HomeMy WebLinkAboutLots 19 & 20 Supplemental Geologic Investigation
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. SUPPLEMENTAL GEOLOGIC/FAULT INVESTIGATION\,
LOTS 19 AND 20, TRACT 9833-3 \
CITY OF TEMECULA, RIVERSIDE COI)NTY, CALIFORNIAI
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JAMES AND MARDI MARGIOTTA
30655 JEDEDIAH SMITH ROAD
TEMECULA, CALIFORNIA 92EM-6
5"'12.
w.O. 2963-A-SC
-.- -
JANUARY 31, 2001
Geotechnical' Geologic' Environmental
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Geotechnical' Geologic' Environmental
24890 Jefferson Ave. . Murrieta, California 92562 . (909) 677-9651 . FAX (909) 677-9301
January 31,2001
W.O. 2963-A-SC
James and Mardi Margiotta
30655 Jedediah Smith Road
Temecula, Califomia 92618
Attention:
Mr. James Margiotta
Subject:
Supplemental Geologic/Fault Investigation, Lots 19 and 20, Tract 9833-3,
City of Temecula, Riverside County, California
Dear Sir:
In accordance with your request and authorization, GeoSoils, Inc. (GSI) is pleased to
presentthe results ofthis supplemental geologic fault investigation ofthe subject site. The'
site itself is within an Alquist-Priolo Earthquake Fault Zone established by the State of
California. This supplemental report specifically addresses onsite faulting and the new
digital mapping provided by the County of Riverside concerning the mapped location of
the Wildomar fault that transects the site. New digital mapping indicates that a splay of
Wildomar Fault terminates before the eastern boundary of the site, then steps over and
continues across the southern portion of the property. This supplemental investigation is
intended to evaluate the location of onsite faulting and provide updated recommendations
pertaining to the previously established fault setback zone for the property (Engen; 1998).
This supplemental investigation is intended to meet requirements of the Alquist-Priolo
Zoning Act for the State of California, requirements ofthe County of Riverside, and the City
of Temecula in conjunction with previous reports for the site (Appendix A).
SUMMARY
Based on our literature review (Appendix A), field investigations, and geologic analyses,
it is GSl's opinion that development of the site is feasible from a geologic viewpoint,
provided the recommendations contained herein are implemented.
This supplemental investigation indicates that active faulting (Le., movement within the
Holocene epoch, or last 11 ,OOO:!: years [Hart and Bryant, 1997]) crosses the southern
portion of the property. Accordingly, a revised fault setback zone has been established for
the property based on subsurface conditions encountered during this investigation. This
additional subsurface exploration, after review by the City of Temecula and/or the County
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of Riverside, should meet the requirements of the Alquist-Priolo Zoning Act concerning
onsite faulting. Unless specifically superceded in this report, the conclusions and
recommendations in previous reports for the site (Appendix A) remain pertinent and
applicable and should be appropriately implemented during planning, design, and
construction.
The opportunity to be of service is sincerely appreciated. If you should have any
questions, please do not hesitate to contact the undersigned at (909) 677-9651.
Respectfully submitted,
GeoSolls, Inc.
~~~e~vl~
Project Geologist
Reviewed By:
o n p~r2~
Engineering Geologist, CEG 1340
TAG/JPF/mo
Distribution: (4) Addressee
James and Mardi Margiotta
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TABLE OF CONTENTS
SCOPE OF SERVICES ................................................... 1
SITE DESCRIPTION ..................................................... 1
PROPOSED DEVELOPMENT .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
BACKGROUND AND PREVIOUS INVESTIGATIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
FIELD STUDIES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
Lineament Analysis. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
REGIONAL GEOLOGY ................................................... 4
Regional Geologic Setting ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
SITE GEOLOGY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
Artificial Fill - Undocumented (Map Symbol - Afu) ........................ 4
Quaternary Colluvium (not mapped) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
Quaternary Older Alluvial Deposits - (Map Symbol - Qoal) ................. 5
Quaternary Pauba Formation (Map Symbol - Qp) ........................ 5
FAULTING AND REGIONAL SEISMICITY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 .
Seismic Shaking Parameters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
SUMMARY OF GSI TRENCHES.. .. .. .. .. .. .. . . . . .. . . .. . .. .. . .. .. .. .. . . . .. 10
GROUNDWATER....................................................... 10
LIQUEFACTION POTENTIAL............................................. 10
CONCLUSIONS AND RECOMMENDATIONS ................................ 11
PLAN REVIEW .... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
INVESTIGATION LIMITATIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
FIGURES:
Figure 1 - Site Location Map ......................................... 2
Figure 2 - California Fault Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
Figure 3 - Digital Fault Zone Map ..................................... 8
ATTACHMENTS:
Appendix A - References ................................... Rear of Text
Appendix B - EQFAUL T, EQSEARCH, AND FRISK89 PRINTOUTS .. Rear of Text
Plate 1 - Geologic Map. . . . . . . . . . . . . . . . . . . . . . . . . . . . . Rear of Text in Pocket
Plates 2 and 3 - Trench Logs T-1 and T-2 . . . . . . . . . . . . . . Rear of Text in Pocket
GeoSoils, Ine.
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SUPPLEMENTAL GEOLOGIC/FAULT INVESTIGATION
LOTS 19 AND 20. TRACT 9833-3
CITY OF TEMECULA, RIVERSIDE COUNTY, CALIFORNIA
SCOPE OF SERVICES
The scope of our services included the following:
1. Review of available geologic data for the area (Appendix A).
2. Geologic and geomorphic site reconnaissance.
3. Review of stereoscopic infrared aerial photography, (Appendix A) and performance
of a lineament analysis for the site.
4. Emplacement of two trenches (totaling approximately 420:!: feet), across the
property, and related formal geologic documentation of subsurface conditions
exposed (See Plates 2 and 3).
5. Analysis of the data collected.
6. Preparation of this report and accompaniments.
SITE DESCRIPTION
The subject site is an irregular parcel consisting of approximately :!:6 acres. The parcel is
located east of Jedediah Smith Road in the City ofTemecula, Riverside County, California
(see the Site Location Map, Figure 1). In general, the main portion of the property is
located east of Jedediah Smith Road and is bounded on the north and south by existing
properties and on the east by an EMWD easement. The site is generally characterized by
gently rolling hills. Site drainage is generally by sheet flow and by incised drainage
corridors that lead to the south. General relief of the proposed development area is
approximately 109:!: feet, ranging from a high of 1, 178:!: feet (MSL) in the northeastern
portion of the property to a low of 1 ,069:!: feet (MSL) to the southeast.
PROPOSED DEVELOPMENT
Preliminary land use plans indicate that typical cut and fill grading techniques would be
utilized to prepare the site for construction of two single family residences, and associated
utility and roadway improvements. It is our understanding that the buildings would be
one- and/or two-story structures, using typical wood-frame construction with slabs-on-
grade and continuous footings. Building loads are assumed to be typical for this type of
relatively light construction. Sewage disposal is to be accommodated by a septic tank and
leach field system. The need for import soils is unknown at this time.
GeoSoils,Ine.
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Base Map: Alquist-Priolo Earthquake Fault Zones, 7.5 minute, Temecula and Pechanga
Quadrangles, topographic base USGS 1968, photorevised 1988.
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SITE LOCATION MAP
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Figure 1
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BACKGROUND AND PREVIOUS INVESTIGATIONS
The adjacent site was previously investigated by Pioneer Consultants (1980). It is our
understanding thatthis report was never submitted to the goveming agencies for approval.
However, mapping and subsurface exploration for this investigation did extend onto the
property covered under this investigation. In addition, EnGen Corporation (1998), provided
a geotechnical engineering study (Appendix A) for the property which established a 100
foot building setback. zone across the lower portion of Lots 19 and 20. No subsurface
exploration was conducted for that study. These previous studies examined the site and
adjacent property on a preliminary basis and concluded that development of the site was
feasible from an engineering and geotechnical viewpoint.
FIELD STUDIES
Field studies conducted during our evaluation of the property consisted of the following:
1. Initial geologic and geomorphic site reconnaissance.
2. Emplacement of two trenches (totaling approximately 420:!: feet), across the entire
width of the buildable areas of lots 19 and 20. This subsurface investigation
included formal geologic documentation of subsurface conditions exposed. These
fault finding trenchs were logged by a geologist from our firm. The locations of .
GSI's trenches from this supplemental investigation are shown on Plate 1. Logs of
the GSI trenches from this investigation are shown on Plates 2 and 3.
3. Appropriate engineering and geologic analyses of data collected and preparation
of this report and accompaniments.
Lineament Analvsis
In order to identify possible unmapped faults and to evaluate topographic expressions of
the published fault trace, a lineament analysis was performed. As listed in Appendix A, the
imagery used were stereoscopic "false-color" infrared aerial photographs (scale 1 "=3333).
Photographic lineaments are generally classified as strong, moderate, or weak. A strong
lineament is a well defined feature that can be continuously traced several hundred feet
to a few thousand feet. A moderate lineament is less well defined, somewhat
discontinuous, and can be traced for only a few hundred feet. A weak lineament is
discontinuous, poorly defined, and can be traced for a few hundred feet or less. A
moderate lineament corresponding with the break-in-slope was noted transecting the site
during our analysis.
James and Mardi Margiotta
Lots 19 and 20 Tract 9833-3
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REGIONAL GEOLOGY
Reaional Geoloalc Settlna
The subject property is located within a prominent natural geomorphic province in
southwestern California known as the Peninsular Ranges. It is characterized by steep,
elongated ranges and valleys that trend northwestward. The Santa Ana Mountains lie
along the western side of the Elsinore fault zone, and the Perris Block is located along the
eastern side of the fault zone. The mountain ranges are underlain by pre-Cretaceous
metasedimentary and metavolcanic rocks and Cretaceous plutonic rocks of the southern
California batholith. Tertiary sediments and volcanics, and Quaternary sediments flank the
mountain ranges. The Tertiary and Quaternary rocks are generally comprised of
nonmarine sediments consisting of sandstones, mudstones, fanglomerates, and scattered
volcanic rocks. Uplift on the regional faults, and erosion has resulted in the incision of the
older rocks, and subsequent deposition of coalescing alluvial fans in the valleys.
SITE GEOLOGY
Geologic units identified within the study area are: artificial fill, younger and relatively older
colluvium, older alluvium, and the Pauba Formation. Supplemental descriptions for
subunits within the Pauba Formation encountered in the subsurface explorations are
shown on Plates 2 and 3. The major geologic units in the site are shown on Plate 1, and'
are generally described, from youngest to oldest below:
Artificial Fill - Undocumented - (MaD Svmbol - Aful
Undocumented artificial fill occurs locally within the site and is generally associated with
the EMWD easement and onsite dirt roads. Also present is undocumented (uncompacted)
backfill of the current fault finding/exploratory trenches. The fill materials are light to dark
brown and light gray silty and clayey sands, derived onsite. These unengineered fill
materials are dry, loose and are potentially compressible and may settle appreciably under
additional fill or foundation and improvement loadings. These materials are unsuitable for
support of structures and/or improvements in their existing state.
Quaternarv Colluvium (not maDDed)
Colluvium mantles the older alluvial and bedrock deposits onsite. A relatively younger
colluvial unit was noted mantling the artificial fill materials in trench T-1 (see Plate 2). The
colluvium ranges in thickness from about 2:!: to as much as 3:!: feet in the southern portion
of the site. The colluvium is generally silty, fine- to coarse-grained sands and silts with
some pebbles, and locally abundant gravels. These materials are dry to damp, and loose
and porous near the surface. Typically, colluvium has a very low to low expansion
James and Mardi Margiotta
Lots 19 and 20 Tract 9833-3
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potential. These materials are unsuitable for $UPport of structures and/or improvements
in their existing. state.
Quaternarv Older Alluvial DeDosits - (MaD Svmbol - Qoal)
Older alluvium mantels the bedrock materials in the upper canyon areas and comprises
the majority of the southern part of the site. These sediments are generally silty to clayey
sands, and are generally light to dark brown to reddish brown, dry to damp, and medium
dense to dense. These sediments are generally massively bedded, and generally flat
lying. These materials are visually classified as having a low to possibly medium
expansion potential. Due to the consistency and density of these older alluvial deposits
they are considered suitable for support of structures and/or improvements after remedial
removals of surficial deposits have been completed.
Quaternarv Pauba Formation - (MaD Svmbol - QD)
Relatively older bedrock materials ofthe Pauba Formation underlie most ofthe study area
at depth. The bedrock is composed of silty sands, to clayey sands with minor pebbles
and gravel, to sandy silts. The bedrock is generally grayish brown to light gray to dark
brown, dry to damp, and medium dense to dense. Additionally, it is medium to thickly
bedded and massive. It is generally flat lying to gently inclined to the south-southeast.
These sediments may reach several tens offeet in thickness. These materials are visually.
classified as having a low to medium expansion potential. These sediments are
Pleistocene in age (Kennedy, 1977).
FAULTING AND REGIONAL SEISMICITY
The site is traversed by an "Earthquake Fault Zone" associated with the Wildomar Fault
(considered part of the Elsinore fault zone) as indicated in the Alquist-Priolo Earthquake
Fault Zoning Act (Hart and Bryant, 1997). In general, the site is situated in an area of active
as well as potentially-active faults.
The acceleration-attenuation relations of Joyner and Boore (1982a and 1982b), and
Campbell and Bozorgnia (1994) have been incorporated into EQFAULT (Blake, 1989a).
For this study, peak horizontal ground accelerations anticipated at the site were
determined based on the random mean and random mean plus 1 - sigma attenuation
curves developed by Joyner and Boore (1982) and Campbell and Bozorgnia (1994).
These acceleration-attenuation relations have been incorporated in eQFAUL T, a computer
program by Thomas F. Blake (1989), which performs deterministic seismic hazard analyses
using up to 150 digitized California faults as earthquake sources. The program estimates
the closest distance between each fault and a user-specified file. If a fault is found to be
within a user-selected radius, the program estimates peak horizontal ground acceleration
that may occur at the site from the upper bound ("maximum credible") and "maximum
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probable" earthquakes on that fault. Site acceleration (g) is computed by a user-selected
acceleration-attenuation relation that is contained in EQFAULT. Based on the above, peak _
horizontal ground accelerations from an upper bound event may be on the order of 0.55g
to 1.12g, and a maximum probable event may be on the order of 0.55g to 1.02g. The
major faults and fault zones in southem California that could have a significant effect on
the site should they experience activity are presented in Appendix B, which includes the
pertinent computer printouts of the EQFAUL T program.
The possibility of ground shaking at the site may be considered similar to the southern
California region as a whole. The relationship of the site location to these major mapped
faults is indicated on the Fault Map of Southern California (Figure 2). In addition, a digital
fault zone map of the site, provided by the County of Riverside, is included as Figure 3.
ABBREVIATED FAULT NAME APPROXIMATE DISTANCE MILES (KM)
Casa Lorna-Clark (San Jacinto1 22 ~35\
Chino 33/521
Clamshell - Sawoit 38 1611
Coronado Bank-Aqua Blanca 45 /73\
Covote Creek (San Jacinto) 34/55\
Elsinore o to\
Glen Helen-Lvtle Creek-Claremont (San Jacinto' 24139\
Hot Sorinas-Buck Ridae ISan Jacinto) 25 /40\
La Nacion 44 /70\
Newnart - Inalewood - Offshare 29/47\
Pinto Mountain - Moronao 48m)
Rose Canvon 29/47)
San Andreas rCoachella Vallev\ 48 1771
San Andreas (S. Bernardino Mtns\ 42/68\
San Goraonio-BanninQ 35/57\
San Jose 54/87\
Sierra Madre-San Fernando 56 190\
Whittier-North Elsinore 38 /611
Historical site seismicity was evaluated with the acceleration-attenuation relations of
Campbell and Bozorgnia (1994) and the computer program EQSEARCH (Blake, 1989b,
James and Mardi Margiotta
Lots 19 and 20 Tract 9833-3
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updated to June, 2000). This program performs a search of historical earthquake records
. _ fQr magnitude 5.0 to 9.0 seismic events within a 100 mile radius, between the years 1800
to 2000. Based on the selected acceleration-attenuation relationship, a peak horizontal
ground acceleration is estimated, which may have affected the site during the specific
event listed. Based on the available data and the attenuation relationship used, the
estimated maximum (peak) site acceleration during the period 1800 to June, 2000 was
0.21 g. In addition, site specific probability of exceeding various peak horizontal ground
accelerations and a seismic recurrence curve are also estimated/generated from the
historical data. Computer printouts of pertinent portions of the EQSEARCH program are
included in Appendix B.
A probabilistic seismic hazards analysis was performed using FRISK89 (Blake, 1989c)
which models earthquake sources as lines and evaluates the site specific probabilities.
Based on a review of these data, and considering the relative seismic activity of the
southern California region, a peak horizontal ground acceleration of 0.40 g was calculated.
This value was chosen as it corresponds to a 10 percent probability of exceedance in 50
years (or a 475 year return period). Computer printouts of pertinent portions of the
FRISK89 program are included in Appendix B.
Seismic Shakina Parameters
Based on the site conditions, Chapter 16 of the Uniform Building Code (International
Conference of Building Officials, 1997), the following seismic parameters are provided. .
I UBe TABLE/FIGURE DESIGNATION I . FAULT PARAMETERS I
Seismic zone (oer Fiaure 16-2*) 4
Seismic zone factor Z (oer Table 16-1*) 0.40
Soil Profile Tvoes (oer Table 16-J*) Sn
Seismic Coefficient C. (per Table 16-Q*) 0.44 N
Seismic Coefficient C. (per Table 16-R*) O.64N
Near Source factor N. (per Table 16-S*) 1.30
Near Source factor No (per Table 16-T*) 1.60
Distance to Seismic Source o mi. CO km\
Seismic Source Tvoe (oer Table 16-U*) B
UDDer Bound Earthauake M...6.8
* Figure and table references from Chapter 16 of the Uniform Building Code (1997).
James and Mardi Margiotta
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SUMMARY OF GSI TRENCHES
As shown on Plate 1, Trench T-1 and T-2 extend across the property from the northeast to
the southwest, covering the entire width of the buildable area of lot 20 and traversing
through lot 19. Exploratory trenching of the site was conducted in November of 2000. The
City of T emecula was given advanced notice of the geotechnical investigation and invited
to review the onsite exploratory fault trenching in the field, however, no one from the City
came to review the trenches. The trenches were 10:!: to 16:!: feet deep, emplaced into
bedrock and the relatively older alluvial deposits onsite. Trench T-1 was approximately 170
feet in length, T-2 was approximately 250 feet in length, and both trenches were logged
by a geologist from our firm at a scale of 1 "=5' (see Plates 2 and 3). Evidence for active
faulting was encountered during our underground investigation and an appropriate revised
setback zone was established based on this subsurface investigation of the property (see
Plate 1).
GROUNDWATER
Seeps, springs, or other indications of a high groundwater level were not noted on the
subject property during the time of our field investigation. A high groundwater elevation
of 1015 mean sea level (msl), California Department of Water Resources (1971), was
recorded in state well No. 8S/2W-17M1S, in the Pauba Valley below the site. Although.
indications of a shallow, or "perched" groundwater condition (Le., where relatively
impermeable sediments underlie relatively permeable sediments filled with water) were not
noted, due to the contrasting nature and permeability of the onsite earth materials, the
possibility offuture,localized perched water conditions car:mot be precluded. Should such
conditions become apparent in within the site area in the future, additional
recommendations for mitigation may be provided upon request.
LIQUEFACTION POTENTIAL
Seismically-induced liquefaction is a phenomenon in which cyclic stresses, produced by
earthquake-induced ground motion, create excess pore pressures in soils. The soils may
thereby acquire a high degree of mobility, and lead to lateral movement, sliding, sand
boils, consolidation and settlement of loose sediments, and other damaging deformations.
This phenomenon occurs only below the water table; but after liquefaction has developed,
it can propagate upward into overlying, non-saturated soil as excess pore water dissipates.
Typically, liquefaction has a relatively low potential at depths greater than 45 feet and is
virtually unknown below a depth of 60 feet.
Liquefaction susceptibility is related to numerous factors and the following conditions
should be concurrently present for liquefaction to occur: 1) sediments must be relatively
young in age and not have developed a large amount of cementation: 2) sediments
James and Mardi Margiotta
Lots 19 and 20 Tract 9833-3
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generally consist of medium to fine grained relatively cohesion less sands; 3) the sediments
must have low relative density; 4) free groundwater must be present in the sediment; and
5) the site must experience a seismic event of a sufficient duration and magnitude, to
induce straining of soil particles.
The condition of liquefaction has two principal effects. One is the consolidation of loose
sediments with resultant settlement of the ground surface. The other effect is lateral
sliding. Significant permanent lateral movement generally occurs only when there is
significant differential loading, such as fill or natural ground slopes. Few such loading
conditions exist on the site. In the site area, we found there is a potential for seismic
activity, however, the site and the alluvial sediments were silty, fine to coarse grained,
massively bedded and become dense with depth.
Inasmuch as three or four of these five required concurrent conditions discussed above
do not have the potential to affect the site, our evaluation indicates that the potential for
liquefaction and associated adverse effects within the site is low, even with a future rise in
groundwater levels. Therefore, it is our opinion that the liquefaction potential does not
constitute a significant risk to site development.
CONCLUSIONS AND RECOMMENDATIONS
Based on our review, field investigation, and geologic analyses, it is GeoSoils Inc.'s opinion'
that development of the site is feasible from a geologic viewpoint, provided the
recommendations contained herein are implemented. Recommendations for mitigation
of the fault trench backfill should be provided by the geo!echnical consultant.
This supplemental investigation indicates that the Wildomar fault that crosses the southern
portion of the site (Figure 1 and Plate 1) is likely active, according to the State of California
(Le., movement within the Holocene epoch, or last 11,OOO:!: years [Hart and Bryant, 1997]).
Habitable structures should not be located within the revised setback zone next to this
fault, as depicted on Plate 1. Further fault locating trenches in this area or vicinity may
serve to reduce the currently proposed setback zone.
PLAN REVIEW
Final grading plans as well as foundation and improvement plans should be submitted to
this office for review and comment, as they become available, to minimize any
misunderstandings between the plans and recommendations presented herein. In
addition, foundation excavations and earthwork construction performed on the site should
be observed and tested by this office. If conditions are found to differ substantially from
those stated, appropriate recommendations would be offered at that time.
James and Mardi Margiotta
Lots 19 and 20 Tract 9833-3
'File: e:lwp7lmurrlrc2900l2963a.sg1
W.O..2963-A-SC
January 31, 2001
Page 11
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INVESTIGATION LIMITATIONS
The materials encountered on the project site and utilized in our investigation are believed
representative ofthe total area; however, soil materials may vary in characteristics between
excavations. Inasmuch as our investigation is based upon the site materials observed, and
engineering and/or geologic analyses, the recommendations are professional opinions.
It is possible that variations in the soil conditions or faulting could exist beyond the points
explored in this investigation. Also, changes in groundwater conditions could occur at
some time in the near future due to variations in temperature, regional rainfall, and other
factors.
These opinions have been derived in accordance with current standards of practice, and
no warranty is expressed or implied. Standards of practice are subject to change with
time. GSI assumes no responsibility or liability for work or testing performed by others.
In addition, this report may be subject to review by the controlling authorities.
James and Mardi Margiotta
Lots 19 and 20 Tract 9833-3
File: e:\wp7lmurrlrc2900\2963a.sgf
w.O. 2963-A-SC
January 31, 2001
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APPENDIX A
REFERENCES
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APPENDIX A
REFERENCES
Blake, T.F., 1989a, EQFAUL T, A computer program for the deterministic prediction of peak
horizontal acceleration from digitized California faults; Updated through 1997.
_, 1989b, EQSEARCH, A computer program for the estimation of peak horizontal
acceleration from California historical earthquake catalogs; Updated through June
2000.
_, 1989c, FRISK89, A computer program for the probabilistic estimation of seismic
hazard uSing faults as earthquake sources; Updated,1997.
California Department of Water Resources, 1971, Water wells and springs in the western
part of the upper Santa Margarita River watershed, Riverside and San Diego
Counties, California, Bulletin 91-20, August, 377p.
EnGen Corporation, 1998, Geotechnical engineering study, proposed single family
residences, Lots 19, 20 and 21 of Tract 9833-3, City of Temecula, County of
Riverside, California, project number T1360-GS, dated March 11.
Hart, EW. and Bryant, WA, 1997, Fault-Rupture Hazard Zones in California, Alquist-Priolo.
Earthquake Fault Zoning Act with Indexto Earthquake Fault Zones Maps; California
Division of Mines and Geology Special Publication 42, with Supplements 1 and 2,
1999.
International Conference of Building Officials, 1997, Uniform building code: Whittier,
California, vol. 1, 2, and 3.
Kennedy, M.P., 1977, Recency and character of faulting along the Elsinore fault zone in
southern Riverside County, California: California Division of Mines and Geology,
Special Report 131, 12p.
United States Department of Agriculture, 1980, Aerial photographs, project no. 615020,
flight date August 10th and 20th, flight line 180 and 580, photo Nos. 29-32 and 184
and 185 respectively, scale 1 "=3333':!:.
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APPENDIX B
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INSTALL 12" X 12- BROOKS BROTHERS DRAINAGf INL E T
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CONS TRue T 16' '.WOE X 4" DEfP, CONCRf r[ DRI V[WA Y
ON COMPACTED NA nVf, PER DETAIL J-ItREON
INSTALL J LF OF 6" PVC DRAIN, THROUGH RETAINING
WALL, SLOPE = -2.00" MINIMUM TO EdGE OF DWY.
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CONSTRUCT J~ WIDE GUNITE: DOWN DR~/~ TO 80 r"rOM OF
EXIS'nNG SLOPE PER DETAIL HfRfON. A r au rtET, PLAcr
6" DIA. ROCK OR APPROVF:O EQUAL, 4' X 4' X l'
CONSTRUCT 4 N DECP CONCRETE SLAB ON COMPAC,(ED NA TIV[
INSTALL SAND BAGS, 2 BAGS HIGH (SHE EROSION CONTROL
NOTES, S,""I[E'T 1)
SAWCUT AND REMOVE 26' LF OF Ex/s'nNG AC BERM AND
A MINIMUM OF ASPHAL r AS NECCESSARY TO CQNsr DWY
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EARTHWORK
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LEGEND
Artifical fill
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Quaternary older alluvium
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CUT JOO CY
FILL JOO C Y
HLe civil_ enl1i~erin!l
4t661-~1ERWfl'00[ N(jl}j. ~IT 225 (900) 676-6225 (900~76-7976 FA)
I~t CdifoolKJ 92~ ,
1 - 800
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CONs-rRUCTION RECORD
lx~~ires
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TEMF CULA
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DEPARTMEN-r OF PUBLIC WORKS
[)estgr'ed Hi
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H. CORREA D. GINN f-f. CORREA
PLANS PREPARED UNDER THE SUPERVISIO~J OF
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DATE BY
REVISIONS
DATE Ace, D
BENCHMARK
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SCALE
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- RECOMMENDED BY: __ ._
HORIZONTAL
SilU r 2 01 2
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AS BUlL TIP!<EC/SE GRADING PLAN
30655 JfDfDIAH SMI TH ROAD
PARCELS 191 201 \\\ANO 21 OF TRACT 9833_3
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.', ,:'.'.,. ':;.,': T()YFl4J2to:'d;~k..yel/oWi8h brawn 10YA qia, da~p row~t/:ijt,~rijt1:R~iHc~~ to: 'g~m$e:, Unit i$ .'
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.' .'; . '. .' , \.: ,: ."~ to light., bFoWMllsh. gtay 1 OVA. 6/2, .qamp, dense: .tQq~JIY,:. i!lijJ.rrlfJ;a~~~."~~maQnW1tlE.lt"$ .&3tag~JI:. .!.
. .' . .' ': .: . ". "~ ;.: :'. parbonate enr!~he~ ~alaoaola were.: florad., Gatoonate~wU~l.~!t~r'i$~!~~~Q,1 fQ.r'fft if. ~a.~Wn~f~~ ',',
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