50
I
c 40
30
>-0
10
EXUDATION PRESSURE
CHART
'
Minimills,,
■"®■m
'���
■
■O:
.'
mmm
■:
:..
'
nm'
m.::mmmnmm�
�iiiuinimmmm■B�g��
a
MEMNON
unumn�u'm
■■ao■nnm
m■
nn■■IO
um■m'm
momuu
N
mom...nmommmI
umnn
uu■e,m■u■iam
Imom
main
mnomm
nnm■G��
iu�umn
�om
RmEmMimi
m
m■mMIMI■
■
I
ummn
memlin
�INU
Elmo
MINIM
am
ME
mmumin
ian
11s1MIimIMImmmo
�
o'
Go'u'INN
ninon
.
mmin
■■■a■■io"nmmmo��
mu■
mmum
ama
0 �.
800 700 600 500 400 300 200 100
EXUDATION PRESSURE, psi
0
10
1.8
1t>
Dry Density @ 300 psi Exudation Pressure: 111.8-pcf
%Moisture @ 300 psi Exudation Pressure: 12.6%
R-Value - Exudation Pressure: 68
R-Value - Expansion Pressure: 63
R-Value @ Equilibrium: 63
EXPANSION PRESSURE CHART
�I®m�m�mm�mmonswi
�onsin
����'mGmmmliFINE
m
ooi■mn..mnuui®�mmm8m�..mnu.
Emmons
'mmmmmmm�6�91�'m�
�m�nmm■WAr
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■
lL
mmm
ME
:
m
.ml�n
■m■mum
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mmm�mmmmmmmmm;mm.m
■
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I
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eommmm:�mns
®mmm
mermm�mmmm■om
umnmmnu■�
W
uou■mm■m
'mmmm
mnaommmin
■
"M
"'Ir.m3momromwom�mmimp
mm�m��l8mm'�m�mm8....o;�mmmeaEm�9�
■■m■uua
■
om
m
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mom
mom
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��
CRI�111MENLII
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on
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u®
mmmmmammm
.m■n
®m�mMIN
onnoi�
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eREMEN
�
1318u�
I°"mmmemm■mm�m'
miss
MINE,=
mr
GGM118MGim111101u'■■uii'ir'■m
0, 04 0.6 O.B 10 1.' IA 1.6 1.8 20
COVER THICKNESS BY EXPANSION PRESSURE, ft
Buena Park • Palm Desert • Hemet
Sladden Engineering
6782 Stanton Ave., Suite C, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369
45090 Golf Center Pkwy, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863
Date: June 8, 2017
Account No.: 544-17122
Customer: SLF-Adams Street La Quinta, LLC c/o Shopoff Realty Investments
Location: Auto Center Parkway South & La Quinta Drive, La Quinta
Corrosion Series
pH
per CA 643
BH-1 @ 0-5' 8.5
Analytical Report
Soluble Sulfates
per CA 417
ppm
ME
Soluble Chloride
per CA 422
ppm
.E
Min. Resistivity
per CA 643
ohm -cm
we
C Rpt 544-17122 060817
APPENDIX C
USGS SEISMIC DESIGN MAP AND REPORT
USGSDEAGGREGATION OUTPUT
Slndden Engineering
www.SlnddenEngineerixg.com
6/1/2017 Design Maps Summary Report
Design Maps Summary Report
User -Specified Input
Report Title 544-17122
Thu June 1, 2017 15:55:24 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 33.70455°N, 116.28442°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
USGS-Provided Output
Ss = 1.546 g SMs = 1.546 g Sos = 1.031 g
Si = 0.730 g S,,,i = 1.095 g Soi = 0.730 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
i :�C••a 1 L CCC:'J'n
For PGA,,, TL, Cas, and C, values, please view the detailed report.
rll L, C71 :'�' On S C.SPCC t' J'il
Although this iniormatlon is a pmduct of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the
accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge.
https://earthquake.usgs.gov/cn7Jdesignmaps/us/summary.php7template=minimal&IaUtude=33.704552&longitude-116.284416&siteclass=3&riskcategory=0&edi... Ill
6/1/2017 Design Maps Detailed Report
IMUSGS Design Maps Detailed Report
ASCE 7-10 Standard (33.70455eN, 116.28442°W)
Site Class D - "Stiff Soil", Risk Category I/II/III
Section 11.4.1 — Mapped Acceleration Parameters
Note: Ground motion values provided below are for the direction of maximum horizontal
spectral response acceleration. They have been converted from corresponding geometric
mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and
1.3 (to obtain S,). Maps in the 2010 ASCE-7 Standard are provided for Site Class B.
Adjustments for other Site Classes are made, as needed, in Section 11.4.3.
From Figure 22-1 Ill Ss = 1.546 g
From Figure 22-2 C�1 S, = 0.730 g
Section 11.4.2 — Site Class
The authority having jurisdiction (not the USGS), site -specific geotechnical data, and/or the
default has classified the site as Site Class D, based on the site soil properties in accordance
with Chapter 20.
Table 20.3-1 Site Classification
Site Class
A. Hard Rock
B. Rock
C. Very dense soil and soft rock
D. Stiff Soil
E. Soft clay soil
F. Soils requiring site response
analysis in accordance with Section
21.1
Vs
N or R.,
k
>5,000 ft/s
N/A
N/A
2,500 to 5,000 ft/s
N/A
N/A
1,200 to 2,500 ft/s
>50
>2,000 psf
600 to 1,200 ft/s
15 to 50
1,000 to 2,000 psf
<600 ft/s
<15
<1,000 psf
Any profile with more than 10 ft of soil having the
characteristics:
• Plasticity index PI > 20,
• Moisture content w >- 40%, and
• Undrained shear strength s. < 500 psf
See Section 20.3.1
For SI: lft/s = 0.3048 m/s llb/ft2 = 0.0479 kN/m2
https:llearthquake.usgs.gov/cn2ldesignmaps/us/reporLphp?template=minimal&latitude=33.7G4552&longitude=-116.284416&site lass=3&riskcategory=0&edition... 116
611/2017 Design Maps Detailed Report
Section 11.4.3 - Site Coefficients and Risk -Targeted Maximum Considered Earthquake (MCE)
Spectral Response Acceleration Parameters
Table 11.4-1: Site Coefficient F.
Site Class Mapped MCE a Spectral Response Acceleration Parameter at Short Period
Ss _< 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >_ 1.25
A 0.8
0.8
0.8
0.8
0.8
B 1.0
1.0
1.0
1.0
1.0
C 1.2
1.2
1.1
1.0
1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of Ss
For Site Class = D and Ss = 1.546 g, F, = 1.000
Table 11.4-2: Site Coefficient F.
Site Class Mapped MCE a Spectral Response Acceleration Parameter at 1-s Period
S, 450.10
S,=0.20
S,=0.30
S,=0.40
S,>0.50
A
0.8
0.8
0.8
0.8
0.8
B
1.0
1.0
1.0
1.0
1.0
C
1.7
1.6
1.5
1.4
1.3
D
2.4
2.0
1.8
1.6
1.5
E
3.5
3.2
2.8
2.4
2.4
F
See Section
11.4.7 of ASCE 7
Note: Use straight-line
interpolation for intermediate values of S,
For Site Class = D and S, = 0.730 g, F„ = 1.500
https:llearthquake.usgs.gov/cn2ldesignmaps/us/report.php?template=minimal&latitude=33.704552&longitude=-116.284416&siteclass=3&riskcalegory=0&edition... 2/6
6/1/2017
Design Maps Detailed Report
Equation (11.4-1):
Equation (11.4-2):
St,s = FaSs = 1.000 x 1.546 = 1.546 g
St = F S, = 1.500 x 0.730 = 1.095 g
Section 11.4.4 — Design Spectral Acceleration Parameters
Equation (11.4-3): Sos = % S11 = , x 1.546 = 1.031 g
Equation (11.4-4): So, = '% SM, = % x 1.095 = 0.730 g
Section 11.4.5 — Design Response Spectrum
From Figure 22-12 E31 T, = 8 seconds
Figure 11.4-1: Design Response Spectrum
T<TS:S�=Scs{0.4+0.6T/T,J
To5T5T6:S.=See
Ts<T5T,:S�=Sc, /T
T>T,:S,=So�T,IT'
4
ti
zJ
I'en.+_!' sci
httWlearthquake.usgs.gov/cn2ldesignmaps/us/reportphp?template=minimal&latitude=33.704552&longitude=-116.264416&sitKiass=3&riskcalegory=0&edition... 3/6
6/1/2017
Design Maps Detailed Report
Section 11.4.6 — Risk -Targeted Maximum Considered Earthquake (MCER) Response Spectrum
The VICE, Response Spectrum is determined by multiplying the design response spectrum above
by 1.5.
https://earthquake.usgs.gov/cn2ldesignmaps/us/report.php?template=minimal&latitude=33.7G4552&longitude=-116.284416&siteclass=3&riskcalegory=0&edi don... 4/6
6/1/2017 Design Maps Detailed Report
Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design
Categories D through F
From Figure 22-7141 PGA = 0.625
Equation (11.8-1): PGA,, = FPcAPGA = 1.000 x 0.625 = 0.625 g
Table 11.8-1: Site Coefficient F„.,
Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA
Class
PGA <_ 0.10 PGA = 0.20 PGA = 0.30 PGA = 0.40 PGA >: 0.50
A
0.8
0.8 0.8 0.8
0.8
B
1.0
1.0 1.0 1.0
1.0
C
1.2
1.2 1.1 1.0
1.0
D
1.6
1.4 1.2 1.1
1.0
E
2.5
1.7 1.2 0.9
0.9
F
See Section 11 A.7 of ASCE 7
Note: Use straight-line
interpolation for intermediate values of PGA
For Site Class = D and PGA = 0.625 g, F„,, = 1.000
Section 21.2.1.1 - Method 1 (from Chapter 21 - Site -Specific Ground Motion Procedures for
Seismic Design)
From Figure 22-17151
From Figure 22-181e1
Cas = 1.030
CR, = 0.994
https:llearthquake.usgs.gov/cn2designmaps/us/reporLphp?template=minimal&latitude=33.704552&longitude=-116.284416&site lass=3&risl(calegory=0&edition... 5/6
6/1/2017
Design Maps Detailed Report
Section 11.6 — Seismic Design Category
Table 11.6-1 Seismic Desiqn Category Based on Short Period Response Acceleration Parameter
VALUE OF Sos
RISK CATEGORY
I or II
III
IV
Sos < 0.1679
A
A
A
0.167g _< Sos < 0.33g
B
B
C
0.33g <_ Sos < 0.50g
C
C
D
0.50g 5 Sos
D
D
D
For Risk Category = I and Sos = 1.031 g, Seismic Design Category = D
Table 11.6-2 Seismic Desiqn Cateqory Based on 1-S Period Response Acceleration Parameter
VALUE OF Sol
RISK CATEGORY
I or II
III
IV
So, < 0.067g
A
A
A
0.067g <_ So, < 0.133g
B
B
C
0.133g <_ So, < 0.20g
C
C
D
0.20g 5 So,
D
D
D
For Risk Category = I and So, = 0.730 g, Seismic Design Category = D
Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for
buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of
the above.
Seismic Design Category - "the more severe design category in accordance with
Table 11.6-1 or 11.6-2" = D
Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category.
References
1. Figure 22-1:
https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-l.pdf
2. Figure 22-2:
https:Hearthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf
3. Figure 22-12:
https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/20IO_ASCE-7_Figure_22-12.pdf
4. Figure 22-7:
https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf
5. Figure 22-17:
httPs:Hearthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf
6. Figure 22-18:
httPs:Hearthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf
https:/learthquake,usgs.gov/cn2ldesignmaps/us/report.php?template=minimal&latitude=33.704552&longitude=-116.264416&site lass=3&riskcategory=0&edibm... 6/6
6/1/2017 Unified Hazard Tool
U.S. Geological Survey - Earthquake Hazards Program
Please do not use this tool to obtain ground motion parameter values for the design code
reference documents covered by the U.S. Seismic Design Mans web tools (e.g., the
International Building Code and the ASCE 7 or41 Standard). The values returned by the two
applications are not identical.
^ Input
Edition
Spectral Period
Dynamic: Conterminous U.S. 2014 (v4.1 Peak ground acceleration
Latitude
Decimal degrees
Time Horizon
Return period in years
33.704552 475
Longitude
Decimal degrees, negative values for western longitudes
-116.284416
Site Class
259 m/s (Site class D)
hops://earthquake.usgs.gov/hmards(nteracUve/ 114
6/l/2017 Unified Hazard Tool
Deaggregation
Component
Total
1 0111,14,
E (-- - -2.5)
E [-2.5 .. -2)
E f-I .. -0.5)
❑ E = f-0.5.. 0)
E] F 10 .. 0.5)
Fj- E=105 1)
L I c = [I - 1.5)
ffl E tL5.. 2)
M t2.. 2.5)
M [2.5 .. i -)
https://earthquake.usgs.govAardsrinteracflve/ 214
6/1/2017
Unified Hazard Tool
Summary statistics for, Deaggregation: Total
Deaggregation targets
Return period: 475 yrs
Exceedance rate: 0.0021052632 yr '
PGA ground motion: 0.57404823 g
Totals
Binned: 100 %
Residual: 0 %
Trace: 0.27 %
Mode (largest r-m bin)
r: 9.22 km
m: 7.34
to: 0.32 a
Contribution: 14.56 %
Discretization
r: min = 0.0, max = 1000.0, A = 20.0 km
m: min =4.4, max = 9.4, A = 0.2
E: min=-3.0, max =3.0, A=0.5a
Recovered targets
Return period: 510.13036 yrs
Exceedance rate: 0.0019602833 yr''
Mean (for all sources)
r: 13.12 km
m: 7.07
Ea: 0.64 0
Mode (largest Ea bin)
r: 9.15 km
m: 7.34
Ea: 0.81 0
Contribution: 7.98 %
Epsilon keys
Eo: [-- .. -2.5)
El: [-2.5 .. -2,0)
E2: [-2.0 .. -1.5)
E3: [-1.5 .. -1.0)
E4: [-1.0 .. -0.5)
E5: [-0.5 .. 0.0)
E6: [0.0 .. 0.5)
E7: [0.5 .. 1.0)
E8: [1.0 .. 1.5)
E9: [1.5 .. 2.0)
E10: [2.0 .. 2.5)
Ell: [2.5 .. +-]
ht"://earthquake.usgs.gov/hnardsrnieractive/ 3/4
6/1/2017
Unified Hazard Tool
Deaggregation Contributors
Source Set b Source
UC33brAvg-FM31
San Andreas (Coachella) rev [0]
San Jacinto (Anza) rev [5]
San Jacinto (Clark) rev [0]
UC33brAvg-FM32
San Andreas (Coachella) rev [0]
San Jacinto (Anza) rev [5]
San Jacinto (Clark) rev [01
UC33brAvg-FM31(opt)
PointSourceFinite:-116.284, 33.718
PointSourceFinite:-116.284, 33.718
PointSourceFinite:-116.284, 33.799
Poi nt5ourceFinite:-116.284, 33.799
UC33brAvg_FM32 (opt)
PointSourceFinite:-116.284, 33.718
PointSourceFinite:-116.284, 33.718
PointSourceFinite:-116.284, 33.799
PointSourceFinite:-116.284, 33.799
Type
r
rn
Eo
ton
tat
az
%
System
36.13
9.13
7.60
0.19
116.219"W
33.766"N
41.68
27.51
31.96
7.99
0.96
116.5131W
33.490°N
221.63
2.14
31.85
7.74
1.15
116.488"W
33.474"N
216.37
1.78
System
36.06
9.13
7.60
0.20
116.219°W
33.766"N
41.68
27.42
31.96
7.97
0.98
116.513"W
33.490"N
221.63
2.18
31.85
7.75
1.14
116.488"W
33.474"N
216.37
1.73
Grid
13.91
5.22
5.57
0.68
116.284"W
33.718"N
0.00
1.84
5.22
5.57
0.68
116.284°W
33.718"N
0.00
1.83
10.89
5.77
1.23
116.284°W
33.799"N
0.00
1.43
10.89
5.77
1.23
116.284"W
33.799"N
0.00
1.43
Grid
13.90
5.22
5.57
0.68
116.284"W
33.718"N
0,00
1.84
5.22
5.57
0.68
116.284"W
33.718"N
0.00
1.83
10.89
5.77
1.23
116.284"W
33.799"N
0.00
1.43
10.89
5.77
1.23
116.284°W
33.799"N
0.00
1.43
hflps://earthquake.usgs.gov/hmards(nleraclive/ 414
Deaggregation Report
"* Deaggregation of Seismic Hazard at One Period of Spectral Acceleration ***
Data from Dynamic: Conterminous U.S. 2014 (v4.1.1)
PSHA Deaggregation. %contributions.
site: Test
longitude: 116.284"W
latitude: 33.705"E
imt: Peak ground acceleration
vs30 = 259 m/s (Site class D)
return period: 475 yrs.
#This deaggregation corresponds to: Total
Summary statistics for PSHA PGA deaggregation, r=distance, e=epsilon:
Deaggregation targets:
Return period: 475 yrs
Exceedance rate: 0.0021052632 yr?'
PGA ground motion: 0.57404823 g
Recovered targets:
Return period: 510.13036 yrs
Exceedance rate: 0.0019602833 yr?'
Totals:
Binned: 100 %
Residual: 0 %
Trace: 0.27 %
Mean (for all sources):
r: 13.12 km
m: 7.07
e0: 0.64 s
Mode (largest r-m bin):
r: 9.22 km
m: 7.34
e0: 0.32 s
Contribution: 14.56 %
Mode (largest e0 bin):
r: 9.15 km
m: 7.34
e0: 0.81 s
Contribution: 7.98 %
Discretization:
r: min = 0.0, max = 1000.0, ? = 20.0 km
m: min = 4.4, max = 9.4, ? = 0.2
e: min = -3.0, max = 3.0, ? = 0.5 s
Epsilon keys:
eO: [-8 ? -2.5)
el: [-2.5 ? -2.0)
e2: [-2.0 ? -1.5)
e3: [-1.5 ? -1.0)
e4: [-1.0 ? -0.5)
e5: [-0.5 ? 0.0)
e6: [0.0 ? 0.5)
e7:[0.5 ? 1.0)
e8: [1.0 ? 1.5)
e9:[1.5 ? 2.0)
e10: [2.0? 2.5)
ell: [2.5 ? +81
Closest Distance, rRup (km) Magnitude (Mw) ALL_e e=[2.5,8) e=[2,2.5) e=[L5,2) e=[1,1.5)
e=[0.5,1) e=(-8,0.5) e=[-0.5,8) e=[-1,-0.5) e=[-1.5,-1) e=[-2,-1.5) e=[-2.5,-2)
Page 1
Deaggregation Report
e=(-8,-2.5 )
150
8.1
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
150
8.3
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
130
7.9
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
130
8.1
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
130
8.3
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
110
7.5
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
110
7.7
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
110
7.9
0.002
0.000
0.002
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
110
8.1
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
110
8.3
0.001
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
90
7.1
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
90
7.3
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
90
7.5
0.001
0.000
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
90
7.7
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
90
7.9
0.013
0.009
0.004
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
90
8.1
0.004
0.001
0.002
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
90
8.3
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
6.5
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
6.7
0.001
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
6.9
0.005
0.000
0.005
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
7.1
0.019
0.010
0.009
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
7.3
0.004
0.002
0.003
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
7.5
0.013
0.000
0.008
0.004
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
7.7
0.061
0.007
0.032
0.022
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
7.9
0.080
0.000
0.046
0.018
0.016
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
8.1
0.014
0.003
0.005
0.005
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
8.3
0.005
0.002
0.000
0.002
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Page 2
Deaggregation Report
SO
5.5
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
5.7
0.001
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
5.9
0.005
0.005
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
6.1
0.025
0.001
0.024
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
6.3
0.023
0.009
0.014
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
6.5
0.034
0.017
0.017
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
6.7
0.052
0.002
0.033
0.017
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
6.9
0.134
0.017
0.069
0.048
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.1
0.130
0.040
0.067
0.023
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.3
0.188
0.001
0.109
0.042
0.036
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.5
0.232
0.013
0.128
0.066
0.025
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.7
0.043
0.001
0.014
0.011
0.015
0.002
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.9
0.203
0.058
0.059
0.036
0.048
0.002
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
8.1
0.090
0.041
0.011
0.026
0.011
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
8.3
0.021
0.001
0.008
0.003
0.007
0.002
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.1
0.355
0.279
0.076
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.3
0.387
0.043
0.275
0.069
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.5
0.454
0.108
0.232
0.114
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.7
0.521
0.200
0.183
0.138
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.9
0.546
0.004
0.279
0.146
0.117
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.1
0.685
0.139
0.223
0.255
0.068
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.3
0.584
0.212
0.139
0.175
0.058
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.5
1.273
0.011
0.436
0.462
0.275
0.089
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.7
0.288
0.050
0.071
0.095
0.053
0.019
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.9
0.626
0.102
0.218
0.141
0.131
0.034
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.1
1.145
0.005
0.368
0.299
0.249
0.202
0.022
0.000
0.000
0.000
0.000
0.000
0.000
30
7.3
0.591
0.005
0.018
0.341
0.032
0.185
0.012
0.000
0.000
0.000
0.000
0.000
0.000
30
7.5
0.719
0.009
0.391
0.018
0.198
0.088
0.014
0.000
Page 3
Deaggregation Report
0.000 0.000
0.000
0.000
0.000
30 7.7
0.941
0.000
0.006
0.524
0.004
0.367
0.032
0.000 0.000
0.000
0.000
0.000
30 7.9
1.564
0.035
0.415
0.407
0.064
0.607
0.034
0.000 0.000
0.000
0.000
0.000
30 8.1
2.745
0.036
1.404
0.026
0.485
0.733
0.060
0.000 0.000
0.000
0.000
0.000
30 8.3
1.456
0.001
0.094
0.659
0.003
0.620
0.047
0.000 0.000
0.000
0.000
0.000
10 5.1
3.897
0.648
0.170
1.794
0.642
0.519
0.123
0.000 0.000
0.000
0.000
0.000
10 5.3
3.689
0.498
0.672
1.239
0.667
0.523
0.090
0.000 0.000
0.000
0.000
0.000
10 5.5
3.545
0.623
0.487
1.275
0.740
0.381
0.039
0.000 0.000
0.000
0.000
0.000
10 5.7
3.030
0.037
0.653
0.540
0.824
0.686
0.274
0.000 0.000
0.000
0.000
0.000
10 5.9
2.215
0.086
0.366
0.629
0.445
0.496
0.184
0.000 0.000
0.000
0.000
0.000
10 6.1
2.727
0.098
0.594
0.560
0.855
0.494
0.119
0.000 0.000
0.000
0.000
0.000
10 6.3
2.699
0.008
0.078
0.778
0.400
0.909
0.448
0.003 0.000
0.000
0.000
0.000
10 6.5
2.697
0.020
0.023
0.310
0.696
0.401
0.954
0.032 0.000
0.000
0.000
0.000
10 6.7
1.357
0.004
0.022
0.061
0.306
0.179
0.232
0.130 0.010
0.000
0.000
0.000
10 6.9
2.197
0.008
0.005
0.055
0.651
0.175
0.561
0.106 0.009
0.000
0.000
0.000
10 7.1
2.560
0.006
0.236
0.583
0.226
0.713
0.673
0.006 0.000
0.000
0.000
0.000
10 7.3
14.559
0.002
0.002
5.231
0.101
0.097
7.980
0.029 0.002
0.000
0.000
0.000
10 7.5
12.333
0.000
0.000
0.002
4.407
0.010
0.167
0.871 0.002
0.000
0.000
0.000
10 7.7
9.700
0.000
0.277
3.038
0.005
0.850
4.838
0.001 0.000
0.000
0.000
0.000
10 7.9
4.802
0.000
1.540
0.090
0.047
0.546
2.173
0.013 0.000
0.000
0.000
0.000
10 8.1
8.967
2.934
0.059
0.027
2.663
2.620
0.655
0.000 0.000
0.000
0.000
0.000
10 8.3
2.739
0.803
0.114
1.116
0.489
0.206
0.011
0.000 0.000
0.000
0.000
0.000
Principal Sources (faults,
subduction,
random
seismicity
having > 3%
contribution
UC33brAvg_FM31:
Percent Contributed: 36.13
Distance (km): null
Magnitude: null
Epsilon (mean values): null
San Andreas (Coachella) rev [0]:
Percent Contributed: 27.51
Distance (km): 9.1334392
Magnitude: 7.6022234
Epsilon (mean values):
0.19383005
Azimuth: 41.682893
Page 4
0.009
0.001
0.000
0.032
0.000
0.000
0.000
0.016
0.009
0.006
0.075
0.261
0.414
0.625
0.117
1.115
6.873
0.692
0.392
0.010
0.000
Latitude: 33.765838
Longitude:-116.21875
San Jacinto (Anza) rev [5]:
Percent Contributed: 2.14
Distance (km): 31.95642
Magnitude: 7.9873593
Epsilon (mean values): 0.96312316
Azimuth: 221.62777
Latitude: 33.48955
Longitude:-116.5133
San Jacinto (Clark) rev [0]:
Percent Contributed: 1.78
Distance (km): 31.848907
Magnitude: 7.7428301
Epsilon (mean values): 1.1456679
Azimuth: 216.37169
Latitude: 3 3.47408 2
Longitude:-116.48776
UC 3 3 brAvg_FM 3 2:
Percent Contributed: 36.06
Distance (km): null
Magnitude: null
Epsilon (mean values): null
San Andreas (Coachella) rev [0]:
Percent Contributed: 27.42
Distance (km): 9.1334392
Magnitude: 7.5964993
Epsilon (mean values): 0.1962593
Azimuth: 41.682893
Latitude: 33.765838
Longitude:-116.21875
San Jacinto (Anza) rev [5]:
Percent Contributed: 2.18
Distance (km): 31.95642
Magnitude: 7.9730138
Epsilon (mean values): 0.97553334
Azimuth: 221.62777
Latitude: 33.48955
Longitude:-116.5133
San Jacinto (Clark) rev [0]:
Percent Contributed: 1.73
Distance (km): 31.848907
Magnitude: 7.7501007
Epsilon (mean values): 1.1395555
Azimuth: 216.3 7169
Latitude: 33.474082
Longitude:-116.48776
UC33brAvg_FM31 (opt):
Percent Contributed: 13.91
Distance (km): null
Magnitude: null
Epsilon (mean values): null
PointSourceFinite:-116.284, 33.718:
Percent Contributed: 1.84
Distance (km): 5.2202009
Deaggregation Report
Page 5
Magnitude: 5.5662189
Epsilon (mean values): 0.68457044
Azimuth: 0
Latitude: 33.718042
Longitude:-116.28442
PointSourceFinite:-116.284, 33.718:
Percent Contributed: 1.83
Distance (km): 5.2202009
Magnitude: 5.5662189
Epsilon (mean values): 0.68457044
Azimuth: 0
Latitude: 33.718042
Longitude:-116.28442
PointSourceFinite:-116.284, 33.799:
Percent Contributed: 1.43
Distance (km): 10.888078
Magnitude: 5.7737629
Epsilon (mean values): 1.2304423
Azimuth: 0
Latitude: 33.798981
Longitude:-116.28442
PointSourceFinite:-116.284, 33.799:
Percent Contributed: 1.43
Distance (km): 10.888136
Magnitude: 5.773 743 3
Epsilon (mean values): 1.2304583
Azimuth: 0
Latitude: 33.798981
Longitude:-116.28442
UC33brAvg_FM32 (opt):
Percent Contributed: 13.9
Distance (km): null
Magnitude: null
Epsilon (mean values): null
PointSourceFinite:-116.284, 33.718:
Percent Contributed: 1.84
Distance (km): 5.2202908
Magnitude: 5.5659215
Epsilon (mean values): 0.68472689
Azimuth: 0
Latitude: 33.718042
Longitude:-116.28442
PointSourceFinite:-116.284, 33.718:
Percent Contributed: 1.83
Distance (km): 5.2202908
Magnitude: 5.5659215
Epsilon (mean values): 0.68472689
Azimuth: 0
Latitude: 33.718042
Longitude:-116.28442
PointSourceFinite: -116.284, 33.799:
Percent Contributed: 1.43
Distance (lcm): 10.889099
Magnitude: 5.7733684
Epsilon (mean values): 1.230748
Deaggregation Report
Page 6
Deaggregation Report
Azimuth: 0
Latitude: 33.798981
Longitude:-116.28442
PointSourceFinite:-116.284, 33.799:
Percent Contributed: 1.43
Distance (km): 10.889156
Magnitude: 5.7733488
Epsilon (mean values): 1.2307639
Azimuth: 0
Latitude: 33.798981
Longitude:-116.28442
PSHA Deaggregation. %contributions.
site: Test
longitude: 116.284'W
latitude: 3 3.70 5'E
imt: Peals ground acceleration
vs30 = 259 m/s (Site class D)
return period: 475 yrs.
#This deaggregation corresponds to: Abrahamson, Silva & Kamai (2014)
Summary statistics for PSHA PGA deaggregation, r=distance, e=epsilon:
Deaggregation targets:
Return period: 475 yrs
Exceedance rate: 0.0021052632 yr?'
PGA ground motion: 0.57404823 g
Recovered targets:
Return period: 510.13036 yrs
Exceedance rate: 0.0019602833 yr?'
Totals:
Binned: 14.92 %
Residual: 0 %
Trace: 0.07 %
Mean (for all sources):
r: 12.3 km
m: 7.07
e0: 1.21 s
Mode (largest r-m bin):
r: 9.21 km
m: 7.34
e0: 0.95 s
Contribution: 2.26 %
Mode (largest e0 bin):
r: 9.13 km
m: 7.34
e0: 0.94 s
Contribution: 2.19 %
Discretization:
r: min = 0.0, max = 1000.0, ? = 20.0 km
m: min =4.4, max = 9.4, ? = 0.2
e: min = -3.0, max = 3.0, ? = 0.5 s
Epsilon keys:
e0: 1-8 ? -2.5)
el: [-2.5 ? -2.0)
e2: [-2.0 ? -1.5)
e3: [-1.5 ? -1.0)
e4: [-1.0 ? -0.5)
Page 7
Deaggregation Report
e5: [-0.5
? 0.0)
e6: [0.0
? 0.5)
e7: [0.5
? 1.0)
e8: [1.0
? 1.5)
e9: [1.5
? 2.0)
e10: [2.0 ? 2.5)
ell: [2.5 ? +8]
Closest
Distance,
rRup (]cm)
Magnitude (Mw)
ALL_e
e=[2.5,8)
e=[2,2.5)
e=[1.5,2)
e=[1,1.5)
e=[0.5,1)
e=(-8,0.5)
e=[-0.5,8)
e=[-1,-0.5)
e=[-1.5,-1)
e=[-2,-1.5)
e=[-2.5,-2)
e=(-8,-2.5)
130
8.3
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
110
7.7
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
110
7.9
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
110
8.1
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
110
8.3
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
90
7.5
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
90
7.7
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
90
7.9
0.002
0.002
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
90
8.1
0.001
0.000
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
90
8.3
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
7.3
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
7.5
0.001
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
7.7
0.012
0.000
0.012
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
7.9
0.013
0.008
0.005
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
8.1
0.002
0.002
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
8.3
0.001
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
6.5
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
6.7
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
6.9
0.006
0.006
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.1
0.011
0.000
0.010
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.3
0.025
0.010
0.015
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.5
0.036
0.030
0.006
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.7
0.006
0.000
0.006
0.000
0.000
0.000
0.000
0.000
Page 8
Deaggregation Report
0.000
0.000
0.000
0.000
0.000
50
7.9
0.029
0.012
0.017
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
8.1
0.013
0.011
0.003
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
5o
8.3
0.003
0.003
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.1
0.006
0.006
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.3
0.013
0.013
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.5
0.022
0.022
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.7
0.034
0.034
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.9
0.041
0.007
0.034
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.1
0.068
0.047
0.020
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.3
0.064
0.040
0.024
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.5
0.118
0.001
0.072
0.046
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.7
0.029
0.001
0.022
0.006
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.9
0.076
0.015
0.053
0.008
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.1
0.147
0.080
0.066
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.3
0.077
0.000
0.004
0.073
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.5
0.097
0.000
0.078
0.019
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.7
0.129
0.000
0.129
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.9
0.215
0.012
0.203
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
8.1
0.386
0.030
0.357
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
8.3
0.211
0.210
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
5.1
0.770
0.350
0.103
0.265
0.051
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
5.3
0.640
0.272
0.138
0.219
0.011
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
5.5
0.533
0.212
0.192
0.125
0.004
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
5.7
0.449
0.169
0.188
0.092
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
5.9
0.330
0.113
0.028
0.126
0.063
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
6.1
0.396
0.066
0.140
0.162
0.028
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
6.3
0.402
0.047
0.190
0.144
0.021
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Page 9
Deaggregation Report
10 6.5 0.404
0.013
0.048
0.291 0.048 0.004 0.000 0.000
0.000 0.000 0.000
0.000
0.000
10 6.7 0.206
0.018
0.037
0.125 0.026 0.000 0.000 0.000
0.000 0.000 0.000
0.000
0.000
10 6.9 0.325
0.011
0.042
0.237 0.035 0.000 0.000 0.000
0.000 0.000 0.000
0.000
0.000
10 7.1 0.390
0.006
0.050
0.307 0.026 0.000 0.000 0.000
0.000 0.000 0.000
0.000
0.000
10 7.3 2.258
0.002
2.189
0.061 0.006 0.000 0.000 0.000
0.000 0.000 0.000
0.000
0.000
10 7.5 1.914
0.001
1.908
0.005 0.000 0.000 0.000 0.000
0.000 0.000 0.000
0.000
0.000
10 7.7 1.514
0.000
1.512
0.002 0.000 0.000 0.000 0.000
0.000 0.000 0.000
0.000
0.000
10 7.9 0.719
0.000
0.680
0.039 0.000 0.000 0.000 0.000
0.000 0.000 0.000
0.000
0.000
10 8.1 1.359
1.335
0.024
0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000
0.000
0.000
10 8.3 0.418
0.382
0.036
0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000
0.000
0.000
Principal Sources (faults, subduction,
random seismicity
having > 306 contribution
UC 3 3brAvg_FM 31:
Percent Contributed: 5.39
Distance (km): null
Magnitude: null
Epsilon (mean values): null
San Andreas (Coachella) rev [0]:
Percent Contributed: 4.24
Distance (]cm): 9.1334392
Magnitude: 7.6026544
Epsilon (mean values): 0.87464
Azimuth: 41.682893
Latitude: 33.765838
Longitude:-116.21875
UC33brAvg_FM32:
Percent Contributed: 5.37
Distance (km): null
Magnitude: null
Epsilon (mean values): null
San Andreas (Coachella) rev [0]:
Percent Contributed: 4.22
Distance (km): 9.1334392
Magnitude: 7.5966109
Epsilon (mean values): 0.87722573
Azimuth: 41.682893
Latitude: 33.765838
Longitude:-116.21875
UC33brAvg_FM31 (opt):
Percent Contributed: 2.08
Distance (km): null
Magnitude: null
Epsilon (mean values): null
UC33brAvg_FM32 (opt):
Percent Contributed: 2.08
Distance (km): null
Page 10
Deaggregation Report
Magnitude: null
Epsilon (mean values): null
PSHA Deaggregation. %contributions.
site: Test
longitude: 116.284'W
latitude: 33.705°E
imt: Peak ground acceleration
vs30 = 259 m/s (Site class D)
return period: 475 yrs.
#This deaggregation corresponds to: Boore, Stewart, Seyhan & Atkinson (2014)
Summary statistics for PSHA PGA deaggregation, r=distance, e=epsilon:
Deaggregation targets:
Return period: 475 yrs
Exceedance rate: 0.0021052632 yr?'
PGA ground motion: 0.57404823 g
Recovered targets:
Return period: 5 10. 13036 yrs
Exceedance rate: 0.0019602833 yr?'
Totals:
Binned: 19.88 96
Residual: 0 %
Trace: 0.11 %
Mean (for all sources):
r: 11.94 km
m: 7.08
eO: 0.96 s
Mode (largest r-m bin):
r: 9.21 km
m: 7.34
eO: 0.8 s
Contribution: 2.82 %
Mode (largest eO bin):
r: 9.16 km
m: 7.34
eO: 0.8 s
Contribution: 2.74 %
Discretization:
r: min = 0.0, max = 1000.0, ? = 20.0 km
m: min = 4.4, max = 9.4, ? = 0.2
e: min = -3.0, max = 3.0, ? = 0.5 s
Epsilon keys:
eO: [-8 ? -2.5)
el: [-2.5 ? -2.0)
e2: [-2.0 ? -1.5)
e3: [-1.5 ? -1.0)
e4: [-1.0 ? -0.5)
e5: [-0.5 ? 0.0)
e6:[0.0 ? 0.5)
e7: [0.5 ? 1.0)
e8: [1.0 ? 1.5)
e9: [1.5 ? 2.0)
e10: [2.0? 2.5)
ell: [2.5 ? +8]
Closest Distance, rRup (km) Magnitude (Mw) ALL_e e=[2.5,8) e=[2,2.5) e=[1.5,2) e=[1,1.5)
e=[0.5,1) e=(-8,0.5) e=[-0.5,8) e=[-1,-O.S) e=[-1.5,-1) e=[-2,-1.5) e=[-2.5,-2)
Page 11
Deaggregation Report
e=(-8,-2.5)
110
8.1
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
110
8.3
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
90
7.7
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
90
7.9
0.001
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
90
8.1
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
90
8.3
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
7.3
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
7.5
0.001
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
7.7
0.008
0.000
0.008
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
7.9
0.012
0.006
0.006
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
8.1
0.002
0.002
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
8.3
0.001
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
6.5
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
6.7
0.001
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
6.9
0.006
0.006
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.1
0.012
0.000
0.012
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.3
0.027
0.012
0.015
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.5
0.037
0.031
0.006
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.7
0.007
0.000
0.006
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.9
0.034
0.020
0.013
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
8.1
0.015
0.013
0.002
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
8.3
0.003
0.003
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.3
0.001
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.5
0.029
0.029
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.7
0.051
0.009
0.042
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.9
0.060
0.026
0.035
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.1
0.089
0.067
0.022
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Page 12
Deaggregation Report
30
6.3
0.085
0.003
0.063
0.019
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.5
0.190
0.008
0.168
0.015
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.7
0.044
0.015
0.021
0.008
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.9
0.096
0.002
0.028
0.059
0.006
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.1
0.188
0.001
0.108
0.078
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.3
0.098
0.001
0.024
0.073
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.5
0.123
0.001
0.118
0.004
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.7
0.161
0.002
0.160
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.9
0.270
0.000
0.028
0.242
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
8.1
0.484
0.000
0.442
0.042
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
8.3
0.261
0.003
0.258
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
S.1
0.496
0.364
0.016
0.076
0.040
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
5.3
0.745
0.450
0.000
0.12S
0.134
0.036
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
5.5
1.006
0.241
0.254
0.127
0.266
0.115
0.002
0.000
0.000
0.000
0.000
0.000
0.000
10
5.7
0.8S3
0.379
0.000
0.108
0.281
0.084
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
5.9
0.581
0.229
0.000
0.095
0.213
0.044
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
6.1
0.658
0.117
0.023
0.376
0.113
0.030
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
6.3
0.597
0.075
0.089
0.363
0.059
0.011
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
6.5
0.548
0.048
0.127
0.324
0.048
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
6.7
0.265
0.028
0.074
0.141
0.023
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
6.9
0.422
0.015
0.305
0.085
0.017
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
7.1
0.483
0.007
0.326
0.122
0.028
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
7.3
2.818
0.053
2.740
0.022
0.003
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
7.5
2.432
0.160
2.268
0.003
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
7.7
2.024
0.580
1.442
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
7.9
1.010
0.152
0.839
0.019
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
8.1
1.942
0.702
1.229
0.011
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
8.3
0.606
0.550
0.056
0.000
0.000
0.000
0.000
0.000
Page 13
Deaggregation Report
0.000 0.000 0.000 0.000 0.000
Principal Sources (faults, subduction, random seismicity having > 3% contribution
UC33brAvg_FM31:
Percent Contributed: 7.1
Distance (km): null
Magnitude: null
Epsilon (mean values): null
San Andreas (Coachella) rev [0]:
Percent Contributed: 5.6
Distance (km): 9.1334392
Magnitude: 7.6166131
Epsilon (mean values): 0.65604284
Azimuth: 41.682893
Latitude: 33.765838
Longitude:-116.21875
UC33brAvg_FM32:
Percent Contributed: 7.1
Distance (km): null
Magnitude: null
Epsilon (mean values): null
San Andreas (Coachella) rev [0]:
Percent Contributed: 5.59
Distance (km): 9.1334392
Magnitude: 7.6110967
Epsilon (mean values): 0.655475
Azimuth: 41.682893
Latitude: 33.765838
Longitude:-116.21875
UC33brAvg_FM31 (opt):
Percent Contributed: 2.84
Distance (]cm): null
Magnitude: null
Epsilon (mean values): null
UC33brAvg_FM32 (opt):
Percent Contributed: 2.84
Distance (km): null
Magnitude: null
Epsilon (mean values): null
PSHA Deaggregation. %contributions.
site: Test
longitude: 116.284'W
latitude: 33.705"E
imt: Peale ground acceleration
vs30 = 259 m/s (Site class D)
return period: 475 yrs.
#This deaggregation corresponds to: Campbell & Bozorgnia (2014)
Summary statistics for PSHA PGA deaggregation, r=distance, e=epsilon:
Deaggregation targets:
Return period: 475 yrs
Exceedance rate: 0.0021052632 yr?'
PGA ground motion: 0.57404823 g
Recovered targets:
Return period: 510.13036 yrs
Exceedance rate: 0.0019602833 yr?'
Totals:
Page 14
Deaggregation Report
Binned: 5.28 %
Residual: 0 %
Trace: 0.05 96
Mean (for all sources):
r: 10.14 km
m: 7.33
e0: 1.49 s
Mode (largest r-m bin):
r: 9.19 km
m: 7.34
e0: 1.41 s
Contribution: 1.03
%
Mode (largest e0
bin):
r: 9.13 km
m: 7.34
e0: 1.41 s
Contribution: 1.02
%
Discretization:
r: min = 0.0, max
= 1000.0,
? = 20.0
km
m: min = 4.4, max
= 9.4,
? = 0.2
e: min = -3.0, max
= 3.0,
? = 0.5 s
Epsilon keys:
e0: [-8 ? -2.5)
el: [-2.5 ? -2.0)
e2: [-2.0 ? -1.5)
e3: [-1.5 ? -1.0)
e4: [-1.0 ? -0.5)
e5: [-0.5 ? 0.0)
e6: [0.0 ? 0.5)
e7: [0.5 ? 1.0)
e8: [1.0 ? 1.5)
e9: [1.5 ? 2.0)
e10: [2.0 ? 2.5)
ell: [2.5 ? +81
Closest Distance,
rRup (km) Magnitude (Mw)
e=[0.5,1) e=(-8,0.5)
e=[-0.5,8) e=[-1,-0.5)
e=(-8,-2.5)
70 7.9
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
70 8.1
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
70 8.3
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
50 7.3
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
50 7.5
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
50 7.7
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
50 7.9
0.002
0.002
0.000
0.000 0.000
0.000
0.000
0.000
50 8.1
0.001
0.000
0.001
0.000 0.000
0.000
0.000
0.000
50 8.3
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
ALL_e e=[2.5,8) e=[2,2.5) e=[1.5,2) e=[1,1.5)
e=[-1.5,-1) e=[-2,-1.5) e=[-2.5,-2)
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Page 15
Deaggregation Report
30
6.1
0.002
0.002
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.3
0.006
0.000
0.006
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.5
0.013
0.001
0.012
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.7
0.005
0.001
0.004
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.9
0.009
0.003
0.006
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.1
0.025
0.015
0.010
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.3
0.011
0.000
0.001
0.010
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.5
0.015
0.000
0.001
0.014
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.7
0.020
0.000
0.011
0.009
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.9
0.035
0.000
0.033
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
8.1
0.061
0.000
0.060
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
8.3
0.032
0.000
0.032
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
5.1
0.038
0.034
0.004
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
5.3
0.051
0.041
0.010
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
5.5
0.070
0.049
0.009
0.012
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
5.7
0.080
0.049
0.018
0.013
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
5.9
0.078
0.009
0.033
0.027
0.008
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
6.1
0.148
0.030
0.078
0.036
0.005
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
6.3
0.193
0.040
0.129
0.021
0.003
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
6.5
0.225
0.015
0.057
0.138
0.014
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
6.7
0.112
0.016
0.029
0.060
0.007
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
6.9
0.165
0.008
0.125
0.023
0.008
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
7.1
0.174
0.004
0.123
0.041
0.006
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
7.3
1.034
0.001
1.016
0.015
0.002
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
7.5
0.862
0.000
0.000
0.860
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
7.7
0.687
0.000
0.000
0.686
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
7.9
0.331
0.000
0.000
0.318
0.013
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
8.1
0.617
0.608
0.010
0.000
0.000
0.000
0.000
0.000
Page 16
Deaggregation Report
0.000 0.000 0.000 0.000 0.000
10 8.3 0.181 0.170 0.011 0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000
Principal Sources (faults, subduction, random seismicity having > 3% contribution
UC 3 3 brAvg_FM 31:
Percent Contributed: 2.22
Distance (km): null
Magnitude: null
Epsilon (mean values): null
San Andreas (Coachella) rev [0]:
Percent Contributed: 1.95
Distance (km): 9.1334392
Magnitude: 7.5942639
Epsilon (mean values): 1.3 54263 3
Azimuth: 41.682893
Latitude: 33.765838
Longitude:-116.21875
UC33brAvg_FM32:
Percent Contributed: 2.21
Distance (km): null
Magnitude: null
Epsilon (mean values): null
San Andreas (Coachella) rev [0]:
Percent Contributed: 1.95
Distance (km): 9.1334392
Magnitude: 7.5882212
Epsilon (mean values): 1.3 54203 5
Azimuth: 41.682893
Latitude: 33.765838
Longitude:-116.21875
PSHA Deaggregation. %contributions.
site: Test
longitude: 116.284°W
latitude: 33.705'E
imt: Peak ground acceleration
vs30 = 259 m/s (Site class D)
return period: 475 yrs.
#This deaggregation corresponds to: Chiou & Youngs (2014)
Summary statistics for PSHA PGA deaggregation, r=distance, e=epsilon:
Deaggregation targets:
Return period: 475 yrs
Exceedance rate: 0.0021052632 yr?'
PGA ground motion: 0.57404823 g
Recovered targets:
Return period: 5 10. 13036 yrs
Exceedance rate: 0.0019602833 yr?'
Totals:
Binned: 17.33 %
Residual: 0 %
Trace: 0.1 %
Mean (for all sources):
r: 10.89 km
m: 7.26
e0: 0.88 s
Mode (largest r-m bin):
Page 17
Deaggregation Report
r: 9.2 km
m: 7.34
e0: 0.73 s
Contribution: 3.08
%
Mode (largest e0 bin):
r: 9.16 km
m: 7.34
e0: 0.73 s
Contribution: 3.05
%
Discretization:
r: min = 0.0, max
= 1000.0,
? = 20.0
km
m: min = 4.4, max = 9.4, ? = 0.2
e: min = -3.0, max = 3.0, ? = 0.5 s
Epsilon keys:
e0: [-8 ? -2.5)
el: [-2.5 ? -2.0)
e2: [-2.0 ? -1.5)
e3: [-1.5 ? -1.0)
e4: [-1.0 ? -0.5)
e5: [-0.5 ? 0.0)
e6: [0.0 ? 0.5)
e7: [0.5 ? 1.0)
e8: [1.0 ? 1.5)
e9: [1.5 ? 2.0)
e10: [2.0 ? 2.5)
ell: [2.5 ? +8]
Closest Distance, rRup
(km)
Magnitude
(Mw)
e=[0.5,1) e=(-8,0.5) e=[-0.5,8)
e=[-1,-0.5)
e=(-8,-2.5 )
110 7.9
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
110 8.1
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
110 8.3
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
90 7.5
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
90 7.7
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
90 7.9
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
90 8.1
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
90 8.3
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
70 7.3
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
70 7.5
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
70 7.7
0.002
0.000
0.002
0.000 0.000
0.000
0.000
0.000
70 7.9
0.005
0.000
0.005
0.000 0.000
0.000
0.000
0.000
70 8.1
0.001
0.001
0.001
0.000 0.000
0.000
0.000
0.000
ALL_e e=[2.5,8) e=[2,2.5) e=[1.5,2) e=[1,1.5)
e=[-1.5,-1) e=[-2,-1.5) e=[-2.5,-2)
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Page 18
Deaggregation Report
70
8.3
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
6.9
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.1
0.001
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.3
0.005
0.000
0.005
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.5
0.013
0.000
0.013
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.7
0.004
0.000
0.002
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.9
0.018
0.000
0.017
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
8.1
0.009
0.003
0.006
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
8.3
0.002
0.001
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.3
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.5
0.002
0.002
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.7
0.007
0.007
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.9
0.013
0.013
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.1
0.030
0.010
0.019
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.3
0.026
0.017
0.009
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.5
0.022
0.000
0.005
0.016
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.7
0.013
0.003
0.008
0.002
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.9
0.034
0.005
0.016
0.013
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.1
0.096
0.001
0.041
0.043
0.010
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.3
0.046
0.001
0.003
0.039
0.002
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.5
0.068
0.000
0.001
0.003
0.065
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.7
0.100
0.000
0.000
0.079
0.021
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.9
0.188
0.000
0.024
0.163
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
8.1
0.348
0.014
0.335
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
8.3
0.197
0.152
0.045
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
5.1
0.432
0.226
0.045
0.135
0.027
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
5.3
0.467
0.242
0.064
0.130
0.032
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
5.5
0.453
0.212
0.088
0.131
0.021
0.000
0.000
0.000
Page 19
Deaggregation Report
0.000 0.000 0.000
0.000
0.000
10 5.7 0.414
0.096
0.097
0.139 0.079 0.003 0.000
0.000 0.000 0.000
0.000
0.000
10 5.9 0.319
0.106
0.039
0.125 0.049 0.001 0.000
0.000 0.000 0.000
0.000
0.000
10 6.1 0.416
0.072
0.178
0.141 0.025 0.001 0.000
0.000 0.000 0.000
0.000
0.000
10 6.3 0.411
0.052
0.220
0.117 0.022 0.000 0.000
0.000 0.000 0.000
0.000
0.000
10 6.5 0.412
0.007
0.023
0.079 0.263 0.028 0.012
0.000 0.000 0.000
0.000
0,000
10 6.7 0.232
0.017
0.016
0.057 0.119 0.021 0.002
0.000 0.000 0.000
0.000
0.000
10 6.9 0.388
0.014
0.004
0.161 0.177 0.031 0.000
0.000 0.000 0.000
0.000
0.000
10 7.1 0.484
0.009
0.005
0.327 0.121 0.022 0.000
0.000 0.000 0.000
0.000
0.000
10 7.3 3.078
0.004
0.005
3.049 0.016 0.005 0.000
0.000 0.000 0.000
0.000
0.000
10 7.5 2.703
0.001
0.003
2.696 0.003 0.000 0.000
0.000 0.000 0.000
0.000
0.000
10 7.7 2.155
0.000
0.270
1.884 0.001 0.000 0.000
0.000 0.000 0.000
0.000
0.000
10 7.9 1.064
0.000
0.393
0.655 0.017 0.000 0.000
0.000 0.000 0.000
0.000
0.000
10 8.1 2.029
1.961
0.056
0.012 0.000 0.000 0.000
0.000 0.000 0.000
0.000
0.000
10 8.3 0.617
0.566
0.052
0.000 0.000 0.000 0.000
0.000 0.000 0.000
0.000
0.000
Principal Sources (faults, subduction,
random seismicity
having > 3% contribution
UC33brAvg_FM31:
Percent Contributed: 6.95
Distance (km): null
Magnitude: null
Epsilon (mean values): null
San Andreas (Coachella) rev [0]:
Percent Contributed: 5.98
Distance (km): 9.1334392
Magnitude: 7.6220208
Epsilon (mean values): 0.60514794
Azimuth: 41.682893
Latitude: 33.765838
Longitude:-116.21875
UC33brAvg_FM32:
Percent Contributed: 6.92
Distance (km): null
Magnitude: null
Epsilon (mean values): null
San Andreas (Coachella) rev [0]:
Percent Contributed: 5.95
Distance (lcm): 9.1334392
Magnitude: 7.6167127
Epsilon (mean values): 0.60801538
Azimuth: 41.682893
Latitude: 33.765838
Page 20
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Deaggregation Report
Longitude:-116.21875
UC33brAvg_FM31 (opt):
Percent Contributed: 1.73
Distance (km): null
Magnitude: null
Epsilon (mean values): null
UC33brAvg_FM32 (opt):
Percent Contributed: 1.73
Distance (km): null
Magnitude: null
Epsilon (mean values): null
PSHA Deaggregation. %contributions.
site: Test
longitude: 116.284'W
latitude: 33.705'E
imt: Peak ground acceleration
vs30 = 259 m/s (Site class D)
return period: 475 yrs.
#This deaggregation corresponds to: Idriss (2014)
Summary statistics for PSHA PGA deaggregation, r=distance, e=epsilon:
Deaggregation targets:
Return period: 475 yrs
Exceedance rate: 0.0021052632 yr?'
PGA ground motion: 0.57404823 g
Recovered targets:
Return period: 510.13036 yrs
Exceedance rate: 0.0019602833 yr?'
Totals:
Binned: 42.59 96
Residual: 0 %
Trace: 0.14 %
Mean (for all sources):
r: 15.24 km
m: 6.95
e0: 0.08 s
Mode (largest r-m bin):
r: 9.24 ]cm
m: 7.34
e0: -0.64 s
Contribution: 5.37 %
Mode (largest e0 bin):
r: 9.13 km
m: 7.34
e0: -0.65 s
Contribution: 5.23 96
Discretization:
r: min = 0.0, max = 1000.0, ? = 20.0 km
m: min = 4.4, max = 9.4, ? = 0.2
e: min = -3.0, max = 3.0, ? = 0.5 s
Epsilon keys:
e0: [-8 ? -2.5)
el: [-2.5 ? -2.0)
e2: [-2.0 ? -1.5)
e3: [-1.5 ? -1.0)
e4: [-1.0 ? -0.5)
Page 21
Deaggregation Report
e5: [-0.5 ? 0.0)
e6: [0.0 ? 0.5)
e7: [0.5 ? 1.0)
e8: [1.0 ? 1.5)
e9: [1.5 ? 2.0)
e10: 12.0? 2.5)
e 11: [2.5 ? +8]
Closest Distance,
rRup (km)
Magnitude (Mw)
ALL_e
e=[2.5,8)
e=[2,2.5)
e=[1.5,2)
e=[1,1.5)
e=[0.5,1) e=(-8,0.5)
e=[-0.5,8)
e=[-1,-0.5)
e=[-1.5,-1)
e=[-2,-1.5)
e=[-2.5,-2)
e=(-8,-2.5)
150 8.1
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
150 8.3
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
130 7.9
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
130 8.1
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
130 8.3
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
110 7.5
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
110 7.7
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
110 7.9
0.002
0.000
0.002
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
110 8.1
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
110 8.3
0.001
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
90 7.1
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
90 7.3
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
90 7.5
0.001
0.000
0.001
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
90 7.7
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
90 7.9
0.011
0.009
0.001
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
90 8.1
0.003
0.001
0.002
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
90 8.3
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
70 6.5
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
70 6.7
0.001
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
70 6.9
0.005
0.000
0.005
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
70 7.1
0.019
0.010
0.009
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
70 7.3
0.004
0.002
0.003
0.000
0.000
0.000
0.000
0.000
0.000 0.000
0.000
0.000
0.000
70 7.5
0.010
0.000
0.008
0.002
0.000
0.000
0.000
0.000
Page 22
Deaggregation Report
0.000
0.000
0.000
0.000
0.000
70
7.7
0.039
0.007
0.031
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
7.9
0.051
0.000
0.046
0.004
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
8.1
0.009
0.003
0.005
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
70
8.3
0.003
0.002
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
5.5
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
5.7
0.001
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
5.9
0.005
0.005
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
6.1
0.025
0.001
0.024
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
6.3
0.023
0.009
0.014
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
6.5
0.034
0.017
0.017
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
6.7
0.051
0.002
0.033
0.016
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
6.9
0.122
0.017
0.069
0.036
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.1
0.107
0.040
0.066
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.3
0.130
0.001
0.109
0.020
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.5
0.146
0.013
0.128
0.004
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.7
0.026
0.001
0.014
0.011
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
7.9
0.120
0.058
0.059
0.003
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
8.1
0.052
0.041
0.011
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
50
8.3
0.012
0.001
0.008
0.003
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.1
0.349
0.279
0.070
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.3
0.373
0.043
0.275
0.055
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.5
0.400
0.108
0.232
0.060
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.7
0.429
0.200
0.174
0.055
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
5.9
0.432
0.004
0.279
0.114
0.035
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.1
0.497
0.139
0.223
0.130
0.005
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.3
0.403
0.212
0.136
0.055
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.5
0.930
0.011
0.436
0.454
0.029
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Page 23
Deaggregation Report
30
6.7
0.198
0.050
0.071
0.076
0.001
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
6.9
0.411
0.102
0.216
0.093
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.1
0.689
0.005
0.368
0.296
0.020
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.3
0.360
0.005
0.018
0.338
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.5
0.416
0.009
0.391
0.016
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.7
0.531
0.000
0.006
0.524
0.002
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
7.9
0.857
0.035
0.415
0.407
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
30
8.1
1.466
0.036
1.404
0.026
0.000
0.000
0.000
0.000
0.000
0,000
0.000
0.000
0.000
30
8.3
0.755
0,001
0.094
0.659
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
5.1
2.161
0.648
0.170
0.854
0.478
0.010
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
5.3
1.786
0.498
0.222
0.726
0.340
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
5.5
1.483
0.382
0.233
0.724
0.145
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
5.7
1.235
0.037
0.275
0.444
0.449
0.030
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
5.9
0.907
0.086
0.137
0.410
0.275
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
6.1
1.109
0.098
0.478
0.400
0.133
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
6.3
1.097
0.008
0.078
0.703
0.212
0.095
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
6.5
1.108
0.020
0.023
0.303
0.611
0.132
0.018
0.000
0.000
0.000
0.000
0.000
0.000
10
6.7
0.541
0.004
0.022
0.061
0.289
0.117
0.048
0.000
0.000
0.000
0.000
0.000
0.000
10
6.9
0.897
0.008
0.005
0.055
0.637
0.146
0.045
0.000
0.000
0.000
0.000
0.000
0.000
10
7.1
1.030
0.006
0.236
0.574
0.208
0.005
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
7.3
5.371
0.002
0.002
5.231
0.098
0.038
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
7.5
4.422
0.000
0.000
0.002
4.407
0.010
0.003
0.000
0.000
0.000
0.000
0.000
0.000
10
7.7
3.320
0.000
0.277
3.038
0.005
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
7.9
1.678
0.000
1.540
0.090
0.047
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
8.1
3.020
2.934
0.059
0.027
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
10
8.3
0.917
0.803
0.114
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Principal
Sources (faults, subduction,
random seismicity
having > 396
contribution
UC33brAvg_FM31:
Percent Contributed:
14.48
Page 24
Distance (km): null
Magnitude: null
Epsilon (mean values): null
San Andreas (Coachella) rev [0]:
Percent Contributed: 9.74
Distance (]cm): 9.1334392
Magnitude: 7.5832146
Epsilon (mean values):-0.85227351
Azimuth: 41.682893
Latitude: 33.765838
Longitude:-116.21875
San Jacinto (Anza) rev [5]:
Percent Contributed: 1.17
Distance (km): 31.95642
Magnitude: 7.976542
Epsilon (mean values): 0.39092411
Azimuth: 221.62777
Latitude: 33.48955
Longitude:-116.5133
San Jacinto (Clark) rev [0]:
Percent Contributed: 1.01
Distance (km): 31.848907
Magnitude: 7.7016736
Epsilon (mean values): 0.66240201
Azimuth: 216.3 7169
Latitude: 33.474082
Longitude:-116.48776
UC33brAvg_FM32:
Percent Contributed: 14.46
Distance (km): null
Magnitude: null
Epsilon (mean values): null
San Andreas (Coachella) rev [0]:
Percent Contributed: 9.71
Distance (km): 9.1334392
Magnitude: 7.5773304
Epsilon (mean values):-0.84792481
Azimuth: 41.682893
Latitude: 33.765838
Longitude:-116.21875
San Jacinto (Anza) rev [S]:
Percent Contributed: 1.19
Distance (km): 31.95642
Magnitude: 7.9627509
Epsilon (mean values): 0.40709233
Azimuth: 221.62777
Latitude: 33.48955
Longitude:-116.5133
UC33brAvg_FM31 (opt):
Percent Contributed: 6.83
Distance (lcm): null
Magnitude: null
Epsilon (mean values): null
UC33brAvg_FM32 (opt):
Percent Contributed: 6.82
Deaggregation Report
Page 25
Deaggregation Report
Distance (km): null
Magnitude: null
Epsilon (mean values): null
Page 26