HomeMy WebLinkAboutCDP 06-13; PROPOSED CAMPBELL RESIDENCE; REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION; 2006-04-27r b P oO>'^' ^.
REPORT OF PRELIMINARY GEOTECHNICAL
INVESTIGATION
AND GEOLOGIC RECONNAISSANCE
Proposed Campbell Residence
5003 Tierra Del Oro Street
Carlsbad, California
JOB NO. 06-9164
27 April 2006
Prepared for:
Mr. Dick Campbell
D&K GROWERS, LLC
GEOTECHNICAL EXPLORATION, INC,
SOIL & FOUNDATION ENGINEERING • GROUNDWATER
HAZARDOUS MATERIALS MANAGEMENT • ENGINEERING GEOLOGY
27April 2006
Mr. Dick Campbell
D&K GROWERS
7668 El Camino Real, Suite 104-467
Carlsbad, CA 92009
Subject: Report of Preliminarv Geotechnical Investigation and
Geologic Reconnaissance
Proposed Campbell Residence
5003 Tierra Del Oro Street
Carlsbad, California
Job No. 06-9164
Dear Mr. Campbell:
In accordance with your request and our proposal dated February 23, 2005,
Geotechnical Exploration, Inc. has performed an investigation of the
geotechnical and general geologic conditions at the location of the subject site. The
field work was performed on March 8, 2006, by our field geologist.
In our opinion, if the conclusions and recommendations presented in this report are
implemented during site preparation, the site should be suited for the proposed
structure and associated improvements.
This opportunity to be of service is sincerely appreciated. Should you have any
questions concerning the following report, please contact our office. Reference to
our Job No. 06-9164 will help to expedite a response to your inquiry.
Respectfully submitted,
GEOTECHNICAL EXPLORATION, INC.
Leslie D. Reed, President
C.E.G. 999Cexp. 3-31-D73/R.G 3391
7420 TRADE STREET • SAN DIE< 92121 • (858) 549-7222 • FAX: (868) 549-1604 • E-MAIL: geotecti@lxpres.com
TABLE OF CONTENTS
PAGE
I. PROJECT SUMMARY 1
II. SITE DESCRIPTION 3
III. FIELD INVESTIGATION 4
IV. FIELD AND LABORATORY TESTS AND SOIL INFORMATION 4
V. GENERAL GEOLOGIC DESCRIPTION 7
VI. SITE-SPECIFIC GEOLOGIC DESCRIPTION 10
VII. GEOLOGIC HAZARDS 12
VIII. EARTHQUAKE RISK EVALUATION 17
IX. GROUNDWATER 18
X. CONCLUSION AND RECOMMENDATIONS 20
XI. GRADING NOTES 36
XII. LIMITATIONS 36
FIGURES
I. Vicinity Map
II. Plot Plan
Illa-c. Exploratory Boring Logs
IV. Laboratory Data
V. Foundation Requirements Near Slopes
VI. Retaining Wall Waterproofing and Drainage Schematic
APPENDICES
A. Unified Soil Classification System
B. Seismic Data - EQFault
C. Seismic Data - EQSearch
D. Modified Mercalli Intensity Index
REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION AND
GEOLOGIC RECONNAISSANCE
Proposed Campbell Residence
5003 Tierra Del Oro Street
Carlsbad, California
JOB NO. 06-9164
The following report presents the findings and recommendations of Geoteciinicai
Exploration, Inc. for the subject project.
I. SCOPE OF WORK
It is our understanding, based on review of preliminary plans prepared by Damian
Baumhover Architects, dated October 4, 2006, that the existing structure will be
removed and the site is being developed to receive a new single-family residential
structure with a basement-level living area, an attached garage, driveway and
associated improvements. The proposed structure is to be a maximum of two
stories in height over a basement and will be constructed of standard-type building
materials utilizing conventional foundations with a concrete slab-on-grade floor.
Final construction plans for development of the site have not been provided to us
during the preparation of this report, however, when completed they should be
made available for our review.
With the above in mind, the scope of work is briefly outlined as follows:
1. Identify and classify the surface and subsurface soils to depths, in con-
formance with the Unified Soil Classification System.
2. Make note of any faults or significant geologic features that may affect the
site.
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 2
3. Evaluate the existing fill soil and native materials for soil type and
consistency.
4. Recommend the allowable bearing capacities for the on-site medium dense to
dense natural soils or properly compacted fills.
5. Recommend site preparation procedures.
6. Evaluate the settlement potential of the bearing soils under the proposed
structural loads.
7. Recommend preliminary foundation design information and provide active
and passive earth pressures to be utilized in design of any proposed retaining
walls and foundation structures.
Our subsurface investigation revealed that the site is covered by 3 to 5 feet of loose
existing fill soils which are underlain by silty sand formational terrace materials. In
general, the terrace materials are in a medium dense condition. In Boring 1,
however, the terrace materials were in a loose condition to a depth of about 10
feet. The loose fill soils and any underlying loose terrace materials will not provide
a stable soil base for the proposed structure and associated improvements. As
such, we recommend that the fill soils and any loose terrace materials be removed
and recompacted as part of site preparation prior to the addition of any new fill or
structural improvements. Excavation for the basement will result in the removal of
most of the existing fill materials at the proposed basement location.
Approximately 2 feet of loose terrace sand, however, may require removal and
recompaction below the basement elevation. The competency of the soils in this
area should be evaluated during the basement excavation work.
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 3
II. SITE DESCRIPTION
The property is known as: Assessor's Parcel No. 210-020-22-00, those Portions of
Lots 19 and 20 described as Parcel B, according to Map No. 3052, in the City of
Carlsbad, County of San Diego, State of California.
The existing, rectangular-shaped lot consists of approximately 11,750 square feet,
and is located at 5003 Tierra del Oro Street (see Figure No. I). The property is
bordered on the north and south by existing residential properties at the
approximate same elevation; on the east by the northern terminus of the north-
south trending Tierra Del Oro Street; and on the west by a rip-rap protected slope,
a sandy beach and the Pacific Ocean. Refer to Figure No. II.
Structures currently on the site consist of a single-story, single-family residence
with a lower level living area below the western portion of the residence, an
attached garage, a brick driveway, and brick walkways and patios. Vegetation on
the site consists primarily of trees, decorative shrubbery, and grass with iceplant on
the westerly slope.
The split-level property consists of a relatively level building pad on a westerly-
descending lot. An approximately 10- to 15-foot-high, 1.5:1.0 (horizontal to
vertical) fill/natural slope descends from the western side of the level building pad
area. The westerly portion of the property descends moderately to the top of an
approximately 8 to 10-foot high, rip-rap covered slope that descends westerly to
the beach. The building pad is at an approximate elevation ranging from 44 feet
above mean sea level (MSL) at the street grade to 37 feet above MSL at the lower
level. Elevations across the property range from approximately 44 feet above MSL
along the eastern perimeter of the property to 10 feet above MSL along the western
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 4
property boundary. Approximate elevations were obtained from a topographic
survey by Pasco Engineering, Inc., dated February 27,2005 (see Figure No. II).
III. FIELD INVESTIGATION
Three small diameter exploratory borings were placed on the site. The borings
were placed in areas where the proposed residence is to be located in order to
obtain representative soil samples to define a soil profile (for exploratory boring
locations, refer to Figure No. II). The exploratory borings were excavated to a
maximum depth of 18 feet.
The soils encountered in the borings were logged by our field representative and
samples were taken of the predominant soils throughout the field operation.
Exploratory boring logs have been prepared on the basis of our observations and
laboratory testing. The results have been summarized on Figure Nos. Ill and IV.
The predominant soils have been classified in conformance with the Unified Soil
Classification System (refer to Appendix A).
IV. FIELD AND LABORATORY TESTS AND SOIL INFORMATION
A. Field Tests
Relatively undisturbed samples were obtained by driving a 3-inch outside-diameter
(O.D.) by 2-3/8-inch inside-diameter (I.D.) split-tube sampler a distance of 12
inches. Standard Penetration Tests were also performed by using a 140-pound
weight falling 30 inches to drive a 2-inch O.D. by 1-3/8-inch I.D. sampler tube a
distance of 18 inches. The number of blows required to drive the sampler the last
12 inches was recorded for use in evaluation of the soil consistency. The following
Proposed Campbell Residence
Carlsbad, California
Job No. 06-9164
Page 5
chart provides an in-house correlation between the number of blows and the
consistency ofthe soil for the Standard Penetration Test and the 3-inch sampler.
2-INCH O.D. 3-INCH O.D.
DENSITY SAMPLER SAMPLER
SOIL DESIGNATION BLOWS/FOOT BLOWS/FOOT
Sand and Very loose 0-4 0-7
Non-plastic Loose 5-10 8-20
Silt Medium 11-30 21-53
Dense 31-50 54-98
Very Dense Over 50 Over 98
Clay and Very soft 0-2 0-2
Plastic Silt Soft 3-4 3-4
Firm 5-8 5-9
Stiff 9-15 10-18
Very Stiff 15-30 19-45
Hard 31-60 46-90
Very Hard Over 60 Over 90
B. Laboratory Tests
Laboratory tests were performed on disturbed and relatively undisturbed soil
samples in order to evaluate their physical and mechanical properties and their
ability to support the proposed residential structure and improvements. Test
results are presented on Figure Nos. Ill and IV. The following tests were conducted
on the sampled soils:
1. Moisture Content (ASTM D2216-98)
2. Laboratory Compaction Characteristics (ASTM Dl557-98)
3. Density Measurements (ASTM D1188-90)
4. Determination of Percentage of Particles Smaller than
No. 200 (ASTM DlMO)
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 6
The moisture content of a soil sample is a measure of the water content, expressed
as a percentage ofthe dry weight ofthe sample.
Laboratory compaction values establish the optimum moisture content and the
laboratory maximum dry density of the tested soils. The relationship between the
moisture and density of remolded soil samples gives qualitative information
regarding soil compaction conditions to be anticipated during any future grading
operation. In addition, this relation helps to establish the relative compaction of
existing fill soils.
The -200 sieve size analysis helps to more precisely classify the tested soils based
on their fine material content, and to provide qualitative information related to
engineering characteristics such as expansion potential, permeability, and shear
strength.
The expansion potential of the on-site soils is determined, when necessary utilizing
the Uniform Building Code Test Method for Expansive Soils (UBC Standard No. 29-
2). In accordance with the UBC (Table 18-1-B), potentially expansive soils are
classified as follows:
EXPANSION INDEX EXPANSION POTENTIAL
0 to 20 Very low
21 to 50 Low
51 to 90 Medium
91 to 130 High
Above 130 Very high
Based on our particle-size test results, our visual classification, and our experience
with similar soils, it is our opinion that the on-site fill soils and formational terrace
materials have a very low expansion potential (EI less than 20).
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 7
Based on the laboratory test data, our observations of the primary soil types on the
site, and our previous experience with laboratory testing of similar soils, our
Geotechnical Engineer has assigned values for the angle of internal friction and
cohesion to those soils that will provide significant lateral support or load bearing on
the project. These values have been utilized in assigning the recommended bearing
value as well as active and passive earth pressure design criteria for foundations
and retaining walls.
V. GENERAL GEOLOGIC DESCRIPTION
San Diego County has been divided into 3 major geomorphic provinces: the Coastal
Plain, Peninsular Ranges and Salton Trough. The Coastal Plain exists west of the
Peninsular Ranges. The Salton Trough is east of the Peninsular Ranges. These
divisions are the result of the basic geologic distinctions between the areas.
Mesozoic metavolcanic, metasedimetary and plutonic rocks predominate in the
Peninsular Ranges with primarily Cenozoic sedimentary rocks to the west and east
ofthis central mountain range (Demere, 1997).
In the Coastal Plain region, where the subject property is located, the "basement"
consists of Mesozoic crystalline rocks. Basement rocks are also exposed as high
relief areas (e.g.. Black Mountain northeast of the subject property and Cowles
Mountain near the San Carlos area of San Diego). Younger Cretaceous and Tertiary
sediments lap up against these older features. The Cretaceous sediments form the
local basement rocks on the Point Loma area. These sediments form a "layer cake"
sequence of marine and non-marine sedimentary rock units, with some formations
up to 140 million years old. Faulting related to the La Nacion and Rose Canyon
Fault zones has broken up this sequence into a number of distinct fault blocks in the
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 8
southwestern part of the county. Northwestern portions of the county are relatively
undeformed by faulting (Demere, 1997).
The Peninsular Ranges form the granitic spine of San Diego County. These rocks
are primarily plutonic, forming at depth beneath the earth's crust 140 to 90 million
years ago as the result of the subduction of an oceanic crustal plate beneath the
North American continent. These rocks formed the much larger Southern California
batholith. Metamorphism associated with the intrusion of these great granitic
masses affected the much older sediments that existed near the surface over that
period of time. These metasedimentary rocks remain as roof pendants of marble,
schist, slate, quartzite and gneiss throughout the Peninsular Ranges. Locally,
Miocene-age volcanic rocks and flows have also accumulated within these
mountains (e.g., Jacumba Valley). Regional tectonic forces and erosion over time
have uplifted and unroofed these granitic rocks to expose them at the surface
(Demere, 1997).
The Salton Trough is the northerly extension of the Gulf of California. This zone is
undergoing active deformation related to faulting along the Elsinore and San Jacinto
Fault Zones, which are part of the major regional tectonic feature in the
southwestern portion of California, the San Andreas Fault Zone. Translational
movement along these fault zones has resulted in crustal rifting and subsidence.
The Salton Trough, also referred to as the Colorado Desert, has been filled with
sediments to depth of approximately 5 miles since the movement began in the early
Miocene, 24 million years ago. The source of these sediments has been the local
mountains as well as the ancestral and modern Colorado River (Demere, 1997).
As indicated previously, the San Diego area is part of a seismically active region of
California. It is on the eastern boundary of the Southern California Continental
Borderland, part of the Peninsular Ranges Geomorphic Province. This region is part
Proposed Campbell Residence
Carlsbad, California
Job No. 06-9164
Page 9
of a broad tectonic boundary between the North American and Pacific Plates. The
actual plate boundary is characterized by a complex system of active, major, right-
lateral strike-slip faults, trending northwest/southeast. This fault system extends
eastward to the San Andreas Fault (approximately 70 miles from San Diego) and
westward to the San Clemente Fault (approximately 50 miles off-shore from San
Diego) (Berger and Schug, 1991).
During recent history, the San Diego County area has been relatively quiet
seismically. No fault ruptures or major earthquakes have been experienced in
historic time within the San Diego area. Since earthquakes have been recorded by
instruments (since the 1930s), the San Diego area has experienced scattered
seismic events with Richter magnitudes generally less than 4.0. During June 1985,
a series of small earthquakes occurred beneath San Diego Bay, three of which had
recorded magnitudes of 4.0 to 4.2. In addition, the Oceanside earthquake of July
13, 1986, located approximately 26 miles offshore of the City of Oceanside, had a
magnitude of 5.3 (Hauksson and Jones, 1988). On June 15, 2004, a 5.3 magnitude
earthquake occurred approximately 45 miles southwest of downtown San Diego (26
miles west of Rosarito, Mexico). Although this earthquake was widely felt, no
significant damage was reported.
In California, major earthquakes can generally be correlated with movement on
active faults. As defined by the California Division of Mines and Geology (Hart,
E.W., 1980), an "active" fault is one that has had ground surface displacement
within Holocene time (about the last 11,000 years). Additionally, faults along which
major historical earthquakes have occurred (about the last 210 years in California)
are also considered to be active (Association of Engineering Geologist, 1973). The
California Division of Mines and Geology defines a "potentially active" fault as bne
that has had ground surface displacement during Quaternary time, that is, during
the past 11,000 to 1.6 million years (Hart, E.W., 1980).
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 10
VI. SITE-SPECIFIC GEOLOGIC DESCRIPTION
A. Stratigraphy
A geologic reconnaissance of the site was conducted to evaluate the on-site geology
and potential of geologic hazards that might affect the site. Our reconnaissance
drew upon information gathered from published and unpublished geologic maps and
reports, as well as the results of our recent exploratory borings.
The subject site is located within a residential area along the west side of Tierra Del
Oro Street, along the edge of a coastal bluff in the City of Carlsbad. The subject
site is located in an area with moderate to high geologic risk (as identified by Map
12a-b and 13a of the "Shoreline Erosion Assessment and Atlas of the San Diego
Region — Volume II" [California Department of Boating and Waterways and San
Diego Association of Governments])." No faults were shown to cross the site. The
Rose Canyon Fault is located offshore approximately 5 miles west of the subject
site.
Our field investigation and review of pertinent geologic maps and reports indicate
that the site is underlain by a limited amount of artificial fill soils, marine terrace
deposits and the Santiago Formation.
Artificial Fill (Qaf): A limited amount of fill (approximately 3 to 3V2 feet) was
encountered on the surface of the building pad of the site. The fill is loose to
medium dense and consists of light gray-brown to red-brown silty sand. The fills
are considered to have a very low expansion potential. Refer to Figure Nos. Ill and
IV for details.
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 11
Marine-Terrace Deposits (Ot): The major portion of the site is underlain by
Pleistocene-age marine-terrace deposits. These materials are loose to medium
dense and consist of gray-brown to red-brown, medium to coarse grained, sand
with some silt. These materials are generally damp to moist and are considered to
have a low consolidation potential and very low expansion potential. Referto Figure
Nos. Ill and IV for details.
A review of several geologic maps for this area indicates that the marine-terrace
deposits occur as thin, very gently dipping, mantle-like deposits within 2 to 3 miles
of the coast. One of the older maps (Wilson, 1972) shows these deposits as part of
the Lindavista Formation. However, a more recent map (Weber, 1982) includes
these deposits as part of the Bay Point Formation. Review of the Shoreline Erosion
Assessment report also indicates that these deposits are mapped as part ofthe Bay
Point Formation.
Santiago Formation (Tsb): The site is mapped as being underlain by the Eocene-
age Santiago Formation (Weber, 1982). Although the Santiago Formation was not
encountered during our investigation, the formation in this area typically consists of
dense, well-cemented, tan-gray, silty sand. This portion ofthe Santiago Formation
is considered to have low expansion and consolidation potentials.
B. Structure
The marine terrace deposits that underlie the site are considered to be massive and
conformably overlie the massively bedded sandstone materials of the Santiago
Formation.
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 12
VII. GEOLOGIC HAZARDS
The following is a discussion of the geologic conditions and hazards common to the
Carlsbad area of the County of San Diego, as well as project specific geologic
information relating to development of the subject property.
A. Locai and Regional Faults
Rose Canyon Fault: The Rose Canyon Fault Zone (Mount Soledad and Rose Canyon
Faults), located approximately 5 miles west of the subject site, is mapped trending
north-south from Oceanside to downtown San Diego, from where it appears to head
southward into San Diego Bay, through Coronado and offshore. The Rose Canyon
Fault Zone is considered to be a complex zone of onshore and offshore, en echelon
strike slip, oblique reverse, and oblique normal faults. The Rose Canyon Fault is
considered to be capable of causing a 6.9-magnitude earthquake and considered
microseismically active, although no significant recent earthquake is known to have
occurred on the fault.
Investigative work on faults that are part of the Rose Canyon Fault Zone at the
Police Administration and Technical Center in downtown San Diego, at the SDG&E
facility in Rose Canyon, and within San Diego Bay and elsewhere within downtown
San Diego, has encountered offsets in Holocene (geologically recent) sediments.
These findings confirm Holocene displacement on the Rose Canyon Fault, which was
designated an "active" fault in November 1991 (California Division of Mines and
Geology — Fault Rupture Hazard Zones in California, 1999).
Coronado Bank Fault: The Coronado Bank Fault is located approximately 20 miles
southwest of the site. Evidence for this fault is based upon geophysical data
(acoustic profiles) and the general alignment of epicenters of recorded seismic
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 13
activity (Greene, 1979). An earthquake of 5.3 magnitude, recorded July 13, 1986,
is known to have been centered on the fault or within the Coronado Bank Fault
Zone. Although this fault is considered active, due to the seismicity within the fault
zone, it is significantly less active seismically than the Elsinore Fault (Hileman,
1973). It is postulated that the Coronado Bank Fault is capable of generating a 7.0-
magnitude earthquake and is of great interest due to its close proximity to the
greater San Diego metropolitan area.
Elsinore Fault: The Elsinore Fault is located approximately 24 miles east and
northeast ofthe site. The Elsinore Fault extends approximately 200 km (125 miles)
from the Mexican border to the northern end of the Santa Ana Mountains. The
Elsinore Fault zone is a 1 to 4-mile wide, northwest-southeast trending zone of
discontinuous and en echelon faults extending through portions of Orange,
Riverside, San Diego, and Imperial Counties. Individual faults within the Elsinore
Fault Zone range from less than 1 mile to 16 miles in length. The trend, length and
geomorphic expression of the Elsinore Fault Zone identified it as being a part of the
highly active San Andreas Fault system.
Like the other faults in the San Andreas system, the Elsinore Fault is a transverse
fault showing predominantly right-lateral movement. According to Hart, et al.
(1979), this movement averages less than 1 centimeter per year. Along most of its
length, the Elsinore Fault Zone is marked by a bold topographic expression
consisting of linearly aligned ridges, swales and hallows. Faulted Holocene alluvial
deposits (believed to be less than 11,000 years old) found along several segments
of the fault zone suggest that at least part of the zone is currently active.
Although the Elsinore Fault Zone belongs to the San Andreas set of active,
northwest-trending, right-slip faults in the southern California area (Crowell, 1962),
it has not been the site of a major earthquake in historic time, other than a 6.0-
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 14
magnitude quake near the town of Elsinore in 1910 (Richter, 1958; Toppozada and
Parke, 1982). However, based on length and evidence of late-Pleistocene or
Holocene displacement, Greensfelder (1974) has estimated that the Elsinore Fault
Zone is reasonably capable of generating an earthquake with a magnitude as large
as 7.5. Recent study and logging of exposures in trenches in Glen Ivy Marsh across
the Glen Ivy North Fault (a strand of the Elsinore Fault Zone between Corona and
Lake Elsinore), suggest a maximum earthquake recurrence interval of 300 years,
and when combined with previous estimates of the long-term horizontal slip rate of
0.8 to 7.0 mm/year, suggest typical earthquake magnitudes of 6 to 7 (Rockwell,
1985).
B. Other Geoioaic Hazards
Ground Rupture: Ground rupture is characterized by bedrock slippage along an
established fault and may result in displacement ofthe ground surface. For ground
rupture to occur along a fault, an earthquake usually exceeds magnitude 5.0. If a
5.0-magnitude earthquake were to take place on a local fault, an estimated surface-
rupture length 1 mile long could be expected (Greensfelder, 1974). Our
investigation indicates that the subject site is not directly on a known fault trace
and, therefore, the risk of ground rupture is remote.
Ground Shaking: Structural damage caused by seismically induced ground shaking
is a detrimental effect directly related to faulting and earthquake activity. Ground
shaking is considered to be the greatest seismic hazard in San Diego County. The
intensity of ground shaking is dependent on the magnitude of the earthquake, the
distance from the earthquake, and local seismic condition. Earthquakes of
magnitude 5.0 Richter scale or greater are generally associated with significant
damage. It is our opinion that the most serious damage to the site would be
caused by a large earthquake originating on a nearby strand of the Rose Canyon
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 15
Fault Zone. Although the chance of such an event is remote, it could occur within
the useful life of the structure. The anticipated ground accelerations at the site
from earthquakes on faults within 100 miles ofthe site are provided in Appendix B.
Liquefaction: The liquefaction of saturated sands during earthquakes can result in
major damage to buildings. Liquefaction is the process in which soils are
transformed into a dense fluid that will flow as a liquid when unconfined. It occurs
principally in loose, saturated sands and silts when they are shaken by an
earthquake of sufficient magnitude. On this site, the risk of liquefaction of
foundation material due to seismic shaking is considered to be remote due to the
density of the natural-ground material. No loss of soil strength is anticipated to
occur at the site due to the design seismic event.
Landslides: According to our geologic reconnaissance and a review of the geologic
map (Weber, 1982) and aerial photographs (4-11-53, AXN-8M-99 and 100) there
are no known or suspected ancient landslides located on the site.
Tsunami: The site is located at an elevation between 10 feet above MSL at the
base of the rip-rap protection and 44 feet above MSL east of the active beach.
Based upon historical information on tsunami activity in Southern California, it is our
opinion that the risk to the site from a tsunami is minimal.
Groundwater: No groundwater problems were encountered during the course of
our field investigation and we do not expect significant problems to develop in the
future " if the property is developed as planned with proper drainage provided for
the surface of the lot, and subdrains for the basement. It should be kept in mind,
however, that the proposed grading operations may change surface drainage
patterns and/or reduce permeabilities due to the densification of compacted soils.
Changes of surface and subsurface hydrologic conditions, plus irrigation of
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 16
landscaping or significant increases in rainfall, may result in the appearance of
surface or near-surface water at locations where none existed previously.
Positive drainage measures should be constructed to intercept and divert all surface
runoff waters away from the structure and improvements planned for the site. The
damage from such water is expected to be minor and cosmetic in nature, if good
positive drainage is implemented and maintained at the completion of construction.
Corrective action should be taken on a site-specific basis, if and when it becomes
necessary.
C. Bluff Edae Evaluation
It appears that the bluff edge is located between elevation 10 and 15 feet above
mean sea level (MSL). This point on the site is where the marine terrace deposits
slope steeply down to the west and come in contact with the relatively flat surface
of beach sand deposits and the underlying Santiago Formation. The bluff face is
currently covered with rip-rap, so it is not visible. The bluff edge is located
approximately 20 to 30 feet lower in elevation than the proposed structure and
should not be affected by the proposed new construction on the building pad. The
westerly edge of the proposed new home will be approximately 70 feet from the
bluff edge.
D. Summary
It is our opinion that a significant geologic hazard does not exist on the site. No
evidence of faulting or landslide activity was encountered during our investigation of
the site. The site is situated in a developed neighborhood of Carlsbad and in the
event that severe earth shaking does occur from a seismic event, compliance with
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 17
Uniform Building Code requirements for construction should help reduce structural
damage.
From a geotechnical standpoint, our investigation indicates that the proposed
residence can be constructed at the site provided the recommendations in this
report are followed.
VIII. EARTHOUAKE RISK EVALUATION
Evaluation of earthquake risk requires that the effect of faulting on, and the mass
stability of, a site be evaluated utilizing the Mio seismic design event (i.e., an
earthquake event on an active fault with less than a 10 percent probability of being
exceeded in 50 years). Further, sites are classified by CBC 2001 Edition into "soil
profile types SA through Sp." Soil profile types are defined by their shear velocities
where shear velocity is the speed at which shear waves move through the upper 30
meters (approximately 100 feet) ofthe ground. These are:
SA => Greater than 1500 m/s
SB =^> 760 m/s to 1500 m/s
Sc => 360 m/s to 760 m/s
SD => 180 m/s to 360 m/s
SE => Less than 180 m/s
SF => Soil requiring specific soil evaluation
By utilizing an earthquake magnitude Mio for a seismic event on an active fault,
knowing the site class and ground type, a prediction of anticipated site ground
acceleration, g, from these events can be estimated. The subject site has been
assigned Classification "Sc." Additional active near-source information is provided in
Section X of this report.
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 18
An estimation of the peak ground acceleration and the repeatable high ground
acceleration (RHGA) likely to occur at the project site by the known significant local
and regional faults within 100 miles of the site is also included in Appendix B. Also,
a listing of the known historic seismic events that have occurred within 100 miles of
the site at a magnitude of 5.0 or greater since the year 1800, and the probability of
exceeding the experienced ground accelerations in the future based upon the
historical record, is provided in Appendix C. Both Appendix B and Appendix C are
tables generated from computer programs EQFault and EQSearch by Thomas F.
Blake (2000) utilizing a digitized file of late-Quaternary California faults (EQFault)
and a file listing of recorded earthquakes (EQSearch). Estimations of site intensity
are also provided in these listings as Modified Mercalli Index values. The Modified
Mercalli Intensity Index is provided as Appendix D.
It is our opinion that a known "active" fault presents the greatest seismic risk to the
subject site during the lifetime of the proposed residence. To date, the nearest
known "active" faults to the subject site are the northwest-trending Rose Canyon
Fault, Coronado Bank Fault and the Elsinore Fault.
The owner should understand that there is some risk associated with any
construction in the San Diego County area due to the proximity of the Rose Canyon
Fault, which is considered "active". A structural engineer should be asked to review
the ground acceleration possible at the site from the Rose Canyon Fault (see
Appendix B). The maximum probable repeatable horizontal ground acceleration
(RHGA) anticipated is 0.231g. The maximum probable peak horizontal ground
acceleration anticipated is 0.356g.
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 19
IX. GROUNDWATER
No groundwater was encountered during the course of our field investigation and
we do not anticipate significant groundwater problems to develop in the future ifthe
property is developed as proposed and proper drainage is implemented and
maintained.
It should be kept in mind that any required grading operations will change surface
drainage patterns and/or reduce permeabilities due to the densification of
compacted soils. Such changes of surface and subsurface hydrologic conditions,
plus irrigation of landscaping or significant increases in rainfall, may result in the
appearance of surface or near-surface water at locations where none existed
previously. The damage from such water is expected to be localized and cosmetic
in nature, if good positive drainage is implemented, as recommended in this report,
during and at the completion of construction.
On properties such as the subject site where formational materials exist at relatively
shallow depths, even normal landscape irrigation practices or periods of extended
rainfall can result in shallow "perched" water conditions. The perching (shallow
depth) accumulation of water on a low permeability surface can result in areas of
persistent wetting and drowning of lawns, plants and trees. Resolution of such
conditions, should they occur, may require site-specific design and construction of
subdrain and shallow "wick" drain dewatering systems.
Subsurface drainage with a properly designed and constructed subdrain system will
be required along with continuous back drainage behind any proposed lower-level
living area or garage walls, property line retaining walls, or any perimeter stem
walls for raised-wood floors where the outside grades are higher than the crawl
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California " Page 20
space grades. Furthermore, crawl spaces shall be provided with the proper cross-
ventilation to help reduce the potential for moisture-related problems.
It must be understood that unless discovered during initial site exploration or
encountered during site grading operations, it is extremely difficult to predict if or
where perched or true groundwater conditions may appear in the future. When site
fill or formational soils are fine-grained and of low permeability, water problems
may not become apparent for extended periods of time.
Water conditions, where suspected or encountered during grading operations,
should be evaluated and remedied by the project civil and geotechnical consultants.
The project developer and property owner, however, must realize that post-
construction appearances of groundwater may have to be dealt with on a site-
specific basis.
X. CONCLUSIONS AND RECOMMENDATIONS
The following preliminary conclusions and preliminary recommendations are based
upon the practical field investigation conducted by our firm, and resulting laboratory
tests, in conjunction with our knowledge and experience with similar soils in this
area of the City of Carlsbad.
We found the site to be underlain by medium dense formational terrace materials
with approximately 3 to 5 feet of loose to medium dense fill soils that will not
provide adequate bearing strength for the proposed structure and improvements.
As such, we recommend that the fill soils and any loose terrace materials be
removed and recompacted as part of site preparation in the building pad area prior
to the addition of any new fill or structural improvements. The underlying
formational terrace soils, have good bearing strength characteristics, and are
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 21
suitable for support of the proposed structural loads. Excavation for the basement
will result in the removal of most of the existing fill materials at the proposed
basement location, however, approximately 2 feet of loose sandy soil may require
removal and recompaction below the basement elevation. In addition, shoring may
be required along the north, south and east property lines if temporary steep cuts
are not allowed due to space constraints.
As indicated previously, final construction plans were not yet available for our
review at the time of report preparation. When final plans become available we
should be provided with the opportunity to review the project plans to see that our
recommendations are adequately incorporated in the plans.
A. Preparation of Soils for Site Development
1. Clearing and Stripping: The existing structures and vegetation observed on
the site should be removed. Any buried objects, abandoned utility lines, or
particular soft soil areas, etc., which might be discovered in the construction
areas, shall be removed and the excavation properly backfilled with properly
compacted fill. Holes resulting from the removal of root systems or other
buried obstructions that extend below the planned grades should be cleared
and backfilled with properly compacted fill.
2. Treatment of Existing Fill Soils: In order to provide suitable foundation
support for the proposed residence and associated improvements, we
recommend that all existing fill soils and loose, sandy terrace soils that
remain after the necessary site excavations have been made be removed and
recompacted. The recompaction work should consist of (a) removing all
existing fill soil down to medium dense to dense formational terrace deposit
materials; (b) scarifying, moisture conditioning, and compacting the exposed
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 22
natural subgrade soils; and (c) cleaning and replacing the fill material as
compacted structural fill. The areal extent and depth required to remove the
fills is anticipated to be from 3 to 5 feet but should be determined by our
representatives during the excavation work based on their examination of the
soils being exposed. Excavation for the basement will result in the removal
of most of the existing fill materials at the proposed basement location.
Approximately 2 feet of loose sandy terrace soil, however, may require
removal and recompaction below the basement elevation. The lateral extent
of the excavation shall be at least 5 feet beyond the edge of the perimeter
foundations and any areas to receive exterior improvements.
Where the organic/root content of the fill materials precludes their use as
compacted structural fills, imported soils may be required. Imported soils
should have similar strength characteristics as on-site soils and should be
approved by our firm prior to importation.
Any unsuitable materials (such as oversize rubble, clayey soils, and/or
organic matter) should be selectively removed as indicated by our
representative and disposed of off-site.
Any rigid improvements founded on the existing loose surface soils can be
expected to undergo movement and possible damage. Geotechnical
Exploration, Inc. takes no responsibility for the performance of any
improvements built on loose natural soils or inadequately compacted fills.
Any exterior area to receive concrete improvements should be verified for
compaction and moisture within 48 hours prior to concrete placement or
during the fill placement if the thickness of fill exceeds 1 foot.
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 23
3. Subarade Preparation: After the site has been cleared, stripped, and the
required excavations made, the exposed subgrade soils in areas to receive fill
and/or building improvements should be scarified to a depth of 6 inches,
moisture conditioned, and compacted to the requirements for structural fill.
4. Expansive Soil Conditions: We do not anticipate that significant quantities of
medium or highly expansive clay soils will be encountered during grading.
Should such soils be encountered and used as fill, however, they should be
moisture conditioned to at least 5 percent above optimum moisture content,
compacted to 88 to 92 percent, and placed outside building areas. Soils of
medium or greater expansion potential should not be used as retaining wall
backfill soils.
5. Material for Fill: All existing on-site soils with an organic content of less than
3 percent by volume are, in general, suitable for use as fill. Any required
imported fill material should be a low-expansion potential (Expansion Index
of 50 or less per ASTM D4829-95). In addition, both imported and existing
on-site materials for use as fill should not contain rocks or lumps more than 6
inches in greatest dimension if the fill soils are compacted with heavy
compaction equipment (or 3 inches in greatest dimension if compacted with
lightweight equipment). All materials for use as fill should be approved by
our representative prior to importing to the site.
6. Fill Compaction: All structural fill should be compacted to a minimum degree
of compaction of 90 percent based upon ASTM D1557-98. Fill material
should be spread and compacted in uniform horizontal lifts not exceeding 8
inches in uncompacted thickness. Before compaction begins, the fill should
be brought to a water content that will permit proper compaction by either:
(1) aerating the fill if it is too wet, or (2) moistening the fill with water if it is
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 24
too dry. Each lift should be thoroughly mixed before compaction to ensure a
uniform distribution of moisture. For low expansive soils, the moisture
content should be within 2 percent of optimum. For medium to highly
expansive soils, the moisture content should be at least 5 percent over
optimum.
No uncontrolled fill soils should remain on the site after completion ofthe site
work. In the event that temporary ramps or pads are constructed of
uncontrolled fill soils, the loose fill soils should be removed and/or
recompacted prior to completion ofthe grading operation.
7. Trench and Retainina Wall Backfill: All backfill soils placed in utility trenches
or behind retaining walls should be compacted to at least 90 percent of
Maximum Dry Density. Our experience has shown that even shallow, narrow
trenches (such as for irrigation and electrical lines) that are not properly
compacted, can result in problems, particularly with respect to shallow
groundwater accumulation and migration. Backfill soils placed behind
retaining walls and/or crawl space retaining walls should be installed as early
as the retaining walls are capable of supporting lateral loads. Backfill soils
should be low expansive, with an Expansion Index equal to or lower than 50.
B. Desian Parameters for Proposed Foundations
8. Footings: We recommend that the proposed residence be supported on
conventional, individual-spread and/or continuous footing foundations
bearing entirely on undisturbed formational materials and/or entirely on well-
compacted fill material. All footings should be founded at least 18 inches
below the lowest adjacent finished grade. If the proposed footings are
located closer than 8 feet inside the top of slopes, they should be deepened
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 25
to Vh feet below a line beginning at a point 8 feet horizontally inside the
slopes and projected outward and downward, parallel to the face of the slope
and into firm soils (see Figure No. V). Footings located adjacent to utility
trenches should have their bearing surfaces situated below an imaginary
1.5:1.0 plane projected upward from the bottom edge ofthe adjacent utility
trench.
9. Footina Bearina Values: At the recommended depths, footings may be
designed for allowable bearing pressures of 2,500 pounds per square foot
(psf) for combined dead and live loads and 3,300 psf for all loads, including
wind or seismic. The footings should, however, have a minimum width of 12
inches.
10. Foundation Reinforcement: All continuous footings should contain top and
bottom reinforcement to provide structural continuity and to permit spanning
of local irregularities. We recommend that a minimum of two No. 5 top and
two No. 5 bottom reinforcing bars be provided in the footings. A minimum
clearance of 3 inches should be maintained between steel reinforcement and
the bottom or sides of the footing. Isolated square footings should contain,
as a minimum, a grid of three No. 4 steel bars on 12-inch centers, both
ways. In order for us to offer an opinion as to whether the footings are
founded on soils of sufficient load bearing capacity, it is essential that our
representative inspect the footing excavations prior to the placement of
reinforcing steel or concrete.
NOTE: The project Civil/Structural Engineer should review all reinforcing
schedules. The reinforcing minimums recommended herein are not to be
construed as structural designs, but merely as minimum reinforcement to
reduce the potential for cracking and separations.
Proposed Campbell Residence
Carlsbad, California
Job No. 06-9164
Page 26
11. Seismic Desian Criteria: Site-specific seismic design criteria to calculate the
base shear needed for the design of the residential structure are presented in
the following table. The design criteria was obtained from the California
Building Code (2001 edition) and is based on the distance to the closest
active fault and soil profile classification. The nearest active fault is
approximately 5 miles from the site.
Parameter Value Reference
Seismic Zone Factor, Z 0.40 Table 16-1
Soil Profile Type Sc Table 16-J
Seismic Coefficient, Ca 0.40Na Table 16-Q
Seismic Coefficient, Cv 0.56Nv Table 16-R
Near-Source Factor, Na 1.0 Table 16-S
Near-Source Factor, Nv 1.02 Table 16-T
Seismic Source Type B Table 16-U
12. Lateral Loads: Lateral load resistance for the structure supported on footing
foundations may be developed in friction between the foundation bottoms
and the supporting subgrade. An allowable friction coefficient of 0.40 is
considered applicable. An additional allowable passive resistance equal to an
equivalent fluid weight of 300 pounds per cubic foot acting against the
foundations may be used in design provided the footings are poured neat
against the adjacent undisturbed formational terrace materials and/or
compacted fill materials. These lateral resistance values assume a level
surface in front of the footing for a minimum distance of three times the
embedment depth ofthe footing and any shear keys.
13. Settlement: Settlements under building loads are expected to be within
tolerable limits for the proposed residence. For footings designed in
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 27
accordance with the recommendations presented in the preceding
paragraphs, we anticipate that total settlements should not exceed 1 inch
and that post-construction differential angular rotation should be less than
1/240.
C. Concrete Siab-on-arade Criteria
14. Minimum Floor Slab Reinforcement: Based on our experience, we have
found that, for various reasons, floor slabs occasionally crack, causing brittle
surfaces such as ceramic tiles to become damaged. Therefore, we
recommend that all slabs-on-grade contain at least a minimum amount of
reinforcing steel to reduce the separation of cracks, should they occur.
14.1 Interior floor slabs should be a minimum of 4 inches actual thickness
and be reinforced with No. 3 bars on 18-inch centers, both ways,
placed at midheight in the slab. The slabs should be underlain by a 2-
inch-thick layer of clean sand (S.E. = 30 or greater) overlying a
moisture retardant membrane over 2 inches of sand. Slab subgrade
soil should be verified by a Geotechnical Exploration, Inc.
representative to have the proper moisture content within 48 hours
prior to placement ofthe vapor barrier and pouring of concrete.
14.2 Preferably, any proposed basement slabs should be provided with a
waterproofing membrane such as Paraseal on a 4-inch gravel base, per
the manufacturer's instructions. The owner should be consulted as to
the degree of moisture protection desired.
14.3 Following placement of any concrete floor slabs, sufficient drying time
must be allowed prior to placement of floor coverings. Premature
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 28
placement of floor coverings may result in degradation of adhesive
materials and loosening ofthe finish floor materials.
15. Concrete Isolation Joints: We recommend the project Civil/Structural
Engineer incorporate isolation joints and sawcuts to at least one-fourth the
thickness of the slab in any floor designs. The joints and cuts, if properly
placed, should reduce the potential for and help control floor slab cracking.
We recommend that concrete shrinkage joints be spaced no farther than
approximately 20 feet apart, and also at re-entrant corners. However, due to
a number of reasons (such as base preparation, construction techniques,
curing procedures, and normal shrinkage of concrete), some cracking of slabs
can be expected.
16. Slab Moisture Emission: Soil moisture vapor can result in damage to
moisture-sensitive floors, some floor sealers, or sensitive equipment in direct
contact with the floor, in addition to mold and staining on slabs, walls and
carpets.
The common practice in Southern California is to place vapor retarders made
of PVC, or of polyethylene. PVC retarders are made in thickness ranging
from 10- to 60-mil. Polyethylene retarders, called visqueen, range from 5- to
10-mil in thickness. The thicker the plastic, the stronger the resistance will
be against puncturing.
Although polyethylene (visqueen) products are commonly used, products
such as Vaporshield possess higher tensile strength and are more specifically
designed for and intended to retard moisture transmission into concrete
slabs. The use of Vaporshield or equivalent is highly recommended when a
structure is intended for moisture-sensitive floor coverings or uses.
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 29
16.1 Vapor retarder joints must be lapped and sealed with mastic or the
manufacturer's recommended tape. To provide protection of the
moisture retarder, a layer of at least 2 inches of clean sand on top and
2 inches at the bottom should also be provided. No heavy equipment,
stakes or other puncturing instruments should be used on top of the
liner before or during concrete placement. In actual practice, stakes
are often driven through the retarder material, equipment is dragged
or rolled across the retarder, overlapping or jointing is not properly
implemented, etc. All these construction deficiencies reduce the
retarder's effectiveness.
16.2 The vapor retarders are not waterproof. They are intended to help
prevent or reduce vapor transmission and capillary migration through
the soil into the pores of concrete slabs. Waterproofing systems must
supplement vapor retarders if full waterproofing is desired. The owner
should be consulted to determine the specific level of protection
required.
17. Exterior Slab Reinforcement: As a minimum for protection of on-site
improvements, we recommend that all nonstructural concrete slabs (such as
patios, sidewalks, etc.), be at least 4 inches in actual thickness, founded on
properly compacted and tested fill or dense native formation and underlain by
no more than 3 inches of clean leveling sand, with No. 3 bars at 18-inch
centers, both ways, at the center of the slab, and contain adequate isolation
and control joints. The performance of on-site improvements can be greatly
affected by soil base preparation and the quality of construction. It is
therefore important that all improvements are properly designed and
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 30
constructed for the existing soil conditions. The improvements should not be
built on loose soils or fills placed without our observation and testing.
For exterior slabs with the minimum shrinkage reinforcement, control joints
should be placed at spaces no farther than 15 feet apart or the width of the
slab, whichever is less, and also at re-entrant corners. Control joints in
exterior slabs should be sealed with elastomeric joint sealant. The sealant
should be inspected every 6 months and be properly maintained.
18. Concrete Pavement: Driveway pavement, consisting of Portland cement
concrete at least 5V2 inches in thickness, may be placed on properly
compacted subgrade soils. The concrete should be at least 3,500 psi
compressive strength, with control joints no farther than 15 feet apart.
Pavement joints should be properly sealed with permanent joint sealant, as
required in sections 201.3.6 through 201.3.8 of the Standard Specifications
for Public Work Construction, 2003 Edition. Subgrade soil for the driveway
should be compacted to at least 90 percent of Maximum Dry Density.
D. Slopes
No new significant slopes, other than temporary basement wall slopes, are
proposed for the project. The existing approximately 10- to 15-foot high slope
along the west side ofthe property is regarded as stable.
19. Permanent Slopes: Any new cut or fill slopes up to 15 feet in height should
be constructed at an inclination of 2.0:1.0 (horizontal to vertical).
20. Temporarv Slopes: A representative of Geotechnical Exploration, Inc.
must observe any steep temporary slopes during construction. In the
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Pa^e 31
event that soils and formational material comprising a slope are not as
anticipated, any required slope design changes would be presented at that
time.
Proposed temporary slopes to be graded as part of basement construction
should be stable for a maximum slope height of 14 feet in medium dense
natural soils at a ratio of 0.75:1.0 (horizontal to vertical) and at a slope ratio
of 1.0:1.0 in the upper 8 feet for existing loose surface soils or properly
compacted fill soils. No soil stockpiles or surcharge may be placed within a
horizontal distance of 7 feet from the excavation. Temporary
shoring/underpinning or special phased construction procedures may be
needed to ensure that the adjacent properties to the north and south will not
be affected by the basement excavation or where the recommended
temporary slopes can not constructed due to surcharge or space constraints.
Where not superseded by specific recommendations presented in this report,
trenches, excavations and temporary slopes at the subject site should be
constructed in accordance with Title 8, Construction Safety Orders, issued by
Cal-OSHA.
21. Slope Top/Face Performance: The soils that occur in close proximity to the
top or face of even properly compacted fill or dense natural ground cut slopes
often possess poor lateral stability. The degree of lateral and vertical
deformation depends on the inherent expansion and strength characteristics
of the soil types comprising the slope, slope steepness and height, loosening
of slope face soils by burrowing rodents, and irrigation and vegetation
maintenance practices, as well as the quality of compaction of fill soils.
Structures and other improvements could suffer damage due to these soil
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 32
movement factors if not properly designed to accommodate or withstand
such movement.
22. Slope Top Structure Performance: Rigid improvements such as top-of-slope
walls, columns, decorative planters, concrete flatwork, swimming pools and
other similar types of improvements can be expected to display varying
degrees of separation typical of improvements constructed at the top of a
slope. The separations result primarily from slope top lateral and vertical soil
deformation processes. These separations often occur regardless of being
underlain by cut or fill slope material. Proximity to a slope top is often the
primary factor affecting the degree of separations occurring.
Typical and to-be-expected separations can range from minimal to up to 1
inch or greater in width. In order to reduce the effect of slope-top lateral soil
deformation, we recommend that the top-of-slope improvements be designed
with flexible connections and joints in rigid structures so that the separations
do not result in visually apparent cracking damage and/or can be
cosmetically dressed as part of the ongoing property maintenance. These
flexible connections may include "slip joints" in wrought iron fencing, evenly
spaced vertical joints in block walls or fences, control joints with flexible
caulking in exterior flatwork improvements, etc.
In addition, use of planters to provide separation between top-of-slope
hardscape such as patio slabs and pool decking from top-of-slope walls can
aid greatly in reducing cosmetic cracking and separations in exterior
improvements. Actual materials and techniques would need to be
determined by the project architect or the landscape architect for individual
properties. Steel dowels placed in flatwork may prevent noticeable vertical
Proposed Campbell Residence
Carlsbad, California
Job No. 06-9164
Page 33
differentials, but if provided with a slip-end they may still allow some lateral
displacement.
E. Retainina Waii Desian Criteria
23. Desian Parameters - Unrestrained: The active earth pressure (to be utilized
in the design of any cantilever retaining walls, utilizing on-site or imported
very low- to low-expansive soils [EI less than 50] as backfill) should be based
on an Equivalent Fluid Weight of 38 pounds per cubic foot (for level backfill
only). In the event that a retaining wall is surcharged by sloping backfill, the
design active earth pressure shall be based on the appropriate Equivalent
Fluid Weight presented in the following table.
Slope Ratio 0.25
42
Height of Slope/Height of Wall*
0.50 0.75 1.00(+)
48 50 52
*To determine design active earth pressures for ratios intermediate to those
presented, interpolate between the stated values.
24. Desian Parameters - Restrained: Retaining walls designed for a restrained
condition should utilize a uniform pressure equal to 8xH (eight times the total
height of retained soil, considered in pounds per square foot) considered as
acting everywhere on the back of the wall in addition to the design
Equivalent Fiuid Weight. The soil pressure produced by any footings,
improvements, or any other surcharge placed within a horizontal distance
equal to the height of the retaining portion of the wall should be included in
the wall design pressure. The recommended lateral soil pressures are based
on the assumption that no loose soils or soil wedges will be retained by the
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 34
retaining wall. Backfill soils should consist of low-expansive soils with an EI
less than 50, and should be placed from the heel of the foundation to the
ground surface within the wedge formed by a plane at 30° from vertical
projected up from the heel ofthe retaining wall.
25. Surcharae Loads: Any loads placed on the active wedge behind a cantilever
wall should be included in the design by multiplying the load weight by a
factor of 0.32. For a restrained wall, the lateral factor shall be 0.52.
26. WaU Drainaae: Proper subdrains and free-draining backwall material or
board drains (such as J-drain or Miradrain) shall be installed behind all
retaining walls (in addition to proper waterproofing) on the subject project
(see Figure No. VI for Retaining Wall Backdrain and Waterproofing
Schematic). Geotechnical Exploration, Inc. will assume no liability for
damage to structures or improvements that is attributable to poor drainage.
The architectural plans should clearly indicate that subdrains for any lower-
level walls be placed at an elevation at least 1 foot below the bottom of the
lower-level slabs. At least 0.5-percent gradient should be provided to the
subdrain. The subdrain should be placed in an envelope of crushed rock
gravel up to 1 inch in maximum diameter, and be wrapped with Mirafi 140N
filter or equivalent.
F. Site Drainaae Considerations
27. Surface Drainaae: Adequate measures should be taken to properly finish-
grade the lot after the residence and other improvements are in place.
Drainage waters from this site and adjacent properties should be directed
away from the footings, floor slabs, and slopes, onto the natural drainage
direction for this area or into properly designed and approved drainage
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 35
facilities provided by the project civil engineer. Roof gutters and downspouts
should be installed on the residence, with the runoff directed away from the
foundations via closed drainage lines. Proper subsurface and surface
drainage will help minimize the potential for waters to seek the level of the
bearing soils under the footings and floor slabs. Failure to observe this
recommendation could result in undermining and possible differential
settlement of the structure or other improvements on the site or cause other
moisture-related problems. Currently, the Uniform Building Code requires a
minimum 2-percent surface gradient for proper drainage of building pads
unless waived by the building official. Concrete pavement may have a
minimum gradient of 0.5-percent.
In addition, appropriate erosion control measures should be taken at all times
during and after construction to prevent surface runoff waters from entering
footing excavations or ponding on finished building pad areas.
28. Planter Drainage: Planter areas, flower beds and planter boxes should be
sloped to drain away from the footings and floor slabs at a gradient of at
least 5 percent within 5 feet from the perimeter walls. Any planter areas
adjacent to the residence or surrounded by concrete improvements should be
provided with sufficient area drains to help with rapid runoff disposal. No
water should be allowed to pond adjacent to the residence or other
improvements or anywhere on the site.
G. General Recommendations
29. Proiect Start Up Notification: In order to reduce any work delays during site
development, this firm should be contacted at least 24 hours and preferably
48 hours prior to any need for observation of footing excavations or field
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 36
density testing of compacted fill soils. If possible, placement of formwork
and steel reinforcement in footing excavations should not occur prior to
observing the excavations; in the event that our observations reveal the
need for deepening or redesigning foundation structures at any locations, any
formwork or steel reinforcement in the affected footing excavation areas
would have to be removed prior to correction of the observed problem (i.e.,
deepening the footing excavation, recompacting soil in the bottom of the
excavation, etc.)
XI. GRADING NOTES
Geotechnical Exploration, Inc. recommends that we be retained to verify the
actual soil conditions revealed during site grading work and footing excavation to be
as anticipated in this "Report of Preliminary Geotechnical Investigation and Geologic
Reconnaissance" for the project. In addition, the compaction of any fill soils placed
during site grading work must be observed and tested by the soil engineer. It is
the responsibility of the grading contractor to comply with the requirements on the
grading plans and the local grading ordinance. All retaining wall and trench backfill
should be properly compacted. Geotechnical Exploration, Inc. will assume no
liability for damage occurring due to improperly or uncompacted backfill placed
without our observations and testing.
XII. LIMITATIONS
Our conclusions and recommendations have been based on available data obtained
from our field investigation and laboratory analysis, as well as our experience with
similar soils and formational materials located in this area of Carlsbad. Of
necessity, we must assume a certain degree of continuity between exploratory
excavations and/or natural exposures. It is, therefore, necessary that all
em
Proposed Campbell Residence Job No. 06-9164
Carlsbad, California Page 37
observations, conclusions, and recommendations be verified at the time grading
operations begin or when footing excavations are placed. In the event
discrepancies are noted, additional recommendations may be issued, if required.
The work performed and recommendations presented herein are the result of an
investigation and analysis that meet the contemporary standard of care in our
profession within the County of San Diego. No warranty is provided.
This report should be considered valid for a period of two (2) years, and is subject
to review by our firm following that time. If significant modifications are made to
the building plans, especially with respect to the height and location of any
proposed structures, this report must be presented to us for immediate review and
possible revision.
It is the responsibility of the owner and/or developer to ensure that the
recommendations summarized in this report are carried out in the field operations
and that our recommendations for design of this project are incorporated in the
structural plans. We should be retained to review the project plans once they are
available, to see that our recommendations are adequately incorporated in the
plans.
This firm does not practice or consult in the field of safety engineering. We do not
direct the contractor's operations, and we cannot be responsible for the safety of
personnel other than our own on the site; the safety of others is the responsibility
of the contractor. The contractor should notify the owner if he considered any of
the recommended actions presented herein to be unsafe.
The firm of Geotechnical Exploration, Inc. shall not be held responsible for
changes to the physical condition of the property, such as addition of fill soils or
Proposed Campbell Residence
Carlsbad, California
Job No. 06-9164
Page 38
changing drainage patterns, which occur subsequent to issuance of this report and
the changes are made without our observations, testing, and approval.
Once again, should any questions arise concerning this report, please feel free to
contact the undersigned. Reference to our Job No. 06-9164 will expedite a reply
to your inquiries.
Respectfully submitted,
GEOTECHNICAL EXPLORATION, INC.
Jay K. Heiser
Senior Project Geologist
Vssi^D^^^^, President
C.E.G. 999cexp. 3-31-D7VR.G. 3391
Ja+me'TCCerros, P.E
R.C.E. 34422/G
Senior Geot
REFERENCES
JOB NO. 06-9164
APRIL 2006
Association of Engineering Geologists, 1973, Geology and Earttiquake Hazards, Planners Guide to the
Seismic Safety Element, Southern California Section, Association of Engineering Geologists, Special
Publication, Published July 1973, p. 44.
Berger 8i Schug, 1991, Probabilistic Evaluation of Seismic Hazard in the San Diego-Tijuana
l^etropolitan Region, Environmental Perils, San Diego Region, San Diego Association of Geologists.
Bryant, W.A. and E.W. Hart, 1973 (10'" Revision 1997), Fault-Rupture Hazard Zones in California,
Calif. Div. of l^ines and Geology, Special Publication 42.
California Division of Mines and Geology - State of California Earthqual<e Fault Zones, La Jolla
Quadrangle, November 1, 1991.
City of San Diego Seismic Safety Element, revised 1995, Map Sheets 25 and 29.
Clarl<e, S.H., H.G. Greene, M.P. Kennedy and J.G. Vedder, 1987, Geologic Map of the Inner-Southern
California Continental Margin in H.G. Greene and M.P. Kennedy (editors),.California Continental Margin
Map Series, Map lA, Calif. Div. of Mines and Geology, scale 1:250,000.
Crowell, J.C, 1962, Displacement along the San Andreas Fault, California; Geologic Society of America
Special Paper 71, 61 p.
Gray, C.H., Jr., M.P. Kennedy and P.K. Morton, 1971, Petroleum Potential of Southern Coastal and
Mountain Area, California, American Petroleum Geologists, Memoir 15, p. 372-383.
Greene, H.G., 1979, Implication of Fault Patterns in the Inner California Continental Borderland
between San Pedro and San Diego, in "Earthquakes and Other Perils, San Diego Region," P.L. Abbott
and W.J. Elliott, editors.
Greensfelder, R.W., 1974, Maximum Credible Rock Acceleration from Earthquakes in California;
California Division of Mines and Geology, Map Sheet 23.
Hart, E.W., D.P. Smith and R.B. Saul, 1979, Summary Report: Fault Evaluation Program, 1978 Area
(Peninsular Ranges-Salton Trough Region), Calif. Div. of Mines and Geology, OFR 79-10 SF, 10.
Hauksson, E. and L. Jones, 1988, The July 1988 Oceanside (ML=5.3) Earthquake Sequence in the
Continental Borderland, Southern California Bulletin of the Seismological Society of America, v. 78, p.
1885-1906.
Hileman, J.A., CR. Allen and J.M. Nordquist, 1973, Seismicity of the Southern California Region,
January 1, 1932 to December 31, 1972; Seismological Laboratory, Cal-Tech, Pasadena, Calif.
Kennedy, M.P., 1975, Geology of the San Diego Metropolitan Area, California; Bulletin 200, Calif. Div.
of Mines and Geology.
Kennedy, M.P., and S.H. Clarke, 2001, Late Quaternary Faulting in San Diego Bay and Hazard to the
Coronado Bridge, California Geology, July/August 2001.
Kennedy, M.P. and S.H. Clarke, 1997A, Analysis of Late Quaternary Faulting in San Diego Bay and
Hazard to the Coronado Bridge, Calif. Div. of Mines and Geology Open-file Report 97-lOA.
Kennedy, M.P. and S.H. Clarke, 1997B, Age of Faulting in San Diego Bay in the Vicinity of the
Coronado Bridge, an addendum to Analysis of Late Quaternary Faulting in San Diego Bay and Hazard
to the Coronado Bridge, Calif. Div. of Mines and Geology Open-file Report 97-lOB.
Kennedy, M.P., S.H. Clarke, H.G. Greene, R.C. Jachens, V.E. Langenheim, J.J. More and D.M. Burns,
1994, A Digital (GIS) Geological/Geophysical/Seismological Data Base for the San Diego 30-x60'
Quadrangle, California ~ A New Generation, Geological Society of America Abstracts with Programs, v.
26, p. 63.
Kennedy, M.P. and G.W. Moore, 1971, Stratigraphic Relations of Upper Cretaceous and Eocene
Formations, San Diego Coastal Area, California, American Association of Petroleum Geologists Bulletin,
V. 55, p. 709-722.
Kennedy, M.P., S.S. Tan, R.H. Chapman and G.W. Chase, 1975, Character and Recency of Faulting,
San Diego Metropolitan Area, California, Calif. Div. of Mines and Geology Special Report 123, 33 pp.
Kennedy, M.P. and E.E. Welday, 1980, Character and Recency of Faulting Offshore, metropolitan San
Diego California, Calif. Div. of Mines and Geology Map Sheet 40, 1:50,000.
Kern, J.P. and T.K. Rockwell, 1992, Chronology and Deformation of Quaternary Marine Shorelines, San
Diego County, Caiifornia in Heath, E. and L. Lewis (editors). The Regressive Pleistocene Shoreline,
Coastal Southern California, pp. 1-8.
Lindvall, S.C. and T.K. Rockwell, 1995, Holocene Activity ofthe Rose Canyon Fault Zone in San Diego,
California, Journal of Geophysical Research, v. 100, no. B-12, p. 24121-24132.
McEuen, R.B. and CJ. Pinckney, 1972, Seismic Risk in San Diego; Transactions of the San Diego
Society of Natural History, Vol. 17, No. 4, 19 July 1972.
Moore, G.W. and M.P. Kennedy, 1975, Quaternary Faults in San Diego Bay, California, U.S.Geological
Survey Journal of Research, v. 3, p. 589-595.
Richter, C.G., 1958, Elementary Seismology, W.H. Freeman and Company, San Francisco, Calif.
Rockwell, T.K., D.E. Millman, R.S. McElwain, and D.L. Lamar, 1985, Study of Seismic Activity by
Trenching Along the Glen Ivy North Fault, Elsinore Fault Zone, Southern California: Lamar-Merifield
Technical Report 85-1, U.S.G.S. Contract 14-08-0001-21376, 19 p.
Simons, R.S., 1977, Seismicity of San Diego, 1934-1974, Seismological Society of America Bulletin, v
67, p. 809-826.
Tan, S.S., 1995, Landslide Hazards in Southern Part of San Diego Metropolitan Area, San Diego
County, Calif. Div. of Mines and Geology Open-file Report 95-03 (Landslide Hazard Identification Map
No. 33).
Toppozada, T.R. and D.L. Parke, 1982, Areas Damaged by California Earthquakes, 1900-1949; Calif.
Div. of Mines and Geology, Open-file Report 82-17, Sacramento, Calif.
Treiman, J.A., 1993, The Rose Canyon Fault Zone, Southern California, Calif. Div. of Mines and
Geology Open-file Report 93-02, 45 pp, 3 plates.
U.S. Dept. of Agriculture, 1953, Aerial Photographs AXN-8M-99 and 100.
04N
VICINITY MAP
HEDIONDA
UGOON
CARi.SBAD
rJATE
BEACH
o
Thomas Bros Guide San Diego County pg 1126
Campbell Residence
5003 Tierra Del Oro
Carlsbad, CA. Figure No. I
Job No. 06-9164
Legend
B-3
ASSUMED PROPERTY
BOUNDARY
EXISTING STRUCTURE
PROPOSED STRUCTURE
APPROXIMATE LOCATION OF
EXPLORATORY BORING
\
\
\
\ SITE PLAN
a 5' le' 2^'
NOTE: This Plot Plan is not to be used for legal
purposes. Locations and dimensions are opproxi-
mate. Actual property dimensions and locations
of utilities may be obtained from the Approved
Building Plans or the "As-Built" Grading Plans.
06-9164-p
REFERENCE: This Plot Plan was prepared fron an existing
SITE PLAN by Brian Sipe Design dated 10-04-05 and fron
on-site field reconnaissance perforned by GEL
PLOT PLAN
Campbell Residence
5003 Tierra Del Oro
Carlsbad, CA
Figure No. II
Job No. 06-9164
\ Geotechnical
I Exploration, inc.
April 2006
'^EQUIPMENT
Limited Access Auger Drill Rig
DIMENSION & TYPE OF EXCAVATION
6-Inch diameter Boring
DATE LOGGED ^
3-8-06
SURFACE ELEVATION
± 37' Mean Sea Level
GROUNDWATER/ SEEPAGE DEPTH
Not Encountered
LOGGED BY
SO/JKH
FIELD DESCRIPTION
AND
CLASSIFICATION
DESCRIPTION AND REMARKS
(Grain size, Density, Moisture, Color)
UJ
LU a: o r)
3te
Q a.
3 CO
—
2 or
Q_ O
O E
Z o
r-1 u5 8 ii
m o
D
UJ CO
rJ UJ 2= ^ S O < 2 CO ^
SAND, fine- to medium-grained. Loose. Slightly
damp. Gray-brown.
FILL (Qaf)
SP
4-
10
SILTY SAND, fine- to medium-grained. Loose.
Slightly damp. Red-brown.
TERRACE DEPOSITS (Qt)
~ 13% passing #200 sieve.
SM
4.0 101.9
12 -
14-
SAND, medium- to coarse-grained; with mica and
black manganese staining. Loose to medium
dense. Damp. Light gray-brown to red-brown.
TERRACE DEPOSITS (Qt)
~ becomes fine- to medium-grained.
SP
4.5 101.5
SAND, medium- to coarse-grained; with mica and
black manganese staining. Medium dense. Damp.
Light gray-brown to red-brown.
\ TEJ^RACE DEPOSITS (QJ)
SAND, fine- to medium-grained with occasional
coarse grain and some rock fragments; mica and
black manganese staining. Medium dense. Damp.
Light gray-brown.
TERRACE DEPOSITS (Qt)
-• 4% passing #200 sieve. |
SP
SP'
7.0 107.2
Bottom @ 18'
7.5 122.0
84
83
88
10
13
10
28
25
2"
3"
2"
3"
2"
i PERCHED WATER TABLE
LOOSE BAG SAMPLE
[Tj IN-PLACE SAMPLE
• MODIFIED CALIFORNIA SAMPLE
dl FIELD DENSITY TEST
^ STANDARD PENETRATION TEST
JOB NAME
Campbell Residence
SITE LOCATION
5003 Tierra del Oro Street, Carlsbad, CA
JOB NUMBER
06-9164
FIGURE NUMBER
Ilia
REVIEWED BY LDR/JAC
Geotechnical Exploration, Inc,
LOG No.
B-1
^EQUIPMENT
Limited Access Auger Drill Rig
DIMENSION & TYPE OF EXCAVATION
6-inch diameter Boring
DATE LOGGED
3-8-06
SURFACE ELEVATION
± 37' Mean Sea Level
GROUNDWATER/ SEEPAGE DEPTH
Not Encountered
LOGGED BY
SO/JKH
FIELD DESCRIPTION
AND
CLASSIFICATION
DESCRIPTION AND REMARKS
(Grain size, Density, Moisture, Color)
UJ >_
3 CO
_ UJ S IX Z3 =3
Q. O
O E
IF co^
o o
t
CO
ii
CD O
O
4 ^ E o •t z
CO c
SILTY SAND, fine- to medium-grained.
Damp to moist. Red-brown.
FILL (Qaf)
Loose. SM
11.7 108.6
6 -
SLIGHTLY SILTY SANQ fine- to
medium-grained. Loose to medium dense. Moist.
Red-brown.
jrERRACEJ3EP0SITS_(Qt) J
SLIGHTY SILTY SANQ fine- to medium-grained.
Medium dense. Damp. Tan to light red-brown.
_IERRACEDEPOSjTSlQtL _/
SLIGHTLY SILTY SANQ fine- to
medium-grained; with mica and black manganese
staining. Medium dense. Damp. Gray-brown to
red-brown.
TERRACE DEPOSITS (Qt)
SM
SM"
SM
7.8 107.7
12
SAND, fine- to coarse-grained; with mica and
black manganese staining. Medium dense. Damp.
Light gray-brown.
TERRACE DEPOSITS (Qt)
~ becomes fine- to medium-grained.
SP
3.9 101.0
Bottom @ 13'
88
88
83
10
22
16
24
16
3"
2"
3"
2"
2"
I PERCHED WATER TABLE
Kl LOOSE BAG SAMPLE
[H IN-PLACE SAMPLE
• MODIFIED CALIFORNIA SAMPLE
[s] FIELD DENSITY TEST
^ STANDARD PENETRATION TEST
JOB NAME
Campbell Residence I PERCHED WATER TABLE
Kl LOOSE BAG SAMPLE
[H IN-PLACE SAMPLE
• MODIFIED CALIFORNIA SAMPLE
[s] FIELD DENSITY TEST
^ STANDARD PENETRATION TEST
SITE LOCATION
5003 Tierra del Oro Street, Carlsbad, CA
I PERCHED WATER TABLE
Kl LOOSE BAG SAMPLE
[H IN-PLACE SAMPLE
• MODIFIED CALIFORNIA SAMPLE
[s] FIELD DENSITY TEST
^ STANDARD PENETRATION TEST
JOB NUMBER
06-9164
FIGURE NUMBER
lllb
REVIEWED BY
LDR/JAC
Ifv4£-fi Geotechnical
Exploration, Inc.
LOG No.
B-2
J
I PERCHED WATER TABLE
Kl LOOSE BAG SAMPLE
[H IN-PLACE SAMPLE
• MODIFIED CALIFORNIA SAMPLE
[s] FIELD DENSITY TEST
^ STANDARD PENETRATION TEST
JOB NUMBER
06-9164
FIGURE NUMBER
lllb
LOG No.
B-2
J
CEQUIPMENT
Limited Access Auger Drill Rig
DIMENSION & TYPE OF EXCAVATION
6-inch diameter Boring
DATE LOGGED
3-8-06
SURFACE ELEVATION
± 44' Mean Sea Level
GROUNDWATER/ SEEPAGE DEPTH
Not Encountered
LOGGED BY
SO/JKH
FIELD DESCRIPTION
AND
CLASSIFICATION
DESCRIPTION AND REMARKS
(Grain size. Density, Moisture, Color)
UJ or UJ s_
3 eg Q_ Z ' UJ S Q
E EC
=3 ID
is
il
X o UJ o
tt
CO
ii
m o
Q
6 UJ CO _J UJ
& 5 o < z
CO ^
4 -
6-
SLIGHTLY SILTY SANQ fine- to
medium-grained. Medium dense. Damp.
Red-brown.
FILL (Qaf)
SM
5.7 107.6 88 17 3"
12-
14
SLIGHTLY SILTY SANQ fine- to
medium-grained; with mica and black manganese
staining. Medium dense. Damp. Light to medium
red-brown.
TERRACE DEPOSITS (Qt)
SM
16 2"
18-
SLIGHTLY SILTY SANQ fine- to
medium-grained; with mica and black manganese
staining. Medium dense to dense. Damp. L.ight
gray-brown with occasional red-brown bands.
TERRACE DEPOSITS (Qt)
SM
5.3 108.1 88 30 3"
45 2"
Bottom @ 16.5"
Jt PERCHED WATER TABLE
IEI LOOSE BAG SAMPLE
[T] IN-PLACE SAMPLE
• MODIFIED CALIFORNIA SAMPLE
[H FIELD DENSITY TEST
^ STANDARD PENETRATION TEST
JOB NAME
Campbell Residence
SITE LOCATION
5003 Tierra del Oro Street, Carlsbad, CA
JOB NUMBER
06-9164
FIGURE NUMBER
llic
REVIEWED BY LDR/JAC
Geotechnical Exploration, Inc.
LOG No.
B-3
5
Source of Material
Description of Material
Test Method
SILTY SAND (SM). Red-brown
ASTM D1557 Method A
TEST RESULTS
Maximum Dry Density
Optimum Water Content
122.0 PCF
7.5 %
ATTERBERG LIMITS
Curves of 100% Saturation
for Specific Gravity Equal to:
2.70
2.60
20 25
WATER CONTENT, %
i Geotechnical
Exploration, Inc.
MOISTURE-DENSITY RELATIONSHIP
Figure Number: IV
Job Name: Campbell Residence
Site Location: 5003 Tierra del Oro Street, Carlsbad, CA
Job Number: 06-9164
FOUNDATION REQUIREMENTS NEAR SLOPES
Proposed Structure
Concrete Floor Slab
Setback ;^
Reinforcement of
Foundations and Floor
Slabs Following the
Reconnmendations of ttie
Arctiitect or Structural
Engineer.
Concrete Foundation
18" Mininnum or as Deep
as Required for Lateral
Stability
TOP OF COMPACTED FILL SLOPE
(Any loose soils on ttie slope surface
shall not be considered to provide
lateral or vertical strength for the
footing or for slope stability. Needed
depth of imbedment shall be measured
from competent soil.)
COMPACTED FILL SLOPE WITH
MAXIMUM INCLINATION AS
PER SOILS REPORT
Total Depth of Footing
Measured from Finish Soil
Sub-Grade
Outer Most Face^
of Footing
TYPICAL SECTION
Showing Proposed Foundation Located Within 8 Feet of Top of Slope
18" FOOTING / 8" SETBACK
Total Depth of Footing
#
1.5:1.0 SLOPE 2.0:1.0 SLOPE
2 9-
LL. O
(D <^
^ o
O Q.
ui O
0 82" 66'
2' 66' 54"
4' 51" 42"
6' 34" 30'
8' 18" 18"
# when applicable
Figure No. V
Job No. 05-9164
ff^ 4^ <| Geotechnical
llPl^i Exploration, Inc.
RECOMMENDED BASEMENT/SUBGRADE RETAINING
WALL/EXTERIOR FOOTING DESIGN
Exterior /Retaining
Footing / Wall
Lower-level
Slab-on-grade
or Crawispace
Sealant
Proposed Exterior
Grade
To Drain at A Min. 2%
Eoll Away from Bldg
Sealant
Properly
Waterproofing Compacted
To Top Of Wall Backfill
Perforated PVC (SDR 35)
4" pipe witti 0.5% min. slope,
with bottom of pipe located 12"
below slab or Interior (crawispace)
ground surface elevation, with 1.5
^cu.ft.) of gravel l" diameter
max, wrapped with filter cloth
such as Miradrain 6000
Between Bottom
12" of Slob and
Pipe Bottom
Miradrain Cloth
NOT TO SCALE
NOTE: As on option to Miradrain 6000, Grovel or
Crushed rock 3/4" maximum diameter may be used
with a minimum 12" thickness along the interior
face of the wall and 2.0 cu.ft./ft. of pipe
gravel envelope.
Figure No. VI
Job No. 06-9164
ittAC4\ Geefechnlcaf
"iP^^I Exploration, fnc.
base-retain
APPENDIX A
UNIFIED SOIL CLASSIFICATION CHART
SOIL DESCRIPTION
Coarse-grained (More than half of material is larger than a No. 200 sieve)
GRAVELS, CLEAN GRAVELS
(More than half of coarse fraction
is larger than No. 4 sieve size, but
smaller than 3")
GRAVELS WITH FINES
(Appreciable amount)
SANDS, CLEAN SANDS
(More than half of coarse fraction
is smaller than a No. 4 sieve)
SANDS WITH FINES
(Appreciable amount)
GW Well-graded gravels, gravel and sand mixtures, little
or no fines.
GP Poorly graded gravels, gravel and sand mixtures, little
or no fines.
GC Clay gravels, poorly graded gravel-sand-silt mixtures
SW Well-graded sand, gravelly sands, little or no fines
SP Poorly graded sands, gravelly sands, little or no fines.
SM Silty sands, poorly graded sand and silty mixtures.
SC Clayey sands, poorly graded sand and clay mixtures.
Fine-grained (More than half of material is smaller than a No. 200 sieve)
SILTS AND CLAYS
ML Liquid Limit Less than 50
Liguid Limit Greater than 50
HIGHLY ORGANIC SOILS
Inorganic silts and very fine sands, rock flour, sandy
silt and clayey-silt sand mixtures with a slight
plasticity
CL inorganic clays of low to medium plasticity, gravelly
clays, silty clays, clean clays.
OL Organic silts and organic silty clays of low plasticity.
MH Inorganic silts, micaceous or diatomaceous fine sandy
or siity soils, elastic silts.
CH Inorganic clays of high plasticity, fat clays.
OH Organic clays of medium to high plasticity.
PT Peat and other highly organic soils
(rev. 6/05)
APPENDIX B
EQ FAULT TABLES
TEST.OUT
* *
* EQFAULT *
* *
* Version 3.00 *
* *
DETERMINISTIC ESTIMATION OF
PEAK ACCELERATION FROM DIGITIZED FAULTS
JOB NUMBER: 06-9164
DATE: 04-26-2006
JOB NAME: Campbell Test Run
CALCULATION NAME: Test Run Analysis
FAULT-DATA-FILE NAME: CDMGFLTE.DAT
SITE COORDINATES:
SITE LATITUDE: 33.1600
SITE LONGITUDE: 117.3500
SEARCH RADIUS: 100 mi
ATTENUATION RELATION: 12) Bozorgnia Campbell Niazi (1999) Hor.-Soft Rock-Cor.
UNCERTAINTY (M=Median, S=Sigma): M Number of Sigmas: 0.0
DISTANCE MEASURE: cdist
SCOND: 1
Basement Depth: 5.00 km Campbell SSR: 1 Campbell SHR: 0
COMPUTE PEAK HORIZONTAL ACCELERATION
FAULT-DATA FILE USED: CDMGFLTE.DAT
MINIMUM DEPTH VALUE (km): 3.0
Page 1
TEST.OUT
EQFAULT SUMMARY
DETERMINISTIC SITE PARAMETERS
Page 1
APPROXIMATE
ABBREVIATED DISTANCE MAXIMUM PEAK EST. SITE
FAULT NAME mi (km) EARTHQUAKE SITE INTENSITY
MAG (Mw) ACCEL, g MOD.MERC.
NEWPORT-INGLEWOOD (Offshore) 5. 0( 8. 0) 6 9 0 356 IX
ROSE CANYON 5. 0( 8. 0) 6 9 0 356 IX
CORONADO BANK 20. 9( 33. 6) 7 4 0 150 VIII
ELSINORE-TEMECULA 24. 4( 39. 2) 6 8 0 086 VII
ELSINORE-JULIAN 24. 7( 39. 7) 7 1 0 104 VII
ELSINORE-GLEN IVY 33. 4( 53. 8) 6 8 0 062 VI
PALOS VERDES 35. 2( 56. 6) 7 1 0 072 VI
EARTHQUAKE VALLEY 44. 5( 71. 6) 6 5 0 037 V
NEWPORT-INGLEWOOD (L.A.Basin) 45. 4( 73. 0) 6 9 0 048 VI
SAN JACINTO-ANZA 46. 9( 75. 5) 7 2 0 057 VI
SAN JACINTO-SAN JACINTO VALLEY 47. 3( 76. 1) 6 9 0 046 VI
CHINO-CENTRAL AVE. (Elsinore) 47. 3( 76. 1) 6 7 0 057 VI
WHITTIER 50. 8( 81. 7) 6 8 0 040 V
SAN JACINTO-COYOTE CREEK 52. 9( 85. 1) 6 8 0 038 V
COMPTON THRUST 55. 1( 88. 6) 6 8 0 052 VI
ELYSIAN PARK THRUST 58. 0( 93. 4) 6 7 0 046 VI
ELSINORE-COYOTE MOUNTAIN 58. 7( 94. 5) 6 8 0 034 V
SAN JACINTO-SAN BERNARDINO 59. 5( 95. 8) 6 7 0 032 V
SAN ANDREAS - San Bernardino 64. 9( 104. 5) 7 3 0 044 VI
SAN ANDREAS - Southern 64. 9( 104. 5) 7 4 0 047 VI
SAN JACINTO - BORREGO 66. 9( 107. 7) 6 6 0 026 V
SAN JOSE 68. 1( 109. 6) 6 5 0 034 V
SIERRA MADRE 71. 8( 115. 5) 7 0 0 045 VI
PINTO MOUNTAIN 71. 9( 115. 7) 7 0 0 032 V
CUCAMONGA 72. 1( 116. 0) 7 0 0 045 VI
SAN ANDREAS - coachella 73. 3( 117. 9) 7 1 0 033 V
NORTH FRONTAL FAULT ZONE (West) 75. 5( 121. 5) 7 0 0 043 VI
CLEGHORN 77. 2( 124. 2) 6 5 0 021 IV
BURNT MTN. 78. 2( 125. 9) 6 4 0 019 IV
RAYMOND 79. 7( 128. 3) 6 5 0 029 V
NORTH FRONTAL FAULT ZONE (East) 80. 2( 129. 1) 6 7 0 032 V
SAN ANDREAS - Mojave 80. 2( 129. 1) 7 1 0 030 V
SAN ANDREAS - 1857 Rupture 80. 2( 129. 1) 7 8 0 051 VI
EUREKA PEAK 81. 0( 130. 4) 6 4 0 019 IV
CLAMSHELL-SAWPIT 81. 5( 131. 2) 6 5 0 028 V
VERDUGO 82. 4( 132. 6) 6 7 0 031 V
SUPERSTITION MTN. (San Jacinto) 83. 4( 134. 3) 6 6 0 021 IV
HOLLYWOOD 84. 2( 135. 5) 6 4 0 025 V
ELMORE RANCH 87. 0( 140. 0) 6 6 0 020 IV
LANDERS 87. 9( 141. 4) 7 3 0 032 V
ESTIMATED MAX. EARTHQUAKE EVENT
Page 2
TEST.OUT
DETERMINISTIC SITE PARAMETERS
Page 2
ESTIMATED MAX. EARTHQUAKE EVENT
APPROXIMATE
ABBREVIATED DISTANCE MAXIMUM PEAK jEST. SITE
FAULT NAME mi (km) EARTHQUAKE SITE 1 INTENSITY
MAG.(Mw) 1 ACCEL, g 1 MOD.MERC.
SUPERSTITION HILLS (San jacinto) 88.0( 141.7) 6.6 0 .019 IV
HELENDALE - S. LOCKHARDT 88.2( 141.9) 7.1 0 .027 V
SANTA MONICA 88.9( 143.0) 6.6 0 .027 V
LAGUNA SALADA 90.1( 145.0) 7.0 0 .025 V
MALIBU COAST 91.4( 147.1) 6.7 0 .028 V
LENWOOD-LOCKHART-OLD WOMAN SPRGS 92.3( 148.5) 7.3 0 .030 V
JOHNSON VALLEY (Northern) 95.6( 153.8) 6.7 0 .019 IV
NORTHRIDGE (E. Oak Ridge) 95.6( 153.9) 6.9 0 031 V
BRAWLEY SEISMIC ZONE 95.9( 154.4) 6.4 0 016 IV
SIERRA MADRE (San Fernando) 96.2( 154.8) 6.7 0 027 V
EMERSON SO. - COPPER MTN. 96.2( 154.8) 6.9 0 022 IV
SAN GABRIEL 96.4( 155.2) 7.0 0 023 IV
ANACAPA-DUME 98.0( 157.7) 7.3 0 040 V
********************************************************************
-END OF SEARCH- 53 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS.
THE NEWPORT-INGLEWOOD (Offshore) FAULT IS CLOSEST TO THE SITE.
IT IS ABOUT 5.0 MILES (8.0 km) AWAY.
LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.3557 g
Page 3
TEST.OUT
***********************
* *
* EQFAULT *
* *
* Version 3.00 *
* *
***********************
DETERMINISTIC ESTIMATION OF
PEAK ACCELERATION FROM DIGITIZED FAULTS
JOB NUMBER: 06-9164
DATE: 04-26-2006
JOB NAME: Campbell Test Run
CALCULATION NAME: Test Run Analysis
FAULT-DATA-FILE NAME: CDMGFLTE.DAT
SITE COORDINATES:
SITE LATITUDE: 33.1600
SITE LONGITUDE: 117.3500
SEARCH RADIUS: 100 mi
ATTENUATION RELATION: 12) Bozorgnia Campbell Niazi (1999) Hor.-Soft Rock-Cor.
UNCERTAINTY (M=Median, S=Sigma): M Number of Sigmas: 0.0
DISTANCE MEASURE: cdist
SCOND: 1
Basement Depth: 5.00 km Campbell SSR: 1 Campbell SHR: 0
COMPUTE RHGA HORIZ. ACCEL. (FACTOR: 0.65 DISTANCE: 20 miles)
FAULT-DATA FILE USED: CDMGFLTE.DAT
MINIMUM DEPTH VALUE (km): 3.0
Page 1
TEST.OUT
EQFAULT SUMMARY
DETERMINISTIC SITE PARAMETERS
Page 1
APPROXIMATE
ESTIMATED MAX. EARTHQUAKE EVENT
ABBREVIATED DISTANCE MAXIMUM RHGA |EST. SITE
FAULT NAME mi (km) EARTHQUAKE SITE INTENSITY
MAG . (Mw) ACCEL, g MOD.MERC.
NEWPORT-INGLEWOOD (Offshore) 5 0( 8 0) 6 .9 0 .231 IX
ROSE CANYON 5 0( 8 0) 6 .9 0 .231 IX
CORONADO BANK 20 9( 33 6) 7 .4 0 .150 VIII
ELSINORE-TEMECULA 24 4( 39 2) 6 8 0 .086 VII
ELSINORE-JULIAN 24 7( 39 7) 7 1 0 104 VII
ELSINORE-GLEN IVY 33 4( 53 8) 6 8 0 062 VI
PALOS VERDES 35 2( 56 6) 7 1 0 072 VI
EARTHQUAKE VALLEY 44 5( 71 6) 6 5 0 037 V
NEWPORT-INGLEWOOD (L.A.Basin) 45 4( 73 0) 6 9 0 048 VI
SAN JACINTO-ANZA 46 9( 75 5) 7 2 0 057 VI
SAN JACINTO-SAN JACINTO VALLEY 47 3( 76 1) 6 9 0 046 VI
CHINO-CENTRAL AVE. (Elsinore) 47. 3( 76 1) 6 7 0 057 VI
WHITTIER 50. 8( 81 7) 6 8 0 040 V
SAN JACINTO-COYOTE CREEK 52. 9( 85 1) 6 8 0 038 V
COMPTON THRUST 55. 1( 88 6) 6 8 0 052 VI
ELYSIAN PARK THRUST 58. 0( 93 4) 6 7 0 046 VI
ELSINORE-COYOTE MOUNTAIN 58. 7( 94 5) 6 8 0 034 V
SAN JACINTO-SAN BERNARDINO 59. 5( 95. 8) 6 7 0 032 V
SAN ANDREAS - San Bernardino 64. 9( 104. 5) 7 3 0 044 VI
SAN ANDREAS - Southern 64. 9( 104. 5) 7 4 0 047 VI
SAN JACINTO - BORREGO 66. 9( 107. 7) 6 6 0 026 V
SAN JOSE 68. 1( 109. 6) 6 5 0 034 V
SIERRA MADRE 71. 8( 115. 5) 7 0 0 045 VI
PINTO MOUNTAIN 71. 9( 115. 7) 7 0 0 032 V
CUCAMONGA 72. 1( 116. 0) 7 0 0 045 VI
SAN ANDREAS - Coachella 73. 3( 117. 9) 7 1 0 033 V
NORTH FRONTAL FAULT ZONE (West) 75. 5( 121. 5) 7 0 0 043 VI
CLEGHORN 77. 2( 124. 2) 6 5 0 021 IV
BURNT MTN. 78. 2( 125. 9) 6 4 0 019 IV
RAYMOND 79. 7( 128. 3) 6 5 0 029 V
NORTH FRONTAL FAULT ZONE (East) 80. 2( 129. 1) 6 7 0 032 V
SAN ANDREAS - Mojave 80. 2( 129. 1) 7. 1 0 030 V
SAN ANDREAS - 1857 Rupture 80. 2( 129. 1) 7. 8 0. 051 VI
EUREKA PEAK 81. 0( 130. 4) 6. 4 0. 019 IV
CLAMSHELL-SAWPIT 81. 5( 131. 2) 6. 5 0. 028 V
VERDUGO 82. 4( 132. 6) 6. 7 0. 031 V
SUPERSTITION MTN. (San Jacinto) 83. 4( 134. 3) 6. 6 0. 021 IV
HOLLYWOOD 84. 2( 135. 5) 6. 4 0. 025 V
ELMORE RANCH 87. 0( 140. 0) 6. 6 0. 020 IV
LANDERS 87. 9( 141. 4) 7. 3 0. 032 V
Page 2
TEST.OUT
DETERMINISTIC SITE PARAMETERS
Page 2
ESTIMATED MAX. EARTHQUAKE EVENT
APPROXIMATE
ABBREVIATED DISTANCE MAXIMUM RHGA EST. SITE
FAULT NAME mi (km) EARTHQUAKE SITE INTENSITY
MAG (Mw) ACCEL, g MOD.MERC.
SUPERSTITION HILLS (San Jacinto) 88.0( 141.7) 6 6 0.019 IV
HELENDALE - S. LOCKHARDT 88.2( 141.9) 7 1 0.027 V
SANTA MONICA 88.9( 143.0) 6 6 0.027 V
LAGUNA SALADA 90.1( 145.0) 7 0 0.025 V
MALIBU COAST 91.4( 147.1) 6 7 0.028 V
LENWOOD-LOCKHART-OLD WOMAN SPRGS 92. 3( 148.5) 7 3 0.030 V
JOHNSON VALLEY (Northern) 95.6( 153.8) 6 7 0.019 IV
NORTHRIDGE (E. Oak Ridge) 95.6( 153.9) 6 9 0.031 V
BRAWLEY SEISMIC ZONE 95.9( 154.4) 6 4 0.016 IV
SIERRA MADRE (San Fernando) 96.2( 154.8) 6 7 0.027 V
EMERSON SO. - COPPER MTN. 96.2( 154.8) 6 9 0.022 IV
SAN GABRIEL 96.4( 155.2) 7. 0 0.023 IV
ANACAPA-DUME 98.0( 157.7) 7. 3 0.040 V
*******************************************************************************
-END OF SEARCH-53 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS,
THE NEWPORT-INGLEWOOD (Offshore) FAULT IS CLOSEST TO THE SITE,
IT IS ABOUT 5.0 MILES (8.0 km) AWAY.
LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.2312 g
Page 3
APPENDIX C
EQ SEARCH TABLES
TEST.OUT
*************************
* *
* EQSEARCH *
* *
* Version 3.00 *
* *
*************************
JOB NUMBER: 06-9164
ESTIMATION OF
PEAK ACCELERATION FROM
CALIFORNIA EARTHQUAKE CATALOGS
DATE: 04-26-2006
JOB NAME: Campbell Test Run
EARTHQUAKE-CATALOG-FILE NAME: ALLQUAKE.DAT
MAGNITUDE RANGE:
MINIMUM MAGNITUDE: 5.00
MAXIMUM MAGNITUDE: 9.00
SITE COORDINATES:
SITE LATITUDE: 33.1600
SITE LONGITUDE: 117.3500
SEARCH DATES:
START DATE: 1800
END DATE: 2006
SEARCH RADIUS:
100.0 mi
160.9 km
ATTENUATION RELATION: 12) Bozorgnia Campbell Niazi (1999) Hor.-Soft Rock-Cor.
UNCERTAINTY (M=Median, S=Sigma): M Number of sigmas: 0.0
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: 1 Campbell SHR: 0
COMPUTE PEAK HORIZONTAL ACCELERATION
MINIMUM DEPTH VALUE (km): 3.0
Page 1
TEST.OUT
EARTHQUAKE SEARCH RESULTS
Page 1
FILE LAT.
CODEl NORTH
DMG 133 .0000
MGI 133 .0000
MGI 32 .8000
PAS 32 .9710
DMG 32 .7000
T-A 32 .6700
T-A 32 .6700
T-A 32 .6700
DMG 33 .7000
DMG 33 .7000
DMG 33 .7000
DMG 33 .2000
DMG 33 .6990
DMG 32 .8000
MGI 33 .2000
DMG 33 .7100
DMG 33 7500
DMG 33 7500
DMG 33 5750
MGI 33 8000
DMG 33 6170
DMG 33 8000
DMG 33 6170
DMG 33 9000
PAS 33 5010
DMG 33 6830
DMG 33 OOOO
DMG 33 5000
DMG 33 7000
DMG 33 7000
DMG 34 OOOO
MGI 34 OOOO
DMG 33 7500
DMG 33 7500
DMG 33 7500
DMG 33 7500
DMG 33 7500
DMG 33 3430
DMG 33 9500
DMG 33 7830
DMG 32. 8170
DMG 33. 4000
T-A 32 2500
LONG.
WEST
DATE
TIME 1
(UTC) i DEPTH
j H M Seel (km)
1 SITE
1 QUAKE! ACC.
1 MAG.1 g
1 SITE
1 MM
|lNT.
APPROX.
DISTANCE
1 mi [km]
12130 0 .0 0 .0 6 .50 1 0 .210 1 VIII 1 11 .4 C 18 .4
1 730 0 .0 0 .0 5 .00 0 .041 V 1 23 .1 C 37 .1
IOOO .0 0 .0 5 .00 0 .033 V 28 .8 C 46 .3
11347 8 .2 6 .0 5 .30 0 .034 V 32 .8 C 52 .8
120 0 0 0 0 .0 5 .90 0 .049 VI 32 .9 : 53 .0
IOOO 0 0 0 5 .00 0 .027 V 35 4 : 57 .0
IOOO 0 0 0 5 .00 0 .027 V 35 4 : 57 .0
IOOO 0 0 0 5 .00 0 .027 V 35 4 : 57 .0
1 620 0 0 0 0 5 .00 0 .025 V 37 4 : 60 2
757 0 0 0 0 5 .00 0 .025 V 37 4( : 60 2
11547 0 0 0 0 6 00 0 .046 VI 37 4( : 60 2
1 235 0 0 0 0 5 00 0 025 V 37 7( : 60 6
1 83455 4 10 0 5 50 0 033 V 38 3( : 61 7'
123 3 0 0 0 0 5 70 0 035 V 40 4( : 65 0
11748 0 0 0 0 5 30 0 026 V 43 4( : 69 9'
1144152 6 16 5 5 00 0 021 IV 45 2( : 72 7"
12232 0 0 0 0 5 00 0 021 IV 45 4( : 73 1"
1223225 0 0 0 6 80 0 063 VI 45 4( : 73 1"
518 4 0 0 0 5 20 0 022 IV 46 4( ' 74 7"
12115 0 0 0 0 5 00 0 020 IV 46 5( ' 74 8'
154 7 8 0 0 6 30 0 043 VI 47 5( : 76 s; 11225 0 0 0 0 6 40 0 045 VI 48 6( ' 78 2;
119 150 0 0 0 5 10 0 020 IV 49. 7( • 80 0:
IOOO 0 0 0 6 00 0 032 V 51 8( 83 4:
1104738 5 13 6 5 50 0 023 IV 53 7( • 86 4^
1 658 3. 0 0 0 5 50 0 023 IV 54 1( • 87 1;
11035 8 3 0 0 5 10 0 018 IV 54 2( • 87 2;
211 0. 0 0 0 5 00 0 017 IV 54 4( • 87 5;
1 51022. 0 0 0 5 10 0 018 IV 55 6( • 89 G:
1 85457. 0 0 0 5 10 0 018 IV 55. 6( • 89 G:
73026. 0 0 0 6. 25 0 034 V 58. 3( 93 81
jlO 0 0. 0 0. 0 7. 00 0 055 VI 58. 6( 94 4]
1 230 0. 0 0. 0 5. 10 0. 017 IV 58. 7( 94 4:
1 910 0. 0 0. 0 5. 10 0. 017 IV 58. 7( 94 4:
1131828. 0 0. 0 5. 30 0. 019 IV 58. 7( 94 4:
323 0. 0 0. 0 5. 00 0. 016 IV 58. 7( 94. 4:
12 9 0. 0 0. 0 5. 00 0. 016 IV 58. 7( 94. 4:
1232042. 9 20. 0 5. 80 0. 025 V 59. 3( 95. 5:
1 719 9. 0 0. 0 5. 00 0. 015 IV 61. 7( 99. 2:
1 91017. 6 0. 0 5. 40 0. 019 IV 62. 3( 100. 3:
1 04654. 0 0. 0 5. 90 0. 025 V 62. 6( 100. 7:
112 6 0. 0 0. 0 6. 30 0. 032 V 62. 8( 101. 1:
120 0 O.OI 0. 0 5. 00 0. 014 IV 1 63. 4( 102. 1:
Page 2
117.3000 11/22/1800
117.0000 09/21/1856
117.1000 05/25/1803
117.8700 07/13/1986
117.2000 05/27/1862
117.1700 10/21/1862
117.1700 05/24/1865
117.1700 12/00/1856
117.4000 05/13/1910
117.4000 04/11/1910
117.4000 05/15/1910
116.7000 01/01/1920
117.5110 05/31/1938
116.8000 10/23/1894
116.6000 10/12/1920
116.9250 09/23/1963
117.0000 06/06/1918
117.0000 04/21/1918
117.9830 03/11/1933
117.6000 04/22/1918
117.9670 03/11/1933
117.0000 12/25/1899
118.0170 03/14/1933
117.2000 12/19/1880
116.5130 02/25/1980
118.0500 03/11/1933
116.4330 06/04/1940
116.5000109/30/1916
118.0670103/11/1933
118.0670103/11/1933
117.2500107/23/1923
117.5000112/16/1858
118.0830103/11/1933
118.0830103/11/1933
118.0830f03/13/1933
118.0830
118.0830
116.3460
116.8500
118.1330
118.3500
116.3000
117.5000
03/11/1933
03/11/1933
04/28/1969
09/28/1946
10/02/1933
12/26/1951
02/09/1890
01/13/1877
MGI 134 1000
DMG 133 4080
DMG 133 2000
DMG 133 9760
DMG 133 7830
DMG 133 2830
DMG 133 2830
DMG 133 2830
DMG 133 2830
DMG 133 9940
117
116
116
116
118
116
116
116
116
116
30001
26101
20001
72101
25001
18301
18301
18301
18301
71201
TEST.OUT
07/15/1905
03/25/1937
05/28/1892
06/12/1944
11/14/1941
03/23/1954
03/19/1954
03/19/1954
03/19/1954
06/12/1944
2041 0 0 0 0 5 30 0 017 IV 65 0(104 5)
1649 1 8 10 0 6 00 0 026 V 65 1(104 8)
1115 0 0 0 0 6 30 0 030 V 66 5(107 0)
104534 7 10 0 5 10 0 014 IV 67 0(107 8)
84136 3 0 0 5 40 0 017 IV 67 4(108 4)
41450 0 0 0 5 10 0 014 IV 67 9(109 3)
95429 0 0 0 6 20 0 028 V 67 9(109 3)
102117 0 0 0 5 50 0 018 IV 67 9(109 3)
95556 0 0 0 5 00 0 013 III 67 9(109 3)
111636 0 10 0 5 30 0 016 IV 68 3(109.9)
Page 2
EARTHQUAKE SEARCH RESULTS
TIME SITE SITE! APPROX.
FILE LAT. LONG. DATE (UTC) DEPTH QUAKE ACC. MM DISTANCE
CODE NORTH WEST H M Sec (km) MAG. g INT. mi [km]
DMG 32 .7000 116 3000 02/24/1892 720 0 0 0 0 6 701 0 038 V 68 G :iio 5
MGI 34 OOOO 118 OOOO 12/25/1903 1745 0 0 0 0 5 00 0 013 III 69 0 :iii 0
DMG 33 2170 116 1330 08/15/1945 175624 0 0 0 5 70 0 019 IV 70 4 :ii3 3
GSP 34 1400 117 7000 02/28/1990 234336 G 5 0 5 20 0 014 IV 70 G :ii3 6
DMG 33 1900 116 1290 04/09/1968 22859 1 11 1 6 40 0 030 V 70 G :ii3 6
DMG 33 8500 118 2670 03/11/1933 1425 0 0 0 0 5 00 0 013 III 71 1 :ii4 4
DMG 34 2000 117 4000 07/22/1899 046 0 0 0 0 5 50 0 017 IV 71 9 :ii5 6
PAS 33 9980 116 6060 07/08/1986 92044 5 11 7 5 60 0 018 IV 72 0 :ii5 8
DMG 34 1000 116 8000 10/24/1935 1448 7 6 0 0 5 10 0 013 III 72 2 :ii6 2
DMG 34 2000 117 1000 09/20/1907 154 0 0 0 0 6 00 0 023 IV 73 2 :ii7 8
DMG 34 1800 116 9200 01/16/1930 034 3 G 0 0 5 10 0 013 III 74 6 :i2o 1
DMG 34 1800 116 9200 01/16/1930 02433 9 0 0 5 20 0 014 III 74 G :i2o 1
GSP 34 1630 116 8550 06/28/1992 144321 0 6 0 5 30 0 014 IV 74 9( :i2o 5
DMG 34 1000 116 7000 02/07/1889 520 0 0 0 0 5 30 0 014 IV 74. 9( :i2o 5
PAS 34 0610 118 0790 10/01/1987 144220 0 9 5 5 90 0 021 IV 75. 0( :i2o 7
DMG 33 1130 116 0370 04/09/1968 3 353 5 5 0 5 20 0 013 III 76 0( :i22 3
PAS 34 0730 118 0980 10/04/1987 105938 2 8 2 5 30 0 014 IV 76. 3( :i22. 8
DMG 34 0170 116 5000 07/26/1947 24941 0 0 0 5 10 0 012 III 76. 8( :i23 5
DMG 34 0170 116 5000 07/25/1947 61949 0 0 0 5 20 0 013 III 76. 8( :i23. 5
DMG 34 0170 116 5000 07/25/1947 04631 0 0 0 5 00 0 012 III 76. 8( :i23. 5
DMG 34 0170 116 5000 07/24/1947 221046 0 0 0 5 50 0 016 IV 76. 8( :i23. 5
GSP 34 1950 116 8620 08/17/1992 204152 1 11 0 5 30 0 014 IV 76. 8( :i23. 5
DMG 33 9330 116 3830 12/04/1948 234317 0 0 0 6 50 0 030 V 77. 1( :i24 1
DMG 34 2700 117 5400 09/12/1970 143053 0 8 0 5 40 0 015 IV 77 4( :i24 6
T-A 34 OOOO 118 2500 09/23/1827 0 0 0 0 0 0 5 00 0 012 III 77 7( :i25 1
T-A 34 OOOO 118 2500 03/26/1860 0 0 0 0 0 0 5 00 0 012 III 77 7( :i25 1
T-A 34 OOOO 118 2500 01/10/1856 0 0 0 0 0 0 5 00 0 012 III 77 7 :i25 1
MGI 34 1000 118 1000 07/11/1855 415 0 0 0 0 6 30 0 026 V 77 9 :i25 4
DMG 33 2310 116 0040 05/26/1957 155933 6 15 1 5 00 0 012 III 77 9 :i25 4
GSN 34 2030 116 8270 06/28/1992 150530 7 5 0 6 70 0 033 V 78 0 :i25 G
DMG 34 2000 117 9000 08/28/1889 215 0 0 0 0 5 50 0 015 IV 78 4 :i26 2
DMG 34 3000 117 5000 07/22/1899 2032 0 0 0 0 6 50 0 029 V 79 21 :i27 4
DMG 32 9670 116 OOOO 10/22/1942 181326 0 0 0 5 00 0 Oil III 79 2( :i27 5
DMG 32 9670 116 OOOO 10/21/1942 162519 0 0 0 5 00 0 Oil III 79 2( :i27 5
DMG 32 9670 116 OOOO 10/21/1942 162654 0 0 0 5 00 0 Oil III 79 2( ;i27 5
DMG 32 9670 116 OOOO 10/21/1942 162213 0 0 0 6 50 0 029 V 79 2( ;i27 5
DMG 34 2670 116 9670 08/29/1943 34513 0 0 0 5 50 0 015 IV 79 5( ;i28 0
GSP 33 8760 116 2670 06/29/1992 160142 8 1 0 5 20 0 013 III 79 G( :i28 0
MGI 34 OOOO 118 3000 09/03/1905 540 0 0 0 0 5 30 0 013 III 79 71 :i28 2
Page 3
GSP 33 9020 116 2840
DMG 34 3000 117 6000
DMG 32 9830 115 9830
GSP 34 2390 116 8370
DMG 32 OOOO 117 5000
DMG 32 OOOO 117 5000
DMG 32 2000 116 5500
DMG 32 2000 116 5500
GSP 33 9610 116 3180
PDG 34 2900 116 9460
MGI 34 0800 118 2600
DMG 32 5000 118 5500
GSP 34 0290 116 3210
DMG 32 0830 116 6670
TEST.OUT
07/24/1992
07/30/1894
05/23/1942
07/09/1992
06/24/1939
05/01/1939
11/05/1949
11/04/1949
04/23/1992
02/10/2001
07/16/1920
02/24/1948
08/21/1993
11/25/1934
181436 2 9 0 5 00 0 oil III 1 79.9(128.6)
512 0 0 0 0 6 00 0 021 IV i 80.0(128.8)
154729 0 0 0 5 00 0 Oil III 1 80.0(128.8)
014357 G 0 0 5 30 0 013 III 1 80.1(128.9)
1627 0 0 0 0 5 00 0 Oil III i 80.6(129.6)
2353 0 0 0 0 5 00 0 Oil III i 80.6(129.6)
43524 0 0 0 5 10 0 012 ml 81.0(130.3)
204238 0 0 0 5 70 0 017 IV i 81.0(130.3)
045023 0 12 0 6 10 0 022 IV 1 81.1(130.6)
210505 8 9 0 5 10 0 012 ml 81.4(131.0)
18 8 0 0 0 0 5 00 0 Oil III 1 82.3(132.4)
81510 0 0 0 5 30 0 013 III 1 83.2(133.9)
014638 4 9 0 5 00 0 Oil mi 84.3(135.6)
818 0 0 0 0 5 00 0 Oil ml 84.3(135.7)
EARTHQUAKE SEARCH RESULTS
Page 3
FILE
CODE
LAT.
NORTH
LONG.
WEST
DATE
I TIME
(UTC)
I H M Sec
I
DEPTH I
(km) I
QUAKE
MAG.
SITE I SITE I APPROX.
ACC. i MM I DISTANCE
g ilNT.i mi [km]
- + -GSP
GSP
GSP
DMG
GSP
DMG
DMG
GSP
DMG
GSP
DMG
MGI
DMG
PAS
DMG
DMG
GSN
DMG
PAS
PAS
T-A
DMG
PAS
GSP
DMG
GSP
DMG
DMG
DMG
GSP
PAS
DMG
DMG
DMG
GSP
34,
34,
34,
34,
34.
34,
34,
34,
33,
34,
34,
34,
34,
33,
33,
33,
34
33
33,
33,
33,
33,
33,
34,
31
34,
32,
33.
32
34,
34
34
34
32
34
0640
2620
1080
3700
3400
0670
0670
1390
1830
3690
0830
OOOO
OOOO
0130
OOOO
0330
2010
2160
9190
0820
5000
9500
9440
2680
8110
3410
9830
2330
9500
3320
3270
OOOO
OOOO
9000
2310
116.
118.
116.
117.
116.
116.
116.
116.
115.
116.
116.
118.
118.
115.
115.
115.
116.
115.
118.
115.
115.
118.
118.
116.
117,
116,
115,
115,
115,
116,
116,
116,
116,
115,
118,
3610
0020
4040
6500
9000
3330
3330
4310
8500
8970
3000
5000
5000
8390
8330
8210
4360
8080
6270
7750
8200
6320
6810
4020
1310
5290
7330
7170
7170
4620
4450
OOOO
OOOO
7000
4750
09/15/1992
06/28/1991
06/29/1992
12/08/1812
11/27/1992
05/18/1940
05/18/1940
06/28/1992
04/25/1957
12/04/1992
05/18/1940
11/19/1918
08/04/1927
11/24/1987
01/08/1946
09/30/1971
06/28/1992
04/25/1957
01/19/1989
11/24/1987
05/00/1868
08/31/1930
01/01/1979
06/16/1994
12/22/1964
06/28/1992
01/24/1951
10/22/1942
06/14/1953
07/01/1992
03/15/1979
04/03/1926
09/05/1928
10/02/1928
03/20/1994
084711
144354
141338
15 0 0
160057
55120
72132
123640
222412
020857
5 358
2018 0
1224 0
131556
185418
224611
115734
215738
65328
15414
0 0 0
04036
231438
162427
205433
124053
717 2
15038
41729
074029
21 716
20 8 0
1442 0
19 1 0
212012
.3
.5
.8
.0
.5
.2
.7
.6
.0
.5
.5
.0
.0
.5
.0
.3
.1
.7
.8
. 5
.0
.0
.9
.5
.2
. 5
.6
.0
.9
.9
.5
.0
.0
.0
.3
Page
9.0
11.0
9.0
0.0
1.0
0.0
0.0
10.0
0.0
3.0
0.0
0.0
0.0
2.4
0.0
8.0
1.0
-0.3
11.9
4.9
0.0
0.0
11.3
3.0
2.3
6.0
0.0
0.0
0.0
9.0
2.5
0.0
0.0
0.0
13.0
4
5.20
5.40
5.40
7.00
5,
G.
30
20
00
10
5.10
5.30
5.40
5.00
.00
.00
5.40
5.10
7.60
5.20
5.00
5.80
6.30
5.20
5.00
5.00
5.60
5.20
5.60
5.50
5.50
5.40
5.20
5.50
5.00
5.00
5.30
0.012
0.013
0.013
0.037
0.013
0.012
0.011
0.011
0.011
0.012
0.013
0.010
0.010
0.019
0.013
0.011
0.055
0.011
0.010
0.016
0.022
0.011
0.010
0.010
0.014
0.011
0.013
0.013
0.012
0.012
0.010
0.012
0.009
0.009
0.011
III
III
III
V
III
III
III
III
III
III
III
III
III
IV
III
III
VI
III
III
IV
IV
III
III
III
III
III
III
III
III
III
III
III
III
III
III
84
84
85
85
85
85
85
85
86
87
87
88
88
88
88
88
89
89
90
91
91
91
93
93
94
94
94
94
95
95
95
96
96
97
98
4(135,
8(136,
1(136,
3(137.
5(137,
7(137,
7(137.
8(138.
7(139.
4(140.
8(141,
0(141.
0(141,
0(141,
5(142,
9(143,
0(143,
2(143,
3(145,
2(146,
3(147,
7(147,
8(150,
9(151,
0(151,
2(151,
3(151,
5(152,
6(153,
6(153,
9(154,
9(156,
9(156,
2(156,
2(158,
TEST.OUT
PAS I 33.09801115.6320104/26/1981112 928.41 3.8| 5.70
GSP 134.21301118.5370101/17/19941123055.41 18.0| 6.70
0.014 I III
0.026 I V
99.4(160.0)
99.7(160.4)
*******************************************************************************
-END OF SEARCH- 143 EARTHQUAKES FOUND WITHIN THE SPECIFIED SEARCH AREA.
TIME PERIOD OF SEARCH: 1800 TO 2006
LENGTH OF SEARCH TIME: 207 years
THE EARTHQUAKE CLOSEST TO THE SITE IS ABOUT 11.4 MILES (18.4 km) AWAY.
LARGEST EARTHQUAKE MAGNITUDE FOUND IN THE SEARCH RADIUS: 7.6
LARGEST EARTHQUAKE SITE ACCELERATION FROM THIS SEARCH: 0.210 g
COEFFICIENTS FOR GUTENBERG & RICHTER RECURRENCE RELATION:
a-value= 1.508
b-value= 0.381
beta-value= 0.877
TABLE OF MAGNITUDES AND EXCEEDANCES:
Earthquake | Number of Times | Cumulative
Magnitude | Exceeded | No. / Year
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
143
143
143
50
27
11
3
1
0.69082
0.69082
0.69082
0.24155
0.13043
0.05314
0.01449
0.00483
Page 5
APPENDIX D
MODIFIED MERCALLI INTENSITY SCALE
APPENDIX 0
MODIFIED MERCALLI INTENSITY SCALE OF 1931
(Excerpted from the California Division of Conservation Division of Mines
and Geology DMG Note 32)
The first scale to reflect earthquake intensities was developed by deRossi of Italy, and Forel of Switzerland, in the 1880s, and is
known as the Rossi-Forel Scale. This scale, with values from I to X, was used for about two decades. A need for a more
refined scale increased with the advancement of the science of seismology, and in 1902, the Italian seismologist Mercalli
devised a new scale on a I to Xll range. The Mercalli Scale was modified in 1931 by American seismologists Harry 0. Wood
and Frank Neumann to take into account modern structural features.
The Modified Mercalli Intensity Scale measures the intensity of an earthquake's effects in a given locality, and is perhaps much
more meaningful to the layman because it is based on actual observations of earthquake effects at specific places. It should be
noted that because the damage used for assigning intensities can be obtained only from direct firsthand reports, considerable
time - weeks or months -- is sometimes needed before an intensity map can be assembled for a particular earthquake.
On the Modified Mercalli Intensity Scale, values range from I to Xll. The most commonly used adaptation covers the range of
intensity from the conditions of "/ - not felt except by very few, favorably situated," to "Xll - damage total, lines of sight
disturbed, objects thrown into the air." While an earthquake has only one magnitude, it can have many intensities, which
decrease with distance from the epicenter.
It is difficult to compare magnitude and intensity because intensity is linked with the particular ground and structural conditions
of a given area, as well as distance from the earthquake epicenter, while magnitude depends on the energy released at the focus
of the earthquake.
1
I Not felt except by a very few under espedally favorable circumstances.
II Felt only by a few persons at rest, especially on upper floors of buildings. Delicately suspended objects may swing.
III Felt quite noticeably Indoors, especially on upper floors of buildings, but many people do not recognize it as an earthquake.
Standing motor cars may rock slightly. Vibration like passing of truck. Duration estimated.
IV During the day felt Indoors by many, outdoors by few. At night some awakened. Dishes, windows, doors disturbed; wails
make cracking sound. Sensation like heavy truck striking building. Standing motor cars rocked noticeably.
V Feit by nearly everyone, many awakened. Some dishes, windows, etc., broken; a few instances of cracked plaster; unstable
objects overturned. Disturbances of trees, poles, and other tali objects sometimes noticed. Pendulum clocks may stop.
VI Felt by ali, many frightened and run outdoors. Some heavy fumiture moved; a few instances of fallen plaster or damaged
chimneys. Damage slight.
VII Everybody runs outdoors. Damage negligible in building of good design and construction; sligfit to moderate In well-built
ordinary structures; considerable in pooriy built or badly designed structures; some chimneys broken. Noticed by persons
driving motor cars.
VIII Damage slight In specially designed structures; considerable In ordinary substantial buildings, with partial collapse; great in
poorly built structures. Panel walls thrown out of frame structures. Fall of chimneys, factory stacks, columns, monuments,
walls. Heavy fumiture overturned. Sand and mud ejected In small amounts. Changes In well water. Persons driving motor
cars disturbed.
IX Damage considerable in specially designed structures; well-designed frame structures thrown out of plumb; great in
substantial buildings with partial collapse. Buildings shifted off foundations. Ground cracked conspicuously. Underground
pipes broken.
X Some well-built wooden stmctures destroyed; most masonry and frame structures destroyed with foundations; ground badly
cracked. Rails bent. Landslides considerable from riverbanks and steep slopes. Shifted sand and mud. Water splashed
(slopped) over banks.
XI Few, if any, masonry structures remain standing. Bridges destroyed. Broad fissures in ground. Underground pipelines
completely out of service. Earth slumps and land slips in soft ground. Ralls bent greatly.
XII Damage total. Practically all works of construction are damaged greatly or destroyed. Waves seen on ground surface. Unes
of sight and level are distorted. Objects thrown upward into the air.