Construction Material Testing/Inspection Environmental Geotechnical Engineering Services
Orange County 17782 Georgetown Lane
Huntington Beach, California 92647
Tele: (714) 375-3830
Fax: (714) 375-3831
San Bernardino County 14163 Arrow Boulevard
Fontana, California 92335
Tele: (909) 284-9200
Fax: (714) 284-9201
GEOTECHNICAL REPORT
PROPOSED MODULAR SCIENCE AND MUSIC STRUCTURES
FOUNTAIN VALLEY SCHOOL DISTRICT
TALBERT MIDDLE SCHOOL
9101 BARBHAM DRIVE
HUNTINGTON BEACH, CA
AESCO PROJECT NO. 20210155-G0471
Prepared for:
Fountain Valley School District
10055 Slater Avenue
Fountain Valley, CA 92708
Attention: Mr. Joe Hastie
Prepared By:
AESCO
17782 Georgetown Lane
Huntington Beach, California 92648
Adam Chamaa, P.E., Manager
March 15, 2021
Construction Material Testing/Inspection Environmental Geotechnical Engineering Services
Orange County 17782 Georgetown Lane
Huntington Beach, California 92647
Tele: (714) 375-3830
Fax: (714) 375-3831
San Bernardino County 14163 Arrow Boulevard
Fontana, California 92335
Tele: (909) 284-9200
Fax: (909) 284-9201
March 15, 2021
Mr. Joe Hastie
Fountain Valley School District
Maintenance & Operations Director
10055 Slater Avenue
Fountain Valley, CA 92708
Subject: Geotechnical Report
Proposed Modular Science and Music Buildings
Talbert Middle School
9101 Brabham Drive
Huntington Beach, California
AESCO Project No. 20210155-G0471
Dear Mr. Hastie:
AESCO is pleased to provide you the geotechnical report for the proposed two new modular
structures to be constructed at the Talbert Middle School campus. The Music Room will be
located at the northeast side of the campus and the other two modular Science Buildings
structures will be located at the west side of the campus.
AESCO will be happy to assist you further on this project by furnishing any Construction
Materials Testing and Inspection Services you may require during the construction phase of the
project. We are a full service-testing laboratory and inspection service and can supply the full
range of testing and inspection services such as soils, concrete, asphalt, steel, welding, etc. that
may be necessary for construction of this project.
AESCO
Construction Material Testing/Inspection Environmental Geotechnical Engineering Services
Please do not hesitate to contact us if you have any questions or if we may be of any additional
assistance. We look forward to assisting you during the construction of the proposed facility.
Sincerely,
AESCO
Debra L. Perez Adam Chamaa, MSCE, P.E., G.E.
Project Manager Senior Project Engineer
Andrew Stone, C.E.G. Russell J. Scharlin, P.E., G.E.
Project Geologist Senior Geotechnical Engineer
TABLE OF CONTENTS Project No. 20210155-G0471
AESCO i
Section 1 Introduction ..................................................................................................................... 1-1
Section 2 Field Investigation and Laboratory Testing ................................................................. 2-1
2.1 Field Investigation ................................................................................... 2-1
2.2 Laboratory Testing ................................................................................... 2-1
Section 3 Site Conditions ............................................................................................................... 3-1
3.1 Regional Geologic Setting ....................................................................... 3-1 3.1.1 Regional Geology ........................................................................ 3-1
3.1.2 Site Geology................................................................................. 3-1 3.1.3 Faulting and Surface Rupture ...................................................... 3-1
3.2 Site and Subsurface Conditions ............................................................... 3-2
Section 4 Conclusions and Recommendations ............................................................................ 4-1
4.1 Seismic Design......................................................................................... 4-1 4.1.1 Seismic Consideration ................................................................. 4-1 4.1.2 Ground Shaking ........................................................................... 4-1
4.1.3 Seiches ......................................................................................... 4-2 4.1.4 Tsunamis ...................................................................................... 4-2
4.2 Seismic Analysis ...................................................................................... 4-2 4.2.1 Historic Earthquakes .................................................................... 4-2
4.2.2 Probabilistic Fault Model ............................................................. 4-3 4.2.3 Design-Basis Earthquake ............................................................. 4-4
4.3 Liquefaction Potential .............................................................................. 4-4
4.4 Foundation Recommendations................................................................. 4-5 4.4.1 Stem Wall Foundations ................................................................ 4-5
4.5 Fire Lane Design and Construction Recommendations........................... 4-6 4.5.1 Fire Lane Site Preparation and Construction ............................... 4-7
4.6 Building Site Preparation and Earthwork ................................................ 4-9
4.7 Soil Corrosivity ...................................................................................... 4-10 4.8 Utility Trenches ..................................................................................... 4-12 4.9 Construction Procedures ........................................................................ 4-12 4.10 Construction Observations and Field Testing ........................................ 4-13
4.11 Foundation Plan Review ........................................................................ 4-13
Section 4 General Conditions ........................................................................................................ 5-1
5.1 Limitations ............................................................................................... 5-1
TABLE OF CONTENTS Project No. 20210155-G0471
AESCO ii
Appendix
Site Plans (Figures 1 and 1.1)
Log of Borings N-1 through N-4 and B-3 and B-4
Laboratory Test Data
Geologic Map
Topographic Map
California Fault Map
Estimation of Peak Acceleration
Seismic Analysis
Liquefaction Hazard Map
Liquefaction Analysis
Typical Geogrid Product Specification and Installation
References
Project No. 20210155-G0471
SECTION ONE Introduction
AESCO 1-1
1. Section 1 ONE Introduction
Geotechnical Report
Proposed Modular Science and Music Structures
Talbert Middle School
8778 El Lago Avenue
Fountain Valley, CA
This report, authorized by Fountain Valley School District, presents the results of a geotechnical
investigation performed by AESCO for the proposed three new small modular structures to be
constructed at Talbert Middle School campus. The two Science Buildings will be located on the
west side of the campus and the Music Room will be located on the northeast side of the campus.
The layouts of the proposed improvements are shown on the Site Plan based on a Site Plan by
Nyberg Architects, dated March 15, 2021, Figure 1. AESCO previously completed a
geotechnical investigation at this site as reported in our report dated February 3, 2019 (updated
March 1, 2019). The location of the science buildings has changed and the location of the music
building has remained. Therefore; 4 new borings were drilled near the location of the new
science buildings. Additionally, a new fire lane will be constructed on the west side of the
proposed science structures.
The purpose of this study was to provide geotechnical input for design of the new improvements.
The scope of our services included the following:
➢ Coordinating site access for the field investigation;
➢ Engineer attending site meetings;
➢ Obtaining utility clearances for the field investigation;
➢ Performing geotechnical drilling and sampling at the site;
➢ Performing laboratory testing of representative samples;
➢ Performing a liquefaction analysis;
➢ Conducting a seismic hazards screening;
➢ Performing engineering analyses; and
➢ Preparing this report.
This report summarizes our findings and presents geotechnical recommendations for design of
the new improvements.
Project No. 20210155-G0471
SECTION TWO Field Investigation and Laboratory Testing
AESCO 2-1
2. Section 2 TW O Field Investigation and Laborato ry Testing
2.1 FIELD INVESTIGATION
A field investigation was conducted at the site on March 1, 2021, to obtain information on the
subsurface conditions. Four borings (N-1 through N-4) were drilled near the locations of the
proposed science structures. Boring N-1 was drilled with an 8-inch diameter hollow stem auger
to a depth of 30 feet where drilling was converted to rotary wash and extended to a depth of 70
feet below the existing ground surface. Borings N-2 through N-4 were drilled with a hollow
stem auger drill rig to a depth of 10 feet. For sampling with the hollow stem drilling, the hollow
stems were removed and the samples were collected at the bottom of the open hole. Additionally,
bag samples (N-5 through N-7) were collected for R-Value testing for the proposed fire lane.
The approximate locations of the borings are shown on the Site Plan (Figure 1.1). The soil
borings were supervised and logged by our Senior Geotechnical Engineer. Borings B-3 and B-4
from AESCO’s previous report are included within this report for the proposed music building
which hasn’t changed location. AESCO personnel logged the borings and visually classified and
collected samples of the subsurface materials encountered in the borings. The borings were
backfilled with bentonite and cuttings. The Logs of borings N-1 through N-4 as well as B-3 and
B-4 are presented in the attached Appendix.
Drive samples were taken in the borings using either a rimmed Standard Penetration Test (SPT)
sampler without liners or a Modified California (MC) sampler. The sampler was driven 18
inches into the bottom of the borehole using a 140-pound hammer falling a distance of 30 inches.
The MC sampler barrel was lined with stainless steel liners to collect relatively undisturbed soil
samples. All of the samples were sealed and packaged to help preserve the natural moisture
content and to protect them from further disturbance.
2.2 LABORATORY TESTING
All testing was performed in accordance with ASTM Standards and California Test Methods.
Laboratory testing performed in our Huntington Beach, California geotechnical laboratory
consisted of water content (ASTM D4959), direct shear (ASTM D3080), Atterberg Limits
(ASTM D4318), dry density (ASTM D2937), expansion index (ASTM D4829), washed sieve
analysis (ASTM D1140), and R-Value (ASTM D2844). Results of the laboratory tests are
summarized on the Boring Logs and are included in the attached Appendix. Chemical analyses,
including pH (ASTM D1293), soluble sulfates (CT417) and soluble chlorides (CT422) were also
performed. Results are presented in Section 4.7.
Project No. 20210155-G0471
SECTION THREE Site Conditions
AESCO 3-1
3. Section 3 THR EE Site Conditions
3.1 REGIONAL GEOLOGIC SETTING
3.1.1 Regional Geology
The project site is located on a coastal plain, within the southern portion of the Los Angeles
basin, in the Peninsular Ranges geomorphic province. This province extends from the Los
Angeles basin southeast to Baja California, and from the Pacific Ocean eastward to the
Coachella Valley and Colorado Desert. The province is characterized by a series of northwest
trending valleys, hills and mountains controlled by faults associated with the San Andreas and
other major fault systems. The site is underlain by alluvial sediments hundreds of feet thick
deposited by the Santa Ana River and its tributaries.
3.1.2 Site Geology
The USGS Open File Report 99-172, Version 2.0-2004 for the Preliminary Santa Ana 30’ x 60’
Quadrangle assigns the soil materials underlying the site as young alluvial fan deposits
(Holocene and late Pleistocene). These materials are described generally as unconsolidated
gravel, sand and silt mixtures. Our exploration at the site encountered alluvium comprised of
very soft to very stiff sandy silts, clayey silts, fat clays, and silty clays and loose to medium
dense silty sands, clayey sands and sands/silty sands.
3.1.3 Faulting and Surface Rupture
All of southern California is seismically active. The region is crossed by a network of regional
faults and local faults. This faulting and seismicity is dominated by the San Andreas fault
system. The San Andreas separates continental crust to the east and oceanic crust to the west.
Other major northwest-trending fault zones within the region include the San Jacinto, Elsinore-
Whittier and the Newport-Inglewood. A suspected branch of the Newport-Inglewood Fault
Zone, considered capable of surface rupture, trends northwest roughly 1.2 miles southwest of the
site. Numerous recent studies provide good evidence for the presence of a low angle blind thrust
fault at a depth of several kilometers southwest of the site. This fault is estimated to underlie the
San Joaquin Hills and extending north to Seal Beach. The potential for ground rupture on this
thrust fault is considered low, as the fault has not been postulated to intersect the ground surface.
The site itself is not situated within an Alquist-Priolo (AP) earthquake fault zone. The potential
for surface fault rupture on the site is considered low.
Project No. 20210155-G0471
SECTION THREE Site Conditions
AESCO 3-2
3.2 SITE AND SUBSURFACE CONDITIONS
The proposed improvements are located at the northeast and west sides of the campus. Both
locations are in vacant areas covered with grass and are relatively flat. Existing underground
utilities are present within the site boundary.
The material encountered in boring N-1 sandy silt to a depth of 3 feet, medium dense silty sand
to a depth of 7 feet, very soft to soft sandy clay with silt to a depth of 13 feet, medium stiff sandy
silt with clay to a depth of 15 feet, very soft to medium stiff clay to a depth of 33 feet, medium
stiff to stiff sandy silt with clay to a depth of 35 feet, medium stiff to stiff clay to a depth of 48
feet, loose to medium dense sand to a depth 55 feet, loose sand/silty sand to a depth of 65 feet,
and medium dense sand to the total depth drilled of 70 feet below the existing ground surface.
The material encountered in boring N-2 consisted of sandy clay with silt to a depth of 3 feet,
medium dense silty sand to a depth of 5 feet and soft to medium stiff sandy clay with silt to the
total depth drilled of 10 feet. The material encountered in boring N-3 consisted of sandy clay
with silt to a depth of 3 feet, medium dense silty sand to a depth of 5 feet, medium stiff sandy
silt with clay to a depth of 7 feet, and soft to medium stiff sandy clay with silt to the total depth
drilled of 10 feet. The material encountered in boring N-4 consisted of sandy clay with silt to a
depth of 3 feet, medium dense silty sand to a depth of 5 feet, and soft to stiff sandy clay with silt
to the total depth drilled of 10 feet.
R-Value samples0 collected from N-6 at 3 to 5 feet (silty sand) and N-7 at 0 to 3 feet (sandy
clay) yielded a result of 51 and 14, respectively, by exudation.
Groundwater was not encountered within any of the borings. Historical high groundwater in the
project vicinity is approximately 3 feet below the existing ground surface (CGS, 1997). The
depth to groundwater may fluctuate, depending on rainfall and possible groundwater recharge or
pumping activity in the site vicinity. For design and construction purposes, the groundwater
should be assumed to be near the ground surface due to possible perched water in the sandy
material layers.
Project No. 20210155-G0471
SECTION FOUR Conclusions and Recommendations
AESCO 4-1
4. ectio Conclusions and R ecommendations
4.1 SEISMIC DESIGN
A seismic hazards screening was performed for this site to evaluate potential seismic hazards.
The seismic hazards screening consisted of reviewing available data published by the California
Geological Survey (CGS), the 2019 California Building Code (CBC), the California Structural
Engineers Association, and the 2018 International Building Code (IBC). The site is located in
the United States Geological Survey (USGS) Newport Beach Quadrangle. Data reviewed
yielded the following Seismic Parameters:
Site Class D
Spectral Response ‘Ss’ 1.383g
Spectral Response ‘SMs’ null
Spectral Response ‘S1’ 0.500g
Spectral Response ‘SM1’ null
The computer program (EQFAULT, Version 3.00b) and data published by the USGS, were
reviewed. Results of the fault search are presented in the Appendix. The search indicates that the
Newport Inglewood Connected, alt 2 fault is approximately 2.09 kilometers from the site.
4.1.1 Seismic Consideration
The CGS (CDMG, 2000-003) does not delineate this site as being within an Alquist-Priolo
Earthquake Fault Zone.
The site is in situated within a region associated with high seismicity and in proximity to several
active faults. The occurrence of earthquakes that may occur during the lifetime of the project
cannot be predicted reliably. However, it is probable that the project site will experience at least
one major earthquake during the life span of the project. Therefore, the project designers should
consider the hazards associated with seismic events.
Seismic hazards can be divided into two general categories; hazards due to ground rupture and
hazards due to ground shaking.
4.1.2 Ground Shaking
Strong to severe ground shaking will be experienced in the project area if a large magnitude
earthquake occurs on one of the nearby faults. The number or frequency of large magnitude
earthquakes that may occur during the life of the project cannot be predicted reliably. However,
Project No. 20210155-G0471
SECTION FOUR Conclusions and Recommendations
AESCO 4-2
it is probable the project area will experience at least one major earthquake during the next 50
years. The potential hazards or adverse effects of ground shaking would depend on several
factors that include the severity of ground shaking, the nature, depth, and extent of the seismic
event; the type of structure involved, and the local topography. Based on the effects of local
historical earthquakes, building foundations may fail resulting in excessive building settlement or
collapse, underground tanks or buried utilities may be prone to uplift or failure; and access
roadways may become blocked or impassable. In addition, broken utilities may result in fires,
inhibit or contaminate water supplies and cut off services to the site.
Potential hazards resulting from the secondary effect of ground shaking include: liquefaction,
lateral spreading, ground fissures, sieches, and tsunamis.
4.1.3 Seiches
Seiches result from periodic oscillation of an enclosed, or partially enclosed, body of water
which occurs during or immediately following earthquake activity. The site is not situated near
an enclosed, or partially enclosed, body of water, and the potential for flooding of the site due to
a seiche is considered low.
4.1.4 Tsunamis
A tsunami is a wave or series of waves caused by the displacement of a large volume of a body
of water, usually an ocean, but can be a large lake. Earthquakes, volcanic eruptions, landslides,
meteorite impacts, and other displacement events all have the potential to generate a tsunami.
The site is situated at an elevation of about 5 feet above sea level and is approximately 2.2 miles
from the ocean and is not in proximity to a large lake. The site is situated about one mile from
the mapped limits of the general tsunami inundation area, and adjacent to the possibly impacted
Talbert Channel as shown on the California Emergency Management Agency-California
Geological Survey Tsunami Inundation Maps. The potential for a tsunami to impact the site is
considered moderate.
4.2 SEISMIC ANALYSIS
4.2.1 Historic Earthquakes
Historically, the San Andreas Fault Zone Complex has rendered many earthquakes of the
magnitude range of 5.0Mw or greater (‘Mw’ is the Moment Magnitude as defined by the USGS)
in the last 200 years. Since the recording of seismic events began in the mid-18th century, at
least 50 major earthquakes (> 5.0Mw) have occurred within 62.1 miles (100km) of the subject
Project No. 20210155-G0471
SECTION FOUR Conclusions and Recommendations
AESCO 4-3
site (Blake, 2000a). These major quakes have been estimated to be in the range of 5.0Mw to
7.0Mw. Each of these major quakes has rendered light to moderate damage to buildings and
roads. For reference purposes, a summary of the significant (>6.0Mw) earthquakes that affected
the site are provided below.
Date Quake Moment
Magnitude (Mw)
Approximate
Distance
(kilometers)
03/11/1933 6.30 7.1
07/11/1855 6.30 48.1
05/15/1910 6.00 52.7
12/16/1858 7.00 56.0
12/19/1880 6.00 75.1
07/23/1923 6.25 75.3
07/30/1894 6.00 76.8
01/17/1994 6.70 79.0
07/22/1899 6.50 81.3
12/08/1812 7.00 82.0
04/21/9183 6.80 89.9
04/04/1893 6.00 90.1
02/09/1971 6.40 90.4
12/25/1899 6.40 90.5
11/22/1800 6.50 97.9
09/20/1907 6.00 98.7
A complete printout of the published cataloged quakes within 100 kilometers of the subject site
is included at the end of this appendix.
4.2.2 Probabilistic Fault Model
Site coordinates are N33.6807 latitude and W117.9692 longitude. Based upon our subsurface
investigation, and blow count data, the soil profile is classified as D for the upper 100 feet in
accordance with the 2016 California Building Code (CBC) Table 1613A.5.2.
There are several active or potentially active faults within southern California that could affect
the site in terms of ground shaking. Of these the Newport Inglewood Connected alt 2 Fault Zone
Project No. 20210155-G0471
SECTION FOUR Conclusions and Recommendations
AESCO 4-4
(2.09 kilometers from the site), the Newport Inglewood Connected alt 1 Fault Zone (2.22
kilometers from the site), the Newport-Inglewood, alt 1 Fault Zone (2.22 kilometers from the
site), and the San Joaquin Hills Fault Zone (3.65 kilometers from the site) are the most
prominent due to the proximity and seismic potential (USGS website).
4.2.3 Design-Basis Earthquake
Maximum acceleration was determined through the USGS website and yielded a PGA of 0.600g
utilizing a hazard level of 2 percent probability of exceedance over 50 years as determined by the
USGS website. (See Appendix).
4.3 LIQUEFACTION POTENTIAL
Liquefaction is a mode of ground failure that results from the generation of high pore water
pressures during earthquake ground shaking, causing loss of shear strength. Liquefaction is
typically a hazard where loose sandy soils exist below groundwater. The CGS has designated
certain areas within southern California as potential liquefaction hazard zones. These are areas
considered at a risk of liquefaction-related ground failure during a seismic event, based upon
mapped surficial deposits and the presence of a relatively shallow water table. Materials
encountered at the project site generally consist of loose to medium dense granular material and
very soft to stiff cohesive soil. The project site is located within a potential liquefaction hazard
zone as designated by the CGS (1997). Groundwater was not encountered within the borings
but saturated material was encountered below a depth of 3 to 5 feet beneath the existing ground
surface. Based on regional data, groundwater is anticipated to occur at a depth of approximately
3 feet below the existing ground surface (CGS, 1997). Liquefaction analysis for the site was
performed in accordance with the DMG Special Publication 117 and is attached. The
liquefaction study utilized the software “LiquefyPro” by CivilTech Software and calculated
liquefaction assuming a high depth to groundwater of 3 feet below the existing ground surface.
This analysis was based on the soils data from the exploratory boring logs and laboratory test
results and was analyzed in accordance with standard practice of a depth of 50 feet. Maximum
acceleration was calculated using the PGA of 0.600g utilizing a hazard level of 2 percent
probability of exceedance over 50 years as determined by the USGS website. In accordance
with conventional practice, liquefaction potential was calculated from a depth of 0 to 50 feet
below the ground surface. The factor of safety was less than 1.3 between a depth of 3.8 feet and
7.9 feet, 13.0 feet and 17.95 feet, 33.05 feet and 38.0 feet, and below 48.05 feet where the factor
of safety ranged between 0.21 and 0.83, 0.13 and 0.25, 0.16 and 0.26, and 0.12. Based on our
analysis and test results we have concluded that the potential for liquefaction at the site is high.
Project No. 20210155-G0471
SECTION FOUR Conclusions and Recommendations
AESCO 4-5
Based on calculation results, seismically-induced settlement of saturated and dry sand is
estimated to be 3.60 inches and differential settlement is estimated to be between 1.80 and 2.37
inches. The liquefaction analysis is presented in the Appendix.
4.4 FOUNDATION RECOMMENDATIONS
Based on the results of our investigation, the proposed modular structures may be supported on
the planned stem wall foundation system. The entire footprint of the proposed structures and 5
feet beyond, where possible, should be overexcavated to a depth of 5 feet below existing grade
and backfilled as described below in Section 4.4.1. The recommended over-excavation and
backfill will densify the soil in the upper five feet and reduce the potential for liquefaction
settlement.
4.4.1 Stem Wall Foundations
The stem wall foundation system is planned to be placed at a depth of 3 feet below adjacent
finished grade around the exterior of the buildings and 1 foot below the base of the 1½-foot deep
interior crawl space beneath each modular structure. A design bearing pressure of 1500 psf is
recommended for continuous stem wall footings, with a minimum footing width of 18 inches.
To reduce the potential for total and differential liquefaction induced settlement (calculated at
about 2 inches), the upper 5 feet below the existing surface should be over-excavated. AESCO
predicts that the differential settlement will be reduced accetable levels applying this method.
The excavation should extend 5 feet beyond the footprint of the slab (where possible). Geogrid,
such as Tensar BX 1100 or equivalent, should be placed at the bottom and sides of the
excavation. It is recommended that a minimum 2-foot overlap of sheets is provided during
installation. The specification and installation guidelines for BX 1100 Biaxial geogrids are
included in the Appendix. The bottom 2 feet of the excavation should be backfilled with crushed
aggregate base material. The geogrid should also be placed horizontally at a depth of 4 feet and
3 feet below the exterior grade. The upper 3 feet of the excavation should then be backfilled
with engineered fill, compacted to at least 95 percent relative compaction as determined by
ASTM D1557 to the ground surface. Additional subgrade requirements are presented in Section
4.6, “Building Site Preparation and Earthwork.” Outside slabs (side-walks, drives, etc.) should
be constructed with expansion joints placed at maximum 12 foot spacing each way to minimize
cracking due to shrinkage and expansion of the concrete.
Project No. 20210155-G0471
SECTION FOUR Conclusions and Recommendations
AESCO 4-6
4.5 FIRE LANE DESIGN AND CONSTRUCTION RECOMMENDATIONS
Conventional pavement design is typically based on the number of cumulative 18-kip equivalent
axle loads for the design life of the road. An access road that will only have occasional light
loads, except for the potential fire truck, will result in the fire truck loading governing the design
thickness, which is not a typical controlling condition.
Based on the typical design approach for a flexible pavement, the thickness, T, required for the
pavement section is:
T = .0032 T.I. (100-R)/ Gf
Where,
T = Pavement Thickness, in feet
T.I. = Traffic Index
R = R-Value of underlying material = use 5 for existing subgrade soils
Gf = Gravel Factor = 1.1 for crushed aggregate base
= 2.5 for asphalt concrete (Traffic Index < 5)
The Traffic Index, T.I., is defined as:
T.I. = 9.0 (ESAL x LDF/ 106)0.119
Where,
ESAL = Total number of cumulative 18-kip Equivalent Single Axle Loads
LDF = Lane Distribution Factor = 1 for a single lane
A fire truck is generally considered to apply H20 loading, which is a standard bridge loading
criterion. It has an 8,000-lb front axle and either a 24,000-lb rear axle or two 16,000-lb rear
axles spaced 4 feet apart. Based on AASHTO load tables, for tandem axle loading, one standard
H20 loading is equivalent to about 0.874 ESALs, while the single axle loading condition is
equivalent to about 3.79 ESALs. For this project, the single axle condition is assumed, which
matches the typical design fire truck, using an ESAL of 4 for each pass. The unknown is how
many trips will the fire truck make, assuming at least one in order to check the design. The
required thickness has been conservatively computed for a minimum of one trip and a maximum
of one trip per year for 20 years. The flexible pavement should consist of asphalt concrete
surfacing over aggregate base. The results are given below:
Project No. 20210155-G0471
SECTION FOUR Conclusions and Recommendations
AESCO 4-7
No. of Fire Truck
Trips Traffic Index, T.I.
Computed
Minimum Thickness
of Asphalt Concrete,
Inches
Computed
Minimum Thickness
of Base, Inches
1 1.74 2 3
20 2.48 2 4
Based on these calculations, it is recommended that the fire lane be constructed with a minimum
of 6 inches of crushed aggregate base covered with 3 inches of asphalt concrete to account for
some additional light loads. Site preparation and earthwork recommendations are discussed in
the following section.
4.5.1 Fire Lane Site Preparation and Construction
The vegetation and other deleterious matter should be removed from the surface of the fire lane
extension area. The top 10 inches of the existing subgrade should then be scarified and
recompacted to a minimum of 95 percent of maximum dry density per ASTM D-1557. This
procedure is recommended to maintain a continuous surface prior to placement of the new
roadway. The aggregate base should consist of 6-inch thick Class II material (CAB, as described
below). The aggregate base shall be compacted to a minimum of 95 percent per ASTM D-1557.
The asphalt concrete surfacing should be compacted to a minimum of 95 percent compaction per
ASTM D-1557.
The material for the base should comply with Class II crushed aggregate base requirements and
should be free from organic matter and other deleterious substances,and shall be of such nature
that it can be compacted readily under watering and rolling to form a firm, stable base. The base
should be compacted to a minimum of 95 percent per ASTM D1557. The crushed aggregate
base may not include material processed from reclaimed asphaltic concrete, concrete, lean
concrete base, cement treated base or a combination of any of these materials.
The aggregate shall conform to the grading and quality requirements shown in the following
tables. At the option of the Contractor, the grading for either the 37.5-mm maximum or 19-mm
maximum shall be used; except that once a grading is selected, the grading shall not be changed
without the Engineer's written approval.
Project No. 20210155-G0471
SECTION FOUR Conclusions and Recommendations
AESCO 4-8
AGGREGATE GRADING REQUIREMENTS
Percentage Passing
37.5-mm Maximum 19-mm Maximum
Sieve Sizes
Operating
Range
Contract
Compliance
Operating
Range
Contract
Compliance
50-mm 100 100 — —
37.5-mm 90-100 87-100 — —
25-mm — — 100 100
19-mm 50-85 45-90 90-100 87-100
4.75-mm 25-45 20-50 35-60 30-65
600-µm 10-25 6-29 10-30 5-35
75-µm 2-9 0-12 2-9 0-12
QUALITY REQUIREMENTS
Test Operating
Range
Contract
Compliance
Resistance (R-value) — 78 Min.
Sand Equivalent 25 Min. 22 Min.
Durability Index — 35 Min.
After the subgrade has been compacted and approved by the Geotechnical Engineer, the
Contractor can start his compaction operations. No base should be placed on any area of the
subgrade or other lifts which have not been accepted by the Geotechnical Engineer. Any soft
spots, where the Contractor believes he may have difficulty in obtaining the desired compaction,
shall be removed and replaced with compacted backfill as described herein.
Engineered fill should be used to raise the grade, as necessary, to reach final subgrade level, and
also compacted to a minimum of 95 percent per ASTM D-1557. Engineered fill should be
placed in maximum 8-inch thick loose lifts. Engineered fill should consist of soils with a
maximum particle size of 3 inches, at least 80 percent passing the ¾-inch sieve and with an
expansion index not greater than 20. Fill materials should be free of construction debris, roots,
organic matter, rubble, contaminated soils, and any other unsuitable or deleterious material as
determined by the Soil Engineer. The on-site soils appear to be suitable for use as compacted
fill. We recommend that if imported fill material is used, it be reviewed for acceptability by the
Soil Engineer prior to importing it to the site for use as engineered fill.
The contractor shall use sheepsfoot-type compaction equipment to compact the subgrade soils
and “vibratory” compaction equipment of sufficient mass needed for achieving compaction of
Project No. 20210155-G0471
SECTION FOUR Conclusions and Recommendations
AESCO 4-9
the base material. The vibratory frequency of the compaction equipment shall be adjustable. For
engineered fill, compaction equipment should be appropriate for the characteristics of the
material.
The Geotechnical Engineer or his representative shall be on the site during all working hours and
will accept or reject a lift within two hours after testing. No material will be added to any lift
that has not been accepted by the Geotechnical Engineer.
Compaction of aggregate base shall be done with the fill material sufficiently moist so that
bulking will be eliminated. Generally, when "free water" appears on the fill surface, the material
can be compacted to the proper density.
The borrow source shall be checked and tested for compliance with the material specifications.
Initial acceptance of fill in the borrow source does not mean general acceptance of the entire pit
since the material in the pit can change.
The materials shall then be compacted in lifts to the average density specified. In obtaining the
average density of any lift, the lift will be rejected if any density is greater than 2 percent below
the specified average. Compacted lift thickness can start at 8 inches. Adjustments to lift
thickness will depend upon the progress of compaction.
4.6 BUILDING SITE PREPARATION AND EARTHWORK
All building grading and site preparation should be observed by experienced personnel reporting
to the project Geotechnical Engineer. Our field monitoring services are an essential continuation
of our prior studies to confirm and correlate the findings and our prior recommendations with the
actual subsurface conditions exposed during construction, and to confirm that suitable fill soils
are placed and properly compacted.
The building sites should be cleared of vegetation, asphalt, debris, the concrete slab, organic
matter, abandoned utility lines, contaminated soils (if any), and unsuitable material. Any
undocumented fill encountered during site preparation, not consistent with the material
encountered in the borings, should be excavated to the depth of the fill and to a horizontal
distance equal to the depth of excavation. A representative of AESCO should confirm the depth
of fill at the time of construction. As a minimum, the upper five feet below the existing surface
should be over-excavated and backfilled as described in Section 4.4.1, “Stem Wall Foundations.”
The compacted material should be at moisture contents 2 to 4 percent above optimum moisture.
The bottom of the excavation shall be inspected by the Geotechnical Engineer to confirm
Project No. 20210155-G0471
SECTION FOUR Conclusions and Recommendations
AESCO 4-10
competent soil is reached. The side slopes of shallow excavations should be cut at a gradient no
steeper than 1:1 (horizontal to vertical). Excavations should not extend below an imaginary
1.5:1 inclined plane projecting below the bottom edge of adjacent existing foundations and/or
utilities unless properly shored or specifically analyzed further. All excavations should be
observed by AESCO to confirm that all unsuitable material is removed from beneath the planned
construction prior to placing fill.
The bottom of all excavations to receive aggregate base and compacted fill should be scarified to
a depth of 6 inches, moisture conditioned to at least optimum water content, and compacted as
described above. Excavations below the final grade level should be properly backfilled using
approved fill material. The backfill and any additional fill should be placed in loose lifts less
than 8 inches thick, moisture conditioned to 0 to 4 percent above optimum water content and
compacted as directed above. Engineered fill should consist of soils with a maximum particle
size of 3 inches, at least 80 percent passing the ¾-inch sieve and with an expansion index not
greater than 20. Fill materials should be free of construction debris, roots, organic matter,
rubble, contaminated soils, and any other unsuitable or deleterious material as determined by the
Geotechnical Engineer. We recommend that any imported fill material used shall be analyzed
for acceptability by the Geotechnical Engineer prior to importing it to the site for use as
engineered fill.
A representative of the Geotechnical Engineer should observe all footing and slab subgrade
surfaces and confirm that the exposed materials are firm. If loose, spongy, soft or other
unacceptable materials, including undocumented fill, are encountered in the subgrade they
should be removed to firm materials as determined by the Geotechnical Engineer’s
representative and replaced with either concrete or compacted engineered fill.
4.7 SOIL CORROSIVITY
The results of pH, soluble chloride, and soluble sulfate laboratory tests on a sample of the near
surface soils are summarized in the following tables:
Project No. 20210155-G0471
SECTION FOUR Conclusions and Recommendations
AESCO 4-11
Soil Test Test Results Corrosion Potential
Soluble Sulfates (per CA 417)
1260 ppm Moderate sulfate attack on
concrete.
Soluble Chlorides (per CA 422)
798 ppm Extreme corrosive potential to
buried ferrous metals
pH 8.1 Mild to moderate corrosion potential to buried ferrous
metals
Boring N-1
Soil Test Test Results Corrosion Potential
Soluble Sulfates (per CA 417)
2400 ppm Severe sulfate attack on
concrete.
Soluble Chlorides (per CA 422)
4602 ppm Extreme corrosive potential to
buried ferrous metals
pH 8.9 Severe corrosion potential to
buried ferrous metals
Boring B-4
Concrete should be designed in accordance with the 2019 CBC, ACI 318 Section 4.3, Table
19.3.2.1 (2017). As the potential for sulfate attack on concrete appears severe Type V Portland
cement may be used with a 0.45 recommendation regarding maximum water to cement ratio for
the purpose of sulfate attack abatement. The minimum compressive strength of concrete shall be
4,500 psi at 28 days and maximum slump during placement shall be five inches. A qualified
inspector, under the supervision of a professional engineer, shall inspect the concrete placement.
The test results indicate that the on-site soils can be classified as extremely corrosive potential to
buried metallic structures (e.g. pipes). As a minimum, buried metal piping should be protected
with suitable coatings, wrappings, or seals. As an alternative, utility piping may be buried in
PVC lined trenches and backfilled with clean sand. The width of the trenches should be a
minimum of three times the diameter of the pipes. A corrosion consultant should be retained if a
more detailed evaluation or a protection system is desired. AESCO recommends that additional
corrosivity evaluation shall be performed during grading operations and for any imported fill to
ensure that corrosivity characteristics have not changed.
Project No. 20210155-G0471
SECTION FOUR Conclusions and Recommendations
AESCO 4-12
4.8 UTILITY TRENCHES
It is anticipated that the on-site soils will provide suitable support for underground utilities and
piping that may be installed. Any soft and/or unsuitable material encountered at the bottom of
excavations for such facilities should be removed and be replaced with an adequate bedding
material. A non-expansive granular material with a sand equivalent greater than 30 should be
used for bedding and shading of utilities.
On-site material should be suitable for backfill of utility and pipe trenches from one foot above
the top of the pipe to the final ground surface, provided the material is free of organic matter,
deleterious substances, and contamination. Trench backfill should be mechanically placed and
compacted in maximum 8-inch lifts to at least 90 percent of the maximum dry density as
determined by ASTM Test Method D 1557 (i.e. 90 percent relative compaction) at 1 to 2 percent
above optimum moisture content. Where trenches are placed beneath slabs or footings the
backfill shall satisfy the gradation and expansion index requirements of engineered fill (see
Section 4.6). Trenches in the footprint of the pavement shall be backfilled and compacted to a
minimum of 90 percent. Flooding or jetting for placement and compaction of backfill is not
recommended.
4.9 CONSTRUCTION PROCEDURES
The upper soils at the site are fine grained materials composed of a significant amount of fine
materials. These soils are subject to extreme changes in shear strength with varying moisture
conditions and, if construction is initiated during wetter seasons of the year, it may be very
difficult to move equipment about the site. Also, once the soil becomes saturated, compaction
operations can be seriously hampered by a tendency of the fine material to "pump".
Consequently, it is recommended that adequate site drainage be established prior to and
continued during and following construction operations to prevent ponding of water on or
adjacent to the construction area and subsequent saturation of the soil. Compaction operations
may be expedited by using light compaction equipment and thin lifts of soil. Rolling only as
necessary to obtain compaction is advisable because further repetitive loading may cause the
subgrade to "pump". Once the soil begins to "pump", it generally becomes necessary to undercut
the poor soil, waste it and replace it with controlled fill.
Compaction operations and installation of the foundations should be supervised by the
Geotechnical Engineer. All foundation excavations should be inspected to verify cleaning and
bearing stratum. Concrete should be placed in foundation excavations as soon as practical after
Project No. 20210155-G0471
SECTION FOUR Conclusions and Recommendations
AESCO 4-13
forming and final clean-up have been approved to avoid prolonged exposure of the bearing
stratum and possible disturbance due to standing water, desiccation or construction operations.
4.10 CONSTRUCTION OBSERVATIONS AND FIELD TESTING
As Geotechnical Engineer of Record, construction observation and field testing services are an
essential continuation of this geotechnical study to confirm and correlate our findings and
recommendations with the actual subsurface conditions exposed during construction. As such, to
maintain the status of geotechnical engineer of record, AESCO should be present to observe and
provide testing during the following construction activities:
➢ Placement of all fill and backfill
➢ Backfilling of utility trenches
➢ Concrete placement of slab and foundation
➢ Foundation reinforcement
➢ Geogrid placement
4.11 FOUNDATION PLAN REVIEW
It is essential that foundation and grading plans be reviewed by this office for conformance with
the recommendations of this report.
Project No. 20210155-G0471
SECTION FIVE General Conditions
AESCO 5-1
5. Section 4 FOUR General Conditions
5.1 LIMITATIONS
It must be recognized that conclusions reached in this report are based on conditions, which exist
at the boring location. In any subsoil investigation, it is necessary to assume that the subsoil
conditions between boring(s) do not change significantly. The number of the borings, locations,
and spacing are chosen as per the client’s direction and available budget. Note that the boring(s)
were placed as close to the location of the proposed structure(s) as possible. The boring
locations are approximate and surveying is beyond the scope of our work. Consequently, careful
observations must be made during construction to detect significant deviations of actual
conditions throughout the construction area from those inferred from the exploratory borings.
In the event that significant changes in design loads or structural characteristics are made,
AESCO should be retained to review our original design recommendations and their
applicability to the revised design plans. In this way, any required supplemental
recommendations can be made in a timely manner.
Should any unusual conditions be encountered during construction, this office should be notified
immediately so that further investigations and supplemental recommendations can be made.
Geotechnical observations and testing should be provided on a continuous basis during grading,
excavation, and installation of the foundations. If parties other than AESCO are engaged to
provide geotechnical services during construction they will be required to assume the full
responsibility for the geotechnical phase of the project by adhering to the recommendations of
this report.
AESCO
APPENDIX
SITE PLAN
AESCO
APPENDIX
LOGS OF BORINGS N-1 through N-4
and B-3 and B-4
MAJOR DIVISION GRAPHICSYMBOL
LETTERSYMBOL TYPICAL DESCRIPTIONS
GW
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
PT
COARSEGRAINED
SOILS
MORE THAN50% BY
WEIGHT OFMATERIAL IS
LARGERTHAN 200
SIEVE
GRAVEL ANDGRAVELLY
SOILS
MORE THAN50% OF COARSE
FRACTIONRETAINED ON
NO. 4 SIEVE
SAND ANDSANDY SOILS
CLEAN GRAVEL(LITTLE OR NO
FINES)
GRAVEL WITHFINES
(APPRECIABLE AMOUNT OF
FINES)
FINE GRAINEDSOILS
SILTS ANDCLAYS
LIQUID LIMIT<50
LIQUID LIMIT>50
MORE THAN50% BY
WEIGHT OFMATERIAL IS
SMALLERTHAN 200
SIEVE
HIGHLY ORGANIC SOILS
MORE THAN50% OF COARSE
FRACTIONPASSING NO. 4
SIEVE
SILTS ANDCLAYS
CLEAN SAND(LITTLE OR NO
FINES)
SANDS WITHFINE
(APPRECIABLE AMOUNT OF
FINES)
WELL GRADED GRAVELS, GRAVELSAND MIXTURES, LITTLE OR NOFINES
POORLY GRADED GRAVELS, GRAVELSAND MIXTURES, LITTLE OR NOFINES
SILTY GRAVELS, GRAVEL SAND SILTMIXTURE
CLAYEY GRAVELS, GRAVEL SANDCLAY MIXTURES
WELL GRADED SANDS, GRAVELLYSANDS, LITTLE OR NO FINES
POORLY GRADED SANDS, GRAVELLYSANDS, LITTLE OR NO FINES
SILTY SANDS, SAND-SILT MIXTURES
CLAYEY SANDS, SAND-CLAYMIXTURES
INORGANIC SILTS AND VERY FINESANDS, ROCK FLOUR, SILTY ORCLAYEY FINE SANDS OR CLAYEYSILTS WITH SLIGHT PLASTICITY
INORGANIC CLAYS OF LOW TOMEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTY CLAYS,LEAN CLAYS
ORGANIC SILTS AND ORGANIC SILTYCLAYS OF LOW PLASTICITY
INORGANIC SILTS, MICACEOUS ORDIATOMACEOUS FINE SAND ORSILTY SOILS
INORGANIC CLAYS OF HIGHPLATICITY, FAT CLAYS
ORGANIC CLAYS OF MEDIUM TOHIGH PLASTICITY, ORGANIC SILTS
PEAT, SWAMP SOILS WITH HIGHORGANIC CONTENTS
AESCO
UNIFIED SOIL CLASSIFICATION SYSTEM
C California Modified SampleSplit Spoon Sample (SPT) Ground Water Level
Hand Auger SampleN SPT Blows/ftP Penetrometer TSF
KEY
AESCO
Project: Location: WATER: Not Encountered
Client: FVSD DRILLING:
Date: 03/01/21 Project No. Hollow Stem AugerTESTS DESCRIPTION OF STRATUM
SOIL DEPTH N= MOISTURE DRY LIQUID PLASTIC PLASTICITY PASSING EXPANSION
SYMBOL (FT) T= CONTENT DENSITY LIMITS LIMITS INDEX Strain 200 SIEVE COHESION ANGLE INDEX Elevation= 5 ft. AMSL
P= % PCF % % % TSF % % PSF Deg
3
5
7
8
10
13
15
18
20
23
25
28
30
33
35
38
40
43
45
48
50
TUBE SAMPLE Ground Water Level Hydrostatic Ground Water Level N= SPT, BLOWS/FT REMARKS: AUGER SAMPLE T= THD,BLOWS/FT NP: Non Plastic Materials
C CALIFORNIA MODIFIED SAMPLER P= HAND PEN.,TSF * Remolded Samples SPLIT SPOON Blow Counts Corrected for California Modified
NO RECOVERY CL SM SP (0.6 multiplIer). Auto-Hammer. 8" HAS
Brown sandy CLAY (CL), very soft to soft,
saturated, w/silt
Approximate Division of Soil Type
Gray CLAY (CL), stiff, saturated, w/silt
No sample recovery at 5'
Gray CLAY (CL), soft, saturated, w/silt
97.1
87.8
96.9
N=2
34.2
51.2
27
61.2
N=8
N=6
31
3
N=4 41.8
27
38.5
40.8
N=15
N=13
Very soft to soft at 23'
Gray sandy SILT (ML) medium stiff to stiff,
saturated, w/clay4
Brown SAND (SP), medium dense, saturated,
medium grained25.7 3.1
Medium stiff at 43'
Soft to medium stiff at 28'
Logger:
LOG OF BORING NO. N - 1
FIELD DATA
Unconfined Comp. DIRECT SHEAR
LABORATORY DATA
20210155-G0471
Talbert Middle School
New Science Buildings
9101 Brabham Drive
Fountain Valley, CA
Gray sandy SILT (ML), medium stiff, saturated,
w/clay54.1
57.1
23.8N=12
N=2
32.4N=6
N=3
023.1
Brown sandy CLAY (CL), moist, w/silt, moist89.1
Brown silty SAND (SM), medium dense, wet, w/red
patches
22
28*
29.2 47 25
24
AESCO
Project: Location: WATER: Not Encountered
Client: FVSD DRILLING:
Date: 03/01/21 Project No. Hollow Stem AugerTESTS DESCRIPTION OF STRATUM
SOIL DEPTH N= MOISTURE DRY LIQUID PLASTIC PLASTICITY PASSING EXPANSION
SYMBOL (FT) T= CONTENT DENSITY LIMITS LIMITS INDEX Strain 200 SIEVE COHESION ANGLE INDEX Elevation: 3,070 ft. AMSL
P= % PCF % % % TSF % % PSF Deg
53
55
58
60
63
65
68
70
TUBE SAMPLE Ground Water Level Hydrostatic Ground Water Level N= SPT, BLOWS/FT REMARKS: AUGER SAMPLE T= THD,BLOWS/FT NP: Non Plastic Materials
C CALIFORNIA MODIFIED SAMPLER P= HAND PEN.,TSF * Remolded Samples SPLIT SPOON Blow Counts Corrected for California Modified
NO RECOVERY SP SP/SM (0.6 multiplIer). Auto-Hammer. 8" HAS
Gray-brown SAND (SP), medium dense, saturated
Approximate Division of Soil Type
Boring Terminated at 70 Feet
N=13 23.7
Gray at 63'
3.7
N=5 20.1
Brown SAND/silty SAND (SP/SM), loose, saturated
N=9 28.1 8.9
Loose at 43'
Brown SAND (SP), medium dense, saturated,
medium grained
N=9 25.1
FIELD DATA LABORATORY DATA
Unconfined Comp.
LOG OF BORING NO. N - 1 (cont.)
Talbert Middle School
New Science Buildings
9101 Brabham Drive
Fountain Valley, CA
Logger:
20210155-G0471
DIRECT SHEAR
AESCO
Project: Location: WATER: Not Encountered
Client: FVSD DRILLING:
Date: 03/01/21 Project No. Hollow Stem AugerTESTS DESCRIPTION OF STRATUM
SOIL DEPTH N= MOISTURE DRY LIQUID PLASTIC PLASTICITY PASSING EXPANSION
SYMBOL (FT) T= CONTENT DENSITY LIMITS LIMITS INDEX Strain 200 SIEVE COHESION ANGLE INDEX Elevation= 5 ft. AMSL
P= % PCF % % % TSF % % PSF Deg
3
5
7
8
10
TUBE SAMPLE Ground Water Level Hydrostatic Ground Water Level N= SPT, BLOWS/FT REMARKS: AUGER SAMPLE T= THD,BLOWS/FT NP: Non Plastic Materials
C CALIFORNIA MODIFIED SAMPLER P= HAND PEN.,TSF * Remolded Samples SPLIT SPOON Blow Counts Corrected for California Modified
NO RECOVERY CL SM (0.6 multiplIer). Auto-Hammer. 8" HAS
Approximate Division of Soil Type
Boring Terminated at 10 Feet
Brown sandy CLAY (CL), soft to medium stiff,
saturated, w/silt
N=3 39.4 Dark gray, soft at 8'
29* Dark brown silty SAND (SM), medium dense, wet
C N=4 33.6 72.6 94.3
Brown sandy CLAY (CL), wet, w/silt
N=14 25.7 43.5 0
FIELD DATA LABORATORY DATA
Unconfined Comp. DIRECT SHEAR
34.0 56.0
LOG OF BORING NO. N-2
Talbert Middle School
New Science Buildings
9101 Brabham Drive
Fountain Valley, CA
Logger:
20210155-G0471
AESCO
Project: Location: WATER: Not Encountered
Client: FVSD DRILLING:
Date: 03/01/21 Project No. Hollow Stem AugerTESTS DESCRIPTION OF STRATUM
SOIL DEPTH N= MOISTURE DRY LIQUID PLASTIC PLASTICITY PASSING EXPANSION
SYMBOL (FT) T= CONTENT DENSITY LIMITS LIMITS INDEX Strain 200 SIEVE COHESION ANGLE INDEX Elevation= 5 ft. AMSL
P= % PCF % % % TSF % % PSF Deg
3
5
7
8
10
TUBE SAMPLE Ground Water Level Hydrostatic Ground Water Level N= SPT, BLOWS/FT REMARKS: AUGER SAMPLE T= THD,BLOWS/FT NP: Non Plastic Materials
C CALIFORNIA MODIFIED SAMPLER P= HAND PEN.,TSF * Remolded Samples SPLIT SPOON Blow Counts Corrected for California Modified
NO RECOVERY CL SM ML (0.6 multiplIer). Auto-Hammer. 8" HAS
Dark gray sandy CLAY (CL), soft to medium stiff,
saturated, w/silt
Approximate Division of Soil Type
Boring Terminated at 10 Feet
Dark gray sandy SILT (ML), medium stiff,
saturated, w/clay
N=4 49.7
29* Brown silty SAND (SM), medium dense, moist
CN=5
P=1.539.8 84.5 93.1
Brown sandy CLAY (CL), moist, w/silt
N=16 27.8 23.9 0
FIELD DATA LABORATORY DATA
Unconfined Comp. DIRECT SHEAR
27.8 91.1 61
LOG OF BORING NO. N-3
Talbert Middle School
New Science Buildings
9101 Brabham Drive
Fountain Valley, CA
Logger:
20210155-G0471
AESCO
Project: Location: WATER: Not Encountered
Client: FVSD DRILLING:
Date: 03/01/21 Project No. Hollow Stem AugerTESTS DESCRIPTION OF STRATUM
SOIL DEPTH N= MOISTURE DRY LIQUID PLASTIC PLASTICITY PASSING EXPANSION
SYMBOL (FT) T= CONTENT DENSITY LIMITS LIMITS INDEX Strain 200 SIEVE COHESION ANGLE INDEX Elevation= 5 ft. AMSL
P= % PCF % % % TSF % % PSF Deg
3
5
7
8
10
TUBE SAMPLE Ground Water Level Hydrostatic Ground Water Level N= SPT, BLOWS/FT REMARKS: AUGER SAMPLE T= THD,BLOWS/FT NP: Non Plastic Materials
C CALIFORNIA MODIFIED SAMPLER P= HAND PEN.,TSF * Remolded Samples SPLIT SPOON Blow Counts Corrected for California Modified
NO RECOVERY CL SM (0.6 multiplIer). Auto-Hammer. 8" HAS
Approximate Division of Soil Type
Boring Terminated at 10 Feet
Dark gray sandy CLAY (CL), soft to medium stiff,
saturated, w/silt
Medium stiff to stiff at 8'
N=8 46.4
29* Brown silty SAND (SM), medium dense, wet
C N=4 48.2 74.4 99.2
Brown sandy CLAY (CL), wet, w/silt
N=17 26.7 0
FIELD DATA LABORATORY DATA
Unconfined Comp. DIRECT SHEAR
33.8 94.6
LOG OF BORING NO. N-4
Talbert Middle School
New Science Buildings
9101 Brabham Drive
Fountain Valley, CA
Logger:
20210155-G0471
AESCO
Project: Location: WATER: Encountered at 5 Feet
Client: DRILLING:
Date: 01/02/19 Project No. Hollow Stem Auger
TESTS DESCRIPTION OF STRATUM
SOIL DEPTH N= MOISTURE DRY LIQUID PLASTIC PLASTICITY PASSING EXPANSION AMSL = 5 feet
SYMBOL (FT) T= CONTENT DENSITY LIMITS LIMITS INDEX Strain 200 SIEVE COHESION ANGLE INDEX
P= % PCF % % % TSF % % PSF Deg
3
5
7
8
10
13
15
TUBE SAMPLE Ground Water Level Hydrostatic Ground Water Level N= SPT, BLOWS/FT REMARKS: AUGER SAMPLE T= THD,BLOWS/FT NP: Non Plastic Materials
C CALIFORNIA MODIFIED SAMPLER P= HAND PEN.,TSF * Remolded Samples SPLIT SPOON Blow Counts Corrected for California Modified
NO RECOVERY SM SC CH and CL ML (0.6 multipiler)
LOG OF BORING NO. B - 3
Talbert Middle School 9101 Brabham Drive
Huntington Beach, CA
Fountain Valley School District Logger:
20181855-F1970 FIELD DATA LABORATORY DATA
Unconfined Comp. DIRECT SHEAR
35.2 38 23 15 73.2 53 Brown sandy CLAY (CL), wet, w/silt
C N=8 33.8 99.4 Brown clayey SAND (SC), loose, saturated, w/silt
N=2 63.2 61 29 32 93.4Brown-gray fat CLAY (CH), very soft to soft,
saturated, w/silt and sand
CN=5
P=1.039.4 85.6
Brown-gray silty CLAY (CL), medium stiff,
saturated, w/sand
N=8 29.4 41 29 12 90.2Dark gray clayey SILT (ML), medium stiff to stiff,
saturated, w/sand
Boring Terminated at 15 Feet
Approximate Division of Soil Type
AESCO
Project: Location: WATER: Encountered at 3 Feet
Client: DRILLING:
Date: 01/02/19 Project No. Hollow Stem Auger
TESTS DESCRIPTION OF STRATUM
SOIL DEPTH N= MOISTURE DRY LIQUID PLASTIC PLASTICITY PASSING EXPANSION AMSL = 5 feet
SYMBOL (FT) T= CONTENT DENSITY LIMITS LIMITS INDEX Strain 200 SIEVE COHESION ANGLE INDEX
P= % PCF % % % TSF % % PSF Deg
3
5
6
8
10
13
15
TUBE SAMPLE Ground Water Level Hydrostatic Ground Water Level N= SPT, BLOWS/FT REMARKS: AUGER SAMPLE T= THD,BLOWS/FT NP: Non Plastic Materials
C CALIFORNIA MODIFIED SAMPLER P= HAND PEN.,TSF * Remolded Samples SPLIT SPOON Blow Counts Corrected for California Modified
NO RECOVERY SM SP/SM ML CH (0.6 multipiler)
LOG OF BORING NO. B - 4
Talbert Middle School 9101 Brabham Drive
Huntington Beach, CA
Fountain Valley School District Logger:
20181855-F1970 FIELD DATA LABORATORY DATA
Unconfined Comp. DIRECT SHEAR
23.8
C N=23 29.4 97.3 0 30Brown SAND/silty SAND (SP/SM), medium dense,
saturated
Brown silty SAND (SM), wet, w/organics
Brown-gray sandy SILT (ML), medium stiff to stiff,
saturated, w/clay
CN=1
P=1.042.9 82.2 66 28 38 91.9 Brown fat silty CLAY (CH), soft, saturated, w/sand
N=8 37.7 39 27 12 88.9Gray, green and orange clayey SILT (ML), medium
stiff to stiff, saturated, mottled, w/sand
Boring Terminated at 15 Feet
Approximate Division of Soil Type
N=8 50.2
AESCO
APPENDIX
LABORATORY TEST DATA
0
500
1000
1500
2000
2500
3000
3500
4000
0 500 1000 1500 2000 2500 3000 3500 4000
Sh
ear
Str
ess (
ps
f)
Normal Stress (psf)
Project No: Boring No: Depth (ft): 3-5'
W int = gd (pcf)= C (psf) = f (deg) =
Remolded (Y/N):
20210155-G0471
Y
N-1
23.8%
Site/Client: Talbert Middle School
90.0 0 28
Soil Type: SM
Orange County17782 Georgetown LaneHuntington Beach, California 92647Tele: (714) 375-3830Fax: (714)375-3831
San Bernardino County14163 Arrow BoulevardFontana, California 92335Tele:(909) 284-9200Fax:(909) 284-9201
ASTM D3080Direct Shear Results
0
500
1000
1500
2000
2500
3000
3500
4000
0 500 1000 1500 2000 2500 3000 3500 4000
Sh
ear
Str
ess (
ps
f)
Normal Stress (psf)
Project No: Boring No: Depth (ft): 3-5'
W int = gd (pcf)= C (psf) = f (deg) =
Remolded (Y/N):
20210155-G0471
Y
N-2
25.7%
Site/Client: Talbert Middle School
90.0 0 29
Soil Type: SM
Orange County17782 Georgetown LaneHuntington Beach, California 92647Tele: (714) 375-3830Fax: (714)375-3831
San Bernardino County14163 Arrow BoulevardFontana, California 92335Tele:(909) 284-9200Fax:(909) 284-9201
ASTM D3080Direct Shear Results
AESCO
APPENDIX
SEISMIC DESIGN DATA
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AESCO
APPENDIX
GEOLOGIC MAP
REGIONAL GEOLOGIC MAP Figure 2
N
Site Location
LEGEND
Qw - Wash deposits (late Holocene)
Qyf - Young alluvial fan deposits (Holocene and late Pleistocene)
Qya - Young axial channel deposits (Holocene and late Pleistocene)
Qypt - Young peat deposits (Holocene and late Pleistocene)
Qop - Old Paralic deposits, undivided (late to middle Pleistocene)
Scale: 1 inch = 2900 feet
Date: 3-15-2021
Fountain Valley School District
Site Name: Talbert Middle School Modular BuildingsProject No. : 20210155-G0471
Site Address: 9101 Brabham Drive, Fountain Valley, CA
AESCO
APPENDIX
TOPOGRAPHIC MAP
TOPOGRAPHIC MAP Figure 3
N
Scale: 1 inch = 2040 feet~
Site Location
Fountain Valley School District
Date: 3-15-2021
Site Name: Talbert Middle School Modular BuildingsProject No. : 20210155-G0471
Site Address: 9101 Brabham Drive, Fountain Valley, CA
AESCO
APPENDIX
CALIFORNIA FAULT MAP
SITE
-100
0
100
200
300
400
500
600
700
800
900
1000
1100
-400 -300 -200 -100 0 100 200 300 400 500 600
CALIFORNIA FAULT MAPTest Run
AESCO
APPENDIX
ESTIMATION OF PEAK ACCELERATION
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AESCO
APPENDIX
SEISMIC ANALYSIS
2/4/2019 2008 National Seismic Hazard Maps - Source Parameters
https://earthquake.usgs.gov/cfusion/hazfaults_2008_search/view_fault.cfm?cfault_id=127_alt2 1/2
2008 National Seismic Hazard Maps - SourceParameters
New Search
Fault Name State
Newport Inglewood Connected alt 2 California
GEOMETRY
Dip (degrees) 90
Dip direction V
Sense of slip strike slip
Rupture top (km) 0
Rupture bottom (km) 11
Rake (degrees) 180
Length (km) 208
MODEL VALUES
Slip Rate 1.3
Probability of activity 1
ELLSWORTH HANKS
Minimum magnitude 6.5 6.5
Maximum magnitude 7.50 7.50
b-value 0.8 0.8
Fault Model Deformation Char Rate1 GR-a-value1 Weight
U.S. Geological Survey - Earthquake Hazards Program
2/4/2019 2008 National Seismic Hazard Maps - Source Parameters
https://earthquake.usgs.gov/cfusion/hazfaults_2008_search/view_fault.cfm?cfault_id=127_alt2 2/2
Model
Stitched 2.4 3.81e-04 / 3.81e-04 1.885 / 1.885 0.50
1 1st Value is based on Ellsworth relation and 2nd value is based on Hanks and Bakunrelation
Comments
Rose Canyon; Newport-Inglewood (O�shore); Newport-Inglewood, alt 2
Selected References
Working Group on California Earthquake Probabilities, 1995, Seismic hazards insouthern California—Probable earthquakes, 1994 to 2024: Bulletin of theSeismological Society of America, v. 85, no. 2, p. 379-439.
2/5/2019 2008 National Seismic Hazard Maps - Source Parameters
https://earthquake.usgs.gov/cfusion/hazfaults_2008_search/query_results.cfm 1/5
2008 National Seismic Hazard Maps - Source Parameters
New Search
Distance inKilometers
Name State
PrefSlipRate(mm/yr)
Dip(degrees)
DipDir
SlipSense
RuptureTop(km)
RuptureBottom(km)
Length(km)
2.09 Newport Inglewood Connected alt 2 CA 1.3 90 Vstrikeslip
0 11 208
2.22 Newport Inglewood Connected alt 1 CA 1.3 89strikeslip
0 11 208
2.22 Newport-Inglewood, alt 1 CA 1 88strikeslip
0 15 65
3.65 San Joaquin Hills CA 0.5 23 SW thrust 2 13 27
11.12 Newport-Inglewood (O�shore) CA 1.5 90 Vstrikeslip
0 10 66
19.70 Palos Verdes Connected CA 3 90 Vstrikeslip
0 10 285
19.70 Palos Verdes CA 3 90 Vstrikeslip
0 14 99
21.42 Puente Hills (Coyote Hills) CA 0.7 26 N thrust 2.8 15 17
27.92 Puente Hills (Santa Fe Springs) CA 0.7 29 N thrust 2.8 15 11
29.61 Elsinore;W CA 2.5 75 NEstrikeslip
0 14 46
29.61 Elsinore;W+GI+T+J CA n/a 84 NEstrikeslip
0 16 199
29.61 Elsinore;W+GI+T+J+CM CA n/a 84 NEstrikeslip
0 16 241
29.61 Elsinore;W+GI CA n/a 81 NEstrikeslip
0 14 83
29.61 Elsinore;W+GI+T CA n/a 84 NEstrikeslip
0 14 124
35.14 Puente Hills (LA) CA 0.7 27 N thrust 2.1 15 22
38.71 Elsinore;GI+T CA 5 90 Vstrikeslip
0 14 78
38.71 Elsinore;GI+T+J+CM CA n/a 86 NEstrikeslip
0 16 195
38.71 Elsinore;GI+T+J CA n/a 86 NEstrikeslip
0 17 153
38.71 Elsinore;GI CA 5 90 Vstrikeslip
0 13 37
U.S. Geological Survey - Earthquake Hazards Program
2/5/2019 2008 National Seismic Hazard Maps - Source Parameters
https://earthquake.usgs.gov/cfusion/hazfaults_2008_search/query_results.cfm 2/5
38.79 Chino, alt 2 CA 1 65 SW strikeslip
0 14 29
38.84 Chino, alt 1 CA 1 50 SWstrikeslip
0 9 24
40.63 San Jose CA 0.5 74 NWstrikeslip
0 15 20
44.70 Coronado Bank CA 3 90 Vstrikeslip
0 9 186
44.70 Elysian Park (Upper) CA 1.3 50 NE reverse 3 15 20
50.76 Raymond CA 1.5 79 Nstrikeslip
0 16 22
51.99 Sierra Madre CA 2 53 N reverse 0 14 57
51.99 Sierra Madre Connected CA 2 51 reverse 0 14 76
52.83 Verdugo CA 0.5 55 NE reverse 0 15 29
53.75 Elsinore;T+J+CM CA n/a 85 NEstrikeslip
0 16 169
53.75 Elsinore;T CA 5 90 Vstrikeslip
0 14 52
53.75 Elsinore;T+J CA n/a 86 NEstrikeslip
0 17 127
54.06 Cucamonga CA 5 45 N thrust 0 8 28
54.35 Hollywood CA 1 70 Nstrikeslip
0 17 17
55.20 Clamshell-Sawpit CA 0.5 50 NW reverse 0 14 16
55.80 Santa Monica Connected alt 2 CA 2.4 44strikeslip
0.8 11 93
59.49 Santa Monica Connected alt 1 CA 2.6 51strikeslip
0 16 79
59.49 Santa Monica, alt 1 CA 1 75 Nstrikeslip
0 18 14
64.38 Malibu Coast, alt 1 CA 0.3 75 Nstrikeslip
0 8 38
64.38 Malibu Coast, alt 2 CA 0.3 74 Nstrikeslip
0 16 38
65.86 Anacapa-Dume, alt 2 CA 3 41 N thrust 1.2 12 65
72.84 Sierra Madre (San Fernando) CA 2 45 N thrust 0 13 18
75.18 Anacapa-Dume, alt 1 CA 3 45 N thrust 0 16 51
75.62 San Jacinto;SBV+SJV+A+CC CA n/a 90 Vstrikeslip
0 16 181
75.62 San Jacinto;SBV CA 6 90 Vstrikeslip
0 16 45
2/5/2019 2008 National Seismic Hazard Maps - Source Parameters
https://earthquake.usgs.gov/cfusion/hazfaults_2008_search/query_results.cfm 3/5
75.62 San Jacinto;SBV+SJV CA n/a 90 V strikeslip
0 16 88
75.62 San Jacinto;SBV+SJV+A CA n/a 90 Vstrikeslip
0 16 134
75.62 San Jacinto;SBV+SJV+A+C CA n/a 90 Vstrikeslip
0 17 181
75.62 San Jacinto;SBV+SJV+A+CC+B CA n/a 90 Vstrikeslip
0.1 15 215
75.62 San Jacinto;SBV+SJV+A+CC+B+SM CA n/a 90 Vstrikeslip
0.1 15 241
76.32 San Gabriel CA 1 61 Nstrikeslip
0 15 71
77.29 San Jacinto;SJV+A+CC+B CA n/a 90 Vstrikeslip
0.1 15 170
77.29 San Jacinto;SJV+A+CC+B+SM CA n/a 90 Vstrikeslip
0.1 15 196
77.29 San Jacinto;SJV+A+CC CA n/a 90 Vstrikeslip
0 16 136
77.29 San Jacinto;SJV+A CA n/a 90 Vstrikeslip
0 17 89
77.29 San Jacinto;SJV+A+C CA n/a 90 Vstrikeslip
0 17 136
77.29 San Jacinto;SJV CA 18 90 Vstrikeslip
0 16 43
79.38 Northridge CA 1.5 35 S thrust 7.4 17 33
80.00 Rose Canyon CA 1.5 90 Vstrikeslip
0 8 70
80.40 S. San Andreas;PK+CH+CC+BB+NM+SM CA n/a 90 Vstrikeslip
0.1 13 342
80.40 S. San Andreas;BB+NM+SM+NSB+SSB CA n/a 90 Vstrikeslip
0 14 263
80.40S. SanAndreas;CH+CC+BB+NM+SM+NSB+SSB+BG+CO
CA n/a 86strikeslip
0.1 13 512
80.40 S. San Andreas;BB+NM+SM+NSB+SSB+BG CA n/a 84strikeslip
0 14 321
80.40 S. San Andreas;BB+NM+SM+NSB+SSB+BG+CO CA n/a 85strikeslip
0.1 13 390
80.40 S. San Andreas;CH+CC+BB+NM+SM+NSB CA n/a 90 Vstrikeslip
0 14 341
80.40 S. San Andreas;CH+CC+BB+NM+SM+NSB+SSB CA n/a 90 Vstrikeslip
0 14 384
80.40 S. San Andreas;CH+CC+BB+NM+SM+NSB+SSB+BG CA n/a 86strikeslip
0 14 442
2/5/2019 2008 National Seismic Hazard Maps - Source Parameters
https://earthquake.usgs.gov/cfusion/hazfaults_2008_search/query_results.cfm 4/5
80.40 S. San Andreas;NM+SM CA n/a 90 V strikeslip
0 14 134
80.40 S. San Andreas;NM+SM+NSB CA n/a 90 Vstrikeslip
0 13 170
80.40 S. San Andreas;NM+SM+NSB+SSB CA n/a 90 Vstrikeslip
0 13 213
80.40 S. San Andreas;NM+SM+NSB+SSB+BG CA n/a 83strikeslip
0 14 271
80.40 S. San Andreas;NM+SM+NSB+SSB+BG+CO CA n/a 84strikeslip
0.1 13 340
80.40 S. San Andreas;BB+NM+SM CA n/a 90 Vstrikeslip
0 14 184
80.40 S. San Andreas;SM CA 29 90 Vstrikeslip
0 13 98
80.40 S. San Andreas;PK+CH+CC+BB+NM+SM+NSB CA n/a 90 Vstrikeslip
0.1 13 377
80.40 S. San Andreas;PK+CH+CC+BB+NM+SM+NSB+SSB CA n/a 90 Vstrikeslip
0.1 13 421
80.40S. SanAndreas;PK+CH+CC+BB+NM+SM+NSB+SSB+BG
CA n/a 86strikeslip
0.1 13 479
80.40S. SanAndreas;PK+CH+CC+BB+NM+SM+NSB+SSB+BG+CO
CA n/a 86strikeslip
0.1 13 548
80.40 S. San Andreas;BB+NM+SM+NSB CA n/a 90 Vstrikeslip
0 14 220
80.40 S. San Andreas;SM+NSB CA n/a 90 Vstrikeslip
0 13 133
80.40 S. San Andreas;SM+NSB+SSB CA n/a 90 Vstrikeslip
0 13 176
80.40 S. San Andreas;SM+NSB+SSB+BG CA n/a 81strikeslip
0 13 234
80.40 S. San Andreas;SM+NSB+SSB+BG+CO CA n/a 83strikeslip
0.1 13 303
80.40 S. San Andreas;CH+CC+BB+NM+SM CA n/a 90 Vstrikeslip
0 14 306
80.40 S. San Andreas;CC+BB+NM+SM CA n/a 90 Vstrikeslip
0 14 243
80.40 S. San Andreas;CC+BB+NM+SM+NSB CA n/a 90 Vstrikeslip
0 14 279
80.40 S. San Andreas;CC+BB+NM+SM+NSB+SSB CA n/a 90 Vstrikeslip
0 14 322
80.40 S. San Andreas;CC+BB+NM+SM+NSB+SSB+BG CA n/a 85strikeslip
0 14 380
80.40 S. San Andreas;CC+BB+NM+SM+NSB+SSB+BG+CO CA n/a 86 strikeslip
0.1 13 449
2/5/2019 2008 National Seismic Hazard Maps - Source Parameters
https://earthquake.usgs.gov/cfusion/hazfaults_2008_search/query_results.cfm 5/5
80.44 S. San Andreas;NSB+SSB CA n/a 90 Vstrikeslip
0 13 79
80.44 S. San Andreas;NSB+SSB+BG CA n/a 75strikeslip
0 14 136
80.44 S. San Andreas;NSB CA 22 90 Vstrikeslip
0 13 35
80.44 S. San Andreas;NSB+SSB+BG+CO CA n/a 79strikeslip
0.2 12 206
82.99 San Jacinto;A CA 9 90 Vstrikeslip
0 17 71
82.99 San Jacinto;A+CC+B CA n/a 90 Vstrikeslip
0.1 15 152
82.99 San Jacinto;A+CC+B+SM CA n/a 90 Vstrikeslip
0.1 15 178
82.99 San Jacinto;A+CC CA n/a 90 Vstrikeslip
0 16 118
82.99 San Jacinto;A+C CA n/a 90 Vstrikeslip
0 17 118
84.02 Cleghorn CA 3 90 Vstrikeslip
0 16 25
86.19 Santa Susana, alt 1 CA 5 55 N reverse 0 16 27
86.45 S. San Andreas;SSB CA 16 90 Vstrikeslip
0 13 43
86.45 S. San Andreas;SSB+BG CA n/a 71strikeslip
0 13 101
86.45 S. San Andreas;SSB+BG+CO CA n/a 77strikeslip
0.2 12 170
95.69 North Frontal (West) CA 1 49 S reverse 0 16 50
96.43 Simi-Santa Rosa CA 1 60strikeslip
1 12 39
96.84 Elsinore;J+CM CA 3 84 NEstrikeslip
0 17 118
96.84 Elsinore;J CA 3 84 NEstrikeslip
0 19 75
97.69 Holser, alt 1 CA 0.4 58 S reverse 0 19 20
TEST.OUT
************************* * * * E Q S E A R C H * * * * Version 3.00 * * * *************************
ESTIMATION OF PEAK ACCELERATION FROM CALIFORNIA EARTHQUAKE CATALOGS
JOB NUMBER: 20181855-F1970 DATE: 02-05-2019
JOB NAME: Talbert School
EARTHQUAKE-CATALOG-FILE NAME: ALLQUAKE.DAT
MAGNITUDE RANGE: MINIMUM MAGNITUDE: 4.00 MAXIMUM MAGNITUDE: 9.00
SITE COORDINATES: SITE LATITUDE: 33.6807 SITE LONGITUDE: 117.9692
SEARCH DATES: START DATE: 1800 END DATE: 2019
SEARCH RADIUS: 62.1 mi 99.9 km
ATTENUATION RELATION: 14) Campbell & Bozorgnia (1997 Rev.) - Alluvium UNCERTAINTY (M=Median, S=Sigma): S Number of Sigmas: 1.0 ASSUMED SOURCE TYPE: DS [SS=Strike-slip, DS=Reverse-slip, BT=Blind-thrust] SCOND: 0 Depth Source: A Basement Depth: 5.00 km Campbell SSR: 0 Campbell SHR: 0 COMPUTE PEAK HORIZONTAL ACCELERATION
MINIMUM DEPTH VALUE (km): 3.0
Page 1
TEST.OUT
------------------------- EARTHQUAKE SEARCH RESULTS -------------------------
Page 1 ------------------------------------------------------------------------------- | | | | TIME | | | SITE |SITE| APPROX.FILE| LAT. | LONG. | DATE | (UTC) |DEPTH|QUAKE| ACC. | MM | DISTANCECODE| NORTH | WEST | | H M Sec| (km)| MAG.| g |INT.| mi [km]----+-------+--------+----------+--------+-----+-----+-------+----+------------DMG |33.6650|117.9790|10/20/1961|214240.7| 7.2| 4.00| 0.194 |VIII| 1.2( 2.0)DMG |33.6800|117.9930|11/20/1961| 85334.7| 4.4| 4.00| 0.192 |VIII| 1.4( 2.2)DMG |33.6590|117.9810|10/20/1961|20 714.5| 6.1| 4.00| 0.188 |VIII| 1.6( 2.6)DMG |33.6540|117.9940|10/20/1961|194950.5| 4.6| 4.30| 0.214 |VIII| 2.3( 3.7)DMG |33.6710|118.0120|10/20/1961|223534.2| 5.6| 4.10| 0.183 |VIII| 2.5( 4.1)MGI |33.7000|117.9000|07/08/1902| 945 0.0| 0.0| 4.00| 0.140 |VIII| 4.2( 6.7)DMG |33.6170|117.9670|03/11/1933| 154 7.8| 0.0| 6.30| 0.673 | XI | 4.4( 7.1)DMG |33.6830|118.0500|03/11/1933|1250 0.0| 0.0| 4.40| 0.172 |VIII| 4.6( 7.5)DMG |33.6830|118.0500|03/11/1933| 658 3.0| 0.0| 5.50| 0.381 | X | 4.6( 7.5)DMG |33.7500|118.0000|11/16/1934|2126 0.0| 0.0| 4.00| 0.124 | VII| 5.1( 8.2)DMG |33.6170|118.0170|03/14/1933|19 150.0| 0.0| 5.10| 0.254 | IX | 5.2( 8.3)DMG |33.6170|118.0170|10/02/1933|1326 1.0| 0.0| 4.00| 0.123 | VII| 5.2( 8.3)DMG |33.6170|118.0170|03/15/1933|111332.0| 0.0| 4.90| 0.221 | IX | 5.2( 8.3)DMG |33.6170|118.0330|05/21/1938| 944 0.0| 0.0| 4.00| 0.114 | VII| 5.7( 9.2)DMG |33.7000|118.0670|03/11/1933| 51022.0| 0.0| 5.10| 0.237 | IX | 5.8( 9.3)DMG |33.7000|118.0670|07/20/1940| 4 113.0| 0.0| 4.00| 0.113 | VII| 5.8( 9.3)DMG |33.7000|118.0670|03/11/1933| 85457.0| 0.0| 5.10| 0.237 | IX | 5.8( 9.3)DMG |33.7000|118.0670|02/08/1940|165617.0| 0.0| 4.00| 0.113 | VII| 5.8( 9.3)GSP |33.6200|117.9000|04/07/1989|200730.2| 13.0| 4.50| 0.159 |VIII| 5.8( 9.3)DMG |33.6000|118.0000|03/11/1933| 231 0.0| 0.0| 4.40| 0.147 |VIII| 5.8( 9.4)DMG |33.6000|118.0000|03/11/1933| 217 0.0| 0.0| 4.50| 0.158 |VIII| 5.8( 9.4)DMG |33.6000|118.0170|12/25/1935|1715 0.0| 0.0| 4.50| 0.150 |VIII| 6.2( 10.0 )DMG |33.5750|117.9830|03/11/1933| 518 4.0| 0.0| 5.20| 0.211 |VIII| 7.3( 11.8)DMG |33.5670|117.9830|07/07/1937|1112 0.0| 0.0| 4.00| 0.084 | VII| 7.9( 12.7)DMG |33.5670|117.9830|04/17/1934|1833 0.0| 0.0| 4.00| 0.084 | VII| 7.9( 12.7)DMG |33.7500|118.0830|03/11/1933| 837 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/16/1933|1529 0.0| 0.0| 4.20| 0.095 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 8 8 0.0| 0.0| 4.50| 0.120 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 911 0.0| 0.0| 4.40| 0.112 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/12/1933|1825 0.0| 0.0| 4.10| 0.088 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933|1129 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/13/1933|131828.0| 0.0| 5.30| 0.209 |VIII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 832 0.0| 0.0| 4.20| 0.095 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 513 0.0| 0.0| 4.70| 0.137 |VIII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 515 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933|1138 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 521 0.0| 0.0| 4.40| 0.112 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 751 0.0| 0.0| 4.20| 0.095 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933|1025 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 555 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933|1357 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 618 0.0| 0.0| 4.20| 0.095 | VII| 8.1( 13.0)
Page 2
TEST.OUT DMG |33.7500|118.0830|03/11/1933|2231 0.0| 0.0| 4.40| 0.112 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 635 0.0| 0.0| 4.20| 0.095 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933|2240 0.0| 0.0| 4.40| 0.112 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933|23 5 0.0| 0.0| 4.20| 0.095 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 759 0.0| 0.0| 4.10| 0.088 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/12/1933| 034 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/12/1933| 448 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/12/1933| 546 0.0| 0.0| 4.40| 0.112 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/14/1933| 036 0.0| 0.0| 4.20| 0.095 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 910 0.0| 0.0| 5.10| 0.180 |VIII| 8.1( 13.0)DMG |33.7500|118.0830|03/12/1933| 740 0.0| 0.0| 4.20| 0.095 | VII| 8.1( 13.0)
------------------------- EARTHQUAKE SEARCH RESULTS -------------------------
Page 2 ------------------------------------------------------------------------------- | | | | TIME | | | SITE |SITE| APPROX.FILE| LAT. | LONG. | DATE | (UTC) |DEPTH|QUAKE| ACC. | MM | DISTANCECODE| NORTH | WEST | | H M Sec| (km)| MAG.| g |INT.| mi [km]----+-------+--------+----------+--------+-----+-----+-------+----+------------DMG |33.7500|118.0830|03/11/1933| 926 0.0| 0.0| 4.10| 0.088 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/12/1933|15 2 0.0| 0.0| 4.20| 0.095 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/12/1933|1651 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933|11 0 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|04/02/1933|1536 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/12/1933|2128 0.0| 0.0| 4.10| 0.088 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/12/1933|2354 0.0| 0.0| 4.50| 0.120 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/13/1933| 343 0.0| 0.0| 4.10| 0.088 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933|1147 0.0| 0.0| 4.40| 0.112 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/13/1933| 617 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 436 0.0| 0.0| 4.60| 0.129 |VIII| 8.1( 13.0)DMG |33.7500|118.0830|03/13/1933|1532 0.0| 0.0| 4.10| 0.088 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 440 0.0| 0.0| 4.70| 0.137 |VIII| 8.1( 13.0)DMG |33.7500|118.0830|03/13/1933|1929 0.0| 0.0| 4.20| 0.095 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/14/1933|1219 0.0| 0.0| 4.50| 0.120 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/25/1933|1346 0.0| 0.0| 4.10| 0.088 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/14/1933|2242 0.0| 0.0| 4.10| 0.088 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 553 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/15/1933| 432 0.0| 0.0| 4.10| 0.088 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/12/1933|1738 0.0| 0.0| 4.50| 0.120 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 611 0.0| 0.0| 4.40| 0.112 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/16/1933|1456 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 2 9 0.0| 0.0| 5.00| 0.167 |VIII| 8.1( 13.0)DMG |33.7500|118.0830|03/16/1933|1530 0.0| 0.0| 4.10| 0.088 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/17/1933|1651 0.0| 0.0| 4.10| 0.088 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/18/1933|2052 0.0| 0.0| 4.20| 0.095 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/19/1933|2123 0.0| 0.0| 4.20| 0.095 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/20/1933|1358 0.0| 0.0| 4.10| 0.088 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/21/1933| 326 0.0| 0.0| 4.10| 0.088 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/23/1933| 840 0.0| 0.0| 4.10| 0.088 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/12/1933| 616 0.0| 0.0| 4.60| 0.129 |VIII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 252 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/30/1933|1225 0.0| 0.0| 4.40| 0.112 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/31/1933|1049 0.0| 0.0| 4.10| 0.088 | VII| 8.1( 13.0)DMG |33.7500|118.0830|04/01/1933| 642 0.0| 0.0| 4.20| 0.095 | VII| 8.1( 13.0)DMG |33.7500|118.0830|04/02/1933| 8 0 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 3 9 0.0| 0.0| 4.40| 0.112 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 311 0.0| 0.0| 4.20| 0.095 | VII| 8.1( 13.0)
Page 3
TEST.OUT DMG |33.7500|118.0830|03/11/1933| 323 0.0| 0.0| 5.00| 0.167 |VIII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 336 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/13/1933| 432 0.0| 0.0| 4.70| 0.137 |VIII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 347 0.0| 0.0| 4.10| 0.088 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/12/1933| 027 0.0| 0.0| 4.40| 0.112 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 439 0.0| 0.0| 4.90| 0.157 |VIII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 227 0.0| 0.0| 4.60| 0.129 |VIII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 230 0.0| 0.0| 5.10| 0.180 |VIII| 8.1( 13.0)DMG |33.7500|118.0830|03/23/1933|1831 0.0| 0.0| 4.10| 0.088 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/12/1933| 6 1 0.0| 0.0| 4.20| 0.095 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 257 0.0| 0.0| 4.20| 0.095 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/15/1933| 2 8 0.0| 0.0| 4.10| 0.088 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933|1653 0.0| 0.0| 4.80| 0.147 |VIII| 8.1( 13.0)DMG |33.7500|118.0830|03/15/1933| 540 0.0| 0.0| 4.20| 0.095 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 2 4 0.0| 0.0| 4.90| 0.157 |VIII| 8.1( 13.0)
------------------------- EARTHQUAKE SEARCH RESULTS -------------------------
Page 3 ------------------------------------------------------------------------------- | | | | TIME | | | SITE |SITE| APPROX.FILE| LAT. | LONG. | DATE | (UTC) |DEPTH|QUAKE| ACC. | MM | DISTANCECODE| NORTH | WEST | | H M Sec| (km)| MAG.| g |INT.| mi [km]----+-------+--------+----------+--------+-----+-----+-------+----+------------DMG |33.7500|118.0830|03/11/1933| 2 5 0.0| 0.0| 4.30| 0.103 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933|22 0 0.0| 0.0| 4.40| 0.112 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933|2232 0.0| 0.0| 4.10| 0.088 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 211 0.0| 0.0| 4.40| 0.112 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 216 0.0| 0.0| 4.80| 0.147 |VIII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 259 0.0| 0.0| 4.60| 0.129 |VIII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 222 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933|1944 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933|1045 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 524 0.0| 0.0| 4.20| 0.095 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 3 5 0.0| 0.0| 4.20| 0.095 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 339 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/12/1933| 835 0.0| 0.0| 4.20| 0.095 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 258 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933|1956 0.0| 0.0| 4.20| 0.095 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933| 210 0.0| 0.0| 4.60| 0.129 |VIII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933|1141 0.0| 0.0| 4.20| 0.095 | VII| 8.1( 13.0)DMG |33.7500|118.0830|03/11/1933|1547 0.0| 0.0| 4.00| 0.081 | VII| 8.1( 13.0)DMG |33.7330|118.1000|03/11/1933|15 9 0.0| 0.0| 4.40| 0.108 | VII| 8.3( 13.4)DMG |33.7330|118.1000|03/11/1933|1350 0.0| 0.0| 4.40| 0.108 | VII| 8.3( 13.4)DMG |33.7330|118.1000|03/11/1933|1447 0.0| 0.0| 4.40| 0.108 | VII| 8.3( 13.4)DMG |33.8000|118.0000|10/21/1913| 938 0.0| 0.0| 4.00| 0.078 | VII| 8.4( 13.5)MGI |33.8000|117.9000|05/22/1902| 740 0.0| 0.0| 4.30| 0.090 | VII| 9.1( 14.7)DMG |33.6170|118.1170|01/20/1934|2117 0.0| 0.0| 4.50| 0.100 | VII| 9.6( 15.4)DMG |33.5610|118.0580|01/15/1937|183547.0| 10.0| 4.00| 0.066 | VI | 9.7( 15.6)DMG |33.7670|118.1170|11/04/1939|2141 0.0| 0.0| 4.00| 0.061 | VI | 10.4( 16.7)DMG |33.7500|118.1330|03/11/1933|11 4 0.0| 0.0| 4.60| 0.097 | VII| 10.5( 17.0)DMG |33.7670|117.8170|08/22/1936| 521 0.0| 0.0| 4.00| 0.060 | VI | 10.6( 17.0)DMG |33.7830|118.1330|01/13/1940| 749 7.0| 0.0| 4.00| 0.053 | VI | 11.8( 18.9)DMG |33.7830|118.1330|10/02/1933| 91017.6| 0.0| 5.40| 0.155 |VIII| 11.8( 18.9)DMG |33.7830|118.1330|11/20/1933|1032 0.0| 0.0| 4.00| 0.053 | VI | 11.8( 18.9)DMG |33.7500|118.1670|05/16/1933|205855.0| 0.0| 4.00| 0.050 | VI | 12.3( 19.8)MGI |33.8000|117.8000|05/19/1917| 635 0.0| 0.0| 4.00| 0.048 | VI | 12.7( 20.5)MGI |33.8000|117.8000|11/09/1926|1535 0.0| 0.0| 4.60| 0.077 | VII| 12.7( 20.5)
Page 4
TEST.OUT MGI |33.8000|117.8000|11/04/1926|2238 0.0| 0.0| 4.60| 0.077 | VII| 12.7( 20.5)MGI |33.8000|117.8000|05/20/1917| 945 0.0| 0.0| 4.00| 0.048 | VI | 12.7( 20.5)MGI |33.8000|117.8000|11/10/1926|1723 0.0| 0.0| 4.60| 0.077 | VII| 12.7( 20.5)MGI |33.8000|117.8000|05/19/1917| 719 0.0| 0.0| 4.00| 0.048 | VI | 12.7( 20.5)MGI |33.8000|117.8000|11/07/1926|1948 0.0| 0.0| 4.60| 0.077 | VII| 12.7( 20.5)DMG |33.7500|118.1830|08/04/1933| 41748.0| 0.0| 4.00| 0.046 | VI | 13.2( 21.2)DMG |33.5450|117.8070|10/27/1969|1316 2.3| 6.5| 4.50| 0.068 | VI | 13.2( 21.3)PAS |33.5080|118.0710|11/20/1988| 53928.7| 6.0| 4.50| 0.067 | VI | 13.3( 21.4)DMG |33.5170|118.1000|03/22/1941| 82240.0| 0.0| 4.00| 0.044 | VI | 13.6( 21.8)DMG |33.6330|118.2000|11/01/1940|20 046.0| 0.0| 4.00| 0.044 | VI | 13.7( 22.0)DMG |33.6300|118.2000|09/13/1929|132338.2| 0.0| 4.00| 0.043 | VI | 13.7( 22.1)DMG |33.7830|118.2000|12/27/1939|192849.0| 0.0| 4.70| 0.067 | VI | 15.0( 24.2)PAS |33.4710|118.0610|02/27/1984|101815.0| 6.0| 4.00| 0.037 | V | 15.4( 24.8)PAS |33.5380|118.2070|05/25/1982|134430.3| 13.7| 4.10| 0.036 | V | 16.8( 27.1)DMG |33.9000|118.1000|07/08/1929|1646 6.7| 13.0| 4.70| 0.058 | VI | 16.9( 27.2)GSP |33.8060|117.7150|03/07/2000|002028.2| 11.0| 4.00| 0.033 | V | 17.0( 27.3)DMG |33.8170|118.2170|10/22/1941| 65718.5| 0.0| 4.90| 0.067 | VI | 17.1( 27.4)DMG |33.7590|118.2530|08/31/1938| 31814.2| 10.0| 4.50| 0.048 | VI | 17.2( 27.6)DMG |33.8540|117.7520|10/04/1961| 22131.6| 4.3| 4.10| 0.035 | V | 17.3( 27.8)
------------------------- EARTHQUAKE SEARCH RESULTS -------------------------
Page 4 ------------------------------------------------------------------------------- | | | | TIME | | | SITE |SITE| APPROX.FILE| LAT. | LONG. | DATE | (UTC) |DEPTH|QUAKE| ACC. | MM | DISTANCECODE| NORTH | WEST | | H M Sec| (km)| MAG.| g |INT.| mi [km]----+-------+--------+----------+--------+-----+-----+-------+----+------------DMG |33.7830|118.2500|11/14/1941| 84136.3| 0.0| 5.40| 0.096 | VII| 17.6( 28.3)GSP |33.9325|117.9158|03/29/2014|040942.2| 5.1| 5.10| 0.075 | VII| 17.6( 28.4)DMG |33.8670|118.2000|11/13/1933|2128 0.0| 0.0| 4.00| 0.029 | V | 18.5( 29.7)GSP |33.9040|117.7910|08/08/2012|163322.1| 10.0| 4.50| 0.044 | VI | 18.5( 29.8)GSP |33.9050|117.7920|08/08/2012|062334.1| 10.0| 4.50| 0.043 | VI | 18.5( 29.8)GSP |33.9090|117.7920|06/14/2012|031715.7| 9.0| 4.00| 0.029 | V | 18.8( 30.2)GSP |33.9070|117.7880|08/29/2012|203100.3| 9.0| 4.10| 0.031 | V | 18.8( 30.2)DMG |33.8670|118.2170|06/19/1944| 0 333.0| 0.0| 4.50| 0.042 | V | 19.2( 30.9)DMG |33.8670|118.2170|06/19/1944| 3 6 7.0| 0.0| 4.40| 0.038 | V | 19.2( 30.9)GSP |33.9170|117.7760|09/03/2002|070851.9| 12.0| 4.80| 0.051 | VI | 19.7( 31.7)GSP |33.9613|117.8923|03/29/2014|213245.9| 9.3| 4.14| 0.030 | V | 19.9( 32.0)MGI |33.9000|118.2000|10/08/1927|1914 0.0| 0.0| 4.60| 0.042 | VI | 20.1( 32.4)PAS |33.9650|117.8860|01/01/1976|172012.9| 6.2| 4.20| 0.030 | V | 20.2( 32.5)DMG |33.9670|118.0500|01/30/1941| 13446.9| 0.0| 4.10| 0.028 | V | 20.3( 32.7)DMG |33.5000|118.2500|06/18/1920|10 8 0.0| 0.0| 4.50| 0.038 | V | 20.4( 32.8)MGI |33.8000|118.3000|12/31/1928|1045 0.0| 0.0| 4.00| 0.025 | V | 20.7( 33.3)DMG |33.8000|118.3000|11/03/1931|16 5 0.0| 0.0| 4.00| 0.025 | V | 20.7( 33.3)DMG |33.8500|118.2670|03/11/1933|1425 0.0| 0.0| 5.00| 0.056 | VI | 20.7( 33.3)DMG |33.8500|118.2670|03/11/1933| 629 0.0| 0.0| 4.40| 0.035 | V | 20.7( 33.3)DMG |33.9500|118.1330|10/25/1933| 7 046.0| 0.0| 4.30| 0.032 | V | 20.8( 33.5)DMG |33.9960|117.9750|06/15/1967| 458 5.5| 10.0| 4.10| 0.025 | V | 21.8( 35.0)MGI |34.0000|118.0000|05/05/1929| 735 0.0| 0.0| 4.00| 0.023 | IV | 22.1( 35.6)MGI |34.0000|118.0000|05/05/1929| 1 7 0.0| 0.0| 4.60| 0.037 | V | 22.1( 35.6)MGI |34.0000|118.0000|12/25/1903|1745 0.0| 0.0| 5.00| 0.051 | VI | 22.1( 35.6)GSG |33.9530|117.7610|07/29/2008|184215.7| 14.0| 5.30| 0.065 | VI | 22.3( 35.8)DMG |33.9390|118.2050|01/11/1950|214135.0| 0.4| 4.10| 0.024 | V | 22.4( 36.0)GSP |33.9920|118.0820|03/16/2010|110400.2| 18.0| 4.40| 0.031 | V | 22.4( 36.1)MGI |33.8000|117.6000|04/22/1918|2115 0.0| 0.0| 5.00| 0.049 | VI | 22.7( 36.6)DMG |33.8000|117.6000|09/16/1903|1210 0.0| 0.0| 4.00| 0.022 | IV | 22.7( 36.6)GSP |33.9550|117.7460|12/14/2001|120135.5| 13.0| 4.00| 0.022 | IV | 22.9( 36.8)
Page 5
TEST.OUT GSP |33.6583|118.3722|05/15/2013|200006.2| 1.1| 4.08| 0.023 | IV | 23.2( 37.3)DMG |33.5430|118.3400|09/14/1963| 35116.2| 2.2| 4.20| 0.025 | V | 23.3( 37.6)GSP |33.9510|117.7090|01/05/1998|181406.5| 11.0| 4.30| 0.026 | V | 23.9( 38.5)DMG |33.6820|117.5530|07/05/1938|18 655.7| 10.0| 4.50| 0.031 | V | 23.9( 38.5)GSP |33.9220|118.2700|10/28/2001|162745.6| 21.0| 4.00| 0.020 | IV | 24.0( 38.6)DMG |33.3670|118.1500|04/16/1942| 72833.0| 0.0| 4.00| 0.020 | IV | 24.0( 38.7)DMG |33.8830|118.3170|03/11/1933|1457 0.0| 0.0| 4.90| 0.041 | V | 24.4( 39.2)DMG |33.6330|118.4000|10/17/1934| 938 0.0| 0.0| 4.00| 0.019 | IV | 25.0( 40.2)DMG |33.6630|118.4130|01/08/1967| 738 5.3| 17.7| 4.00| 0.019 | IV | 25.5( 41.1)MGI |34.0000|118.2000|02/13/1917|13 5 0.0| 0.0| 4.60| 0.030 | V | 25.7( 41.4)MGI |34.0000|118.2000|06/26/1917|2130 0.0| 0.0| 4.60| 0.030 | V | 25.7( 41.4)MGI |34.0000|118.2000|06/26/1917|2115 0.0| 0.0| 4.60| 0.030 | V | 25.7( 41.4)MGI |34.0000|118.2000|06/26/1917|2120 0.0| 0.0| 4.60| 0.030 | V | 25.7( 41.4)MGI |34.0000|118.2000|06/26/1917| 424 0.0| 0.0| 4.00| 0.019 | IV | 25.7( 41.4)PAS |34.0060|117.7390|02/18/1989| 717 4.8| 3.3| 4.30| 0.023 | IV | 26.0( 41.9)DMG |33.7170|117.5170|06/19/1935|1117 0.0| 0.0| 4.00| 0.018 | IV | 26.1( 42.0)DMG |33.6990|117.5110|05/31/1938| 83455.4| 10.0| 5.50| 0.060 | VI | 26.3( 42.4)GSP |34.0200|118.1800|06/12/1989|172225.5| 16.0| 4.10| 0.019 | IV | 26.4( 42.4)PAS |34.0500|118.0870|10/01/1987|155953.5| 10.4| 4.00| 0.018 | IV | 26.4( 42.4)PAS |34.0490|118.1010|10/01/1987|144541.5| 13.6| 4.70| 0.031 | V | 26.5( 42.7)PAS |34.0520|118.0900|10/01/1987|151231.8| 10.8| 4.70| 0.031 | V | 26.6( 42.7)DMG |33.7830|118.4170|10/12/1940| 024 0.0| 0.0| 4.00| 0.018 | IV | 26.7( 42.9)DMG |33.7830|118.4170|11/01/1940| 725 3.0| 0.0| 4.00| 0.018 | IV | 26.7( 42.9)
------------------------- EARTHQUAKE SEARCH RESULTS -------------------------
Page 5 ------------------------------------------------------------------------------- | | | | TIME | | | SITE |SITE| APPROX.FILE| LAT. | LONG. | DATE | (UTC) |DEPTH|QUAKE| ACC. | MM | DISTANCECODE| NORTH | WEST | | H M Sec| (km)| MAG.| g |INT.| mi [km]----+-------+--------+----------+--------+-----+-----+-------+----+------------DMG |33.7830|118.4170|10/14/1940|205111.0| 0.0| 4.00| 0.018 | IV | 26.7( 42.9)DMG |33.7830|118.4170|11/02/1940| 25826.0| 0.0| 4.00| 0.018 | IV | 26.7( 42.9)DMG |33.7170|117.5070|08/06/1938|22 056.0| 10.0| 4.00| 0.018 | IV | 26.7( 42.9)MGI |34.0000|117.7000|12/03/1929| 9 5 0.0| 0.0| 4.00| 0.017 | IV | 26.9( 43.3)GSP |34.0300|118.1800|06/12/1989|165718.4| 16.0| 4.40| 0.024 | V | 27.0( 43.4)PAS |34.0610|118.0790|10/01/1987|144220.0| 9.5| 5.90| 0.080 | VII| 27.0( 43.4)DMG |33.7250|117.4980|01/03/1956| 02548.9| 13.7| 4.70| 0.030 | V | 27.2( 43.8)PAS |34.0600|118.1000|10/01/1987|1449 5.9| 11.7| 4.70| 0.030 | V | 27.2( 43.8)T-A |34.0000|118.2500|05/04/1857| 6 0 0.0| 0.0| 4.30| 0.022 | IV | 27.3( 43.9)T-A |34.0000|118.2500|03/21/1880|1425 0.0| 0.0| 4.30| 0.022 | IV | 27.3( 43.9)T-A |34.0000|118.2500|09/23/1827| 0 0 0.0| 0.0| 5.00| 0.038 | V | 27.3( 43.9)T-A |34.0000|118.2500|03/26/1860| 0 0 0.0| 0.0| 5.00| 0.038 | V | 27.3( 43.9)T-A |34.0000|118.2500|01/17/1857| 1 0 0.0| 0.0| 4.30| 0.022 | IV | 27.3( 43.9)T-A |34.0000|118.2500|05/02/1856| 810 0.0| 0.0| 4.30| 0.022 | IV | 27.3( 43.9)T-A |34.0000|118.2500|01/10/1856| 0 0 0.0| 0.0| 5.00| 0.038 | V | 27.3( 43.9)GSP |33.9380|118.3360|05/18/2009|033936.3| 13.0| 4.70| 0.030 | V | 27.5( 44.3)PAS |34.0770|118.0470|02/11/1988|152555.7| 12.5| 4.70| 0.029 | V | 27.7( 44.6)PAS |34.0730|118.0980|10/04/1987|105938.2| 8.2| 5.30| 0.047 | VI | 28.1( 45.2)PAS |34.0760|118.0900|10/01/1987|1448 3.1| 11.7| 4.10| 0.018 | IV | 28.2( 45.3)DMG |33.9830|118.3000|02/11/1940|192410.0| 0.0| 4.00| 0.016 | IV | 28.2( 45.4)DMG |33.7670|118.4500|10/11/1940| 55712.3| 0.0| 4.70| 0.029 | V | 28.2( 45.4)DMG |33.7480|117.4790|06/22/1971|104119.0| 8.0| 4.20| 0.019 | IV | 28.5( 45.9)DMG |33.6320|118.4670|01/08/1967| 73730.4| 11.4| 4.00| 0.016 | IV | 28.8( 46.3)DMG |33.9500|117.5830|04/11/1941| 12024.0| 0.0| 4.00| 0.016 | IV | 28.9( 46.5)MGI |34.1000|118.0000|01/27/1930|2026 0.0| 0.0| 4.60| 0.025 | V | 29.0( 46.7)DMG |33.7330|117.4670|10/26/1954|162226.0| 0.0| 4.10| 0.017 | IV | 29.1( 46.8)
Page 6
TEST.OUT MGI |34.0000|118.3000|06/30/1920| 350 0.0| 0.0| 4.00| 0.016 | IV | 29.1( 46.8)MGI |34.0000|118.3000|06/22/1920|2035 0.0| 0.0| 4.00| 0.016 | IV | 29.1( 46.8)MGI |34.0000|118.3000|09/03/1905| 540 0.0| 0.0| 5.30| 0.045 | VI | 29.1( 46.8)GSP |33.7330|117.4660|09/02/2007|172914.0| 2.0| 4.70| 0.027 | V | 29.1( 46.9)MGI |34.1000|118.1000|07/11/1855| 415 0.0| 0.0| 6.30| 0.096 | VII| 29.9( 48.1)DMG |33.7700|118.4800|04/24/1931|182754.8| 0.0| 4.40| 0.021 | IV | 30.0( 48.2)DMG |34.1000|117.8000|03/31/1931|2033 0.0| 0.0| 4.00| 0.015 | IV | 30.5( 49.1)DMG |33.9030|118.4310|11/29/1938|192115.8| 10.0| 4.00| 0.015 | IV | 30.6( 49.3)MGI |33.8000|118.5000|06/18/1915|15 5 0.0| 0.0| 4.00| 0.014 | IV | 31.6( 50.8)MGI |34.1000|118.2000|05/02/1916|1432 0.0| 0.0| 4.00| 0.014 | III| 31.8( 51.2)MGI |34.1000|118.2000|01/27/1860| 830 0.0| 0.0| 4.30| 0.018 | IV | 31.8( 51.2)MGI |34.1000|118.2000|04/21/1921|1538 0.0| 0.0| 4.00| 0.014 | III| 31.8( 51.2)MGI |34.0800|118.2600|07/16/1920|18 8 0.0| 0.0| 5.00| 0.030 | V | 32.2( 51.8)DMG |33.7000|117.4000|05/15/1910|1547 0.0| 0.0| 6.00| 0.066 | VI | 32.7( 52.7)DMG |33.7000|117.4000|04/11/1910| 757 0.0| 0.0| 5.00| 0.030 | V | 32.7( 52.7)DMG |33.7000|117.4000|05/13/1910| 620 0.0| 0.0| 5.00| 0.030 | V | 32.7( 52.7)GSP |34.1100|117.7200|04/17/1990|223227.2| 4.0| 4.60| 0.021 | IV | 32.9( 52.9)MGI |34.0000|118.4000|10/01/1930| 040 0.0| 0.0| 4.60| 0.021 | IV | 33.1( 53.3)MGI |34.0000|118.4000|01/29/1927|2324 0.0| 0.0| 4.00| 0.013 | III| 33.1( 53.3)MGI |34.0000|118.4000|02/07/1927| 429 0.0| 0.0| 4.60| 0.021 | IV | 33.1( 53.3)MGI |34.0000|118.4000|02/22/1920|1610 0.0| 0.0| 4.60| 0.021 | IV | 33.1( 53.3)DMG |34.1000|117.6830|01/18/1934| 214 0.0| 0.0| 4.00| 0.013 | III| 33.3( 53.5)DMG |34.1000|117.6830|01/09/1934|1410 0.0| 0.0| 4.50| 0.019 | IV | 33.3( 53.5)PAS |34.1490|118.1350|12/03/1988|113826.4| 13.3| 4.90| 0.026 | V | 33.7( 54.2)DMG |34.0000|118.4170|12/07/1938| 338 0.0| 0.0| 4.00| 0.013 | III| 33.8( 54.5)DMG |33.8330|117.4000|06/05/1940| 82727.0| 0.0| 4.00| 0.012 | III| 34.3( 55.2)MGI |34.1000|118.3000|07/26/1920|1215 0.0| 0.0| 4.00| 0.012 | III| 34.6( 55.7)
------------------------- EARTHQUAKE SEARCH RESULTS -------------------------
Page 6 ------------------------------------------------------------------------------- | | | | TIME | | | SITE |SITE| APPROX.FILE| LAT. | LONG. | DATE | (UTC) |DEPTH|QUAKE| ACC. | MM | DISTANCECODE| NORTH | WEST | | H M Sec| (km)| MAG.| g |INT.| mi [km]----+-------+--------+----------+--------+-----+-----+-------+----+------------MGI |34.1000|118.3000|07/16/1920|2127 0.0| 0.0| 4.60| 0.020 | IV | 34.6( 55.7)MGI |34.1000|118.3000|07/16/1920|2022 0.0| 0.0| 4.60| 0.020 | IV | 34.6( 55.7)MGI |34.1000|118.3000|07/16/1920|2130 0.0| 0.0| 4.60| 0.020 | IV | 34.6( 55.7)GSP |34.1300|117.7000|03/01/1990|003457.1| 4.0| 4.00| 0.012 | III| 34.6( 55.7)MGI |34.0000|117.5000|12/16/1858|10 0 0.0| 0.0| 7.00| 0.131 |VIII| 34.8( 56.0)DMG |34.0000|117.5000|07/03/1908|1255 0.0| 0.0| 4.00| 0.012 | III| 34.8( 56.0)PAS |34.1360|117.7090|06/26/1988|15 458.5| 7.9| 4.60| 0.020 | IV | 34.8( 56.0)GSP |34.1400|117.7000|02/28/1990|234336.6| 5.0| 5.20| 0.031 | V | 35.3( 56.7)GSP |34.1500|117.7200|03/01/1990|032303.0| 11.0| 4.70| 0.021 | IV | 35.4( 57.0)GSP |34.0590|118.3870|09/09/2001|235918.0| 4.0| 4.20| 0.014 | IV | 35.4( 57.0)GSP |34.1400|117.6900|03/02/1990|172625.4| 6.0| 4.60| 0.019 | IV | 35.5( 57.2)T-A |34.1700|118.1700|03/07/1888|1554 0.0| 0.0| 4.30| 0.015 | IV | 35.7( 57.4)MGI |34.2000|118.0000|01/09/1921| 530 0.0| 0.0| 4.60| 0.019 | IV | 35.9( 57.8)DMG |34.2000|117.9000|07/13/1935|105416.5| 0.0| 4.70| 0.020 | IV | 36.1( 58.0)DMG |34.2000|117.9000|08/28/1889| 215 0.0| 0.0| 5.50| 0.039 | V | 36.1( 58.0)MGI |34.0000|118.5000|06/23/1920|1220 0.0| 0.0| 4.00| 0.011 | III| 37.6( 60.5)DMG |34.0000|118.5000|06/22/1920| 248 0.0| 0.0| 4.90| 0.022 | IV | 37.6( 60.5)DMG |34.0000|118.5000|11/08/1914|1140 0.0| 0.0| 4.50| 0.016 | IV | 37.6( 60.5)DMG |34.0000|118.5000|03/06/1918|1820 0.0| 0.0| 4.00| 0.011 | III| 37.6( 60.5)DMG |34.0000|118.5000|08/04/1927|1224 0.0| 0.0| 5.00| 0.024 | V | 37.6( 60.5)MGI |34.0000|118.5000|11/19/1918|2018 0.0| 0.0| 5.00| 0.024 | V | 37.6( 60.5)MGI |34.0000|118.5000|03/08/1918|1230 0.0| 0.0| 4.00| 0.011 | III| 37.6( 60.5)
Page 7
TEST.OUT T-A |34.0000|117.4200|04/12/1888|1315 0.0| 0.0| 4.30| 0.013 | III| 38.4( 61.9)T-A |34.0000|117.4200|09/10/1920|1415 0.0| 0.0| 4.30| 0.013 | III| 38.4( 61.9)DMG |33.9330|117.3670|10/24/1943| 02921.0| 0.0| 4.00| 0.010 | III| 38.7( 62.3)GSP |34.2500|117.9900|06/28/1991|170055.5| 9.0| 4.30| 0.013 | III| 39.3( 63.3)MGI |34.0000|117.4000|05/22/1907| 652 0.0| 0.0| 4.60| 0.016 | IV | 39.4( 63.4)DMG |34.1270|117.5210|12/27/1938|10 928.6| 10.0| 4.00| 0.010 | III| 40.1( 64.5)GSP |34.2620|118.0020|06/28/1991|144354.5| 11.0| 5.40| 0.031 | V | 40.2( 64.7)DMG |34.1400|117.5150|01/01/1965| 8 418.0| 5.9| 4.40| 0.013 | III| 41.0( 66.0)DMG |34.1830|117.5830|10/03/1948| 24628.0| 0.0| 4.00| 0.010 | III| 41.1( 66.2)PAS |33.9190|118.6270|01/19/1989| 65328.8| 11.9| 5.00| 0.021 | IV | 41.2( 66.2)DMG |34.1160|117.4750|06/28/1960|20 048.0| 12.0| 4.10| 0.010 | III| 41.3( 66.5)GSP |34.0958|118.4912|06/02/2014|023643.9| 4.3| 4.16| 0.011 | III| 41.4( 66.7)DMG |34.1240|117.4800|05/15/1955|17 326.0| 7.6| 4.00| 0.009 | III| 41.5( 66.8)DMG |34.1670|117.5330|03/01/1948| 81213.0| 0.0| 4.70| 0.016 | IV | 41.9( 67.4)DMG |34.1830|117.5480|09/01/1937|163533.5| 10.0| 4.50| 0.014 | IV | 42.2( 68.0)DMG |33.9500|118.6320|08/31/1930| 04036.0| 0.0| 5.20| 0.024 | V | 42.3( 68.1)GSP |34.1390|117.4650|03/09/2008|092232.1| 3.0| 4.00| 0.009 | III| 42.8( 68.9)DMG |34.0330|117.3500|04/18/1940|184343.9| 0.0| 4.40| 0.012 | III| 43.0( 69.3)DMG |34.1120|117.4260|03/19/1937| 12338.4| 10.0| 4.00| 0.009 | III| 43.1( 69.3)GSP |34.1340|118.4862|03/17/2014|132536.9| 9.2| 4.39| 0.012 | III| 43.1( 69.3)GSP |34.1250|117.4380|01/06/2005|143527.7| 4.0| 4.40| 0.012 | III| 43.2( 69.5)PAS |34.1350|117.4480|01/08/1983| 71930.4| 4.6| 4.10| 0.010 | III| 43.3( 69.7)PAS |33.9330|118.6690|10/17/1979|205237.3| 5.5| 4.20| 0.010 | III| 43.8( 70.4)GSP |34.1430|117.4425|01/15/2014|093518.9| 2.9| 4.43| 0.012 | III| 43.9( 70.7)DMG |34.1320|117.4260|04/15/1965|20 833.3| 5.5| 4.50| 0.013 | III| 44.0( 70.9)DMG |34.2110|117.5300|09/01/1937|1348 8.2| 10.0| 4.50| 0.013 | III| 44.4( 71.5)PAS |34.2110|117.5300|10/19/1979|122237.8| 4.9| 4.10| 0.009 | III| 44.4( 71.5)DMG |34.0330|117.3170|09/03/1935| 647 0.0| 0.0| 4.50| 0.013 | III| 44.6( 71.8)PAS |33.9440|118.6810|01/01/1979|231438.9| 11.3| 5.00| 0.019 | IV | 44.7( 71.9)PAS |33.0330|117.9440|02/22/1983| 21830.4| 10.0| 4.30| 0.011 | III| 44.7( 72.0)DMG |34.2000|117.5000|06/14/1892|1325 0.0| 0.0| 4.90| 0.017 | IV | 44.8( 72.1)
------------------------- EARTHQUAKE SEARCH RESULTS -------------------------
Page 7 ------------------------------------------------------------------------------- | | | | TIME | | | SITE |SITE| APPROX.FILE| LAT. | LONG. | DATE | (UTC) |DEPTH|QUAKE| ACC. | MM | DISTANCECODE| NORTH | WEST | | H M Sec| (km)| MAG.| g |INT.| mi [km]----+-------+--------+----------+--------+-----+-----+-------+----+------------DMG |33.7380|117.1870|04/27/1962| 91232.1| 5.7| 4.10| 0.009 | III| 45.1( 72.6)DMG |34.0000|117.2830|11/07/1939|1852 8.4| 0.0| 4.70| 0.015 | IV | 45.1( 72.6)DMG |33.9960|117.2700|02/17/1952|123658.3| 16.0| 4.50| 0.012 | III| 45.6( 73.4)USG |34.1390|117.3860|02/21/1987|231530.1| 2.6| 4.07| 0.009 | III| 46.0( 74.1)USG |33.0170|117.8170|07/14/1986| 11112.6| 10.0| 4.12| 0.009 | III| 46.7( 75.1)USG |33.0170|117.8170|07/16/1986|1247 3.7| 10.0| 4.11| 0.009 | III| 46.7( 75.1)DMG |33.9000|117.2000|12/19/1880| 0 0 0.0| 0.0| 6.00| 0.040 | V | 46.7( 75.1)DMG |34.0000|117.2500|07/23/1923| 73026.0| 0.0| 6.25| 0.049 | VI | 46.8( 75.3)DMG |34.0000|117.2500|11/01/1932| 445 0.0| 0.0| 4.00| 0.008 | III| 46.8( 75.3)DMG |34.2170|117.4670|03/25/1941|234341.0| 0.0| 4.00| 0.008 | III| 46.9( 75.4)DMG |34.1180|117.3410|09/22/1951| 82239.1| 11.9| 4.30| 0.010 | III| 47.0( 75.6)GSP |34.1910|117.4132|12/30/2015|014857.3| 7.0| 4.40| 0.011 | III| 47.5( 76.4)DMG |34.1270|117.3380|02/23/1936|222042.7| 10.0| 4.50| 0.012 | III| 47.5( 76.5)DMG |34.2700|117.5400|09/12/1970|143053.0| 8.0| 5.40| 0.024 | V | 47.5( 76.5)DMG |34.3000|117.6000|07/30/1894| 512 0.0| 0.0| 6.00| 0.039 | V | 47.7( 76.8)GSP |34.2310|118.4750|03/20/1994|212012.3| 13.0| 5.30| 0.022 | IV | 47.8( 76.9)PAS |34.0230|117.2450|10/02/1985|234412.4| 15.2| 4.80| 0.015 | IV | 47.8( 76.9)DMG |34.2810|117.5520|09/13/1970| 44748.6| 8.0| 4.40| 0.011 | III| 47.8( 77.0)
Page 8
TEST.OUT DMG |34.2670|117.5180|09/12/1970|141011.2| 8.0| 4.10| 0.008 | III| 48.0( 77.3)MGI |34.1000|117.3000|11/22/1911| 257 0.0| 0.0| 4.00| 0.008 | II | 48.1( 77.3)MGI |34.1000|117.3000|12/27/1901|11 0 0.0| 0.0| 4.60| 0.012 | III| 48.1( 77.3)DMG |34.1000|117.3000|02/16/1931|1327 0.0| 0.0| 4.00| 0.008 | II | 48.1( 77.3)MGI |34.1000|117.3000|07/15/1905|2041 0.0| 0.0| 5.30| 0.022 | IV | 48.1( 77.3)DMG |34.1400|117.3390|02/26/1936| 93327.6| 10.0| 4.00| 0.008 | II | 48.1( 77.3)GSP |34.0470|117.2550|02/21/2000|134943.1| 15.0| 4.50| 0.011 | III| 48.1( 77.4)GSP |34.1070|117.3040|01/09/2009|034946.3| 14.0| 4.50| 0.011 | III| 48.2( 77.5)GSP |34.2150|118.5100|01/19/1994|140914.8| 17.0| 4.50| 0.011 | III| 48.2( 77.5)PAS |32.9900|117.8490|07/13/1986|14 133.0| 12.0| 4.60| 0.012 | III| 48.2( 77.5)GSP |34.1900|117.3900|12/28/1989|094108.1| 15.0| 4.50| 0.011 | III| 48.3( 77.8)GSP |34.2450|118.4710|01/18/1994|155144.9| 12.0| 4.00| 0.008 | II | 48.4( 77.9)DMG |34.2000|117.4000|07/22/1899| 046 0.0| 0.0| 5.50| 0.025 | V | 48.5( 78.0)PAS |32.9860|117.8440|10/01/1986|201218.6| 6.0| 4.00| 0.008 | II | 48.5( 78.1)GSP |34.2840|118.4040|01/14/2001|022614.1| 8.0| 4.30| 0.010 | III| 48.5( 78.1)GSP |34.0240|117.2300|03/11/1998|121851.8| 14.0| 4.50| 0.011 | III| 48.6( 78.1)GSP |34.2930|118.3890|12/06/1994|034834.5| 9.0| 4.50| 0.011 | III| 48.6( 78.3)DMG |34.3040|117.5700|05/05/1969|16 2 9.6| 8.8| 4.40| 0.010 | III| 48.7( 78.4)GSP |34.2890|118.4030|01/14/2001|025053.7| 8.0| 4.00| 0.007 | II | 48.8( 78.5)GSP |32.9850|117.8180|06/21/1995|211736.2| 6.0| 4.30| 0.010 | III| 48.8( 78.6)DMG |34.2680|118.4450|08/30/1964|225737.1| 15.4| 4.00| 0.007 | II | 48.8( 78.6)GSP |34.2130|118.5370|01/17/1994|123055.4| 18.0| 6.70| 0.065 | VI | 49.1( 79.0)DMG |34.0430|117.2280|04/03/1939| 25044.7| 10.0| 4.00| 0.007 | II | 49.3( 79.3)PAS |32.9710|117.8700|07/13/1986|1347 8.2| 6.0| 5.30| 0.021 | IV | 49.3( 79.4)GSP |34.1680|117.3370|06/28/1997|214525.1| 9.0| 4.20| 0.009 | III| 49.4( 79.5)T-A |34.0800|117.2500|10/07/1869| 0 0 0.0| 0.0| 4.30| 0.009 | III| 49.6( 79.8)DMG |34.3350|118.3310|02/09/1971|155820.7| 14.2| 4.80| 0.014 | IV | 49.7( 80.0)GSP |34.3120|118.3930|05/25/1994|125657.1| 7.0| 4.40| 0.010 | III| 49.9( 80.3)GSP |32.9700|117.8100|04/04/1990|085439.3| 6.0| 4.00| 0.007 | II | 49.9( 80.3)DMG |33.7000|117.1000|06/11/1902| 245 0.0| 0.0| 4.50| 0.011 | III| 49.9( 80.4)GSP |34.3110|118.3980|06/15/1994|055948.6| 7.0| 4.20| 0.009 | III| 50.0( 80.4)DMG |34.3390|118.3320|02/09/1971|141612.9| 11.1| 4.10| 0.008 | II | 50.0( 80.4)PAS |32.9700|117.8030|07/14/1986| 03246.2| 10.0| 4.00| 0.007 | II | 50.0( 80.5)GSB |34.2990|118.4280|01/23/1994|085508.7| 6.0| 4.20| 0.008 | III| 50.1( 80.7)T-A |34.1700|117.3200|12/02/1859|2210 0.0| 0.0| 4.30| 0.009 | III| 50.2( 80.9)
------------------------- EARTHQUAKE SEARCH RESULTS -------------------------
Page 8 ------------------------------------------------------------------------------- | | | | TIME | | | SITE |SITE| APPROX.FILE| LAT. | LONG. | DATE | (UTC) |DEPTH|QUAKE| ACC. | MM | DISTANCECODE| NORTH | WEST | | H M Sec| (km)| MAG.| g |INT.| mi [km]----+-------+--------+----------+--------+-----+-----+-------+----+------------GSP |34.2990|118.4390|02/03/1994|162335.4| 8.0| 4.20| 0.008 | III| 50.5( 81.2)GSP |34.0050|117.1800|02/13/2010|213906.6| 8.0| 4.10| 0.008 | II | 50.5( 81.3)DMG |34.3000|117.5000|07/22/1899|2032 0.0| 0.0| 6.50| 0.054 | VI | 50.5( 81.3)DMG |34.4000|117.8000|02/24/1946| 6 752.0| 0.0| 4.10| 0.008 | II | 50.6( 81.4)GSP |34.2870|118.4660|01/19/1994|071406.2| 11.0| 4.00| 0.007 | II | 50.6( 81.4)DMG |34.3610|118.3060|02/09/1971|141021.5| 5.0| 4.70| 0.012 | III| 50.8( 81.7)GSP |34.2920|118.4660|01/19/1994|144635.2| 6.0| 4.00| 0.007 | II | 50.9( 81.9)GSP |34.2970|118.4580|01/21/1994|185344.6| 7.0| 4.30| 0.009 | III| 50.9( 82.0)GSP |34.3010|118.4520|01/21/1994|185244.2| 7.0| 4.30| 0.009 | III| 51.0( 82.0)DMG |34.3700|117.6500|12/08/1812|15 0 0.0| 0.0| 7.00| 0.079 | VII| 51.0( 82.0)DMG |34.2960|118.4640|03/30/1971| 85443.3| 2.6| 4.10| 0.008 | II | 51.1( 82.2)GSP |34.2910|118.4760|02/06/1994|131926.9| 11.0| 4.10| 0.008 | II | 51.2( 82.3)GSP |34.2280|118.5730|01/17/1994|175608.2| 19.0| 4.60| 0.011 | III| 51.2( 82.4)GSP |34.3740|117.6490|08/20/1998|234958.4| 9.0| 4.40| 0.010 | III| 51.3( 82.5)
Page 9
TEST.OUT DMG |34.3700|118.3020|02/10/1971| 31212.0| 0.8| 4.00| 0.007 | II | 51.3( 82.5)GSB |34.3000|118.4660|01/21/1994|183915.3| 10.0| 4.70| 0.012 | III| 51.3( 82.6)DMG |34.3680|118.3140|04/25/1971|1448 6.5| -2.0| 4.00| 0.007 | II | 51.4( 82.7)PAS |32.9450|117.8310|07/29/1986| 81741.8| 10.0| 4.10| 0.008 | II | 51.4( 82.7)DMG |34.3080|118.4540|02/09/1971|144346.7| 6.2| 5.20| 0.018 | IV | 51.4( 82.8)GSP |34.2610|118.5340|01/17/1994|123939.8| 14.0| 4.50| 0.010 | III| 51.5( 82.9)GSP |34.2540|118.5450|01/17/1994|130627.9| 0.0| 4.60| 0.011 | III| 51.5( 82.9)PAS |32.9450|117.8060|09/07/1984|11 313.4| 6.0| 4.30| 0.009 | III| 51.7( 83.1)GSP |34.3110|118.4560|01/17/1994|193534.3| 2.0| 4.00| 0.007 | II | 51.7( 83.2)GSP |34.3040|118.4730|01/17/1994|150703.2| 2.0| 4.20| 0.008 | III| 51.8( 83.4)GSP |34.3170|118.4550|01/17/1994|132644.7| 2.0| 4.70| 0.012 | III| 52.0( 83.7)GSP |34.2180|118.6070|01/18/1994|113509.9| 12.0| 4.20| 0.008 | III| 52.1( 83.8)DMG |34.2730|118.5320|06/21/1971|16 1 8.5| 4.1| 4.00| 0.007 | II | 52.1( 83.8)PAS |32.9330|117.8410|07/29/1986| 81741.6| 10.0| 4.30| 0.009 | III| 52.1( 83.9)GSB |34.3100|118.4740|01/21/1994|184228.8| 7.0| 4.20| 0.008 | III| 52.2( 84.0)DMG |34.2860|118.5150|03/31/1971|145222.5| 2.1| 4.60| 0.011 | III| 52.2( 84.0)GSP |34.3850|117.6350|10/16/2007|085344.1| 8.0| 4.20| 0.008 | III| 52.2( 84.1)PAS |32.9470|117.7360|01/15/1989|153955.2| 6.0| 4.20| 0.008 | III| 52.4( 84.3)GSP |34.3310|118.4420|01/17/1994|141430.3| 1.0| 4.50| 0.010 | III| 52.4( 84.4)MGI |34.2000|117.3000|04/13/1913|1045 0.0| 0.0| 4.00| 0.007 | II | 52.5( 84.5)DMG |34.2840|118.5280|04/02/1971| 54025.0| 3.0| 4.00| 0.007 | II | 52.5( 84.5)MGI |34.1000|117.2000|04/23/1923|2113 0.0| 0.0| 4.00| 0.007 | II | 52.7( 84.9)DMG |34.3570|118.4060|02/09/1971|141950.2| 11.8| 4.00| 0.007 | II | 53.0( 85.2)T-A |33.5000|117.0700|12/29/1880| 7 0 0.0| 0.0| 4.30| 0.008 | III| 53.2( 85.6)GSP |34.2740|118.5630|01/27/1994|171958.8| 14.0| 4.60| 0.011 | III| 53.2( 85.7)DMG |34.2650|118.5770|04/15/1971|111432.0| 4.2| 4.20| 0.008 | II | 53.3( 85.7)GSP |34.2690|118.5760|01/17/1994|125546.8| 16.0| 4.10| 0.007 | II | 53.4( 86.0)DMG |34.3870|118.3640|02/09/1971|143917.8| -1.6| 4.00| 0.007 | II | 53.7( 86.5)GSG |34.3340|118.4840|01/17/1994|223152.1| 10.0| 4.20| 0.008 | II | 53.9( 86.7)GSP |34.3390|118.4750|09/01/2011|204708.0| 7.0| 4.20| 0.008 | II | 53.9( 86.7)GSP |32.9000|118.0070|06/20/2009|010030.6| 14.0| 4.10| 0.007 | II | 53.9( 86.8)DMG |34.3530|118.4560|03/07/1971| 13340.5| 3.3| 4.50| 0.010 | III| 54.1( 87.1)DMG |34.3960|118.3660|02/10/1971|173855.1| 6.2| 4.20| 0.008 | II | 54.4( 87.5)DMG |34.4110|118.3290|02/10/1971| 5 636.0| 4.7| 4.30| 0.008 | III| 54.5( 87.6)GSP |33.9530|117.0760|09/14/2011|144451.0| 16.0| 4.10| 0.007 | II | 54.6( 87.8)GSB |34.3010|118.5650|01/17/1994|204602.4| 9.0| 5.20| 0.017 | IV | 54.7( 88.1)DMG |34.3560|118.4740|03/25/1971|2254 9.9| 4.6| 4.20| 0.007 | II | 54.8( 88.3)GSP |34.3570|118.4800|02/25/1994|125912.6| 1.0| 4.10| 0.007 | II | 55.1( 88.6)GSP |34.2780|118.6110|01/29/1994|121656.4| 2.0| 4.30| 0.008 | III| 55.2( 88.9)
------------------------- EARTHQUAKE SEARCH RESULTS -------------------------
Page 9 ------------------------------------------------------------------------------- | | | | TIME | | | SITE |SITE| APPROX.FILE| LAT. | LONG. | DATE | (UTC) |DEPTH|QUAKE| ACC. | MM | DISTANCECODE| NORTH | WEST | | H M Sec| (km)| MAG.| g |INT.| mi [km]----+-------+--------+----------+--------+-----+-----+-------+----+------------GSP |34.3050|118.5790|01/29/1994|112036.0| 1.0| 5.10| 0.015 | IV | 55.5( 89.3)GSB |34.3190|118.5580|01/18/1994|132444.1| 1.0| 4.50| 0.009 | III| 55.5( 89.3)DMG |34.3610|118.4870|02/10/1971|143526.7| 4.4| 4.20| 0.007 | II | 55.5( 89.4)DMG |34.3920|118.4270|02/21/1971| 71511.7| 7.2| 4.50| 0.009 | III| 55.7( 89.6)DMG |34.1000|118.8000|05/10/1911|1340 0.0| 0.0| 4.00| 0.006 | II | 55.7( 89.7)PAS |34.3800|118.4590|08/12/1977| 21926.1| 9.5| 4.50| 0.009 | III| 55.8( 89.8)DMG |33.7500|117.0000|04/21/1918|223225.0| 0.0| 6.80| 0.059 | VI | 55.9( 89.9)DMG |33.7500|117.0000|06/06/1918|2232 0.0| 0.0| 5.00| 0.014 | IV | 55.9( 89.9)DMG |34.3990|118.4190|02/10/1971|134953.7| 9.7| 4.30| 0.008 | II | 55.9( 89.9)DMG |34.3840|118.4550|02/10/1971|113134.6| 6.0| 4.20| 0.007 | II | 55.9( 90.0)
Page 10
TEST.OUT DMG |34.3000|118.6000|04/04/1893|1940 0.0| 0.0| 6.00| 0.031 | V | 56.0( 90.1)GSB |34.2850|118.6240|01/17/1994|135602.4| 19.0| 4.70| 0.011 | III| 56.1( 90.3)DMG |34.4110|118.4010|02/09/1971|14 541.0| 8.0| 4.10| 0.007 | II | 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 1 8.0| 8.0| 5.80| 0.026 | V | 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 838.0| 8.0| 4.50| 0.009 | III| 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 745.0| 8.0| 4.50| 0.009 | III| 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 8 7.0| 8.0| 4.20| 0.007 | II | 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 230.0| 8.0| 4.30| 0.008 | II | 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 150.0| 8.0| 4.50| 0.009 | III| 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 853.0| 8.0| 4.60| 0.010 | III| 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 346.0| 8.0| 4.10| 0.007 | II | 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 446.0| 8.0| 4.20| 0.007 | II | 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 439.0| 8.0| 4.10| 0.007 | II | 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 244.0| 8.0| 5.80| 0.026 | V | 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 2 3.0| 8.0| 4.10| 0.007 | II | 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 434.0| 8.0| 4.20| 0.007 | II | 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 710.0| 8.0| 4.00| 0.006 | II | 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 041.8| 8.4| 6.40| 0.043 | VI | 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|141028.0| 8.0| 5.30| 0.018 | IV | 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 4 7.0| 8.0| 4.10| 0.007 | II | 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 133.0| 8.0| 4.20| 0.007 | II | 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 231.0| 8.0| 4.70| 0.011 | III| 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 444.0| 8.0| 4.10| 0.007 | II | 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 154.0| 8.0| 4.20| 0.007 | II | 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 8 4.0| 8.0| 4.00| 0.006 | II | 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 730.0| 8.0| 4.00| 0.006 | II | 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 550.0| 8.0| 4.10| 0.007 | II | 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 159.0| 8.0| 4.10| 0.007 | II | 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 325.0| 8.0| 4.40| 0.008 | III| 56.1( 90.4)DMG |34.4110|118.4010|02/09/1971|14 140.0| 8.0| 4.10| 0.007 | II | 56.1( 90.4)DMG |33.8000|117.0000|12/25/1899|1225 0.0| 0.0| 6.40| 0.042 | VI | 56.2( 90.5)DMG |34.3970|118.4390|02/21/1971| 55052.6| 6.9| 4.70| 0.011 | III| 56.3( 90.6)GSP |34.3740|118.4950|01/28/1994|200953.4| 0.0| 4.20| 0.007 | II | 56.5( 91.0)DMG |34.4310|118.3690|08/14/1974|144555.2| 8.2| 4.20| 0.007 | II | 56.6( 91.1)GSB |34.3450|118.5520|01/24/1994|041518.8| 6.0| 4.80| 0.012 | III| 56.7( 91.3)GSP |34.3000|118.6200|08/09/2007|075849.0| 4.0| 4.40| 0.008 | III| 56.7( 91.3)GSP |33.9320|117.0230|01/16/2010|120325.7| 13.0| 4.30| 0.008 | II | 57.0( 91.7)DMG |33.5000|117.0000|08/08/1925|1013 0.0| 0.0| 4.50| 0.009 | III| 57.1( 91.9)DMG |34.3990|118.4730|03/09/1974| 05431.9| 24.4| 4.70| 0.010 | III| 57.4( 92.3)DMG |34.4260|118.4140|02/10/1971| 518 7.2| 5.8| 4.50| 0.009 | III| 57.4( 92.4)DMG |34.4330|118.3980|02/09/1971|144017.4| -2.0| 4.10| 0.006 | II | 57.4( 92.4)DMG |34.4280|118.4130|04/01/1971|15 3 3.6| 8.0| 4.10| 0.006 | II | 57.5( 92.5)DMG |34.0170|117.0500|02/19/1940|12 655.7| 0.0| 4.60| 0.010 | III| 57.6( 92.7)
------------------------- EARTHQUAKE SEARCH RESULTS -------------------------
Page 10 ------------------------------------------------------------------------------- | | | | TIME | | | SITE |SITE| APPROX.FILE| LAT. | LONG. | DATE | (UTC) |DEPTH|QUAKE| ACC. | MM | DISTANCECODE| NORTH | WEST | | H M Sec| (km)| MAG.| g |INT.| mi [km]----+-------+--------+----------+--------+-----+-----+-------+----+------------GSB |34.3600|118.5710|01/19/1994|044048.0| 2.0| 4.50| 0.009 | III| 58.2( 93.6)DMG |32.8670|118.2500|02/13/1952|151337.0| 0.0| 4.70| 0.010 | III| 58.5( 94.1)GSB |34.3330|118.6230|01/18/1994|072356.0| 14.0| 4.30| 0.007 | II | 58.6( 94.2)GSP |34.0690|118.8820|05/02/2009|011113.7| 14.0| 4.40| 0.008 | III| 58.8( 94.6)GSP |34.3790|118.5610|01/18/1994|152346.9| 7.0| 4.80| 0.011 | III| 58.9( 94.8)GSP |34.3790|118.5630|01/18/1994|003935.0| 7.0| 4.40| 0.008 | II | 59.0( 94.9)
Page 11
TEST.OUT DMG |34.4460|118.4360|02/10/1971|185441.7| 8.1| 4.20| 0.007 | II | 59.2( 95.3)DMG |34.5190|118.1980|08/23/1952|10 9 7.1| 13.1| 5.00| 0.013 | III| 59.3( 95.5)PAS |34.4630|118.4090|09/24/1977|212824.3| 5.0| 4.20| 0.007 | II | 59.6( 95.9)DMG |34.3440|118.6360|02/09/1971|143436.1| -2.0| 4.90| 0.012 | III| 59.6( 95.9)DMG |34.4570|118.4270|02/09/1971|161926.5| -1.0| 4.20| 0.007 | II | 59.6( 96.0)GSP |34.0540|117.0300|06/27/2005|221733.6| 12.0| 4.00| 0.006 | II | 59.7( 96.1)DMG |34.0000|117.0000|06/30/1923| 022 0.0| 0.0| 4.50| 0.008 | III| 59.8( 96.2)GSP |34.3620|118.6150|03/20/1996|073759.8| 13.0| 4.10| 0.006 | II | 59.8( 96.3)GSB |34.3580|118.6220|01/18/1994|040126.8| 1.0| 4.50| 0.008 | III| 59.9( 96.3)GSP |34.0490|118.9150|02/19/1995|212418.1| 15.0| 4.30| 0.007 | II | 59.9( 96.4)DMG |33.7100|116.9250|09/23/1963|144152.6| 16.5| 5.00| 0.013 | III| 60.0( 96.6)GSP |34.3590|118.6290|01/24/1994|055024.3| 12.0| 4.30| 0.007 | II | 60.2( 96.8)GSP |34.3630|118.6270|01/24/1994|055421.1| 10.0| 4.20| 0.007 | II | 60.3( 97.0)PAS |33.6300|119.0200|10/23/1981|172816.9| 12.0| 4.60| 0.009 | III| 60.5( 97.3)GSG |34.4080|118.5590|01/17/1994|200205.4| 0.0| 4.00| 0.006 | II | 60.5( 97.4)PAS |34.3470|118.6560|04/08/1976|152138.1| 14.5| 4.60| 0.009 | III| 60.5( 97.4)GSB |34.3430|118.6660|01/17/1994|234925.4| 8.0| 4.30| 0.007 | II | 60.7( 97.6)GSP |34.3740|118.6220|01/17/1994|155410.8| 12.0| 4.80| 0.010 | III| 60.7( 97.7)GSP |34.3780|118.6180|01/19/1994|211144.9| 11.0| 5.10| 0.013 | III| 60.8( 97.8)DMG |33.0000|117.3000|11/22/1800|2130 0.0| 0.0| 6.50| 0.041 | V | 60.8( 97.9)GSP |34.0580|117.0100|06/16/2005|205326.0| 11.0| 4.90| 0.011 | III| 60.8( 97.9)GSG |34.3040|118.7220|01/17/1994|221922.3| 10.0| 4.00| 0.005 | II | 60.9( 98.0)GSP |34.3680|118.6370|01/17/1994|194353.4| 13.0| 4.10| 0.006 | II | 60.9( 98.0)GSP |34.3260|118.6980|01/17/1994|233330.7| 9.0| 5.60| 0.020 | IV | 61.0( 98.2)DMG |34.3800|118.6230|10/29/1936|223536.1| 10.0| 4.00| 0.005 | II | 61.1( 98.3)GSP |34.1920|117.0950|04/06/1994|190104.1| 7.0| 4.80| 0.010 | III| 61.3( 98.6)GSP |34.3610|118.6570|01/29/2002|055328.9| 14.0| 4.20| 0.006 | II | 61.3( 98.6)DMG |32.8000|117.8330|01/24/1942|214148.0| 0.0| 4.00| 0.005 | II | 61.3( 98.7)DMG |34.2000|117.1000|09/20/1907| 154 0.0| 0.0| 6.00| 0.027 | V | 61.4( 98.7)GSP |34.3040|118.7370|01/19/1994|091310.9| 13.0| 4.10| 0.006 | II | 61.5( 99.0)GSP |34.3970|118.6090|07/22/1999|095724.0| 11.0| 4.00| 0.005 | II | 61.5( 99.0)DMG |34.5650|118.1130|02/28/1969| 45612.4| 5.3| 4.30| 0.007 | II | 61.6( 99.1)DMG |34.0170|118.9670|04/16/1948|222624.0| 0.0| 4.70| 0.009 | III| 61.7( 99.4)DMG |33.5000|116.9170|11/04/1935| 355 0.0| 0.0| 4.50| 0.008 | III| 61.8( 99.4)DMG |33.2670|117.0170|06/07/1935|1633 0.0| 0.0| 4.00| 0.005 | II | 61.8( 99.5)GSP |34.3770|118.6490|04/27/1997|110928.4| 15.0| 4.80| 0.010 | III| 61.8( 99.5)MGI |33.8000|116.9000|04/29/1918| 2 0 0.0| 0.0| 4.00| 0.005 | II | 61.9( 99.7)MGI |33.8000|116.9000|12/18/1920|1726 0.0| 0.0| 4.00| 0.005 | II | 61.9( 99.7)MGI |33.8000|116.9000|06/14/1918|1024 0.0| 0.0| 4.00| 0.005 | II | 61.9( 99.7)MGI |33.8000|116.9000|04/23/1918|1415 0.0| 0.0| 4.00| 0.005 | II | 61.9( 99.7)
*******************************************************************************
-END OF SEARCH- 523 EARTHQUAKES FOUND WITHIN THE SPECIFIED SEARCH AREA.
TIME PERIOD OF SEARCH: 1800 TO 2019
LENGTH OF SEARCH TIME: 220 years
THE EARTHQUAKE CLOSEST TO THE SITE IS ABOUT 1.2 MILES (2.0 km) AWAY.
LARGEST EARTHQUAKE MAGNITUDE FOUND IN THE SEARCH RADIUS: 7.0
LARGEST EARTHQUAKE SITE ACCELERATION FROM THIS SEARCH: 0.673 g
Page 12
TEST.OUT COEFFICIENTS FOR GUTENBERG & RICHTER RECURRENCE RELATION: a-value= 3.485 b-value= 0.789 beta-value= 1.816
------------------------------------TABLE OF MAGNITUDES AND EXCEEDANCES:------------------------------------
Earthquake | Number of Times | Cumulative Magnitude | Exceeded | No. / Year -----------+-----------------+------------ 4.0 | 523 | 2.37727 4.5 | 197 | 0.89545 5.0 | 67 | 0.30455 5.5 | 24 | 0.10909 6.0 | 16 | 0.07273 6.5 | 6 | 0.02727 7.0 | 2 | 0.00909
Page 13
AESCO
APPENDIX
LIQUEFACTION HAZARD MAP
AESCO
APPENDIX
LIQUEFACTION ANALYSIS
liq good ac dp0 ******************************************************************************************************* LIQUEFACTION ANALYSIS CALCULATION SHEET Copyright by CivilTech Software www.civiltech.com (425) 453-6488 Fax (425) 453-5848 ******************************************************************************************************* Licensed to , 3/15/2021 9:22:04 PM
Input File Name: J:\2021\20210155-G0471 FVSD Talbert MS Modular-Science add Borings 9101 Brabham Drive, Fountain Valley, CA\geo\liq good ac dp.liq Title: Talbert Middle School Science Bldgs. Subtitle: 20210155-G0471
Surface Elev.= Hole No.=B-3 Depth of Hole= 50.0 ft Water Table during Earthquake= 3.0 ft Water Table during In-Situ Testing= 3.0 ft Max. Acceleration= 0.6 g Earthquake Magnitude= 7.5
Input Data: Surface Elev.= Hole No.=B-3 Depth of Hole=50.0 ft Water Table during Earthquake= 3.0 ft Water Table during In-Situ Testing= 3.0 ft Max. Acceleration=0.6 g Earthquake Magnitude=7.5
1. SPT or BPT Calculation. 2. Settlement Analysis Method: Tokimatsu / Seed 3. Fines Correction for Liquefaction: Idriss/Seed (SPT only) 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: Liq. zone only 6. Hammer Energy Ratio, Ce = 1.25 7. Borehole Diameter, Cb= 1.15 8. Sampling Method, Cs= 1.2 9. User request factor of safety (apply to CSR) , User= 1.3 Plot one CSR curve (fs1=User) 10. Use Curve Smoothing: Yes* * Recommended Options
In-Situ Test Data: Depth SPT gamma Fines ft pcf % ____________________________________ 0.0 0.0 100.0 NoLiq 3.0 12.0 125.0 23.1 8.0 4.0 125.0 NoLiq 13.0 2.0 120.0 54.1 18.0 6.0 100.0 NoLiq 23.0 3.0 130.0 NoLiq 28.0 2.0 120.0 NoLiq 33.0 4.0 127.8 87.8 38.0 8.0 135.0 NoLiq 43.0 18.0 110.0 NoLiq 48.0 6.0 110.0 3.1
Page 1
liq good ac dp ____________________________________
Output Results: Settlement of saturated sands=3.60 in. Settlement of dry sands=0.00 in. Total settlement of saturated and dry sands=3.60 in. Differential Settlement=1.798 to 2.373 in.
Depth CRRm CSRfs F.S. S_sat. S_dry S_all ft in. in. in. _______________________________________________________ 0.00 0.07 0.51 5.00 3.60 0.00 3.60 1.00 2.00 0.51 5.00 3.60 0.00 3.60 2.00 2.00 0.50 5.00 3.60 0.00 3.60 3.00 2.00 0.50 5.00 3.60 0.00 3.60 4.00 0.39 0.58 0.67* 3.58 0.00 3.58 5.00 0.29 0.63 0.46* 3.45 0.00 3.45 6.00 0.23 0.67 0.35* 3.30 0.00 3.30 7.00 0.19 0.71 0.27* 3.12 0.00 3.12 8.00 2.00 0.73 5.00 2.89 0.00 2.89 9.00 2.00 0.75 5.00 2.89 0.00 2.89 10.00 2.00 0.77 5.00 2.89 0.00 2.89 11.00 2.00 0.79 5.00 2.89 0.00 2.89 12.00 2.00 0.80 5.00 2.89 0.00 2.89 13.00 0.11 0.81 0.13* 2.89 0.00 2.89 14.00 0.13 0.82 0.16* 2.60 0.00 2.60 15.00 0.16 0.83 0.19* 2.35 0.00 2.35 16.00 0.18 0.84 0.21* 2.12 0.00 2.12 17.00 0.20 0.85 0.23* 1.92 0.00 1.92 18.00 2.00 0.87 5.00 1.73 0.00 1.73 19.00 2.00 0.88 5.00 1.73 0.00 1.73 20.00 2.00 0.88 5.00 1.73 0.00 1.73 21.00 2.00 0.89 5.00 1.73 0.00 1.73 22.00 2.00 0.89 5.00 1.73 0.00 1.73 23.00 2.00 0.89 5.00 1.73 0.00 1.73 24.00 2.00 0.89 5.00 1.73 0.00 1.73 25.00 2.00 0.89 5.00 1.73 0.00 1.73 26.00 2.00 0.89 5.00 1.73 0.00 1.73 27.00 2.00 0.89 5.00 1.73 0.00 1.73 28.00 2.00 0.89 5.00 1.73 0.00 1.73 29.00 2.00 0.89 5.00 1.73 0.00 1.73 30.00 2.00 0.89 5.00 1.73 0.00 1.73 31.00 2.00 0.89 5.00 1.73 0.00 1.73 32.00 2.00 0.88 5.00 1.73 0.00 1.73 33.00 2.00 0.87 5.00 1.73 0.00 1.73 34.00 0.16 0.87 0.18* 1.50 0.00 1.50 35.00 0.17 0.86 0.20* 1.27 0.00 1.27 36.00 0.19 0.85 0.22* 1.06 0.00 1.06 37.00 0.20 0.84 0.24* 0.86 0.00 0.86 38.00 0.22 0.83 0.26* 0.67 0.00 0.67 39.00 2.00 0.83 5.00 0.66 0.00 0.66 40.00 2.00 0.82 5.00 0.66 0.00 0.66 41.00 2.00 0.81 5.00 0.66 0.00 0.66 42.00 2.00 0.81 5.00 0.66 0.00 0.66 43.00 2.00 0.80 5.00 0.66 0.00 0.66 44.00 2.00 0.80 5.00 0.66 0.00 0.66 45.00 2.00 0.79 5.00 0.66 0.00 0.66 46.00 2.00 0.78 5.00 0.66 0.00 0.66 47.00 2.00 0.78 5.00 0.66 0.00 0.66 48.00 2.00 0.77 5.00 0.66 0.00 0.66 49.00 0.09 0.77 0.12* 0.34 0.00 0.34 50.00 0.09 0.76 0.12* 0.00 0.00 0.00 _______________________________________________________ * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2)
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liq good ac dp Units Depth = ft, Stress or Pressure = tsf (atm), Unit Weight = pcf, Settlement = in. ____________________________________________________________________________________ CRRm Cyclic resistance ratio from soils CSRfs Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRfs S_sat Settlement from saturated sands S_dry Settlement from dry sands S_all Total settlement from saturated and dry sands NoLiq No-Liquefy Soils
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AESCO
APPENDIX
TYPICAL GEOGRID PRODUCT SPECIFICATION AND INSTALLATION
AESCO
APPENDIX
REFERENCES
AESCO
REFERENCES
Southern California Earthquake Center (SCEC), 1999, Recommended Procedures for
Implementation of DMG Special Publication 117 Guidelines for Analyzing and
Mitigating Liquefaction in California, published March 1999.
California Geologic Survey (CGS), (Previously California Division of Mines and Geology),
Special Publication 42, Fault Rupture Hazard Zones (Alquist Priolo Earthquake Fault
Zones), 2000.
United States Geological Survey (USGS), Geologic Map of the San Bernardino and Santa Ana
30’ x 60’ Quadrangles, D.M. Morton, 2006.
Note 49, Guidelines for Evaluating the Hazard of Surface Fault Rupture, prepared by the
California Geological Survey, revised May, 2002
United States Geological Survey (USGS) websites:
http://geohazards.usgs.gov/cfusion/hazfaults_search/hf_search_res.cfm?hazmap=2007
http://earthquake.usgs.gov/designmaps/us/application.php
http://www.conservation.ca.gov/cgs/shzp/Pages/Index.aspx
California Emergency Management Agency, Hazard Mitigation Portal website:
http://myhazards.calema.ca.gov/Default.aspx
California Division of Mines and Geology, Bulletin 204, Geologic Map of Orange County,
California, Showing Mines and Mineral Deposits, P.K. Morton and R.V. Miller, 1981.
California Geological Survey (CGS), Earthquake Zones of Required Investigation, Newport
Beach Quadrangle, last update April 15, 1998
California Geological Survey (CGS), Tsunami Inundation Map for Emergency Planning,
Newport Beach Quadrangle, State of California, County of Orange, March 15, 2009