HomeMy WebLinkAboutParcel Map 30169 Geotechnical Investigation
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I. PETRA GEOTECHNICAL INC
27620 Commerce Center Dr. $ta. 103
Temeculo. CA 92590
I Tel: (909) 699.6193
Fax: (909) 699-6197
Petrate@ibm.net
e PETRA
?1ll3tJllJ 7
COSTA MESA' SAN DIEGO. TEMECULA . LOS ANGELES
.--
January 26, 2001
J.N.452-00
ELI LILLY AND COMPANY
Lilly Corporate Center
Indianapolis, Indiana 46285
Attention:
Mr. John G. Leight
Subject:
Geotechnical Investigation, 37-Acre Commercial Parcel, Located
West of Margarita Road and South of Overland Drive, City of
Temecula, Riverside County, California
Petra Geotechnical, Inc. is pleased to submit herewith our geotechnical investigation
report for the 37-acre commercial development in the City of Temecula, California.
This work was performed in accordance with the scope of work Dutlined in Dur JDb
ND. 474-00 dated OctDber 6, 2000. This report presents the results of our field
investigation, laboratory testing and our engineering judgement, opinions,
conclusions and recommendations pertaining to geotechnical design aspects of the
proposed development.
It has been a pleasure to be of service to you on this project. Should you have any
questions regarding the contents of this report or should you require additional
information, please do not hesitate to contact us.
Respectfully submitted,
PETRA GEOTECHNICAL, INC.
~$d
Mark Bergma .
Vice President
LAB/SMP/TLJ/keb
/(D)~ @ ~ 0 [YJ ~m
UI1 i.i!-\R 0 20U1 @I
Distribution: (4) Addressee
(2) Excel Engineering/Attention: Ms. Crystal
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ELI LILLY AND COMPANY
37-Acre Commercial Parcel/Temecula
January 26, 2001
J.N.452-00
Page i
TABLE OF CONTENTS
Section
Page
INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1
Location and Site Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 1
Proposed Development/Grading ............................ 2
Purpose and Scope of Services ....................... . . . . .. 2
INVESTIGATION AND LABORATORY TESTING ................ 3
Aerial-Photograph Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
Literature Review ..................................... 5
Field Exploration. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . '5
Laboratory Testing .................................... 6
FINDINGS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 6
Regional Geologic Setting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 6
Local Geology and Soil Conditions .......................... 7
Groundwater ........................................ 9
Faulting. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 9
Seismicity ......................................... 10
CONCLUSIONS AND RECOMMENDATIONS .................. 11
General.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 11
Earthwork . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . .. 12
General Earthwork and Grading Specifications . . . . . . . . . . .. 12
Clearing and Grubbing . . . . . . . . . . . . . . . . . . . . . . . . . " 12
Excavation Characteristics . . . . . . . . . . . . . . . . . . . . . . . .. 13
Groundwater ................................. 13
Ground Preparation - Fill Areas ..................... 13
Fill Placement. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 14
Benching . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 14
Import Soils for Grading . . . . . . . . . . . . . . . . . . . . . . . . .. 14
Processing of Cut Areas .......................... 14
Cut/Fill Transition Lots .......................... 14'
Shallow Fill-to-Deep-Fill Lots ...................... 15
Shrinkage, Bulking and Subsidence . . . . . . . . . . . . . . . . . .. 15
Cut Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 16
Stability of Temporary Backcut Slopes . . . . . . . . . . . . . . . .. 16
Fill Slopes .... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 17
Fill-Above-Cut and Cut-to-Fill Transition Slopes .......... 18
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ELI LILLY AND COMPANY
37-Acre Commercial Parcel/Temecula
January 26, 2001
J.N.452-00
Page ii
TABLE OF CONTENTS (Continued)
Geotechnical Observations . . . . . . . . . . . . . . . . . . . . . . . .. 19
Post-Grading Considerations ............................. 19
Slope Landscaping and Maintenance .................. 19
Utility Trenches ............................... 21
Site Drainage ................................. 22
Seismic Design Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . .. 22
Ground Motions ............................... 22
Secondary Effects of Seismic Activity ................. 24
Tentative Foundation-Design Recommendations . . . . . . . . . . . . . . . .. 24
General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 24
Allowable-Bearing Values . . . . . . . . . . . . . . . . . . . . . . . .. 25
Settlement ................................... 25
Lateral Resistance .............................. 25
Footing Setbacks From Descending Slopes .............. 26
Building Clearances From Ascending Slopes ............. 26
Footing Observations ........ . . . . . . . . . . . . . . . . . . .. 27
Expansive Soil Considerations ...................... 27
Preliminary Structural-Pavement Design . . . . . . . . . . . . . . . . . . . . .. 32
Concrete FJatwork . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 33
Thickness and Joint Spacing . . . . . . . . . . . . . . . . . . . . . . .. 33
Subgrade Preparation .. . . . . . . . . . . . . . . . . . . . . . . . . .. 33
Planters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 33
Cement Type ....................................... 34
Soluble-Sulfate Analyses . . . . . . . . . . . . . . . . . . . . . . . . .. 34
GRADING-PLAN REVIEW AND CONSTRUCTION SERVICES ...... 34
INVESTIGATION LIMITATIONS. . . . . . . . . . . . . . . . . . . . . . . . . .. 35
Figure 1 - Site Location Map
References
Plate 1 - Geotechnical Map (in pocket)
Appendices
Appendix A - Logs of Borings and Test Pits
Appendix B - Laboratory Test Criteria/Laboratory Test Data
Appendix C - Seismic
Appendix D - Standard Grading Specifications
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GEOTECHNICAL INVESTIGATION
37-ACRE COMMERCIAL PARCEL, LOCATED WEST
OF MARGARITA ROAD AND SOUTH OF
OVERLAND DRIVE, CITY OF TEMECULA
RIVERSIDE COUNTY, CALIFORNIA
INTRODUCTION
This report presents the results of Petra Geotechnical, Inc. 's (Petra's) geotechnical
investigation of the subject property. The purposes of this investigation were to
determine the nature of surface- and subsurface-soil conditions a nd to evaluate their
in-place characteristics; provide geotechnical recommendations with respect to site
grading; and for design and construction of building foundations. This investigation
also included a review of published and unpublished literature, as well as
geotechnical maps pertaining to active and potentially active faults that lie in
proximity to the site.
Location and Site Description
The subject site, which is currently vacant, is located in the City of Temecula,
California. The site is bordered on the north by Overland Drive; the south by
Solana Way and automobile dealerships; the east by Margarita Road; and on the
west by Ynez Road. The general location of the site is shown on Figure 1.
The irregular-shaped property consists of a gently sloping area of land throughout
much of the site with existing desilting basins excavated in the western and southern
portions of the site. Elevations vary from approximately 1,048 feet above sea level
in the central portion of the site to approximately 1,100 feet above sea level along
the east-central portion of the site. Gradients on the site range from generally 3
percent to nearly vertical, with 0.5: I (horizontal:vertical [h:v)) cut slopes descending
into the desilting basin in the southern portion of the site. Drainage is generally
towards the west to southwest.
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ELI LILLY AND COMPANY
37-Acre Commercial Parcel/Temecula
January 26, 2001
J.N.452-00
Page 2
Underground structures known to be present within the site consist of a storm drain
along the western portion of the site immediately west and north of the adjacent
automobile dealerships. A storm-drain inlet was observed in the far western
desilting basin near Solana Way. Corrugated-metal pipes, 2-foot in diameter, were
observed from the northwestern desilting basins to the adjacent flood-control
channel.
Vegetation within the site consists of sparse weeds and grass throughout much of th e
site with large bushes and riparian vegetation within some of the desilting basins.
Fan palms and deciduous trees were observed on the east-central portion of the site.
Proposed Development/Grading
The enclosed 100-scaJe topographic map (Plate I) indicates that the proposed
development will consist of five level-graded pads intended for
commercial/industrial structures and associated access roads.
Maximum proposed cuts and fill are approximately 12 and 21 feet, respectively.
Proposed maximum cut-and fill-slope height are approximately 15 feet at a gradient
of2:1 (h:v).
Purpose and Scope of Services
The purposes of this study were to obtain information on the subsurface conditions
within the project area, evaluate the data, as well as provide conclusions and
recommendations for design and construction of the proposed structures, as
influenced by the subsurface conditions.
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ELI LILLY AND COMPANY
37-Acre Commercial Parcel/Temecula
January 26, 2001
J.N. 452-00
Page 3
The scope of our investigation consisted of the following.
. Review of available published and unpublished data concerning geologic and soil
conditions within, as well as adjacent to the site that could have an impact on the
proposed development. This included review of data acquired by other
engineering firms for adjacent properties (see. References).
. Review and interpretation of stereo- and oblique-aerial photographs dating from
1948 to 2000.
. Geologic mapping of the site.
. Excavation, logging and selective sampling of five borings to depths of up to
51.5 feet. Boring locations are shown on Plate 1 and descriptive logs are given
in Appendix A.
. Excavation, sampling and logging of 23 test pits to acquire soil samples for
laboratory testing and to evaluate geologic structure and litholo gy. Test -pit logs
are given in Appendix A and the locations of these pits are shown on Plate 1.
. Laboratory testing and analysis of representative samples (bulk and undisturbed)
obtained from the borings and test pits to determine their engineering properties.
Laboratory test criteria and test results are presented in Appendix B.
. Preparation of a geotechnical map (Plate 1).
. Engineering and geologic analysis of the data with respect to the proposed
development.
. An evaluation of faulting and seismicity of the region as it pertains to the site.
. Preparation of this report presenting our findings, conclusions and
recommendations for the proposed development.
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ELI LILLY AND COMPANY
37-Acre Commercial Parcel/Temecula
January 26, 200 I
J.N.452-00
Page 4
INVESTIGATION AND LABORATORY TESTING
Aerial-Photograph Analysis
Sequential stereo-aerial photographs covering the site area were reviewed and
analyzed by Petra for the years 1948 to 2000. These photographs, obtained from
Riverside County Flood Control, are at scales ranging from 1 inch is equal to 1,600
feet to 1 inch is equal to 2,000 feet.
A review of select aerial photographs indicated the site was in a relatively natural
condition in the 1962 photos. The 1974 photos revealed four residences in the ea st-
central portion of the site with the remainder of the site being utilized for
agriculture. A livestock farm was observed in the northeastern portion of the site,
near the intersection of Overland Drive and Margarita Road. In 1980, two desilting
basins had been added to the previous development, one along the channel in the
northwestern portion of the site and the other in the southwestern portion of the site
along Solana Way. By 1983, additional desilting basins had been constructed along
the channel. The 1990 photographs indicated development south of Solana Way and
along Motor Car Parkway was underway. The second desilting basin along Solana
Way near the intersection of Margarita Road and Solana Way had been constructed
and appeared to have sand bags placed on the slope face descending into the basin
from the north. A fill area located to the north of that desilting basin was observed
that corresponds to fill shown on our geotechnical map (Plate I). By 1995, the
single-family residences and farm had been removed and the site left vacant. New
development observed in the 2000 photos consists of a rip-rap-lined channel
improvement along the northwestern site boundary. A discussion of the lineament
observed in our aerial-photo review is contained within the Faulting Section of this
report.
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ELI LILLY AND COMPANY
37-Acre Commercial Parcel/Temecula
January 26, 2001
J.N. 452-00
Page 5
Literature Review
Due to the lineament which was mapped near the western boundary of the site
(Kennedy, 1997), a literature review was performed at the County of Riverside.
The following reports were reviewed.
. SoilTech Inc. (] 987) - A preliminary geotechnical investigation was performed
by SoilTech, Inc. (SoiITech) for the auto-mall development along Motor Car
Parkway immediately west of the site. Their investigation included an II-foot-
deep fault trench in the southeastern portion of the site. SoilTech did not report
any evidence of faulting associated with Kennedy's lineament in the referenced
report.
. Aragon Geotechnical Consultants (988) - A fault investigation by Aragon
Geotechnical Consultants (Aragon) was performed southeast of the intersection
of Ynez Road and Solana Way immediately south of the subject site. Aragon did
not report any evidence of faulting in connection with Kennedy's lineament
within their excavations summarized in the referenced report.
Field Exploration
Subsurface exploration was performed on December 16, 18 and 25, 2000, and on
January 25, 2001, the excavation of 17 test pits to depths ranging from 2.5 to 9 feet
utilizing a rubber-tired backhoe. ACME 55 drill rig equipped with an automatic
140-pound hammer was used to drill five exploratory borings to depths varying
between 21.5 and 51.5 feet. Prior to subsurface work, an underground utilities
clearance was obtained from Underground Service Alert of Southern California.
Earth materials encountered within the exploratory test pits and borings were
classified and logged in accordance with the visual-manual procedures of the Unified
Soil Classification System. The approximate locations of the test pits and
exploratory borings are shown on Plate 1 and descriptive logs are presented in
Appendix A.
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ELI LILLY AND COMPANY
37-Acre Commercial Parcel/Temecula
January 26, 2001
J.N. 452-00
Page 6
Associated with the subsurface exploration was the collection of bulk (disturbed)
samples and relatively undisturbed samples of soil for laboratory testing.
Undisturbed samples were obtained using a 3-inch-outside-diameter modified
California split-spoon soil sampler lined with brass rings. The soil sampler was
driven mechanically with successive 30-inch drops of an automatic, gravity-driven,
140-pound hammer. The central portions of the driven-core samples were placed
in sealed containers and transported to our laboratory for testing.
Laboratory Testing
Maximum dry density, expansion potential, soluble-sulfate analysis and shear
strength of undisturbed samples were determined for selected disturbed (bulk) and
undisturbed samples of soil and bedrock materials considered representative of those
encountered. Moisture content and unit dry density were also determined for in-
place soil and bedrock materials in representative strata. A brief description of
laboratory test criteria is given in Appendix B and all test data are summarized on
Plates B-1 through B-2. In-situ moisture content and dry unit weight are included
in the exploration logs (Plates A-I through A- 28, Appendix A). An evaluation of
the test data is reflected throughout the Conclusions and Recommendations Section
of this report.
FINDINGS
Regional Geologic Setting
The site is located within the Peninsular Range Geomorphic Province 0 f California.
The Peninsular Ranges are characterized by steep, elongated, northwest-trending
valleys. More specifically, the site is located on the southwest portion of the Perris
Block which is bounded on the north by the San Gabriel and Cucamonga faults, on
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ELI LILLY AND COMPANY
37-Acre Commercial Parcel/Temecula
January 26, 2001
J.N.452-00
Page 7
the east by the San Jacinto fault, on the west by the Elsinore Trough and on the
south by an undefined zone south of Temecula. The Perris Block is predominately
composed of crystalline granitic basement complex of Cretaceous-age with
Quaternary sediment accumulations in low-lying areas. The crystalline basement
complex forms well-rounded hills of moderate relief. Sparse volcanic units of
Tertiary-age occur in the western portion of the Perris Block.
Local Geology and Soil Conditions
Locally, the site is located on the western end of a northwest-trending ridge of Paub a
formational sandstone. The gently west-sloping site has been modified by
intermittent grading operations which have created desilting basins and storm dra ins
to accommodate surface flow as the land surrounding the site has been developed.
The grading has resulted in five desilting basins cut into the existing bedrock and
areas of undocumented artificial fill near the basins. The majority of the site, away
from the basins, appears to be in a relatively natural condition. The individual units
are discussed below.
. Undocumented Artificial Fill (map symbol: Afu) - Undocumented artificial fill
was encountered in several areas throughout the site - in the far north-central
portion it was observed forming berms and access roads which separated the
three desilting basins; forming the western slope of the northernmost basin; and
thin (approximately 2-foot thick) wedges 0 f fill observed southeast of the basins
within the terraced hillside. The artificial fill in this area consisted of locally
derived soils and was predominately silty sand which was dry, loose and heav ily
burrowed. A 2.5-foot-thick organic layer was observed within Test Pit TP-l and
appeared to be isolated within the fill berm.
Artificial fill was also observed in the east-central portion of the site in the
vicinity of a tree-lined, level-graded pad. It appears that the pad was created by
cutting the far eastern portion and pushing the cut material to the western
margins of the pad. It consisted of dry, medium dense silty sand. The upper 1
foot was extensively burrowed and rutted with tire tracks.
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ELI LILLY AND COMPANY
37-Acre Commercial Parcel/Temecula
January 26, 200 I
J.N.452-00
Page 8
The third area in which artificial fill was observed was within the southeastern
portion of the site immediately north of the two desilting basins along Solana
Way. The fill consisted of dry to damp silty sand which was loose to medium
dense and had small (less than 6 inches) pieces of asphaltic concrete and other
construction debris. An organically stained layer was observed at the contact
between the fill and underlying native soil. Therefore, no clearing or grubbing
operations were performed prior to the fill placement. The fill appears to have
been derived by the excavation of the nearby desilting basins.
Within the western portion of the site, undocumented fill was noted within all th e
test pits (TP-18 through TP-23) ranging from approximately 2 to 3 feet in depth.
A stockpile of rip-rap-sized boulders were noted within this area near the
drainage channel and Ynez Road (see Plate I).
Several small piles of end-dumped fill and construction debr is were observed on
the site and are noted on the enclosed geotechnical map (Plate 1).
. Ouaternary Pauba Formational Bedrock (map symbol: Ops) - The entire site is
underlain by relatively horizontally bedded siltstone and sandstone of the Pauba
Formation. Silty sands predominate; however, beds of silt, well-graded and
poorly graded sands were also encountered in the subsurface investigation. A
thin veneer of recent alluvium was encountered within the desilting basins.
However, due to its thickness (generally 1 foot), it is not differentiated from the
Pauba Formation in this report. The silty sands were generally moist and
medium dense to dense. While the Pauba Formation is classified as bedrock, the
sandstone and siltstone units more closely resemble soils in their characteristics.
Accordingly, these materials have been described in accordance with the Unified
,
Soil Classification System in the logs presented in Appendix A. The upper 3 feet
of the silty sandstone was often dry and cemented. A very coarse-grained clayey
sand layer was observed within Borings B-2 and B-4, it was orange, moist,
medium dense, with some manganese staining. Poorly and well-graded sand
layers were encountered 10 to 20 feet below the surface within our borings. The
sands were moist to very moist, medium dense, nonindurated, with iron and
manganese staining. A micaceous silt was encountered within the borings at
depth and was observed near the surface within the desilting basins adjacent to
Solana Way. The silt was olive, locally massive, moist to wet, stiff to very stiff
and occasionally iron-stained.
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ELI LILLY AND COMPANY
37-Acre Commercial Parcel/Temecula
January 26, 2001
J.N.452-00
Page 9
Groundwater
Seepage was encountered within Boring B-1 at 14 feet. The seepage was occurring
along a sand layer adjacent to the flood-control channel. No other seepage or
groundwater was encountered within excavations throughout the rest of the site.
Based on local well data and on our ~xperience in the area, groundwater within the
Pauba Formation is approximately 38 feet below the ground surface.
Faulting
The geologic structure of the entire southern California area is dominated mainly by
northwest-trending faults associated with the San Andreas system. Faults, such as
the Newport-Inglewood, Whittier, Elsinore, San Jacinto and San Andreas, are major
faults in this system and all are known to be active. In addition, the San Andreas,
Elsinore and San Jacinto faults are known to have ruptured the ground surface in
historic times.
Based on our review of published and unpublished geotechnical maps and literature
pertaining to site and regional geology, the closest active faults to the site are the
Elsinore fault located approximately 0.2 kilometer to the west; the Murrieta fault
located approximately 5.5 kilometers to the north; and the Wolf Valley fault located
approximately 7.3 kilometers to the south.
The most significant fault, with respect to anticipated ground motions at the site, is
the Elsinore fault, due to its proximity and large possible magnitude.
Kennedy (1977) mapped a northwest-trending lineament through the subject site.
The 1.38-kilometer-Iong lineament was noted due to the northwest-trending breaks
in topography which parallel the Wildomar branch of the Elsinore fault. An aerial-
photograph review was performed in an effort to gain additional information to
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37-Acre Commercial Parcel/Temecula
January 26, 2001
J.N. 452-00
Page 11
The probabilistic analysis, on the other hand, incorporates uncertainties in time,
recurrence intervals, size and location (along faults) of hypothetical earthquakes.
This method thus accounts for the likelihood (rather than certainty) of occurrence
and provides levels of ground acceleration that might be more reasonably
hypothesized for 'a finite-exposure period. Moreover, the State of California has
adopted the standard of using peak -ground acceleration exceeded at a 10 percent
probability in 50 years, also known as "Design-Basis Earthquake Ground Motion",
in seismic analysis per requirement of the 1997 Uniform Building code (UBC)
Sections 1627,1629.1 and 1631.2.
Our probabilistic analysis was performed by utilizing computer program "FRISKSP"
(Blake, 1998) and adopting the attenuation relationship for soil published by Boore,
et al. (see Blake, 1995). The results indicate the design-basis earthquake ground
motion for the site is 0.46g for peak-ground acceleration with a 10 percent
probability of being exceeded within a 50-year period.
The results of our deterministic and probabilistic analysis are included In
Appendix C of this report.
CONCLUSIONS AND RECOMMENDATIONS
General
From a soils engineering and engineering geologic point of view, the subject
property is considered suited for the proposed construction, provided the following
conclusions and recommendations are incorporated into the design criteria and
project specifications.
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37-Acre Commercial Parcel/Temecula
January 26, 2001
J.N. 452-00
Page 12
Earthwork
General Earthwork and Gradinl? Specifications
All earthwork and grading should be performed in accordance with all applicable
requirements of the Grading and Excavation Code and the Grading Manual of the
County of Riverside, California, in addition to the provisions of the 1997 UBC,
including Chapter 16 and Appendix A33. Grading should also be performed in
accordance with applicable provisions of the attached Standard Grading
Specifications (Appendix D) prepared by Petra, unless specifically revised or
amended herein.
Clearing and Grubbing
All weeds, grasses, brush, shrubs and trees in areas to be graded shall be stripped
and hauled offsite. Trees to be removed should be grubbed-out such that their
stumps and major-root systems are also removed and the organic materials hauled
offsite. During site grading, laborers should clear from fills any roots, tree branches
and other deleterious materials missed during clearing and grubbing operations.
It is assumed that proposed grading will render the existing storm drain obsolete.
Therefore, the storm drain and the surrounding fill materials should be removed.
Clearing operations should also include the removal of all trash and debris existing
within areas of proposed construction and/or grading.
The project soils engineer or his qualified representative should be notified at the
appropriate times to provide observation and testing services during clearing
operations to verify compliance with the above recommendations. In addition, any
buried structures, unusual or adverse soil conditions encountered that are not
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37-Acre Commercial ParcellTemecula
January 26, 2001
J.N. 452-00
Page 13
described or anticipated, herein should be brought to the immediate attention of the
geotechnical consultant.
Excavation Characteristics
Based on the results of our exploratory borings and test pits, residual soil materials
and other surficial deposits (i.e., alluvium and undocumented fill) will be readily
excavatable with conventional earthmoving equipment. Bedrock materials will be
excavatable with moderate ripping.
Groundwater
Localized seepage will likely be encountered adjacent to the flood-control channel
in the western portion of the site.
Ground Preparation - Fill Areas
All existing low-density and potentially collapsible-soil materials, such as loose
ffianmade fill, alluvium and highly weathered bedrock, will require removal to
underlying dense bedrock from each area to receive compacted fill. Prior to placing
structural fill, exposed bottom surfaces in each removal area should be scarified to
a depth of 12 inches or more, watered or air-dried as necessary to achieve near
optimum moisture conditions and then recompacted in-place to a minimum relative
density of 90 percent.
Based on test pits, borings and laboratory testing, anticipated depths of removals
range from 2 to 9 feet and are shown on the enclosed geotechnical map (Plate 1).
However, actual depths and horizontal limits of removals will have to be determined
during grading on the basis of in-grading inspections and testing performed by the
project soils engineer and/or engineering geologist.
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37-Acre Commercial Parcel/Temecula
January 26, 2001
J.N. 452-00
Page 14
Fill Placement
All fill should be placed in 6- to 8-inch-thick-maximum lifts, watered or air-dried
as necessary to achieve uniform near optimum moisture conditions and then
compacted in-place to a minimum relative density of 90 percent. The laboratory
maximum dry density and optimum moisture content for each change in soil type
should be determined in accordance with ASTM Test Method D1557-91.
Benching
Compacted fills placed against natural-slope surfaces inclining at 5: 1 (h:v) or greater
should be placed on a series of level benches excavated into competent bedrock.
Benching will also be required where compacted fills are placed against temporary
backcuts of recommended buttress fills and shear keys. Typical benching details are
shown on Plates SG-3, SG-4, SG-S, SG-7 and SG-8 (Appendix D).
Import Soils for Grading
In the event import soils are needed to achieve final-design grades, all potential
import materials should be free of deleterious/oversize materials, be non-expansive
and approved by the project soils engineer prior to being brought onsite.
Processing of Cut Areas
Where low-density surficial deposits of topsoil, existing fill and/or alluvium are not
removed in their entirety in cut areas (building pads and driveways), these materials
will require overexcavation and replacement as properly compacted fill.
Cut/Fill Transition Lots
To minimize the detrimental effects of differential settlement, cutlfill transitions
should be eliminated from all building areas where the depth of fill placed within the
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37-Acre Commercial Parcel/Temecula
January 26, 2001
J.N.452-00
Page 15
"fill" portion exceeds proposed footing depths. This should be accomplished by
overexcavating the "cut" portion and replacing the excavated materials as properly
compacted fill. Recommended depths of overexcavation are given below.
lit..... .......................I...........P~~\iI~fFiIi.(............ .., ((1((.(. ...
Up to 5 feet
5 to 10 feet
...,.,.:.-.-,-......,-,,...:':.;.-.-.;.;.-.:.-.-,..;.;.-.;.'.-..-..:...-.:-'-,.;...;.---.;-'..-'...--'-.-....'.'-'.'-'.,.;.
nfp~ijQtQy~~~Yi!Y~AQ!i
Equal depth
..............................1
.,..,--,.,.",....,.......
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5 feet
Greater than 10 feet
One-half the thickness of till placed on the
"Fill" portion (15 feet maximum)
Horizontal limits of overexcavation should extend beyond perimeter-building lines
a distance equal to the depth of overexcavation or to a minimum distance of 5 feet,
whichever is greater.
Shallow FiIl-to-Deep-FiIl Lots
To mitigate the potential adverse effects of differential settlement on fill lots
underlain with substantial differences in compacted fill depths, the "shallow" fill
portions should be overexcavated to maintain the minimum fill depths recommended
in the preceding section.
Shrinkage, Bulking and Subsidence
V olumetric changes in earth quantities will occur when excavated onsite soil and
bedrock materials are replaced as properly compacted fill. Following is an est imate
of shrinkage and bulking factors for the various geologic units present onsite. These
estimates are based on in-place densities of the various materials and on the
estimated average degree of relative compaction achieved during grading.
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37-Acre Commercial Parcel/Temecula
January 26, 2001
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Page 16
. Artificial Fill (afu) . . . . . . . . . . . . . . . . . . . . . . . . . Shrinkage 5 to 10%
. Alluvium (Qal) ...... . . . . . . . . . . . . . . . . . . .. Shrinkage 15 to 20%
. Bedrock.................................. Bulking 0 to 3 %
Subsidence from scarification and recompaction of exposed bottom surfaces in
removal areas to receive fill is expected to vary from negligible to approximately 0.1
foot.
The above estimates of shrinkage, bulking and subsidence are intended as an aid for
project engineers in determining earthwork quantities. However, these estimates
should be used with some caution since they are not absolute values. Contingenci es
should be made for balancing earthwork quantities based on actual shrinkage and
subsidence that occurs during the grading operations.
Cut Slopes
Cut slopes planned throughout the development are expected to be grossly stable to
the maximum height (15 feet) and at the maximum-planned inclination of 2: I (h:v).
It is assumed that the 0.5: I (h:v) cut slopes along Margarita Road and Solana Way
will be regraded to 2: 1 (h:v). In-grading observation of individual cut slopes will
be required by the project engineering geologist to confirm favorable-geologic
structure of the exposed bedrock. Where highly fractured bedding, out-of-slope
bedding, seepage or non-cemented-sand strata are observed, the cut slopes in
question may require stabilization by means of a compacted buttress or stabilization
fill.
Stability of Temporarv Backcut Slopes
The stability of temporary backcut slopes is dependent on many factors which
include slope angle, height, geologic structure of unsupported bedrock, shear
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37-Acre Commercial Parcel/Temecula
January 26,2001
J.N.452-00
Page 17
strength along planes of weakness, groundwater conditions, nuisance water and the
length of time temporary cuts remain unsupported. Consequently, there is always
a risk of backcut failure during excavation of basal-fill keys. However, this risk
may be reduced by the following.
. Excavating and filling basal-fill keys in the shortest practical period of time
(keyway excavations should never be allowed to stand open for prolonged
periods of time, such as over weekends and holidays).
. Restricting operation of heavy-grading equipment and other construction vehicles
on or near the tops of temporary slopes.
. Preventing nuisance water and rainwater from collecting and ponding in keyway
excavations.
In addition to the above, all OSHA requirements should be followed with respect to
excavation safety.
Fill Slopes
Fill slopes, including stabilization-fill slopes constructed with onsite soil and/or
bedrock materials, will be grossly and surficially stable to the heights and at the
inclinations planned. Fill slopes should be constructed as recommended below.
A fill key excavated a minimum depth of 2 feet into competent bedrock will be
required at the base of all fill slopes. The width of the fill key should equal one-hal f
the slope height or 15 feet, whichever is greater. Typical fill-key construction
details are shown on Plates SG-3 and SG-7 (Appendix D).
To obtain proper compaction to the face of fill slopes, low-height fill slopes should
be overfilled and backfilled during construction and then trimmed-back to the
compacted inner core. Where this procedure is not practical for higher slopes, fina I
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37-Acre Commercial Parcel/Temecula
January 26, 2001
J.N.452-00
Page 18
surface compaction should be obtained by backrolling during construction to achieve
proper compaction to within 6 to 8 inches of the finish surface, followed by rolling
with a cable-lowered sheepsfoot and grid roller.
A basal 15-foot-wide fill key excavated into competent terrace deposits or bedrock
will be required at the base of all fill slopes proposed on existing ground surfaces
inclining at 5: 1 (h:v) or greater. Typical details for construction of the basal-fill key
are shown on Plate SG-3 (Appendix D).
FilI-Above-Cut and Cut-to-Fill Transition Slopes
Where fill-above-cut slopes are proposed, a 15-foot-wide key excavated into
competent bedrock should be constructed at the contact. The bottom of the key
should be tilted-back into the slope at a minimum gradient of 2 percent. A typical
section for construction of fill-above-cut slopes is shown on Plate SG-7
(Appendix D) The lower cut portion of the slope should be excavated to grade and
observed by the project engineering geologist prior to constructing the fill portion.
Where cut-to-fill transition slopes are proposed, the fill portion should be placed on
a series of benches excavated into competent natural ground or bedrock. The
benches should be at least 8 to 10 feet wide, constructed at vertical intervals of
approximately 5 feet and tilted-back into the slope at a minimum gradient of 2
percent. Where cuHo-fill transition contacts vary from about vertical to a few
degrees from vertical, benching of the fill portion into the cut portion, as
recommended above, will be difficult and may create a potential slip surface due to
inadequate benching. Therefore, overexcavation of the cut portion and
reconstruction of the entire slope with compacted fill is recommended.
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37-Acre Commercial Parcel/Temecula
January 26, 2001
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Geotechnical Observations
An observation of clearing operations, removal of unsuitable-surficial materials, cut-
and fill-slope construction and general grading procedures should be performed by
the project geotechnical consultant. Fills should not be placed without prior
approval from the geotechnical consultant.
The project geotechnical consultant or his representative should be present onsite
during all grading operations to verify proper placement and compaction of fill, as
well as to verify compliance with the other recommendations presented herein.
Post-Grading Considerations
Slope Landscaping and Maintenance
Adequate slope and pad drainage facilities are essential in the design of grading for
the subject site. An anticipated rainfall equivalency on the order of 60 to 100:1:
inches per year at the site can result due to irrigation. The overall stability of the
graded slopes should not be adversely affected provided all drainage provisions are
properly constructed and maintained thereafter and provided all engineered slopes
are landscaped with a deep-rooted, drought-tolerant and maintenance-free plant
species, as recommended by the project landscape architect. Additional comments
and recommendations are presented below with respect to slope drainage,
landscaping and irrigation. A discussion of pad drainage is given in a following
section.
The most common type of slope failure in hillside areas is the surficial type and
usually involves the upper l' to 6:!: feet. For any given gradient, these surficial
slope failures are generally caused by a wide variety of conditions, such as
overwatering; cyclic changes in moisture content and density of slope soils from
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Page 20
both seasonal and irrigation-induced wetting and drying; soil expansiveness; time
lapse between slope construction and slope planting; type and spacing of plant
materials used for slope protection; rainfall intensity; and/or lack of a proper
maintenance program. Based on this discussion, the following recommendations are
presented to mitigate potential surficial slope failures.
. Proper drainage provisions for engineered slopes should consist of concrete
terrace drains, downdrains and energy dissipaters (where required) constructed
in accordance with the Grading Code of the City of Temecula. Provisions
should also. be made for construction of compacted-earth berms along the tops 0 f
all engineered slopes.
. All permanent engineered slopes should be landscaped as soon as practical at th e
completion of grading. As noted, the landscaping should consist of a deep-
rooted, drought-tolerant and maintenance-free plant species. If landscaping
cannot be provided within a reasonable period of time, jute matting (or
equivalent) or a spray-on product designed to seal slope surfaces should be
considered as a temporary measure to inhibit surface erosion until such time
permanent landscape plants have become well-established.
. Irrigation systems should be installed on the engineered slopes and a watering
program then implemented which maintains a uniform, near optimum moisture
condition in the soils. Overwatering and subsequent saturation of the slope soils
should be avoided. On the other hand, allowing the soils. to dry-out is also
detrimental to slope performance.
. Irrigation systems should be constructed at the surface only. Construction of
sprinkler lines in trenches should not be allowed without prior approval from the
soils engineer and engineering geologist.
. During construction of terrace and downdrains, care must be taken to avoid
placement of loose soil on the slope surfaces.
. A permanent slope-maintenance program should be initiated for major slopes not
maintained by individual owners. Proper slope maintenance must include the
care of drainage- and erosion-control provisions, rodent control and repair of
leaking or damaged irrigation systems.
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January 26, 2001
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. Provided the above recommendations are' followed with respect to slope
drainage, maintenance and landscaping, the potential for deep saturation of slope
soils is considered very low.
. Owners should be advised of the potential problems that can develop when
drainage on the pads and slopes is altered in any way. Drainage can be altered
due to the placement of fill and construction of garden walls, retaining walls,
walkways and planters.
Utility Trenches
All utility-trench backfill within street right-of-ways, utility easements, under
sidewalks, driveways and building-floor slabs, as well as within or in proximity to
slopes should be compacted to a minimum relative density of 90 percent. Where
onsite soils are utilized as backfill, mechanical compaction will be required. Density
testing, along with probing, should be performed by the project soils engineer or his
representative, to verify proper compaction.
For deep trenches with vertical walls, backfill should be placed in approximately 1-
to 2-foot-thick maximum lifts and then mechanically compacted with a hydra-
hammer, pneumatic tampers or similar equipment. For deep trenches with sloped-
walls, backfill materials should be placed in approximately 8- to 12-inch-thick-
maximum lifts and then compacted by rolling with a sheepsfoot tamper or similar
equipment.
As an alternate for shallow trenches where pipe may be damaged by mechanical
compaction equipment, such as under building-floor slabs, imported clean sand
having a sand equivalent value of 30 or greater may be utilized and jetted or flooded
into place. No specific relative compaction will be required; however, observation,
probing and, if deemed necessary, testing should be performed.
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To avoid point-loads and subsequent distress to clay, cement or plastic pipe,
imported sand bedding should be placed at least I foot above all pip e in areas where
excavated trench materials contain significant cobbles. Sand-bedding materials
should be thoroughly jetted prior to placement of backfill.
Where utility trenches are proposed parallel to any building footing (interior and/or
exterior trenches), the bottom of the trench should not be located within a 1: 1 (h:v)
plane projected downward from the outside bottom edge of the adjacent footing.
Site Draina!!e
Positive-drainage devices, such as sloping sidewalks, graded-swales and/or area
drains, should be provided around each building to collect and direct all water awa y
from the structures. Neither rain nor excess irrigation water should be allowed to
collect or pond against building foundations. Roof gutters and downspouts may be
required on the sides of buildings where yard-drainage devices cannot be provided
and/or where roof drainage is directed onto adjacent slopes. All drainage should be
directed to adjacent driveways, adjacent streets or storm-drain facilities.
Seismic Design Considerations
Ground Motions
Structures within the site should be designed and constmcted to resist the effects of
seismic ground motions as provided in 1997 UBC Sections 1626 through 1633. The
method of design is dependent on the seismic zoning, site characteristics, occupancy
category, building configuration, type of stmctural system and building height.
Seismic design coefficients were determined using UBCSElS, a computer program
developed by Thomas F. Blake (UBCSEIS, 1998). This program compiles fault
information for a particular site using a modified version of a data file of
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approximately 183 California faults that were digitized by the California Department
of Mines and Geology and the U.S. Geological SurVey. Various data are computed for
a particular site, including the distance of the site from each of the faults in the data
file, the estimated slip-rate for each fault and the "maximum moment magnitude" of
each fault. The program then selects the closest Type A, Type B and Type C faults
from the site and computes the seismic design coefficients for each of the fault types.
The highest computed seismic design coefficients are the selected as the design
coefficients for the subject site.
Based on the computer analysis, the Wildomar fault of Elsinore fault zone (located less
than 1 kilometer from the site) would probably generate the most severe site ground
motions with an anticipated maximum moment magnitudes of 6.8 and anticipated slip
rate of 5.0 mrnlyear. The following 1997 UBC seismic design coefficients have been
determined for this fault and are recommended for use in the design of the proposed
structures. These seismic design coefficients are based on the soil-profile type as
determined by existing subsurface geologic conditions, the proximity of the site to the
Wildomar fault and on the maximum moment magnitude and slip rate of the nearby
fault. Parameters for structures founded on either bedrock or fill materials are
presented in the following table.
16-1 Seismic Zone Factor Z
16-U Seismic Source Type
16-J Soil Profile
16-S Near~Source Factor NJ
16-T Near-Source Factor Nv
16-Q Seismic Coefficient Ca
16-R SeismIC Coefficient Cv
OAO
B
SD
1.3
1.6
OA4N" = 0.57
O,64N" ~ 1.02
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Secondary Effects of Seismic Activity
Secondary effects of seismic activity normally considered as possible hazards to a
site include several types of ground failure, as well as induced flooding. Various
general types of ground failures which might occur as a consequence of severe
ground shaking at the site include landsliding, ground subsidence, ground lurching,
shallow-ground rupture and liquefaction. The probability of occurrence of each type
of ground failure depends on the severity of the earthquake, distance from faults,
topography, subsoils and groundwater conditions, in addition to other factors. All
of the above secondary effects of seismic activity are considered unlikely at the si te.
Seismically induced flooding which might be considered a potential hazard to a site
normally includes flooding due to a tsunamis (seismic sea wave), a seiche (i.e., a
wave-like oscillation of the surface of water in an enclosed basin that may be
initiated by a strong earthquake) or failure of a major reservoir or retention structure
upstream of the site. Since the site is located nearly 25 miles inland from the
nearest coastline of the Pacific Ocean at an elevation in excess of 1,000 feet above
mean sea level, the potential for seismically induced flooding due to a tsunamis run-
up is considered nonexistent. Since no enclosed bodies of water lie adjacent to the
site, the potential for induced flooding at the site due to a seiche is also considered
nonexistent.
Tentative Foundation-Design Recommendations
General
Provided site grading is performed in accordance with the recommendations of this
report, conventional shallow foundations are considered feasible for support of the
proposed structures. Tentative foundation recommendations are provided herein.
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However, these recommendations may require modification depending on as-graded
conditions existing within the building sites upon completion of grading.
Allowable-Bearing Values
An allowable-bearing value of 1,500 pounds per square foot (pst) may be used for
24-inch-square pad footings and 12-inch-wide continuous footings founded at a
minimum depth of 12 inches below the lowest adjacent final grade. This val ue may
be increased by 20 percent for each additional foot of width and/or depth, to a
maximum value of 2,500 psf. Recommended allowable-bearing values include
both dead and live loads and may be increased by one-third for short-duration wind
and seismic forces.
Settlement
Based on the general settlement characteristics of the compacted fill and in-situ
bedrock, as well as the anticipated loading, it has been estimated that the maximum
total settlement of conventional footings will be less than approximately 0.75 inch.
Differential settlement is expected to be about one-half the total settlement. It is
anticipated that the majority of the settlement will occur during construction or
shortly thereafter as building loads are applied.
The above settlement estimates are based on the assumption that the grading will be
performed in accordance with the grading recommendations presented in this report
and that the project geotechnical consultant will observe or test the soil conditions
in the footing excavations.
Lateral Resistance
A passive earth pressure of 250 psf per foot of depth to a maximum value of 2,500
psf may be used to determine lateral-bearing resistance for footings. In addition, a
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ELI LILLY AND COMPANY
37-Acre Commercial ParcellTemecula
January 26, 2001
J.N.452-00
Page 26
coefficient of friction of 0.4 times the dead-load forces may be used between
concrete and the supporting soils to determine lateral sliding resistance. The above
values may be increased by one-third when designing for short-duration wind or
seismic forces. The above values are based on footings placed directly against
compacted fill. In the case where footing sides are formed, all backfill placed
against the footings should be compacted to a minimum of 90 percent of maximum
dry density.
Footing Setbacks From Descending Slopes
. Fill Slopes -- Where structures are proposed near the tops of descending
compacted fill slopes, the footing setbacks from the slope face should conform
with 1997 UBC Figure 18-1-1. The required minimum setback is H/3 (one-third
the slope height) measured along a horizontal line projected from the lower
outside face of the footing to the slope face. The footing setbacks should be 5
feet minimum where the slope height is 15 feet or less and vary up to 40 feet
maximum where the slope height exceeds 15 feet.
. Cut Slopes -- Where structures are proposed near the tops of descending cut
slopes composed of sound granitic bedrock materials, the footing setbacks from
the slope face should also generally conform with 1997 UBC Figure 18-1-1;
however, the maximum footing setback may be reduced to 15 feet in-lieu of 40
feet where the slope height exceeds 15 feet.
Building Clearances From Ascending Slopes
Building setbacks from ascending cut and fill slopes should conform with 1997 UB C
Figure 18-1-1 that requires a building clearance of H/2 (one-half the slope height)
varying from 5 feet minimum to 15 feet maximum. The building clearance is
measured along a horizontal line projected from the toe of the slope to the face of
the building. A retaining wall may be constructed at the base of the slope to achieve
the required building clearance.
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ELI LILLY AND COMPANY
37-Acre Commercial Parcel/Temecula
January 26, 2001
J.N. 452-00
Page 27
Footing Observations
All building-footing trenches should be observed by the project geotechnical
consultant to verify that they have been excavated into competent bearing soils.
The foundation excavations should be observed prior to the placement of forms,
reinforcement or concrete. The excavations should be trimmed neat, level and
square. All loose, sloughed or moisture-softened soil should be removed prior to
concrete placement.
Excavated materials from footing excavations should not be placed in slab-on-grade
areas unless the soils are compacted to a minimum of 90 percent of maximum dry
density.
Expansive Soil Considerations
Results of preliminary laboratory tests indicate onsite soil and bedrock materials
exhibit a VERY LOW expansion potential as classified in accordance with 1997
UBC Table l8-I-B; however, expansive soil conditions should be evaluated for
individual lots during and at the completion of rough grading to verify the
anticipated condition. The design and construction details presented below may be
tentatively considered for conventional footings and floor slabs underlain with non-
expansive foundation soils but subject to possible modification depending on actual
as-graded soil conditions. Furthermore, it should be noted that additional slab
thickness, footing sizes and/or reinforcement more stringent than the minimum
recommendations that follow should be provided as recommended by the project
architect or structural engineer.
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37-Acre Commercial ParcellTemecula
January 26, 2001
J.N. 452-00
Page 28
Very Low Expansion Potential (Expansion Index of 20 or less)
Results of preliminary laboratory tests by Petra, Leighton and Soil Tech indicate
onsite soil and bedrock materials exhibit a VERY LOW expansion potential as
classified in accordance with 1997 UBC Table 18-I-B; however, expansive soil
conditions should be evaluated for individual building sites during and at the
completion of rough grading to verify the anticipated condition. The design and
construction details that follow may be tentatively considered for conventional
footings and floor slabs underlain with non-expansive foundation soils; however, the
following recommendations may be subject to modification depending on actual as-
graded soil conditions. Furthermore, it should be noted that additional slab
thickness, footing sizes and/or reinforcement more stringent than the minimum
recommendations that follow should be provided as recommended by the project
architect or structural engineer. Since actual structural details are unknown at the
present time, two sets of recommendations have been prepared depending on the
proposed construction. These include office, retail and commercial structures of
wood-frame and/or masonry construction and commercial structures of concrete tilt-
up construction.
. Office. Retail and Commercial Structures of Wood-Frame and/or Masonry
Construction
Footings
Exterior and interior continuous footings may be founded at the minimum
depths indicated in UBC Table IS-I-O (i.e:, 12-inch minimum depth for one-
story construction and IS-inch minimum depth for two-story construction). All
continuous footings should have a minimum width of 12 and 15 inches, for one-
and two-story buildings, respectively and reinforced with a minimum of two
No.4 bars, one top and one bottom.
- Interior isolated pad footings should be a minimum of 24 inches square and
founded at minimum depths of 12 and IS inches below the lowest adjacent final
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ELI LILLY AND COMPANY
37-Acre Commercial Parcel/Temecula
January 26, 2001
J.N. 452-00
Page 29
grade for one- and two-story construction, respectively. The pad footings
should be reinforced with No.4 bars spaced a maximum of IS inches on
centers, both ways, near the bottoms of the footings.
- Exterior isolated pad footings intended for support of roof overhangs, such as
second-story decks, patio covers and similar construction, should be a minimum
of 24 inches square and founded at a minimum depth of 18 inches below the
lowest adjacent final grade. The pad footings should be reinforced with No.
4 bars spaced a maximum of 18 inches on centers, both ways, near the
bottoms of the footings.
. Floor Slabs
- Building floor slabs constructed on-grade should be a nominal 4 inches thick
and reinforced with 6-inch by 6-inch, No.6 by No.6 welded-wire fabric or with
No.3 bars spaced 24 inches on centers, both ways. All slab reinforcement
should be supported on concrete chairs or bricks to ensure the desired placement
near mid-depth.
- Concrete floor slabs in areas to receive carpet, tile or other moisture-sensitive
coverings should be underlain with a moisture vapor barrier consisting of a
polyvinyl chloride membrane such as 6-mil Visqueen or equivalent. The
membrane should be properly lapped, sealed and protected with at least 2 inches
of clean sand. It is cautioned that slabs in areas to receive ceramic tile or other
rigid, crack-sensitive floor coverings must be designed and constructed to
minimize hairline cracking. Extra reinforcing and careful control of concrete
slump to minimize concrete shrinkage are recommended.
If floor slabs are constructed before building construction is completed, block-
outs should be provided around interior columns to permit relative movement
and mitigate possible distress to the floor slabs due to differential settlement that
will occur between pad footings and adjacent floor subgrade soils as building
loads are applied.
- The concrete contractor and underground subcontractors should be prohibited
from placing excess soils derived from footing and utility-trench excavations on
slab-an-grade areas unless the soils are compacted to a minimum of 90 percent
of maximum dry density.
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37-Acre Commercial Parcel/Temecula
January 26, 2001
J.N. 452-00
Page 30
- Prior to placing concrete, subgrade soils below slab-on-grade areas should be
thoroughly watered to achieve a moisture content that is at least equal or slightly
greater than optimum moisture content. This moisture content should penetrate
to a minimum depth of 12 inches into the sub grade and maintained in the
subgrade soils during concrete placement to promote uniform curing of the
concrete and minimize the development of shrinkage cracks.
. Concrete Tilt-Up Structures
Footin~s
Exterior and interior continuous footings may be founded at the minimum
depths indicated in 1997 UBC Table l8-I-B (i.e., l2-inch minimum depth for
one-story construction and IS-inch minimum depth for two-story construction).
All continuous footings should have a minimum width of 12 and 15 inches, for
one- and two-story buildings, respectively.
- Where exterior pad footings are used for wall support in lieu of continuous
footings, the tops of the footings should be founded at a depth of 12 inches
below the lowest adjacent final grade. In order to minimize water from
infiltrating subgrade soils below slabs-on-grade, pad footings should be joined
with continuous grade beams or wall panels should extend below grade and rest
on top of the footings. The effect of wall loads on pad footings should be
considered in design of pad footings.
- Exterior isolated pad footings (intended for support of roof overhangs or similar
structural features) and interior isolated pad footings should be a minimum 24
inches square and founded at a minimum depth of 18 inches below the lowest
adjacent final grade.
All continuous footings and grade beams should be reinforced with two No.4
bars, one top and one bottom. . Interior and exterior pad footings should be
reinforced with No.4 bars spaced IS inches on centers, both ways, near the
bottoms of the footings.
Floor Slabs
In passive-use areas, building floor slabs constructed on-grade should be a
nominal 4 inches thick and reinforced with 6-inch by 6-inch, No.6 by No.6
welded-wire fabric or with No.3 bars spaced 24 inches on centers, both ways.
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37-Acre Commercial ParcellTemecula
January 26, 2001
J.N. 452-00
Page 31
All slab reinforcement should be supported on concrete chairs or bricks to
ensure the desired placement near mid-depth.
- Where floor slabs are to be subjected to heavy floor loads and/or traffic loading,
such as forklifts, especially those with hard rubber wheels, the performance of
the floor slab is critical with respect to movements between adjacent slab areas
and spalling of joints. Proper design and construction to provide shear transfer
between adjacent slab units and proper joint details is critical to proper service
of these floors. The project structural engineer should be consulted regarding
the design of the slab thickness, reinforcing and joint design spacing and details
for these slab areas. Proper control of concrete slump and curing to minimize
slab "curling" and the resultant voids under the slab is also critical.
- Concrete floor slabs in areas to receive carpet, tile or other moisture-sensitive
coverings, should be underlain with a moisture vapor barrier consisting of a
polyvinyl chloride membrane such as 6-mil Visqueen or equal. The membrane
should be properly lapped, sealed and protected with at least 2 inches of sand.
I! is cautioned that slabs in areas to receive ceramic tile or other rigid, crack-
sensitive floor coverings must be designed and constructed to minimize hairline
cracking. Extra reinforcing and careful control of concrete slump to minimize
concrete shrinkage are recommended.
- If floor slabs are constructed before building construction is completed, block-
outs should be provided around interior columns to permit relative movement
and minimize possible distress to the floor slabs due to differential settlement
that will occur between pad footings and adjacent floor subgrade soils as
building loads are applied.
The concrete contractor and underground subcontractors should be prohibited
from placing excess soils derived from footing and utility-trench excavations on
slab-on-grade areas unless the soils are compacted to a minimum of90 percent
of maximum dry density.
Prior to placing concrete, the sub grade soils below slab-on-grade areas should
be thoroughly watered to achieve a moisture content that is at least equal or
slightly greater than optimum moisture content. This moisture content should
penetrate to a minimum depth of 12 inches and maintained in the sub grade
during concrete placement to promote uniform curing of the concrete and
minimize the development of shrinkage cracks.
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37-Acre Commercial ParcellTemecula
January 26, 2001
J.N. 452-00
Page 32
Preliminary Structural-Pavement Desh.!n
R-value tests were not performed; however, based on Petra's experience on projects
with similar soil and bedrock conditions, it is anticipated that the subgrade materials
that will exist with the street areas at the completion of rough grading will exhibit
R-values in excess of 10. Therefore, assuming a conservative R-value of 10 for
street subgrade materials and considering Traffic Indices of 6.0 and 7.0 for collector
streets, the following tentative pavement-design sections have been prepared for
preliminary planning purposes.
Collector streets
6.0
7.0
0.30 over 0.95
0.35 over 1.15
Collector streets
Notes:
AC = Asphalt Concrete (inches)
AB = Aggregate Base (inches)
Sub grade soils immediately below the AB should be compacted to a minimum of 95
percent relative compaction based on ASTM Test Method DI557 to a depth of 12
inches or more. Final subgrade compaction should be performed prior to placing
AB and after all utility-trench backfills have been compacted and tested.
AB materials should consist of Class 2 AB conforming to Section 26-1.02B of the
State of California (Caltrans) Standard Speciftcations of either crushed AB, crushed
miscellaneous base or processed miscellaneous base conforming to Section 200-2 of
the Standard Specifications for Public Works Construction (Greenbook). AB
materials should be compacted to a minimum of 95 percent relative compaction
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37-Acre Commercial ParcellTemecula
January 26, 2001
J.N.452-00
Page 33
based on ASTM Test Method D1557. AC materials and construction should
conform to Section 203 of the Greenbook.
Concrete Ffatwork
Thickness and Joint Spacing
To reduce the potential of unsightly cracking, concrete sidewalks and patio-type
slabs should be at least 3.5 inches thick and provided with construction or expansion
joints every 6 feet or less. Concrete driveway slabs should be at least 4 inches thick
and provided with construction or expansion joints every 10 feet or less.
Subgrade Preparation
As a further measure to minimize cracking of concrete flatwork, the subgrade soils
below concrete-flatwork areas should first be compacted to a minimum relative
density of 90 percent and then thoroughly wetted to achieve a moisture content that
is at least equal or slightly greater than optimum moisture content. This moisture
should extend to a depth of 12 inches below subgrade and maintained in the soils
during placement of concrete. Pre-watering of the soils will promote uniform curing
ofthe concrete and minimize the development of shrinkage cracks. A representative
of the project soils engineer should observe and verify the density and moisture
content of the soils and the depth of moisture penetration prior to placing concrete.
Planters
Area drains should be extended into all planters that are located within 5 feet of
building walls, foundations, retaining walls and masonry-block garden walls to
minimize excessive infiltration of water into the adjacent foundation soils. The
surface of the ground in these areas should also be sloped at a minimum gradient of
2 percent away from the walls and foundations. Drip-irrigation systems are also
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37-Acre Commercial Parcel/Temecula
January 26, 2001
J.N.452-00
Page 34
recommended to prevent overwatering and subsequent saturation of the adjacent
foundation soils.
Cement Type
Soluble-Sulfate Aualvses
Laboratory test data indicate site soils contain less than 0.1 percent water-soluble
sulfates. Therefore, according to 1997 UBC Table 26-A -6, no special cement will
be required for concrete to be placed in contact with onsite soils.
GRADING-PLAN REVIEW AND CONSTRUCTION SERVICES
This report has been prepared for the exclusive use of Eli Lilly and Company to
assist the project engineer and architect in the design of the proposed development.
It is recommended that Petra be engaged to review the final-design drawings and
specifications prior to construction. This is to verify that the recommendations
contained in this report have been properly interpreted and are incorporated in to the '
project specifications. If Petra is not accorded the opportunity to review these
documents, we can take no responsibility for misinterpretation of our
recommendations.
We recommend that Petra be retained to provide soil-engineering services during
construction of the excavation and foundation phases of the work, This is to observe
compliance with the design, specifications or recommendations and to allow design
changes in the event that subsurface conditions differ from those anticipated prior
to start of construction.
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January 26, 2001
J.N. 452-00
Page 35
If the project plans change significantly (e.g., building loads or type of structures),
we should be retained to review our original design recommendations and their
applicability to the revised construction. If conditions are encountered during
construction that appear to be different than those indicated in this report, this office
should be notified immediately. Design and construction revisions may be required.
INVESTIGATION LIMITATIONS
This report is based on the project, as described and the geotechnical data obtained
from the field tests performed at the locations indicated on the plan. The materials
encountered on the project site and utilized in our laboratory investigation are
believed representative of the total area. However, soils can vary in characteristics
between excavations, both laterally and vertically.
The conclusions and opinions contained in this report are based on the results 0 f the
described geotechnical evaluations and represent our best professional judgement.
The findings, conclusions and opinions contained in this report are to be considered
tentative only and subject to confirmation by the undersigned during the construction
process. Without this confirmation, this report is to be considered incomplete and
Petra or the undersigned professionals assume no responsibility for its use. In
addition, this report should be reviewed and updated after a period of I year or if
the site ownership or project concept changes from that described herein.
This report has not been prepared for use by parties or projects other than those
named or described above. It may not contain sufficient information for other
parties or other purposes.
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37-Acre Commercial Parcel/Temecula
January 26, 2001
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Page 36
The professional opinions contained herein have been derived in accordance with
current standards of practice and no warranty is expressed or implied.
Respectfully submitted,
LAB/TLJ/MB/SMP/keb
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SITE LOCATION MAP
REFERENCE:
STATE OF CALIFORNIA SPECIAL
STUDIES ZONE MAP SERIES.
MURRIETA QUAD 1/1/90
Ll
_ PETRA GEOTECHNICAL, INC.
NORTH
o 2000 FEET JN 452-00
I I
SCALE
JAN. 2001
FIGURE 1
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REFERENCES
Aragon Geotechnical Consultants, inc., 1988, Limited Fault Investigation. Proposed Commercial and Residential
Development, Lot I I of Tract 3334, Southeast of the Intersection of Ynez Road and Salana Way, Rancho
California, County of Riverside, California, PN 3386AP, dated June 10, 1988.
Blake, T.F., 1998a, "FRISKSP" - A Complete Program for the Probabilistic Estimation of Seismic Hazard Using
Faults and Earthquake Sources.
, 1998b, "UBCSEIS". Version 1.30, A Computer Program for the Estimation of Uniform Building Code
Caefficients using 3-D Fault Sources.
Campbell, K.W., and Bozorgnia, Y., 1994, "Near-Source Attenuation of Peak Horizontal Acceleration from
Worldwide Accelograms Recorded from 1957 to 1993"; Proceedings. Fitih U.S. National Conference on
Earthquake Engineering, Vol. III. Earthquake Engineering Institute, pp. 283-292.
Envicom and County of Riverside Planning Department. 1976, County of Riverside Seismic Safety and Safety
Elements, dated September 1976.
Giessner, F.W., Winters, B.A., and Mclean, 1.S., 1971, Water Wells and Springs in the \\estern Part of the Upper
Santa margarita River Watershed, Riverside and San Diego Counties, California, State of Califomia
Department of Water Resources Bulletin 91-20.
International Conference of Building Officials. 1997, Uniform Building Code, Volume 2. Structural Engineering
Design Provisions, dated April 1997.
. 1998, Maps of Known Active Fault Near-Source Zones in California and Adjacent Portion of Nevada,
February 1998.
Jennings, C.W., 1962, Geologic Map of California, OlafP. Jenkins Edition. Long Beach Sheet, Scale 1:250,000.
, 1985, An Explanatory Text to Accompany the 1:750.000 scale Fault and Geologic Maps of California.
California Division of Mines and Geology.
, 1994, Fault Activity Map of California and Adjacent Areas, Scale 1:750.000.
Jennings, OlafP., 1966. Geologic Map of California, Santa Ana Sheet, Scale:" 1:250,000.
Kennedy. Michael P., 1977, Recency and Character of Faulting along theElsinore Fault Zone in Southern Riverside
County, California, Corridor Design Management Group Special Report 131.
SailTech. Inc., 1987. Preliminary Geotechnical Investigation. Lot 8 of Tract 3334, Riverside County. California.
PN 2483-PS-87, dated December 11,1987.
State of California Department of Water Resources, 1972, Hydrologic Data: 1970, Volume V: Southern California,
Appendix C: Groundwater measurements, bulletin No. 130-70, dated March 1972.
PETRA GEOTECHNICAL, INC.
J.N.452-00
JANUARY 2001
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REFERENCES (Continued)
, 1974, Hydrologic Data: 1973, Volume V:Southem Califomia. Bulletin No. 130-73, dated December 1974
Slate of California Special Studies Zones. Murrieta quadrangle, Scale 1 :24,000. dated January 1, 1990.
Aerial-Photo Review
, Date Photo Number Scale
1 inch = -- feet
03/1l148 9lA (NIS') 800
o lI28/62 1-5/6 2.000
06/20/74 958/959 2,000
05/04/80 983/984 2,000
12/08/83 360(NIS) 1,600
o lI28/90 18-22/23 1,600
o lI29/95 18-20121 1,600
04/12/00 18/2l122 1,600
. NIS = Not In Stereo
PETRA GEOTECHNICAL, INC
J.N.452-00
JANUARY 2001
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APPENDIX A
EXPLORATION LOGS
LOG OF BORINGS AND TEST PITS
o PETRA
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EXPLORATION LOG
Project: Proposed CommerciallIndustrial
Location: Overland Dr & Margarita Rd, Temecula
Job No.: 452-00 Client: Eli Lilly
Drill Method: Hollow-Stem Auge Hammer / Drop:140 Ibs /30 in
Boring No.: B-1
Elevation: 105l,/,
Date: 12/18/00
Logged By: LA Battiato
Samples
w
a Blows R B
t Per i u
e n I
r Foot g k
labaratory Tests
Moisture Dry Other
Content Density Lab
(%) (pef) Tests
Material Description
Depth lith-
(Feet) olagy
.:: OUATERNARY PAUBA FORMATION (Ops)
Slightly Clayey Silty SAND (SM): olive, damp,
medium dense; fine- to medium-grained, with
carmonate nodules.
.' .
. ','
41
11.6
122.5
" .'
. ','
..'
. ','
. ','
. ','
.' .
@ 4.0 feet: Clayey Silty SAND (SM): dark olive,
orange, mottled coloring, moist, medIUm dense; fine-
and coarse-grained, dessication cracks, manganese
. ::. staining.
6.0 feet: Well-graded SAND (SW): tan, very moist,
medium dense; fine- to coarse-grained, nonindurated.
29
. '.'
14.6
117.3 OS,
S04
Max
..'
5
. ','
. '.'
23
7.7
109.3
10
@ 10.0 feet: Well-graded SAND (SW): tan, very moist,
medium dense; fine- to coarse-grained, nonindurated,
with manganese staining.
33
5.6
112.2
17
;;
co
15
@ 15.0 feet: Well-graded SAND (SW): olive brown,
wet, medium dense and firm; fine-grained, micaceous,
crradin to oorl raded.
@ 15.5 feet: Poorly graded SAND (SP): olive brown,
wet, medium dense.
23.2
10S.1
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PLATE A-1
Petra Geotechnical, Inc.
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EXPLORATION LOG
Project: Proposed CommerciallIndustrial
Location: Overland Dr & Margarita Rd, Temecula
Job No.: 452-00
Client: Eli Lilly
Boring No.: B-1
Elevation: 1051:1:
Date:
12118/00
Drill Method: Hollow-Stem Auger Driving Weight: 140 Ibs / 30 in Logged By: LA Battiato
Depth Lith-
(Feet) ology
Material Description
25
lal20.0 feet: Well-graded SAND (SW): tan, wet, very dense;
flne- to very coarse-grained, with I-inch gravel, manganese
and iron-oxide stain mg.
25.0 feet: SILT (ML): olive brown, moist, very stiff;
locally massive, micaceous.
30
@ 30.0 feet: Micaceous SILT (ML): olive brown, very moist
to wet, very stiff; interlayered with fine sand, iron-oxide
tainim!.
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@ 34.0 feet: Micaceous SILT (ML): olive brown, very moist
to wet, very stiff; interlayered with fine sand, iron-oxide
staining.
@ 36.0 feet: Micaceous SILT (ML): olive brown, very moist
to wet, very stiff; interlayered with fine sand, iron-oxide
stain in
.... .
.......
',' ,',
. . :- "
. .'
. .'
. .
Petra Geotechnical, Inc.
Samples
W
a Blows C B
t Per 0 U
e r I
r 6" e k
15
37
50
5"
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pet) Tests
5.4 119.2
8
12
19
6
II
21
14
9
23
27.7
16.2
29.3
97.7
115.0
96.8
PLATE A-2
A:5
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EXPLORATION LOG
Project: Proposed Commercial/lndustrial
Location: Overland Dr & Margarita Rd, Temecula
Job No.: 452-00
Client: Eli Lilly
Boring No.: B-1
Elevation: 1051;,
Date:
12/18/00
Drill Method: Hollow-Stem Auger Driving Weight: 140 lbs I 30 in Logged By: LA Battiato
Depth Lith-
(Feet) ology
45
50
.~\-::.
.-:
Material Description
(al40.0 feet: Silty Fine SAND (SM): dark olive, wet, dense;
line-grained, micaceous, iron-oxide and manganese staining.
@ 45.0 feet: Well-graded SAND (SW) with Silt: olive tan,
wet, very dense; fine- to very coarse-grained, iron-oxide
staining.
TOTAL DEPTH OF BORING; 51.5'
SEEPAGE@ 14.0 feet
BORING BACKFILLED 12/18/00.
Petra Geotechnical, Inc.
Samples
W
a Blows C B
t Per 0 U
e r I
r 6" e k
13
23
32
13
26
50
16
32
41
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pet) Tests
14.1 109.1
11.5
127.0
9.8
119.5
PLATE A-3
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EXPLORATION LOG
Project: Proposed Commercial/Industrial
Location: Overland Dr & Margarita Rd, Temecula
Job No.: :'152-00
Client: Eli Lilly
Boring No.: B-2
Elevation: 1098:1:
Date:
12118/00
Drill Method: Hollow-Stem Auger Driving Weight: 140 Ibs / 30 in Logged By: LA Battiato
Depth Lith-
(Feet) ology
:
5
10
0 15
~
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Material Description
OUATERNARY PAUBA FORMATION lOps)
Silty SAND (SM): light orange, dry, medium dense; fine- to
very coarse-grained, locally massive.
lal4.0 feet: Silty SAND (SM): light orange, damp, very
aense; fine- to very coarse-grained, locally massive.
lal 7.0 feet: Clayey SAND (SC): orange, moist, medium
aense; fine- very coarse-gramed, locally massive, slight
primary porosity and manganese staining.
lalIO.O feet: Clayey SAND (SC): orange, moist, medium
aense; fine- and very coarse-grained, locally masive, slight
primary porosity and manganese staining.
@ 15.0 feet: SILT (ML): yellow brown, very moist, stiff;
mottled coloring, manganese and iron-oxide staining.
.'.
Petra Geotechnical, Inc.
Samples
W
a Blows C B
t Per 0 U
e r I
r 6" e k
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pef) Tests
15
15
18
30
50
5"
9
10
10
8
10
] 8
4
8
9
3.1
9.0
8.4
11.3
15.9
119.2
111.3
125.8
117.8
EI
112.1
PLATE A-4
A."\
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EXPLORATION LOG
Q
~
Project: Proposed CommerciallIndustrial Boring No.: B-2
Location: Overland Dr & Margarita Rd, Temecula Elevation: 109801:
Job No.: 452-00 Client: Eli Lilly Date: 12/18/00
Drill Method: Hollow-Stem Auger Driving Weight: 140 Ibs 1 30 in Logged By: LA Battiato
w Samples Laboratory Tests
Material Description a Blows C B Moisture Dry Other
Depth Lith- I Per o u Content Density Lab
e r I
(Feet) ology r 6" e k (%) (pet) Tests
. ..... <gJ_ 20.0 feet: Poorly!c;aded SAND (SP): yellow brown, 153J 18.7 113.5
.:.....
.........:. moist, dense; mottle coloring, iron-oxIde staining, micaceous.
- - ::.::-:.-:
.:..... 23
" ','
TOTAL DEPTH OF BORING ~ 21.5'
NO GROUNDWATER ENCOUNTERED
BORING BACKFILLED 12/18/00.
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PLATE A-5
Petra Geotechnical, Inc.
b.~
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EXPLORATION LOG
Project: Proposed Commercial/Industrial
Location: Overland Dr & Margarita Rd, Temecula
Job No.: 452-00
Client: Eli Lilly
Boring No.: B-3
Elevation: 1095'=
Date:
12/18/00
Drill Method: Hollow-Stem Auger Driving Weight: 140 Ibs /30 in Logged By: LA Battiato
Depth Lith-
(Feet) otogy
" .'
. . .
. .
5
. ..
. . .
. .
10
'.
.'
..'
e IS
~
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. '.
.......
.......
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Material Description
.' .
UNDOCUMENTED ARTIFICIAL FILL (Mu)
Silty SAND (SM): light orange, dry, mediumd ense; fine-
and coarse-grained, carbonate lined krotovina.
..'
..'
..'
..'
..'
@ 4.0 feet: Silty SAND (SM): medium brown, moist,
medium dense; fine- to very coarse-grained, slightly clayey,
piece of asphaltic concrete. '
..'
..'
..'
(ciJ 7.0 feet: Silty SAND (SM): dark grey, moist, medium
di:nse; organically stained, organic odor.
..'
..'
OUA TERNARY P A UBA FORMATION lOps)
Silty SAND (SM): orange, moist, medium dense; fine- and
very coarse-grained, with I-inch gravel, locally massive.
@ 15.0 feet: Clayey Silty SAND (SM): yellow orange, moist,
medium dense; locally massive.
Petra Geotechnical, Inc.
Samples
W
a Blows C B
t Per 0 U
e r 1
r 6" e k
5
10
16
7
10
]6
8
10
12
5
9
II
7
12
22
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pet) Tests
8.1
8.7
15.1
6.3
18.6
115.2
117.3
119.9
116.9
115.5
PLATE A-6
A..<\
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EXPLORATION LOG
Project: Proposed Commercial/Industrial Boring No.: B-3
Location: Overland Dr & Margarita Rd, Temecula Elevation: 1095,.
Job No.: 452-00 Client: Eli Lilly Date: 12/18/00
Drill Method: Hollow-Stem Auger Driving Weight: 140 Ibs /30 in Logged By: LA Battiato
w Samples Laboratory Tests
Material Description a Blows CB Moisture Dry Other
Depth Lith- t Per o u Content Density Lab
e r I
(Feet) ology r 6" e k (%) (pet) Tests
:.:..... @ 20.0 feet: Poorly graded SAND (Spr yellow brown, tol 8.4 115.6
.:. :-.... moist, medium dense; micaceous, local y massive.
- - ,,:,:,,:,::
:.:.:;.:.:: 17
TOTAL DEPTH OF BORING ~ 21.5'
NO GROUNDWATER ENCOUNTERED
BORING BACKFILLED 12/18/00.
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PLATE A-7
Petra Geotechnical, Inc.
'50
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EXPLORATION LOG
Project: Proposed CommerciallIndustrial
Location: Overland Dr & Margarita Rd, Temecula
Job No.: 452-00
Client: Eli Lilly
Boring No.: B-4
Elevation: 1098:1:
Date:
12/18/00
Drill Method: Hollow-Stem Auger Driving Weight: 140 Ibs I 30 in Logged By: LA Battiato
e 15
$
....
0
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....
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~
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w
Depth Lith-
(Feet) ology
5
10
Material Description
ASPHALTIC CONCRETE.
OUATERNARY PAlJBA FORMATION
Silty SAND (SM): light orange, dry, dense; fine- to very
coarse-grained, locally massive, moderately porous, few
rootlets.
@ 4.0 feet: Silty SAND (SM): yellow and orange brown,
moist, medium dense; fine- to very coarse-grained, mottled
coloring, manganese staining, slightly porous.
@ 7.0 feet: Slightly Clayey SAND (SC): orange, moist,
medium dense; fine- and very coarse-grained, locally massive,
slight manganese staining.
@ 10.0 feet: Slightly Clayey SAND (SC): orange, moist,
medium dense; fine- and very coarse-gramed, locally massive,
micaceous, slight manganese staining.
@ 15.0 feet: SILT (ML): olive brown, moist, stiff; locally
massive, iron-oxide staining, manganese staining and
stringers, micaceous.
Petra Geotechnical, Inc.
Samples
w
a B]ows C B
t Per 0 U
e T ]
T 6" e k
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pet) Tests
6
22
33
9
9
8
6
10
I]
11
14
] 7
4
7
10
3.6
5.1
11.6
9.3
20.3
121.2
113.7
111.0
113.8
107.8
PLATE A-8
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EXPLORATION LOG
Project: Proposed CommerciallIndustrial
Location: Overland Dr & Margarita Rd, Temecula
Job No.: 452-00
Client: Eli Lilly
Drill Method: Hollow-Stem Auger Driving Weight: 140 Ibs I 30 in Logged By: LA Battiato
Material Description
Depth Lith-
(Feet) ology
. ..... \ ~ 20.0 feet: SILT (ML) graded to poorly graded SAND (SPJ).
:':'::".:: Ihght orange yellow, mOIst, dense; locally maSSIve, lron-oxtde
>--- - :.\:.:.:: \stamed mtcaceous.
TOTAL DEPTH OF BORING = 2\.5'
NO GROUNDWATER ENCOUNTERED
BORING BACKFILLED 12/18/00.
Petra Geotechnical, Inc.
Boring No.: B-4
-
Elevation: 1098*
Date:
Samples
W
a Blows C B
t Per 0 U
e r I
r ~'Je k
18
22
12118100
Laboratory Tests
Maisture Dry Other
Content Density Lab
(%) (pet) Tests
4.6 109.1
PLATE A-9
';51.--
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EXPLORATION LOG
Project: Proposed Commercial/Industrial
Location: Overland Dr & Margarita Rd, Temecula
Job No.: 452-00
Client: Eli Lilly
Boring No.: B-5
Elevation: 10Sa
Date:
12/1S/00
Drill Method: Hollow-Stem Auger Driving Weight: 140 Ibs /30 in Logged By: LA Battiato
Depth Lith-
(Feet) ology
. ','
',', .
. ','
. ','
.' .
. .
. .
5
. ','
. ','
.' .
. .
.' .
. . .
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.... .
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;.:.....
:. ......
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:::"':
....
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. .'
......
10
.:. :"
......
..... .
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. .....
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:.:....
.........
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Material Description
ARTIFICIAL FILL (Mu)
Silty SAND (SM): light brown, dry, loose.
OUATERNARY PAUBA FORMATION rOps)
dry to 4.0 feet.
.' .
.' .
@ 5.0 feet: Slightly Clayey Silty SAND (SM): light brown,
moist, dense; locally massive.
.' .
@ 10.0 feet: Poorly graded SAND (SP): light brown, moist,
medium dense; very coarse-grained, partially indurated, slight
primary porosity.
@ 15.0 feet: Well-graded SAND (SW): light tan, maist,
medium dense; nonmdurated, locally massive with chunks of
orange clayey sand in sample.
Petra Geotechnical, Inc.
Samples
W
a Blows C B
t Per 0 U
e r I
r 6" e k
Laboratory Tests
Moisture Dry Other
Content Density Lab
(%) (pef) Tests
7
17
20
14
17
IS
9
10
17
8.2
9.1
14.2
118.0
106.3
113.3
PLATE A-IO
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EXPLORATION LOG
Project: Proposed Commercial/Industrial Boring No.: B-5
Location: Overland Dr & Margarita Rd, Temecula Elevation: 1081~
Job No.: 452-00 Client: Eli Lilly Date: 12118/00
Drill Method: Hollow-Stem Auger Driving Weight: 140 Ibs 1 30 in Logged By: LA Battiato
w Samples Laboratory Tests
Material Description a Blows C B Moisture Dry Other
Depth Lith- t Per o u Content Density Lab
e r I
(Feet) olagy r ::. (%) (pet) Tests
...,.~ ~?O.O feet: Well-graded SAND (SW): 1i8ht tan, moist, 6.6 98.1
;;';"~'
...,.~ ense; fine- to caorse-grained, nonmdurate ,locally massive, 17
- - ;;,;...". iron-oxide and manganese stained, micaceous.
....~ 23
TOTAL DEPTH OF BORING = 21.5'
NO GROUNDWATER ENCOUNTERED
BORING BACKFILLED 12/18/00.
PLATE A-ll
Petra Geotechnical, Inc.
?A.
I
DENSITY (pel)
MOISTURE (%)
DEPTH (feet)
U.S.C.S. ~ -' ~
en 0 (J)
BLOWS/FT.
SAMPLE NO. ~ .... 00
C
to
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IN 452-00 JAN.. 2001
GEOTECHNICAL TEST PIT LOG TP-1
PLATE
A-12
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MOISTURE ('Yo)
DEPTH (feet)
BLOWSIFT.
U.S.C.S.
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JAN.. 2001
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PLATE
GEOTECHNICAL TEST PIT LOG TP-2
A-13
6'''-
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DENSITY (pel)
MOISTURE ('!o)
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GEOTECHNICAL TEST PIT LOG TP-3
IN 452-00
PLATE
A-14
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JN 452.()O JAN.. 2001
GEOTECHNICAL TEST PIT LOG TP-4
A-15
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PLATE
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JN 452-00 JAN.. 2001
GEOTECHNICAL TEST PIT LOG TP-7
A-18
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IN 452-00 JAN,.2001
GEOTECHNICAL TEST PIT LOG TP-8
PLATE
A-19
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PLATE
IN 452-00 JAN,.2001
GEOTECHNICAL TEST PIT LOG TP-9
A-20
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GEOTECHNICAL TEST PIT LOG TP-11
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GEOTECHNICAL TEST PIT LOG TP-14
A-25
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IN 452.QO JAN., 2001
GEOTECHNICAL TEST PIT LOG TP-16
A-27
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A-28
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JAN,,2001
GEOTECHNICAL TEST PIT LOG TP-18
A-29
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IN 452.()O JAN.. 2001
GEOTECHNICAL TEST PIT LOG TP-19
A-30
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IN 452-00 JAN,.2oo1
GEOTECHNICAL TEST PIT LOG TP-20
A-31
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PLATE
JAN., 2001
GEOTECHNICAL TEST PIT LOG TP-21
A-32
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DENSITY (pet)
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PLATE
IN 452-00 JAN,,2oo1
GEOTECHNICAL TEST PIT LOG TP-22
A-33
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PLATE
GEOTECHNICAL TEST PIT LOG TP-23
A-34
IN 452-00 JAN,.2oo1
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APPENDIX B
LABORATORY TEST CRITERIA
LABORATORY TEST DATA
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APPENDIX B
LABORATORY TEST CRITERIA
Soil Classification
Soils encountered within the exploration barings and test pits were initially classified in the tield in general accordance
with the visual-manual procedures of the Unified Soil Classification System (Test Method ASTM D2488-84). The
samples were re-examined in the laboratory and the classifications reviewed and then revised where appropriae. The
assigned group symbols are presented in the baring and test pit logs. Appendix B.
Laboratorv Maximum Drv Densitv
Maximum dry density and optimum moisture content were determined for selected samples of soil and bedrock
materials in accordance with ASTM Test Method DI557-91. Pertinent test values are given on Plate B-1.
Exoansion Potential
Expansion index tests were performed on selected samples of soil and bedrock materials in accordance with ASTM
Test Method D4829-95. Expansion potential classitications were determined from UBC Table t8.1-B on the basis
of the expansion index values. Test results and expansion potentials are presented on Plate B-1.
Soluble Sulfate
Chemical analyses were performed 011 selected samples of onsite soil to determine concentrations of soluble sulfate.
This test was performed in accordance with Califomia Test Method No. 417. Test esults are included on Plate B-1.
In-Situ Moisture and Densitv
Moisture content and unit dry density of in-place soil and bedrock materials were "termined in representative strata.
Test data is summarized in the boring and test pit logs, Appendix B.
Direct Shear
The Coulomb shear strength parameters. angle of internal friction and cohesion, were determined for undisturbed
samples. and for samples remolded ta 90 percent of maximum dry density. These tests were performed in general
accordance with ASTM Test Method D3080-72. Three specimens were prepared for each test. The test specimens
were artiticially saturated, and then sheared under varied normal loads at a maximum constant rate of strain of 0.05
inches per minute. Results are graphically presented on Plate B-2.
PETRA GEOTECHNICAL, INC.
J.N.452-00
JANUARY 2001
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LABORATORY MAXIMUM DRY DENSITY'
" ,
B6HllgNo.
Depth
(fE?et)/
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Soil Type
Optimum
Moisture
(%)
11.0
, Maximum,
Dry Density
(peO
126.0
I Silty SAND
EXPANSION INDEX TEST DATA'
1< BorillgNo. . < Expansion Expansion]
Depth. Soil Type Index Potential ,
' , '(feet)
I B-2 @ 10.0 I Clayey SAND I 16 I Very Low I
SOLUBLE SULFATE
1..".i!I~~.(...~ebe.....t!)~~~\~
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I B-1 @ 1.0 to 5.0
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--"...,.__....--,.,.".,-,,-...
...-------... ..
'."....."......::."....-:'--'-'-..-.....-.-...-.'..''-.-.-.-.-..',.>'..
.... '" ...--...
--"--'-.-..-.-.,.-...,....--..
.....----- ...... ......
...'....-,.,.,.,.,-----...,."..
--.'....--...,----..,---..
.--..-.. ............
.."..--.---------..--.....".
.".,'-,.._._,_.--".........
..........-.,'.',".,..--.----.
.'-.-.---..--..-....,----,'
...,..----, ..--.....
.".....----,.,...,......,..,
',.........,",',.,",',.....--..
.,--------. .. ..--...
.........-,--.--.....--''''.,.
..."'.--..---..........
.--..... ........,-,,,
I
._.,.'..,.,'-,_.,-,--.,-----...
.'-,'.---...'-'-,-".,.'.",
..'....-..-...-.--.-,-.-,-,-..,._.....-:,.
0.0207
(1) PER TEST METHOD ASTM D 1557-91
(2) PER UNIFORM BUILDING CODE STANDARD TEST 18.2
(3) PER UBC TABLE 18-I-B
(4) PER CALIFORNIA TEST METHOD NO. 417
PETRA GEOTECHNICAL, INC.
J.N.452-00
JANUARY 2001
PLATE B-1
ty)
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, ,
c - ,- .. -, - " , - " _,n - - " - c .. - ,- - - - " .. - .. - - - - - - " .. ,- -, - - - - - ,- c ..
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, - , - .. - - - , - , -, - .- - , .. - - ," - ,- , - , - , - - - ,- - .. - - , -, - , - - - , - - - .. - , - - .- , - , - T -
- , - , - - - - - J - '- - , - .. - - - , - , - 1 - - , - .. - .... - - - , - - - .. - - - , - - - - - - , ! - , - , -
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, , , , ,
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1 - '- - .. - .. , - , J - - - , - - - - - 1 - - 1 - - , -' - -;.> - , - - - , - - - - 1 - , - , -
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J , - - - ,. J - ,- -,- - - - - .. ~ - - .' - - - - ,
- - - - - - - - - - - - z4 - - - - - - - - - - - . - T - .. -
.. - ,- - -, - ... J ,- -,- - - - - - .. - .. .. - - - - .. - - - - - - .. - '- - -
, - - - - - - - - - - -:.J;.- - - - - - - - - - - J - - - - - , -
, ,- - - "'j - - , ~ , -
- - - - : ' , , V ,.. , - - J - - J - - - - - - - - .. - - - -' - - - - - , -
------.
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J - - J - - - , - '- , - , - - - , - - , - , - - - , - 1 - - C - , - , - - - - - - - - - - - - - 1 - , '- , - - , -
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1,1 100 2,uuu 3, 00 4, 00 5,00
5,000
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NORMAL STRESS - pounds per square foot
SAMPLE
LOCATION
FRICTION
ANGLE (0)
COHESION
(PSF)
DESCRIPTION
.B-I@4.0
Silty SAND (SM)
27
336
NOTES:
J.N.452-00
DIRECT SHEAR TEST DATA
REMOLDED TEST SAMPLES
January, 2001
PLATE B-2
PETRA GEOTECHNICAL, INC.
@S\
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I APPENDIX C
I
I SEISMIC
I
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I _ PETRA
I
I
I 'b'P
PROBABILITY OF EXCEEDANCE (%)
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.OUT
***********************
*
*
*
*
U B C S E I S
*
*
*
*
*
Version 1.03
*
***********************
COMPUTATION OF 1997
UNIFORM BUILDING CODE
SEISMIC DESIGN PARAMETERS
JOB NUMBER:
00
DATE: 12-16-20
JOB NAME: Eli Lilly
FAULT-DATA-FILE NAME: CDMGUBCR.DAT
SITE COORDINATES:
SITE LAT ITUDE :
SITE LONGITUDE:
33.5170
117.1540
UBC SEISMIC ZONE:
0.4
UBC SOIL PROFILE TYPE: SD
NEAREST TYPE A FAULT:
NAME: ELSINORE-JULIAN
DISTANCE: 20.3 km
NEAREST TYPE B FAULT:
NAME: ELSINORE-TEMECULA
DISTANCE: 0.2 km
NEAREST TYPE C FAULT:
NAME:
DISTANCE: 99999.0 km
SELECTED UBC SEISMIC COEFFICIENTS:
Na: 1. 3
Nv: 1.6
Ca: 0.57
Cv: 1.02
Page 1
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Ts: 0.716
To: 0.143
****************************************************************
****
* CAUTION: The digitized data points used to model faults are
*
*
limited in number and have been digitized from small
*
*
scale maps (e.g., 1:750,000 scale). Consequently,
*
*
the estimated fault-site-distances may be in error b
y
*
*
several kilometers. Therefore, it is important that
*
*
the distances be carefully checked for accuracy and
*
*
adjusted as needed, before they are used in design.
*
****************************************************************
****
---------------------------
SUMMARY OF FAULT PARAMETERS
---------------------------
Page 1
-------------------------------------------------------------------
I APPROX.ISOURCE
MAX.
SLIP
FAULT
ABBREVIATED
TYPE
I DISTANCE 1 TYPE
MAG.
RATE
FAULT NAME (kIn) 1 (A,B,C) I (Mw) (nun/yr)
I (SS,DS,BT)
==================================1========1=======1======1========
=1==========
ELSINORE-TEMECULA 2.3 B 6.8 5.00
1 SS
ELSINORE-JULIAN 20.3 A 7.1 5.00
I SS
ELSINORE-GLEN IVY 22.8 B 6.8 5.00
I SS
SAN JACINTO-SAN JACINTO VALLEY 33.1 B 6.9 12.00
I SS
SAN JACINTO-ANZA 33.1 A 7.2 12.00
1 SS
NEWPORT-INGLEWOOD (Offshore) 45.5 B 6.9 1.50
Page 2
~"'\
I .OUT
I I SS
ROSE CANYON 49.8 B 6.9 1. 50
I I SS
CHINO-CENTRAL AVE. (Elsinore) 51. 6 B 6.7 1. 00
I DS
I SAN JACINTO-SAN BERNARDINO 56.1 B 6.7 12.00
I SS
ELSINORE-WHITTIER 58.4 B 6.8 2.50
I SS
I SAN JACINTO-COYOTE CREEK 60.3 B 6.8 4.00
I SS
SAN ANDREAS - Southern 60.7 A 7.4 24.00
I I SS
EARTHQUAKE VALLEY 64.9 B 6.5 2.00
I SS
I NEWPORT-INGLEWOOD (L.A. Basin) 71.9 B 6.9 1. 00
I SS
PINTO MOUNTAIN 72 .2 B 7.0 2.50
I I SS
CORONADO BANK 72.8 B 7.4 3.00
I SS
I PALOS VERDES 77.1 B 7.1 3.00
I SS
CUCAMONGA 78.6 A 7.0 5.00
I I DS
NORTH FRONTAL FAULT ZONE (West) 81.8 B 7.0 1. 00
I DS
SAN JOSE 82.7 B 6.5 0.50
I I DS
CLEGHORN 84.8 B 6.5 3.00
I SS
I BURNT MTN. 86.4 B 6.5 0.60
I SS
SIERRA MADRE (Central) 86.5 B 7.0 3.00
I I DS
NORTH FRONTAL FAULT ZONE (East) 87.3 B 6.7 0.50
I DS
I EUREKA PEAK 90.9 B 6.5 0.60
I SS
SAN ANDREAS - 1857 Rupture 94.9 A 7.8 34.00
I I SS
ELSINORE-COYOTE MOUNTAIN 95.7 B 6.8 4.00
I SS
I SAN JACINTO - BORREGO 95.7 B 6.6 4.00
I SS
HELENDALE - S. LOCKHARDT 98.5 B 7.1 0.60
I SS
I LANDERS 99.2 B 7.3 0.60
I SS
I
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CLAMSHELL-SAWPIT 102.9 B 6.5 0.50
I DS
LENWOOD-LOCKHART-OLD WOMAN SPRGS 104.7 B 7.3 0.60
I SS
RAYMOND 107.0 B 6.5 0.50
I DS
JOHNSON VALLEY (Northern) 110.6 B 6.7 0.60
I SS
EMERSON So. - COPPER MTN. 113.9 B 6.9 0.60
I SS
VERDUGO 115.1 B 6.7 0.50
I DS
HOLLYWOOD 120.2 B 6.5 1. 00
I DS
CALICO - HIDALGO 124.8 B 7.1 0.60
I SS
PISGAH-BULLION MTN.-MESQUITE LK 126.1 B 7.1 0.60
I SS
SUPERSTITION MTN. (San Jacinto) 128.2 B 6.6 5.00
I SS
ELMORE RANCH 132.1 B 6.6 1. 00
I SS
SANTA MONICA 132.2 B 6.6 1. 00
I DS
SUPERSTITION HILLS (San Jacinto) 134.3 B 6.6 4.00
I SS
SIERRA MADRE (San Fernando) 135.4 B 6.7 2.00
I DS
BRAWLEY SEISMIC ZONE 135.5 B 6.5 25.00
I SS
SAN GABRIEL 137.2 B 7.0 1. 00
I SS
SUMMARY OF FAULT PARAMETERS
Page 2
FAULT
ABBREVIATED
TYPE
FAULT NAME
I (SS,DS,BT)
I APPROX.ISOURCE MAX.
I DISTANCE I TYPE MAG.
(km) I (A,B,C) I (Mw)
SLIP
RATE
(rnm/yr)
Page 4
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==================================1========1=======1======1========
=1==========
MALIBU COAST 140.0 B 6.7 0.30
I DS
ELSINORE-LAGUNA SALADA 147.2 B 7.0 3.50
I SS
ANACAPA-DUME 152.0 B 7.3 3.00
I DS
GRAVEL HILLS - HARPER LAKE 152.3 B 6.9 0.60
1 SS
SANTA SUSANA 153.3 B 6.6 5.00
I DS
IMPERIAL 161.4 A 7.0 20.00
I SS
HOLSER 162.3 B 6.5 0.40
1 DS
BLACKWATER 168.1 B 6.9 0.60
I SS
OAK RIDGE (Onshore) 173.3 B 6.9 4.00
I DS
SIMI-SANTA ROSA 175.0 B 6.7 1.00
I DS
SAN CAYETANO 180.7 B 6.8 6.00
I DS
SANTA YNEZ (East) 199.9 B 7.0 2.00
I SS
GARLOCK (West) 205.1 A 7.1 6.00
1 SS
VENTURA - PITAS POINT 206.0 B 6.8 1.00
I DS
GARLOCK (East) 212.4 A 7.3 7.00
I SS
M.RIDGE-ARROYO PARIDA-SANTA ANA 214.5 B 6.7 0.40
I DS
PLEITO THRUST 216.8 B 6.8 2.00
I DS
RED MOUNTAIN 220.3 B 6.8 2.00
I DS
BIG PINE 224.8 B 6.7 0.80
1 SS
SANTA CRUZ ISLAND 225.1 B 6.8 1.00
I DS
WHITE WOLF 231.7 B 7.2 2.00
I DS
OWL LAKE 233.7 B 6.5 2.00
1 SS
PANAMINT VALLEY 234.0 B 7.2 2.50
1 SS
So. SIERRA NEVADA 235.4 B 7.1 0.10
Page 5
ap
I .OUT
I I DS
TANK CANYON 236.4 B 6.5 1. 00
I I DS
LITTLE LAKE 237.3 B 6.7 0.70
I SS
I DEATH VALLEY (South) 241. 8 B 6.9 4.00
I SS
SANTA YNEZ (West) 253.8 B 6.9 2.00
I I SS
SANTA ROSA ISLAND 261.3 B 6.9 1. 00
I DS
DEATH VALLEY (Graben) 284.0 B 6.9 4.00
I I DS
LOS ALAMOS-W. BASELINE 296.9 B 6.8 0.70
I DS
I OWENS VALLEY 307.1 B 7.6 1. 50
I SS
LIONS HEAD 314.4 B 6.6 0.02
I I DS
SAN JUAN 317 .1 B 7.0 1. 00
I SS
I SAN LUIS RANGE (S. Margin) 321.9 B 7.0 0.20
I DS
HUNTER MTN. - SALINE VALLEY 330.2 B 7.0 2.50
I I SS
CASMALIA (Orcutt Frontal Fault ) 331. 5 B 6.5 0.25
I DS
DEATH VALLEY (Northern) 337.9 A 7.2 5.00
I I SS
INDEPENDENCE 343.1 B 6.9 0.20
I DS
I LOS OSOS 351. 2 B 6.8 0.50
I DS
HOSGRI 360.5 B 7.3 I 2.50
I I SS
RINCONADA 369.3 B 7.3 1. 00
I SS
I BIRCH CREEK 399.9 B 6.5 0.70
I DS
WHITE MOUNTAINS 403.6 B 7.1 1. 00
I I SS
SAN ANDREAS (Creeping) 419.6 B 5.0 34.00
I SS
I DEEP SPRINGS 421. 3 B 6.6 0.80
I DS
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---------------------------
SUMMARY OF FAULT PARAMETERS
---------------------------
Page 3
-------------------------------------------------------------------
1 APPROX.ISOURCE MAX. SLIP
FAULT
MAG.
RATE
ABBREVIATED
I DISTANCE 1 TYPE
TYPE
FAULT NAME (kIn) I (A,B,C) I (Mw) (rnm/yr)
1 (SS, DS, BT)
==================================1========1=======1======1========
=1==========
DEATH VALLEY (N. of Cucamongo) 424.8 A 7.0 5.00
1 SS
ROUND VALLEY (E. of S.N.Mtns.) 435.9 B 6.8 1.00
1 DS
FISH SLOUGH 442.6 B 6.6 0.20
I DS
HILTON CREEK 462.3 B 6.7 2.50
I DS
HARTLEY SPRINGS 487.2 B 6.6 0.50
1 DS
ORTIGALITA 500.9 B 6.9 1.00
1 SS
CALAVERAS (So.of Calaveras Res) 508.6 B 6.2 15.00
1 SS
MONTEREY BAY - TULARCITOS 514.5 B 7.1 0.50
I DS
PALO COLORADO - SUR 517.8 B 7.0 3.00
I SS
QUIEN SABE 521. 2 B 6.5 1. 00
1 SS
MONO LAKE 523.4 B 6.6 2.50
I DS
ZAYANTE-VERGELES 540.7 B 6.8 0.10
1 SS
SARGENT 545.5 B 6.8 3.00
I SS
SAN ANDREAS (1906) 545.9 A 7.9 24.00
I SS
ROBINSON CREEK 554.9 B 6.5 0.50
1 DS
SAN GREGORIO 589.6 A 7.3 5.00
I SS
GREENVILLE 592.6 B 6.9 2.00
1 SS
Page 7
~1--
I .OUT
I HAYWARD (SE Extension) 594.6 B 6.5 3.00
I SS
I ANTELOPE VALLEY 595.6 B 6.7 0.80
I DS
MONTE VISTA - SHANNON 595.6 B 6.5 0.40
I I DS
HAYWARD (Total Length) 613.9 A 7.1 9.00
I SS
I CALAVERAS (No.of Calaveras Res) 613.9 B 6.8 6.00
I SS
GENOA 621.6 B 6.9 1. 00
I I DS
CONCORD - GREEN VALLEY 660.3 B 6.9 6.00
I SS
RODGERS CREEK 699.6 A 7.0 9.00
I I SS
WEST NAPA 699.8 B 6.5 1. 00
I SS
I POINT REYES 720.8 B 6.8 0.30
I DS
HUNTING CREEK - BERRYESSA 721. 0 B 6.9 6.00
I I SS
MAACAMA ( South) 761.6 B 6.9 9.00
I ss
I COLLAYOMI 777.8 B 6.5 0.60
I SS
BARTLETT SPRINGS 780.2 A 7.1 6.00
I I SS
MAACAMA (Central) 803.2 A 7.1 9.00
I SS
MAACAMA (North) 862.0 A 7.1 9.00
I I SS
ROUND VALLEY (N. S.F.Bay) 866.8 B 6.8 6.00
I ss
I BATTLE CREEK 884.8 B 6.5 0.50
I DS
LAKE MOUNTAIN 925.2 B 6.7 6.00
I I SS
GARBERVILLE-BRICELAND 943.0 B 6.9 9.00
I ss
I MENDOCINO FAULT ZONE 1000.1 A 7.4 35.00
I DS
LITTLE SALMON (Onshore) 1005.2 A 7.0 5.00
I I DS
MAD RIVER 1007.0 B 7.1 0.70
I DS
I CASCADIA SUBDUCTION ZONE 1014.5 A 8.3 35.00
I DS
McKINLEYVILLE 1017.7 B 7.0 0.60
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.OUT
I DS
TRINIDAD 1019.0 B 7.3 2.50
1 DS
FICKLE HILL 1019.8 B 6.9 0.60
I DS
TABLE BLUFF 1026.0 B 7.0 0.60
I DS
LITTLE SALMON (Offshore) 1039.1 B 7.1 1. 00
I DS
---------------------------
SUMMARY OF FAULT PARAMETERS
---------------------------
Page 4
-------------------------------------------------------------------
1 APPROX. 1 SOURCE
MAX.
SLIP
FAULT
ABBREVIATED
I DISTANCE I TYPE
MAG.
RATE
TYPE
FAULT NAME (km) I (A,B,C) 1 (Mw) (mm/yr)
I (SS,DS,BT)
==================================1========1=======1======1========
=1==========
BIG LAGOON - BALD MTN.FLT.ZONE 1 1055.5 1 B 7.3 I 0.50
1 DS
*******************************************************************
************
Page 9
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APPENDIX D
STANDARD GRADING SPECIFICATIONS
o PETRA
ap
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STANDARD GRADING SPECIFICATIONS
I
These specifications present the usual and minimum requirements for grading operations
performed under the control of Petra Geotechnical, Ine.
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No deviation from these specifications will be allowed, except where specifically superseded in
the preliminary geology and soils report, or in other written communication signed by the Soils
Engineer and Engineering Geologist.
I. GENERAL
I
A. The Soils Engineer and Engineering Geologist are the Owner's or Builder's
representative on the project. For the purpose of these specifications, supervision by
the Soils Engineer includes that inspectian performed by any person or persons
employed by, and responsible to, the licensed Civil Engineer signing the soils report.
I
B. All clearing. site preparation. or earthwork performed on the project shall be conducted
by the Contractor under the supervision of the Soils Engineer.
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C. It is the Contractor's responsibility to prepare the ground surface to receive the fills to
the satisfaction of the Soils Engineer and to place, spread, mix, water, and compact the
fill in accordance with the specifications of the Soils Engineer. The Contractor shall
also remove all material considered unsatisfactory by the Soils Engineer.
I
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D. It is also the Contractor's responsibility to have suitable and sufficient compaction
equipment on the job site to handle the amount of fill being placed. If necessary,
excavation equipment will be shut down to permit completion of compaction.
Sufficient watering apparatus will also be provided by the Contractor, with due
consideration for the fill material, rate of placement. and time of year.
I
E. A final report shall be issued by the Soils Engineer and Engineering Geologist attesting
to the Contractor's conformance \vith these specifications.
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II. SITE PREPARATION
I
A. All vegetation and deleterious material such as rubbish shall be disposed of offsite. This
removal shall be concluded prior to placing fill.
I
B. Soil, alluvium, or bedrock materials determined by the Soils Engineer as being
unsuitable for placement in compacted fills shall be removed and wasted from the site.
Any material incorporated as a part of a compacted fill must be approved by the Soils
E ngi neer.
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C. After the ground surface to receive fill has been cleared, I shall be scarified, disced, or
bladed by the Contractor until it is uniform and free from ruts, hollows, hummocks, or
other uneven features which may prevent uniform compaction.
I
The scarified ground surface shall then be brought to optimum moisture, mixed as
required. and compacted as specified. If the scarified zone is gre<ier than 12 inches in
depth, the excess shall be removed and placed in lifts restricted to 6 inches.
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STANDARD GRADING SPECIFICATIONS
Prior to placing fill. the ground surface to receive fill shall be inspected, tested, and
approved by the Soils Engineer.
D. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic
tanks, wells, pipe lines, or others are to be removed or treated in a manner prescribed
by the Soils Engineer.
E. In order to provide uniform bearing conditions in cut/fill transition lots and where cut
lots are partially in soil, colluvium, or unweathered bedrock materials, the bedrock
portion of the lot extending a minimum of 3 feet outside of building lines shall be
overexcavated a minimum of 3 feet and replaced with compacted fill. (Typical details
are given on Plate SG-l.)
III.
COMPACTED FillS
A. Any material imported or excavated on the property may be utilized in the fill,
provided each material has been determined to be suitable by the Soils Engineer.
Roots, tree branches, and other matter missed during clearing shall be removed from
the fill as directed by the Soils Engineer.
B. Rock fragments less than 6 inches in diameter may be utilized in the fill provided:
1. They are not placed in concentrated pockets.
2. There is a sufficient percentage of fine grained material to surround the rocks.
3. The distribution of rocks is supervised by the Soils Engineer.
C. Rocks greater than 6 inches in diameter shall be taken offsite or placed in accordalce
with the recommendations of the Soils Engineer in areas designated as suitable for
rock disposal. (A typical detail far Rock Disposal is given in Plate SG-2.)
D. Material that is spongy, subjectto decay, or otherwise considered unsuitable shall not
be used in the compacted fill.
E. Representative samples of materials to be utilized as compacted fill smll be analyzed
by the laboratory of the Soils Engineer to determine their physical properties. If any
material other than that previously tested is encountered during grading, the
appropriate analysis of this material shall be conducted by the Soils Engineer as soon
as possible.
F. Material used in the compacting process shall be evenly spread, watered, processed,
and compacted in thin lifts not to exceed 6 inches in thickness to obtain a uniformly
dense layer. The fill shall be placed and compacted on a horizontal plane, unless
otherwise approved by the Soils Engineer.
G. If the moisture content or relative density varies from that required by the Soils
Engineer, the Contractor shall rework the fill until it is approved by the Soils Engineer.
- Page 2 -
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STANDARD GRADING SPECIFICATIONS
I
H. Each layer shall be compacted to 90 percent of the maximum density in compliance
with the testing method specified by the controlling governmental agency. (In
general. ASTM D 1557-78, the five-layer method, will be used,)
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If compaction to a lesser percentage is authorized by the controlling governmental
agency because of a specific land use or expansive soils condition. the area to
received fill compacted to less than 90 percent shall either be delineated on the
grading plan or appropriate reference made to the area in the soils report.
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I. All fills shall be keyed and benched through all topsoil, colluvium, alluvium or creep
material, into sound bedrock or firm material where the slope receiving fill exceeds
a ratio of 5 horizontal to 1 vertical, in accordance with the recommendations of the
Soils Engineer.
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J. The key for side hill fills shall be a minimum of 15 feet within bedrock or firm
materials, unless otherwise specified in the soils report. i5ee detail on Plate 5G-3.l
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K. 5ubdrainage devices shall be constructed in compliance with the ordinances of the
controlling governmental agency, or with the recommendations of the Soils Engineer
or Engineering Geologist. (Typical Canyon Subdrain dellils are given in Plate SG-4.)
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L. The contractor will be required to obtain a minimum relative compaction of 90
percent out to the finish slope face of fill slopes, buttresses, and stabilization fills.
This may be achieved by either overbuilding the slope and cutting back to the
compacted core, or by direct compaction of the slope face with suitable equipment,
or by any other procedure which produces the required compaction.
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M. All fill slopes should be planted or protected from erosion by other methods specifia:J
in the soils report.
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N. Fill-over-cut slopes shall be properly keyed through topsoil, colluvium or creep
material into rock or firm materials, and the transition shall be stripped of all soils
prior tq placing fill. (See detail on Plate 5G-7.)
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IV. CUT SLOPES
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A. The Engineering Geologist shall inspect all cut slopes at vertical intervals not
exceeding 10 feet.
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B. If any conditions not anticipated in the preliminary report such as perched water,
seepage, lenticular or confined strata of a potentially adverse nature, unfavorably
inclined bedding, ioints or fault planes are encountered during grading, these
conditions shall be analyzed by the Engineering Geologist and Soils Engineer, and
recommendations shall be made to treat these problems. (Typical details for
stabilization of a portion of a cut slope are given in Plates SG-5 and SG-8.)
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C. Cut slopes that face in the same direction as the prevailing drainage shall be protecta:J
from slope wash by a nonerodible interceptor swale placed at the top of the slope.
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. Page 3 -
0f6
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STANDARD GRADING SPECIFICATIONS
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D. Unless otherwise specified in the soils and geological report. no cut slopes shall be
excavated higher or steeper than that allowed by the ordinances of controlling
governmental agencies.
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E. Drainage terraces shall be constructed in compliance with the ordinances of
controlling governmental agencies, or with the recommendations of the Soils
Engineer or Engineering Geologist.
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V.
GRADING CONTROL
A. Inspection of the fill placement shall be provided by the Soils Engineer during the
progress of grading.
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B. In general, density tests should be made at intervals not exceeding 2 feE! of fill height
or every 500 cubic yards af fill placed. This criteria will vary depending on soil
conditions and the size of the job. In any event, an adequate number of field density
tests shall be made to verify that the required compaction is being achieved.
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C. Density tests should also be made on the surface material to receive fill as required
by the Soils Engineer.
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D. All cleanouts, processed ground to receive fill, key excavations, subdrains, and rock
disposals must be inspected and approved by the Soils Engineer or Engineering
Geologist prior to placing any fill. It shall be the Contractor's responsibility to notify
the Soils Engineer when such areas are ready for inspection.
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VI. CONSTRUCTION CONSIDERATIONS
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A. Erosion control measures, when necessary, shall be provided by the Contractor during
grading and prior to the completion and construction of permanent drainage controls.
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B. Upon completion of grading and termination of inspections by the Soils Engineer, no
further filling or excavating. including that necessary for footings, foundations, large
tree wells, retaining walls, or other features shall be performed without the approval
of the Soils Engineer or Engineering Geologist.
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C. Care shall be taken by the Contractor during final grading to preserve any berms,
drainage terraces, interceptor swales, or other devices of permanent nature on or
adjacent to the property.
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CUT LOT
UNSUITABLE MATERIAL EXPOSED IN PORTION OF CUT PAD
S:I:AL
GRADE
----
-
--
--
-- ---;:;ATERIAL BEDROCK
-- ---uNSUITABLE ViEAT\-\ERED --
COLLUVIUM, __----
TOPSOIL, __--
__----PROPOSED GRADE
--
--
-- .
-- '
~(D)
DR
5' MIN,
--
--
(0)
t
OVEREXCAVA TE
AND RECOMPACT
COMPETENT BEDROCK DR
APPROVED FOUNDATION MATERIAL
--
TYPICAL BENCHING
DEPTH OF FILL (F)
FOOTING DEPTH TO 3 FEET
3 TO 6 FEET
GREATER THAN 6 FEET
DEPTH OF OVEREXCAVATION (0)
EQUAL DEPTH
3 FEET
ONE-HALF THE THICKNESS OF FILL PLACED ON THE
'FILL' PORTION (F) TO 15 FEET MAXIMUM,
CUT-FILL TRANSITION LOT
5'
ORIGINAL
\" GROUND
...0-
--- ---
----
--
COMPACTED
FILL
---
--- --
--- ---<"
PROPOSED GRADE --- __--
___ ~IJ'::" __-- (0)
---\1.., O)I..I..~\)Rj}..Cy,..-- ~
TOpSO o(\) B
i\-\(I';o-- --
'-'~-- COMPETENT BEDROCK DR
--~ APPROVED FDUNDA TION MATERIAL OVEREXCAVA TE
AND RECOMPACT
TYP1CAL BENCHING
(D)
OR
5' MIN,
(F)
~
----
~ PETRA GEOTECHNICAL, INC.
~
PLATE SG-1
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TYPICAL ROCK DISPOSAL DETAIL
FINISHED GRADE
CLEAR AREA FOR FOUNDATIONS, ~
/UTILITIES, AND S\.IIMMING POOLS
'- ",",eo"
IS'
15'
SLOPE FACE
STREET
5' DR BELO\.l DEPTH
OF DEEPEST UTILITY TRENCH,
\.IHICHEVER IS GREATER
TYPICAL I,./INDROI,./ DETAIL (END VIEI,./)
HORIZONTAL PLACED
COMPACTED FILL
6 TO 8 INCH LIFTS
GRANDULAR SOIL FLOODED
TO FILL VOIDS
PROFILE VIEI,./
~ PETRA GEOTECHNICAL, INC.
~
PLATE SG-2
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FILL SLOPE ABOVE NATURAL SLOPE
TOE OF SLOPE AS SHO\.lN
ON GRADING PLANS
FINISHED GRADE
COMPACTED FILL
NATURAL
\TOPOGRAPHY
rri4'ffl1
'?e!ffl~ eel
t
-- ---:--
-
_______ --- GCt-
___ ?,(\J'?- __-
- ~ <p-i\'l('?- _-- 11131E[
~ vlt.. _____ 3l!.;;;ll!;
____ -..j\U'A'./
-- SO\'-' CO,-,-U / ).di;IT;!!~ \
/ iG?./ "- TYPICAL BENCHING
/ --./
,/.L------
_.L-- L T
/ 1.[ PROJECTION
-
COMPETENT BEDROCK DR APPROVED
FOUNDA TION MATERIAL
!
2' MIN, DO\.lNSLOPE
KEY DEPTH
NOTE \.IHERE NATURAL SLOPE GRADIENT [S 5.[ DR LESS, BENCHING IS NOT NECESSARY;
HO\.lEVER, FILL IS NOT TO BE PLACED ON COMPRESSIBLE OR UNSUITABLE MATERIAL,
o PETRA GEOTECHNICAL, INC.
PLATE SG-3
\Q1/
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CANYON SUB DRAIN DETAIL
~ \" NATURAL GROUND
"" ~
~
" , ~ ~=
"
L
~
MATERIA/ /
/
/ /
/
/
TYPICAL
BENCHING
TOPSOIL,
'-
"-
=-- '-- -
2%
ALLUVIUM,
COLLUVIUM
/'
/
.-/
SEE DETAIL BELO\.l
COMPETENT BEDROCK DR
APPROVE D FOUN DA TION
NOTE. FINAL 20 FEET OF PIPE AT OUTLET
SHALL BE NON-PERFORATED
1
--.-
------~---
'.
FIL TER MATERIAL- MINIMUM OF 9
CUBIC FEET PER LNEAL FOOT,
SEE PLATE SG-6 FOR FILTER
MA TER IAL SPEC IF leA T IONS,
4
. ,
. ,
DEPTH AND BEDDING MAY
VARY \.11TH PIPE AND LOAD
CHARAC TER IS TICS
j
AL TERNA TE IN LIEU OF
FIL TER MATERIAL
9 CUBIC FEET PER LINEAL FOOT OF
OPEN-GRADED GRAVEL ENCASED IN
FILTER FABRIC, SEE PLATE SG'-6 FOR
GRAVEL SPECIFICATIONS,
FIL TER FABRIC SHALL BE MIRAFI
140N DR APPROVED EQUAL
MINIMUM 6-INCH DIAMETER PVC SCHEDULE 40 OR ABS
SCR-35 \.11TH A MINIMUM OF 16 PERFORATIONS PER
LINEAL FOOT IN BOTTOM HALF OF PIPE PIPE TO BE LAID
\.11TH PERFORATIONS DO\.lN,
4
'.
4,
4
"
o
4,
4
. .
FOR CONTINUOUS RUNS IN EXCESS OF 500 FEET
USE B-INCH DIAMETER PIPE
~ PETRA GEOTECHNICAL, INC.
~
PLATE SG-4
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BUTTRESS DR STABILIZATION FILL DETAIL
TO TOP OF BACK CUT
lIS' MIN, r
FINISHED GRADE
FINISHED
GRADE
t
2'MIN,
T~
4' SUB DRAIN
MAX IMUM
0"
C;
{-
SPACING <<,,?,C;
I ~'?'+
, '.':--
4' SUBDRAIN
2% MIN,
.
\.IIDTH VARIES <15' MIN,)
..I
NOTES,
I MAXIMUM VERTICAL SPACING OF PERFORATED PIPE OF 30 FEET,
2 MAXIMUM HORIZONTAL DISTANCE BET\.IEEN NON-PERFORATED
PIPE OF 100 FEET,
3, MINIMUM GRADIENT OF T\.IO PERCENT OF ALL PERFORATED PIPE AND
NON-PERFORATED OUTLET PIPE,
t 100'
----==
MAX,
-l
2% M[N,
:::::.---...
2"1. MIN
PERFORATED PIPE (TYPICAL)
~ OUTLET PIPE (TYPICAL)
e PETRA GEOTECHNICAL, INC.
PLATE SG-5
"^
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BUTTRESS OR SJ ABILZA nON FILL SUBDRAIN
SLOPE FACE\
,
/
,
/
/
,
,
-- 2% MIN, /'
APPROVED FILTER MATERIAL,
5 CUBIC FEET PER LINEAL FOOT.
\.IITHOUT FILTER FABRIC, 3 CUBIC
FEET \.lITH FABRIC
A
4-INCH PERFORATED PIPE \.lITH
PERFORATIONS DO\.lN, MINIMUM
2% GRADE TO OUTLET PIPE,
A
4-INCH NON-PERFORATED PIPe
MINIMUM 2% GRADE TO OUTLET,
~
--j12' MINr---
APPROVED ON SITE MATERIAL PER SOILS ENGINEER
COMPACTED TO A MINIMUM OF 90% MAXIMUM DENSITY,
4-INCH NON-PERFORATED PIPE
12' MIN,
SECTION A-A
PIPE SPECIFICATIONS
I 4-INCH MINIMUM DIAMETER, PVC SCHEDULE 4D, OR ABS SDR-35,
2, MINIMUM 16 PERFORATIONS PER FOOT ON BOTTOM ONE-THIRD OF PIPE,
FIL TER MA TERIAL SPECIFICATIONS
CLASS 2 PERMEABLE FILTER MATERIAL PER CALTRANS STANDARD SPECIFICATION 68-1~25
CLASS 2
SIEVE SIZE
I-INCH
3/4 - INCH
3/8-INCH
NO, 4
NO, 8
NO, 30
NO, 50
NO, 200
- PERCENT PASSING
100
90-100
40-100
25-40
I8~33
5-15'
0-7
0-3
AL TERNATE' OPEN GRADED GRAVEL ENCASED IN FIL TER FABRIC, (MIRAFI 140N OR EQUAl)
OPEN-GRADED
SIEVE SIZE
1 1/2 INCH
I-INCH
3/4-1NCH
3/8-INCH
NO 200
PERCENT PASSING
88-100
5-40
0-17
0-7
0-3
I
~ PETRA GEOTECHNICAL, INC.
~
PLATE SG-6
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~ PETRA GEOTECHNICAL, INC.
~
PLATE SG-1o
\'Oro
11__ V I; U II
D EVE LOP [vi E N TIN C.
TEME'CULA, CA 92590
TEL: 909-296-5225 FAX: 909-296-5226
TRANSMITTAL
TO: CITY OF TEMECULA
ATTN:RUaLlC WORKS
43200 BUSINESS PARK DR
TEMECULA, CA.
PLAN CHECK #
DATE: December 31,2003
REF: OVERLAND COMMERCIAL
26690 YENZ RD
TEMEULCA,CA
I' WE ARE FORWARDING: D BY FAX [K] BY MAIL D BY MESSENGER
! COPIES DATE
SHEETS
DESCRIPTION
1 GRADING PERMIT APPLICATION
4 SETS OF GRADING PLANS
1 $500.00 CHECK.GRADING PLAN CHECK -INSPECTION
1 ON-SITE CONSTRUCTION SECURITY WORKSHEET
2 SOILS REPORT
1 TITLE REPORT
2 HYDROLOGY REPORT (IF REQUIREDl
STATUS:
SENT FOR YOUR:
PLEASE NOTE:
PRELIMINARY
REVISED
RELEASED
REVIEWED
NO EXCEPTIONS TAKEN
APPROVED AS NOTED
APPROVAL
SIGNATURE
FOR YOUR USE
INFORMATION
FILE
REVISIONS
ADDITIONS
DELETIONS
CORRECTIONS
NOT FOR CONSTRUCTION
REMARKS
BY: JIM PATTON; PROJECT MANAGER COPIES TO:
42389 WINCHESTER ROAD, SUITE B . TEMECUAL, CA 92590
\tA
01/02/2004 18:36
85871558.
TESTING ENGINEE~SD
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Tes.ting Engineers - San Diego,lnc.
Established 1946
Ms, JaDeIl Snider
Daveon Development IDe,
42389 Winchester Road, Suite B
Temecula, CA 92590-4810
January 2, 2004
Contract No.: 62623
Subject:
Preliminary GeotechnicaVGcoseismic Design Parameters
Proposed Overland Conunercial Development
Overland Drive and Ynez Road
Temecula, California
Dear Ms. Snider:
Submitted herewith is a report of Preliminary Geotechnical/Geoseismic Design
Parameters Jor the proposed Overland Commercial Development located at the southeast
corner of 0verland Drive and Ynez Road in the City of Temecula, California This
preliminary report provides information to be used in preliminary designs of site grading,
shallow spread foundations, floor slabs, and pavements in connection with the above
referenced project.
The preliminary design parameters contained herein are based on thc information
obtained from 2 test borings and 5 test pits that were augered and excavated respectively,
within the proposed project limits. This iDformation is considered preliminary pending
the completion of the final report. It is understood that the proposed construction will
consist of a total of 3 single-story retail and restaurant buildings ranging from 5,089 to
22,000 square feet in plan area. It is anticipated that the structures will consist of
concrete tilt-up, wood, and masonry wall construction, with concrete slab-on-grade
floors. In ,addition, based on our experience with similar projects maximum anticipated
wall and column loads will be about 3 kips per lineal foot and 80 kips, respectively.
Tolerable :total and differential static settlements of I-inch and y, inch in 40 feet,
respectively, were assumed for the purpose of design. Appurtenant construction will also
include asphaltic concrete and Portland Cement Concrete paved roadways and parking
areas, landscapcand hardscape areas, as well as numerous underground utilities,
Testing :Enf.in~c:n . San ,Diego, Inc.. 7l59~ COl''lVoy CourL Suite 18 San Diego. CA. 921 t 1 [858] 71'.5800 Fax [858] 71 5.S810
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01/02/2004 18:36
8587155.
TESTING ENGINE. SD
Contract No.: 62623
Page 2
PAGE 1'13/1'17
Overland C"mmerciaJ Development
January 2, 2004
Site Prcnal1ation
Buildin Foundations
Interior Buildin SlabS
ExteriorSlabslPvmts.
50' or 6 BSG'" whichever is
SOl or 6 BSG" whichever is
1'" or 1 BSG"', whichever is
(1) Measured below 10- buildi"g footi"g_
(2) RSG- Below cxi.ling site. grades~
(3) Measured below lowcat buildinS footing bottom; provide a 12 inch section of non-cpanlri~e
materillls below lhe sl:;,b bottom;
(4) Mca.~ below the applicable dC5ign sections (i.e., AC, FCC. t(mcrete and aggregnte ba..'IC).
Note: ProYidc 6-inehes of sca.rification. moi~wrc conditioning and tecompaCtiOl1 to at 1cut 90% of the
ASTM O..lSS11abOl'atOl')' tart stand~rd fur exposed cut Surf:u:Cl.
Foundations
Geotedmical Parameters:
. .1
2,000 psf (1)
40 pcf EFP(2)
60 pef EFP(2)
300 psf')
0,35(')
12(41/18((;) inches
12(') /15(5) inches
(1)
(2)
(3)
(4)
(5)
Based on compliance wil.h above earthwork recommendations:
Design values aSSl,Iming & drained c:onc:titian with non-c,cpanmve rna.terinls (81 lcm; than
equal to 20) within the b.'\ckfill7.onc and 1\0 surehargc loadirtg conditi(ms;
PLuive lateral resisWK:c may be combined 'With friction.3.1 TCRi9tance provided the passive
bearing component dClCs n()t cxcccd two~thirds or the total1atml rc,i~tmee;
One-story stlVCturcII;
Two-smry &truclures.
Geoseismic Parameters:
CBC Seismic Zone Factor
Soil Seismic Profile T e
Near Source Acceleration Factor, N
Near Source Veloci Factor N
Seismic Acceleration Coefficient, C.
SeIsmic Velocil Coefficient, C.
Z -0.4
So
1.21
1.48
0.53
0.95
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858715~.
TESTING ENGINE. SD
COlltract No.: 62623
Page 3
PAGIo
1:14/1:11
~r/alltl COlllllu",:ial Development
January 2, 201].1
Pavements
Flexnral Asphalt Concrete (AC) Pavements:
To develop preliminary recommendations for the pavement sections an as-graded
R-value of 30 was assumed for traffic index values ranging from 5.0 to 8.5. A
design professional should select the appropriate pa~ement section based o~ t~e
anticipated traffic conditions. Based on these deSIgn parameters, analYSIs. tn
accordance with the current Cal-Trans Highway Design Manual, and assummg
compliance with site preparation recommendations, TESD recommends the
followingpavcment structural sections:
5.0 3.0 5.0 4.5 4.0
5,5 3.5 6.5 5.0 4.0
6.0 4.0 6,5 4.5 4.0
6.5 4.5 7.5 4.5 4,0
7.0 5.0 7,5 4.5 4.0
7.5 5.0 9.5 6.5 5.0
8.0 5.0 10.5 7.5 6,0
8.5 5.0 12,5 9.5 7,5
(I)
(2)
(3)
(4)
^'PM1I ConCl<te;
Crushed Aggregate B:ssc (CAB), Green nook !\CCticm 200-2-'-. compacted to at lca.."t
95% rel'l;vc c,""paction (ASThi 0-1557);
Aprcpte Base ~ccrion utilizing TI:l1$aT BX 1100 gE:Ogrld inuaUed t\t the dc,ign
subgradc elevation;
Aggrcgtltc Sase ~tion tltiU~in!: Tcnl\u BX 1200 gcogrid installed at the design
sul>~de elevation.
The upper l;l..inehca of subgrndc sDils ,hould be compacted to alleast 95% relative
compaction (ASThi 1)-1557),
Note:
It is recommended that R-value testing is performed on representative soil
samples after rough grading operations on the upper 2 feet to confirm
applicability of the above pavement sections.
The aggregate base should conform to the Crushed Aggregate Base per
Greenbaok requirements, Section 200-2.2. The base course should be compacted
to a minimum dry density of 95% of the materials maximtUn density as
determined by the ASTM Dl557 test procedure. Field testing should be used to
verify compaction, aggregate gradation, and compacted thickness.
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'01/02/2004 18: 3&
858715.
TESTING ENGI~ SD
C"ntrad No.: 62623
Page 4
PAGE 05/07
Overland Com",ercitd Develap",e"t
January 2, 2004
The asphalt concrete pavement should be compacted to 95% of the unit weight as
tested in accordance with the Hveem procedure. The maximum lift thickness
should be ,two inches. The asphalt concrete material shall conform to 1)pe m,
Class C2 or C3, 1997 edition of the Greenbook Standard Specifications for Public
Works Construction. An approved mix design should be submitted 30 days prior
to placement, The mix design should include proportions of materials, maximum
density and required lay-down temperature range. Field testing should be used to
verify oil content, aggregate gradation, compaction, compacted thickness, and
lay-down temperature.
If the paved areas are to be used during construction, or if the type and frequency
of traffic is greater than assumed in the design, the pavement section should be re-
evaluated for the anticipated traffic.
Rigid Portland Cement Concrete (PCC)
Recommendations for Portland Cement Concrete (pCe) pavement structural
sections are as follows:
Parking stalls
for light-weight 1 160 4.5 4.0
vehicles
Driveways for
light-weight 25 160 6.0 4.0
vehicles
Driveways and
parking areas 100 200 6.0 6.0
for heavy trucks
(1) ADTT values htlVC been aaliumed for planning pu1l)OSes;md "bnutd be c;oofnmed 'by the dc.'dgn team dUrin~
future plan dc"ltI01'fl"lCTlt.
(2) Erf~tivc modulus at the fini!\hcd rock base elevation considering subgractc Mlils and overlying Toc1c batle:
sectIon:
(3) Concrete ahall have ::s minimum modulus of rupbltc tAl. 2: S50 psi b~ on ASTM C78. Tllis analysis:
assumes me consb'uction of concrete $boulders. Slabs should be reinforced with No.3 rcinforemg bars gt 18
inches on center in both hori7.0ntal directions.
(4) Crulihed Aggrcg:uc Balic (CAB), Green Book .::clion 200-2.2. completed to at leas' 95% relative compaction.
(ASTM 0-lSS7),
Stresses are anticipated to be greater at thc edges and construction joints of the
pavement section. A thickened edge is recommended on the outside of slabs
subject to wheel loads. Control joints should be provided at maximum of 15 feet
spacing each way. Installation of these types of joints should be made
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01/02/2004 18:36
8587155.
TESTING ENGI~ SD
Corrtract No.: 62623
Page S
PAGE 106/1'"
()vcrltllrd CDII!"'crcial D~dop"'ent
January 2, 2004
immediately after concrete finishing. Construction jointing, doweling, and
reinforcing should be provided in accordance with recommendations of the ACt
Subgrade ,soil should be compacted to a minimum of 95 percent relative
compaction for pavement constructed over low to medium expansive soils. Crush
Aggregate Base (CAB) should oonform to section 200-2.2 of the Standard
Specifications for Public Works Construction "Greenbook" and should be
compacted to a minimum of 95 percent of the maximum dry density at near
optimum moisture content.
Where trash bin enclosures arc to be constructed, it is recommended to use a
minimum PCC pavement section of 8 inches, or as required by the traffic design,
whichever is greater; reinforced with No. 3 bars spaced at 12 inches in each
horizontal direction. The concrete should extend into the roadway sufficiently so
that the front wheels of the trash truck are on the concrete when loading.
Rigid portland cement concrete sections were evaluated using methods suggested
by the American Concrete Institute - Guide for Design and Construction of
Concrete Parking Lots (ACI 330R-92). .
The performance of pavements is highly dependent' upon providing positive
surface drainage away from the edge ofthc pavement, The ponding of water on or
adjacent to pavement areas will likely cause failure ofthe subgrade and resultant
pavement distress. Where planters arc proposed, the perimeter curb should extend
at least 6 inches below the subgrade elevation of the adjacent pavement. In
addition, our experience indicates that even with these provisions, a saturated
subgrade condition can develop as a result of increased irrigation, landscaping and
surface \'\111off. A subdrainage system should be constructed. along the perimeter
of:pavement sub grade areas to reduce the potential of this condition developing.
The sudrain system should be designed to intercept irrigation water and surface
runoff prior to entry into the pavement sub grade and carry the water to a suitable
outlet.
The details presented in this report are preliminary based on the information provided
regarding the proposed construction, and the results of the field and preliminary
laboratory testing, combined with interpolation of the subsurface conditions between
boring locations. This report can be used for preliminary design parameters but final
design should be based on TESD's final geotechnical report.
Our professional services were perfonned, our findings obtained, and our
recommendations prepared in accordance with generally-accepted engineering principles
and practices in Southern California as of December, 2003. This warranty is in lieu of all
other warranties either expressed or implied.
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01/02/2004 18:36
8587155.
TESTING ENGI~SD
PAGE 07/07
.
Overland CotlltllercUd Devdoplllent
January 2,200~
Contrtld No.: 62623
Pttge6
TESD appreciates the opportunity to be of service to Davcon on this project
not hesitate' to call if you have any questions or need additional information.
Charles B. McDu
Senior Staff Geologist
c.
(:(6,
Sincerely,
Testing Engilreers-San Di
al!/$.trlt
Van W. Olin, GR
Geotechnical Department Manager
Co, MeArdl, Nsocldres Architects Ine, (Ed MeAmle): Pax, 76Q.4317585
llmd Design o<=tol'''''''' Corp (Kevin Richer): Pax, 909.930.1468
Davcon. Overtand Commercial Development Temecula.P2003..oo30 IE.CBM
W)