HomeMy WebLinkAboutCT 05-07; BRESSI RANCH LOT 40; GEOTECHNICAL INVESTIGATION; 2005-12-01or* .-1
GEOTECHNICAL INVESTIGATION
PROPOSED BUSINESS PARK
Bressi Ranch Lot 40
Planning Area 5
Carlsbad, California
for
St. Croix Capital
Prepared by:
Southern California Geotechnical, Inc.
1260 North Hancock Suite 101
Anaheim CA 92805
Phone: 714-777-0333
Page 1of 34
-: Southern California Geotechnical .•
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St Croix Capital December 1, 2005
do Mr. Jim Jacob Project No. 04G243-2R
4350 Executive Drive, Siiite 301
San Diego, California 92121 :
Subject: Geotechnical Investigation . . ' Proposed Business Park '1
Bressi Ranch Lot 40 _ S
Planning Area 5 . S. I .
-SWC of Palomar Airiort Road and Melrose-Drive,
Carlsbad, California . 1 Gentlemen:
In accordance .with your request, we have conducted.a geotechnical inVstigation at the I subject site. We are pleased to present this report summarizing the conclusions and
recommendations developed frohi our investigation. -
We sincerely appreciate the opportunity to be of service on this project. We look
forward to providing additionalconsulting services during the course of the project: If I we may be of further assistance in any manner, please contact our office.
Respectfully Submitted,
SE So IN n alifóinia Geotechnical, Inc.
P i al
inara,CEG 2125 GEOWOIS
re Mitchell, GE 2364
al E gineer NO 2364
Distrib (3) Addressee
C
OFC
Southern California Geotechnical, Inc. '- . Proposed Lot 40 Business Park - Carlsbad, CA
1260 North Hancock Ste 101 - ..- . - - - - Project No. 04G243-2R
An h I ('7Rp5 Ph ne (714i77T1r33 - Pa 2 at34-2%S'NorthTncock%trée, Suite 101 • Anaheim, California 92807-1951 • (714) 777-0333• Fax (714J.777-0398
TABLE OF CONTENTS
1.0 EXECUTIVE SUMMARY 4
2.0 SCOPE OF SERVICES 6
3.0 SITE AND PROJECT DESCRIPTION 7
3.1 Site Description 7
3.2 Proposed Development 7
3.3 Limited History of the Site and Region 7
4.0 SUBSURFACE EXPLORATION 12
4.1 Scope of Exploration/Sampling Methods 12
4.2 Geotechnical Conditions 12
4.3 Geologic Conditions 1
.5.0 LABORATORY TESTING 14
6.0 CONCLUSIONS AND RECOMMENDATIONS 16 --
6.1 Seismic Design Considerations 16
6.2 Geotechnical Design Considerations 18
6.3 Site Grading Recommendations 21
6.4 Construction Considerations 24
6.5 Foundation Design and Construction 25
6.6 Floor Slab Design and Construction 27
6.7 Retaining Wall Design, Recommendations 28
6.8 Pavement Design Parameters 30
7.0 GENERAL COMMENTS 34
APPENDICES
A Plate 1: Site Location Map
Plate 2: Boring Location Plan
B Boring Logs
C Laboratory Test Results
D Grading Guide Specifications
E UBCSEIS Computer Program Output
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Southern California Geotechnical, Inc. Proposed Lot 40 Business Park - Carlsbad, CA
1260 North Hancock Ste 101 Project No. 04G243-2R
Anaheim CA 92805 Phone: (714) 777 0333 Page 3 of 34
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1.0 EXECUTIVE SUMMARY
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I Presented below is a brief summary of the conclusions and recommendations of this
investigation. Since this summary is not all inclusive, it should be read in complete
context with the entire report.
Site Preparation
No significant topsoil or vegetation was present at the site at the time of the
subsurface exploration. Any vegetation that develops prior to site grading should be
stripped and removed from the site.
The site is underlain by recently placed compacted fill soils and sandstone and
claystone bedrock. The fill soils extend to depths of up to 50± feet within Planning
Area 5 and were placed under the purview of a geotechnical engineer. The existing
fill soils and bedrock possesses relatively high strengths, and medium expansive
potentials.
A compaction report prepared by Leighton and Associates indicates that the existing
fill soils were placed as compacted structural fill. Leighton indicates that the existing
fill soils are suitable for support of the proposed development provided that the
cut/fill transitions are mitigated during precise grading.
Based on the expansive potentials and differing strengths of the engineered fill and•
bedrock, and in order to provide for a new layer of structural fill that will help mitigate
the potential cut/fill transitions, it is recommended that remedial grading be
performed within the proposed building pad areas.
The building pad areas underlain by shallow bedrock (Proposed Buildings A - D)
should be overexcavated to a depth of at least 3 feet below existing grade and to a
depth of at least 3 feet below proposed pad grade. The depth of overexcavation
should be sufficient to provide at least 3 feet of new structural fill beneath the
bearing grade of all foundations.
In the remaining portions of the site, overexcavation should extend to a depth
adequate to remove all surficial, weathered soils.
o. Following completion of the recommended overexcavation, exposed soils should be
evaluated by the geotechnical engineer. After the subgrade soils have been
approved by the geotechnical engineer, the resulting soils may be replaced as
compacted structural fill.
A precise grading plan review is recommended subsequent to preparation of the
plan in order to confirm the recommendations contained herein.
I Building Foundations
Shallow foundations, supported in newly placed compacted fill.
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. 2,500 psf maximum allowable soil bearing pressure.
. Minimum longitudinal steel reinforcement within strip footings: Four (4) No. 5 rebars
(2 top and 2 bottom), due to medium expansive potential of near surface soils.
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Southern California Geotechnical, Inc. Proposed Lot 40 Business Park - Carlsbad, CA
1260 North Hancock Ste 101 Project No.. 04G243-2R
Anaheim CA 92805 Phone: (714) 777 0333 Page 4 of 34
Due to highly differential fill depths in the eastern area of the site, 'strip footings
within Buildings E and F are recommended to be reinforced with, six (6) No. 5 rebars
(3 top and 3 bottom):
Building Floor Slabs
Slab-on-Grade', at least 5 inches thick.
Minimum slab reinforcement: No. 3 bars at 18-inches on-center, in both directions.
Due to the highly differential fill depths in the eastern area of the site, floor slab
reinforcement within Buildings E and F is recommended to consist of No. 4 bars at
18 inches on-center, in both directions.
Pavements
ASPHALT PAVEMENTS
Thickness (inches)
Materials Auto Parking Auto Drive Light Truck Moderate
(TI = 4.0) Lanes Traffic Truck Traffic
(TI = 5.0) (TI = 6.0) (TI = 7.0)
Asphalt Concrete 3 3 31/2 , 4
Aggregate Base 6 9 11 13
Compacted Subgrade (90% 12 12 12 12
minimum compaction)
___ ______________ ______________
PORTLAND CEMENT CONCRETE PAVEMENTS
Thickness (inches)
Materials Automobile Parking Light Truck Traffic Moderate Truck
and Drive Areas (TI = 6.0) Traffic
(TI = 7.0)
PCC 5 5% 7
Compacted Subgrade 12 12 12
(95% minimum compaction)
Southern California Geotechnical, Inc. Proposed Lot 40 Business Park - Carlsbad, CA
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1260 North Hancock Ste 101 Project No. 04G243-2R
Anaheim CA 92805 Phone: (714) 777 0333 Page 5 of 34
2.0 SCOPE OF SERVICES
The scope of.services performed for this project was in accordance with our Proposal
No. 04P392, dated November 23, 2004. The scope of services included review of
previous reports, a visual site reconnaissance, subsurface exploration, field and
laboratory testing, and geotechnical engineering analysis to provide criteria for
preparing design of the building foundations, building floor slabs, and parking lot
pavements along with site preparation recommendations and construction
considerations for the proposed development. The evaluation of environmental aspects
of this site was beyond the scope of services for this geotechnical investigation.
Southern California Geotechnical, Inc. Proposed Lot 40 Business Park - Carlsbad, CA
1260 North Hancock Ste 101 . Project No. 04G243-2R
Anaheim CA 92805 Phone: (714) 777 0333 . Page 6 of 34
3.0 SITE AND PROJECT DESCRIPTION
31 Site Description
The subject site is located within the recently mass graded Bressi Ranch Industrial Park
which is located south of Palomar Airport Road in the city of Carlsbad, California. The
specific site is .a portion of Planning Area 5 or Lot 40, and consists of 9.8± acres located
southwest of the intersection of Palomar Airport Road and Melrose Drive. The general
location of the site is illustrated on the Site Location Map, included as Plate 1 in
Appendix A of this report.
The subject site is an irregular shaped parcel, with overall dimensions of 400 to 700±
feet in the north-south direction and 800± feet in the east-west direction. At the time of
the subsurface exploration, ground surface cover consisted of exposed soil with
negligible to sparse grass and weed growth. Some of the finished slopes have been
recently hydro-seeded to establish vegetation.
Site topography consists of gently sloping terrain, dipping downward to the southwest.
Topographic information provided to our office indicates that site grades range from a
maximum of El. 445± feet msl (mean sea level) near the northeast property corner to a
minimum of El. 425± feet msl at the southwest property corner.
3.2 Proposed Development
Preliminary information regarding the proposed development was obtained from the site
plan prepared by Smith Consulting Architects. This plan, labeled Option A, has been
provided to our office by the client. This plan indicates that the new development will
consist of fifteen (15) separate buildings which will be constructed in two phases. The
proposed building footprints will range in size from 5,700± ft2 to 8,200± ft2.
Detailed structural information is not currently available. It is, however, assumed that
the buildings will be of concrete tilt-up construction, typically supported on conventional
shallow foundation systems and concrete slabs on grade. Based on the assumed
construction, maximum column and wall loads are expected to be on the order of 60
kips and 3 kips per linear foot, respectively.
3.3 Limited History of the Site and Region
As part of our investigation of the overall site, including Planning Areas PA-1 throUgh
PA-5, we were provided with several geotechnical reports. The geotechnical reports
Southern California Geotechnical, Inc. Proposed Lot 40 Business Park - Carlsbad, CA
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1260 North Hancock Ste 101 Project No. 04G243-2R
Anaheim CA 92805 Phone: (714) 777 0333 Page 7 of 34
provided to us consist of preliminary and supplemental geotechnical investigations, a
summary report of mass grading, and as graded reports of mass grading. The subject
site has been recently rough graded to its current configuration under the purview of
Leighton and Associates, Inc. The reports which are applicable to the entire site,
including all of the Planning Areas, are summarized below:
Geotechnical Investigation, Bressi Ranch Corporate Center, Planning Areas 1
through 5, SEC of Palomar Airport Road and El Camino Real, Carlsbad,
California; prepared for Sares Regis Group by Southern California Geotechnical,
Inc., dated May 3, 2004, Project No. 03G259-2.
This report presents the results of our geotechnical investigation of Planning Areas 1
through 5 subsequent to the mass grading. Subsurface exploration performed as part of
this geotechnical investigation included twenty (20) borings advanced to depths of 5 to
191,4± feet below currently existing site grades. The maximum depth of the borings was
limited to less than 20 feet due to permit restrictions imposed by the San Diego County
Department of Environmental Health (DEH).
Based on the subsurface conditions, the site is underlain by recently placed compacted
fill soils-and sandstone and claystone bedrock. The fill soils extend to depths of up to
90± feet and were placed under the purview of a geotechnical engineer. The existing fill
soils and bedrock possesses relatively, high strengths, and highly variable expansive
potentials.
Based on the variable expansive potentials and differing strengths of the engineered fill
and. bedrock, and in order to provide for a new layer of structural fill that will help
mitigate the potential cut/fill transitions, it was recommended that remedial grading be
performed within the proposed building pad areas.
The building pad areas were recommended to be overexcavated to a depth of at least 5
feet below existing grade and to a depth of at least 4 feet below proposed pad grade.
The depth of overexcavation should be sufficient to provide at least 3 feet of new
structural fill beneath the bearing grade of all foundations.
Supplemental Geotechnical Investigation for Mass Grading, Bressi Ranch,
Carlsbad, California, prepared for Lennar Homes by Leighton and Associates,
Inc., dated March 14, 2001, Project No. 971009-005.
This report presents the results of a supplemental geotechnical investigation to update
their earlier preliminary geotechnical report prepared in 1997. Subsurface exploration
performed as part of the supplemental geotechnical investigation included eight (8)
large ° diameter borings and fifty-six (56) exploratory trenches. Logs of these
supplemental borings and trenches as well as previous work by Leighton and others is
included in the report and summarized on the Geotechnical Map included therein.
Southern California Geotechnical, Inc. Proposed Lot 40 Business Park - Carlsbad, CA
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1260 North Hancock Ste 101 Project No. 04G243-2R
Anaheim CA 92805 Phone: (714) 777 0333 Page 8 of 34
Based on the presented information, the subject site is primarily underlain by sandstone
bedrock. The bedrock is indicated to consist of the Tertiary age Santiago formation,
which is described as massively bedded sandstone with some zones of claystone and
siltstone. Some minor areas of shallow undocumented fill, terrace deposits, and
alluvial/colluvial soils were also mapped within the boundaries of the subject site.
Although the majority of the mapped, larger ancient landslides are located outside the
boundaries of the subject site, two (2) small ancient landslides were mapped on the
subject site, east of PA-1 and PA-2. Due to their small scale, they were recommended
to be removed in their entirety and replaced as compacted fill. Remedial grading
recommendations contained in this report indicate that all undocumented fill and
alluvial/colluvial soils should be completely removed to competent material.
Supplemental Geotechnical Landslide Investigation, Planning Areas PA-1, PA-2,
and PA-10 through PA-12, Bressi Ranch, Carlsbad, California, prepared for
Lennar Communities by Leighton and Associates, Inc., dated February 12, 2003,
Project No. 971009-007.
This report presents the results of a supplemental geotechnical landslide investigation
for specific portions of the site. Subsurface exploration performed as part of the
supplemental geotechnical landslide investigation included nine (9) large diameter
borings and five (5) exploratory trenches in the areas of the previously mapped ancient
landslides. Logs of these additional borings and trenches as well as revised cross
sections are included in the report.
The area of the subject site addressed by this report includes the eastern portion of
planning areas PA-1 and PA-2 where several nested ancient landslides were mapped.
Cross Sections E-E' and P-P' depict the mapped geologic conditions and the
recommended remedial grading, which consisted of complete removal of the landslides
and replacement as engineered fill. This report restates the previous remedial grading
recommendations and provides slope stability calculations to justify the proposed
grading configurations.
Geotechnical Recommendations Concerning 95 Percent Relative Compaction of
Fill Deeper than 40 Feet, Bressi Ranch, Carlsbad, California, prepared for
Lennar Communities by Leighton and Associates, Inc., dated February 13, 2003,
Project No. 971009-007.
This report addresses the settlement potential of deep fill areas and provides
recommendations to reduce the time period for the majority of the settlement to occur.
In several areas of the overall project, fills up to 80 to 90± feet in thickness were
planned to achieve the design grades. Deep fill areas on the subject site are located in
the eastern portion of PA-2, and two small areas within PA-3 and PA-5. The report
recommends that all structural fills below a depth of 40 feet from finish grade be
compacted to at least 95 percent of the ASTM D-1557 maximum dry density, and
estimates that the time period for the majority of the settlement to occur will be reduced
Southern California Geotechnical, Inc. Proposed Lot 40 Business Park - Carlsbad, CA
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. 1260 North Hancock Ste 101 S Project No. 04G243-213
Anaheim CA 92805 Phone: (714) 777 0333 5 Page 9 of 34
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I . from 6 to 12 months to 3 to 8+ months. Near surface settlement monuments were
I recommended to be installed immediately after rough grading, with survey intervals of
once a week for the first month, then twice a month for 3 months, and then monthly to
determine completion primary settlement of deep fills. The recommended locations of
I the near surface settlement monuments are indicated to be contained on an index map
within this report, however, the copy provided to us does not contain this plan.
Summary of the As-Graded Geotechnical Conditions and Partial Completion of
Rough and Fine Grading, Planning Areas PA-1 Through PA-5, Bressi Ranch,
Carlsbad, California, prepared for Lennar Communities by Leighton and
Associates, Inc., dated January 20, 2004, Project No. 971009-014.
This summary report indicates that grading of Planning Areas PA-1 through PA-3 is
essentially complete, and that grading is ongoing in Planning Areas PA-4 and PA-S.
Grading operations were reportedly performed in general accordance with the
recommendations presented in Leighton's previous geotechnical reports. Geotechnical
issues presented in this summary report which were not discussed in the previous
reports include the presence of inactive faults within PA-4 and PA-5, perched
groundwater within the overexcavated tributary canyons on the east side of PA-1 and
PA-2, oversize materials within the engineered fills, high to very high expansive soils at
or near finish grade, and some severe sulfate concentrations which would require the
use of specialized concrete mix designs.
As Graded Reoort of Mass Gradina. Plannina Areas PA-1. PA-2. and PA-3
Metropolitan Street, and a Portion of Town Garden Road, Gateway Road, and
Alicante Road, Carlsbad Tract No: 00-06, Bressi Ranch, Carlsbad, California,
prepared for Lennar Communities by Leighton and Associates, Inc., dated April
15, 2004, Project No. 971009-0i4
This report documents the mass grading of Planning Areas PA-1, PA-2, and PA-3 as
well as a portion of the interior streets. Most of the information contained in this report
was presented in the January 20, 2004 summary report. The conclusions and
recommendations are also similar to the previous report. With respect to the deep fills
on this portion of the site, Leighton concluded that most of the anticipated settlement is
complete, but the seven settlement monuments should be continued to be monitored.
Soluble sulfate test results range from negligible to severe, and expansion index test
results range from low (El = 46) to very high (El = 163). Preliminary pavement sections
are presented and are based on assumed R-value of 12. Maximum cuts and fills within
Planning Areas PA-1, PA-2, and PA-3 are documented as 25 and 90 feet, respectively.
Fill soils below a depth of 40 feet were compacted to. at least 95% of ASTM 1557
maximum dry density.
Addendum to As-Graded Reports of Mass Grading Concerning the Completion
of Settlement Monitoring, Planning Areas PA-1 through PA-5, Bressi Ranch,
Southern California Geotechnical, Inc. Proposed Lot 40 Business Park - Carlsbad, CA
I 1260 North Hancock Ste 101 Project No. 04G243-2R
Anaheim CA 92805 Phone: (714) 777 0333 Page 10 of 34
Carlsbad, California, prepared for Lennar Communities by Leighton and
Associates, Inc., dated October 11, 2004, Project No. 971009-014
This report presents the data collected from the settlement monitoring program for the
deep fill (greater than 40 feet) areas of the entire site. The settlement monitoring data
was collected over a period of 5 to 6 months. Based on the collected data, Leighton
concludes that the primary settlement of the fill soils is essentially complete, and that
construction of improvements within Planning Areas PA-1 through PA-5 may begin.
Secondary consolidation settlement of deep fills is estimated to be less than 1 to 3
inches depending on the depth of fill. Differential settlements are estimated to be on the
order of 1/2 inch in 25feet.
Southern California Geotechnical, Inc. Proposed Lot 40 Business Park - Carlsbad, CA• ' 1260 North Hancock Ste 101 Project No. 04G243-2R
Anaheim CA 92805 Phone: (714) 777 0333 Page 11 of 34
4.0 SUBSURFACE EXPLORATION
4.1 Scope of Exploration/Sampling Methods
The subsurface exploration conducted for this project consisted of eight (8) borings
advanced to depths of 10 to 191,4± feet below currently existing site grades. The
maximum depth of our borings was limited to less than 20 feet due to permit restrictions
imposed by the San Diego County Department of Environmental Health (DEH). All of
the borings were logged during excavation by a member of our staff.
Representative bulk and in-situ soil samples were taken during drilling. Relatively
undisturbed in-situ samples were taken with a split barrel "California Sampler"
containing a series of one inch long, 2.416± inch diameter brass rings. This sampling
method is described in ASTM Test Method D-3550. In-situ samples were also taken
using a 1.4± inch inside diameter split spoon sampler, in general accordance with
ASTM D-1586. Both of these samplers are driven into the ground with successive
blows of a 140-pound weight falling 30 inches. The blow counts obtained during driving
are recorded for further analysis. Bulk samples were taken at periodic locations in the
trenches. The bulk samples were collected in plastic bags to retain their original
moisture content. The relatively undisturbed ring samples were placed in molded
plastic sleeves that were then sealed and transported to our laboratory.-
The approximate location of the borings are indicated on the Boring Location Plan,
included as Plate 2 of this report. The Boring Logs, which illustrate the conditions
encountered at the boring locations, as well as some of the results of the laboratory
testing, are included in Appendix B.
4.2 Geotechnical Conditions
Presented below is a generalized summary of the subsurface conditions encountered at
the boring locations. More detailed descriptions Of the conditions encountered are
illustrated on the Boring Logs, included in Appendix B.
Artificial Fill
I . Artificial fill soils were encountered at the ground surface at all eight (8) of the boring
locations. These fill soils extend to depths of 1 to at least 191,4 feet below existing
grade, the maximum depth of our borings. As previously discussed, the fill soils within
PA-5 are documented to have maximum. depths of 45 to 50± feet. The fill soils
encountered in the borings generally consist of stiff to very stiff, silty to sandy clays, and
medium dense to dense silty sands, clayey sands and sandy silts. Occasional samples
Southern California Geotechnical, Inc. Proposed Lot 40 Business Park - Carlsbad, CA
1260 North Hancock Ste 101 Project No. 04G243-2R
Anaheim CA 92805 Phone: (714) 777 0333 . Page 12of 34
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of the fill materials possess minor debris content including bedrock fragments, asphalt,
concrete, etc. The fill soils possess moderately high strengths, moisture contents near
or above optimum and based on their color mottling and composition, appeared to be
well mixed.
Bedrock
Bedrock was encountered beneath the fill soils at six of the eight boring locations. The
bedrock encountered at this site consists of Tertiary age Santiago formation, which is
comprised of dense to very dense sandstone with some zones of claystone and.
siltstone. Bedding within the Santiago formation on site 'is generally massive with no
significant planes of weakness or discontinuities. The sandstone unit is' typically light
gray in color, contains moderate iron oxide staining, and is comprised of weakly
cemented silty fine sand. The siltstone unit is typically light 'gray to gray in color,
contains moderate iron oxide staining, and is comprised of fine sandy silt. The
claystone unit is typically dark gray to ,gray green in color, contains some shell
fragments, gypsum veins, and is comprised of silts and clays.
Groundwater
Based on the water level measurements, and the moisture contents of the recovered
soil samples, the static groundwater table is considered to have existed at a depth, in
excess of 20± feet at the time of the subsurface exploration. Further, based on the
conditions documented in the mass grading report by Leighton, no groundwater was
encountered during grading. Therefore, groundwater is expected' to be at depths
greater than the extent of the'fill soils, which are 45 to 50± feet thick within PA-5.
4.3 Geologic Conditions
Geologic research indicates that the site is underlain by sandstone mapped as the
Santiago Formation (Map Symbol isa) with nearly horizontal bedding attitudes. The
primary available reference applicable to the subject site is DMG Open-File Report 96-
02, Geologic Map of the Northwestern Part of San Diego County, California, by
California Division of Mines and Geology, 1996.
Based on the materials encountered in the exploratory borings, it is our opinion the site
is underlain by sandstone, siltstone and claystone bedrock consisting of the Santiago
formation (Map Symbol Tsa). The bedrock encountered in the exploratory borings and
observed at the ground surface is generally massively bedded and structure is
comprised of nearly horizontal bedding with some moderately developed joints in the
upper, less weathered portions of the bedrock.
Southern California Geotechnical, Inc. Proposed Lot 40 Business Park - Carlsbad, CA
I 1260 North Hancock Ste 101 ' Project No. 04G243-2R
Anaheim CA 92805 Phone: (714) 777 0333 Page 13 of 34
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5.0 LABORATORY TESTING
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I The soil samples recovered from the subsurface exploration were returned to our
laboratory for further testing to determine selected physical and engineering properties
of the soils. The tests are briefly discussed below. It should be noted that the test
I results are specific to the actual samples tested, and variations could be expected at
other locations and depths.
Classification
All recovered soil samples were classified using the Unified Soil Classification System
(USCS), in accordance with ASTM D-2488. Field identifications were then
supplemented with additional visual classifications and/or by laboratory testing. The
USGS classifications are shown on the Boring Logs and Trench Logs and are
periodically referenced throughout this report.
In-situ Density and Moisture Content
The density has been determined for selected relatively undisturbed ring samples.
These densities were determined in general accordance with the method presented in
ASTM D72937. The results are recorded as dry unit weight in pounds per cubic foot.
The moisture .contents are determined in accordance with ASTM D-2216, and are
expressed as a percentage of the dry weight. These test results are presented on. the
Boring Logs. S
Consolidation
Selected soil samples have been tested to determine their consolidation potential, in
accordance with ASTM D-2435. The testing apparatus is designed to accept either
natural or remolded samples in a one-inch high ring, approximately 2.416 inches in
diameter. Each sample is then loaded incrementally in a geometric progression and
the resulting deflection is recorded at selected time intervals. Porous stones are in
contact with the top and bottom of the sample to permit the addition or release of pore
water. The samples are typically inundated with water at an intermediate load to
determine their potential for collapse or heave. The results of the consolidation testing
are plotted on Plates C-I through C-I 1 in Appendix C of this report.
Maximum Dry Density and Optimum Moisture Content
A representative bulk sample has been tested for its maximum dry density and optimum
moisture content. The results have been obtained using the Modified Proctor
procedure, per ASTM D-1557. These tests are generally used to compare the in-situ
densities of undisturbed field samples, and for later compaction testing. Additional
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testing of other soil types or soil mixes may be necessary at a later date. The results of
the testing are plotted on Plate C-12 in Appendix C of this report.
ExDansion Index
The expansion potential of the on-site soils was determined in general accordance with
Uniform Building Code (UBC) Standard 18-2. The testing apparatus is designed to
accept a 4-inch diameter, 1-in high, remolded sample. The sample is initially remolded
to 50 ± 1 percent saturation and then loaded with a surcharge equivalent to 144 pounds
per square foot. The sample is then inundated with water, and allowed to swell against
the surcharge. The resultant swell or consolidation is recorded after a 24-hour period.
The results of the El testing are as follows;
Sample Identification Expansion Index Expansive Potential
B-4 @ 0 to 5 feet 63 Medium
Soluble Sulfates
Representative samples of the near-surface soils have been submitted to a
subcontracted analytical laboratory for determination of soluble sulfate content. Soluble
sulfates are naturally present in soils, and if the concentration is high enough, can result
in degradation of concrete which comes into contact with these soils. The results of the
soluble sulfate testing are presented below, and are discussed further in a subsequent
section of this report.
Sample Identification Soluble Sulfates (%) Sulfate Classification
B-i @ 0 to 5 feet 0.174 . Moderate
B-4 @ 0 to 5 feet 0.226 Severe
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6.01 CONCLUSIONS AND RECOMMENDATIONS
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I Based on the results of.our review, field exploration, laboratory testing and geotechnical
analysis, the proposed development is considered feasible from. a geotechnical
standpoint. The recommendations contained in this report should be taken into the
I design, construction, and grading considerations-. The recommendations are
contingent upon all grading and foundation construction activities being monitored by
the geotechnical engineer of record. The Grading Guide Specifications, included as
I Appendix D, should be considered part of this report, and should be incorporated into
the project specifications. The contractor and/or owner of the development should
bring to the attention of the geotechnical engineer any conditions that differ from those
I stated in this report, or which may be detrimental for the development. Following
completion of the recommended grading and foundation construction procedures, the
Isubject site is considered suitable for its intended use.
6.1 Seismic Design Considerations
The subject site is located in an area which is subject to strong ground motions due to
earthquakes. The completion of a site specific seismic hazards analysis is beyond the
I scope of services for this geotechnical investigation. However, it should be noted that
numerous faults capable of producing significant ground motions are located near the
subject site. Due to economic considerations, it is not generally considered reasonable
Ito design a structure that is not susceptible to earthquake damage. Therefore,
significant damage to structures may be unavoidable during large earthquakes. The
proposed structures should, however, be designed to resist structural collapse and
I thereby provide reasonable protection from serious injury, catastrophic property
damage and loss of life.
I Faulting and Seismicity
Research of available maps indicates that the subject site is not located within an
I Alquist-Priolo Earthquake Fault Zone. Therefore, the possibility of significant fault
rupture on the site is considered to be low.
Seismic Design Parameters'
- The proposed development must be designed in accordance with the requirements of
I the latest edition of the Uniform Building Code (UBC). The UBC provides procedures
for earthquake resistant structural design that include considerations for on-site soil
conditions, seismic zoning, occupancy, and the configuration of the structure including
I
the structural system and height. The seismic design parameters presented below are
based on the seismic zone, soil profile, and the proximity of known faults with respect to
the subject site.
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I The 1997 UBC Design Parameters have been generated using UBCSEIS, a computer
program published by Thomas F. Blake (January 1998). The table below is a
compilation of the data provided by UBCSEIS, and represents the largest design values
I presented by each type of fault. A copy of the output generated from this program is
included in Appendix E of this report. A copy of the Design Response Spectrum, as
generated by UBCSEIS is also included in Appendix E. Based on this output, the
following parameters may be utilized for the subject site:
Nearest Type A Fault: Elsinore-Julian (36 km)
I . Nearest Type B Fault: . Rose Canyon (11 km)
Soil Profile Type: SD
Seismic Zone Factor (Z): 0.40
I . Seismic Coefficient (Ca): 0.44
Seismic Coefficient (Cu): 0.64
Near-Source Factor (Na) 1.0 I • Near-Source Factor (Ny) 1.0
I The design procedures presented by the Uniform Building Code (UBC) are intended to
protect life safety. Structures designed using these minimum design procedures may
experience significant cosmetic damage and serious economic loss. The use of more
I conservative seismic design parameters would provide increased safety and a lower
potential for cosmetic damage and economic loss during a large seismic event.
Ultimately, the structural engineer and the project owner must determine what level of
I .risk is acceptable and assign appropriate seismic values to be used in the design of the
proposed structure.
i Liquefaction
Liquefaction is the loss of strength in generally cohesionless, saturated soils when the
I pore-water pressure induced in the soil by a seismic event, becomes equal to or
exceeds the overburden pressure. The primary factors which influence the potential for
liquefaction include groundwater table elevation, soil type and grain size characteristics,
I relative density of the soil, initial confining pressure, and. intensity and duration of
ground shaking. The depth within which the occurrence of liquefaction may impact
surface improvements is generally identified as the upper 50 feet below the existing
I ground surface. Liquefaction potential is greater in saturated, loose, poorly graded fine
sands with a mean (d50) grain size in the range of 0.075 to 0.2 mm (Seed and Idriss,
1971). Clayey (cohesive) soils or soils which possess clay particles (d<0.005mm) in
I excess of 20 percent (Seed and Idriss, 1982) are generally not considered to be
susceptible to liquefaction, nor are those soils which are above the historic static
groundwater table.
I .The subsurface conditions encountered at the subject site are not conducive to
liquefaction. These conditions consist of structural fill soils underlain by high strength
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sandstone and claystone bedrock, neither of which are susceptible to earthquake-
induced liquefaction. Based on the subsurface conditions, liquefaction is not considered
to be a significant design concern for this project.
6.2 Geotechnical Design Considerations
General
The subject site is underlain by variable depths of compacted fill soils underlain by
sandstone and claystone bedrock. The fill soils, extending to maximum depths of 45 to
50± feet within PA-5, generally consist of moderate strength silty to sandy clays, silty
sands, clayey sands and sandy silts. Based on the compaction report prepared by
Leighton and Associates, these fill materials represent compacted structural fills, placed
during recent mass grading operations. Laboratory testing indicates that these materials
possess generally favorable consolidation characteristics. However, the depth of fill
soils varies significantly across the site and several cut/fill transitions betweeh the fill
and bedrock were created by the mass grading procedures. In addition, the proposed
grading to establish the new finished floor elevations is expected to result in the
formation of numerous additional cut/fill transitions: The resultant subsurface profile is
expected to provide variable support -characteristics for the foundations of the proposed
structures. Based on these considerations, it is recommended that remedial grading be
performed within the new building areas in order to provide a subgrade suitable for
support of the foundations and floor slabs of the new structures.
The primary geotechnical design considerations that will impact the proposed
development are the presence of highly differential fill depths within some areas of the
site', and the fact that the proposed grading will create cut/fill transitions within most of
the proposed building areas. These considerations are discussed in detail in the
following sections of this report.
Grading and Foundation Plan Review
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The conclusions and recommendations presented in this report are based on the
preliminary plans, provided to our office. No grading plans were available at the time of
this report. Once preliminary grading plans become available, it is recommended that
they be provided to our office for review with regard to the conclusions and
recommendations presented herein. In addition, a foundation plan was not available at
the time of this report. It is recommended that preliminary foundation plans be provided
to our office once they become available. Depending on the results of our review, some
modifications to the recommendations contained in this report may be warranted.
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Differential Fill Depths
Buildings E and F are underlain by 'significant differential fill depths, due to the
previously completed mass grading. The fill depths within Building E are expected to
range from 10± to 45± feet, and the fill depths in the area of Building F are expected to
range from 30± to 50± feet. These buildings will require special geotechnical design
áonsiderations to reduce the potential effects of differential settlements that could be
caused by the differential fill depths in this area of the site. These considerations
include the use of additional steel reinforcement within the foundations and floor slabs
of the affected structures.
Settlement
The results of the consolidation/collapse testing indicate that the existing fill soils are
not subject to significant collapse upon moisture infiltration. In addition, the existing fill
soils do not exhibit significant consolidation when exposed to load increases in the
range of those that will be imposed by the new foundations. Provided that the
recommendations contained within this report are implemented in the structural design
and construction of the proposed buildings, the post-construction settlements are
expected to be within tolerable limits. Based on our understanding of the proposed
development, new fills in the areas of the existing deep fills are expected to be less
'than 5 or 6± feet, and will not induce significant new settlements. Following completion
of the recommended grading, the post-construction static settlements are expected to
be within tolerable limits.
Settlement of Existing Fill Soils
As discussed above, the subject site is underlain by engineered fill soils, extending to
depths of up to 45 to 50± feet. These materials represent engineered fill soils,
monitored during placement by Leighton. Minor amounts of additional settlement may
occur due to secondary consolidation effects. The extent of secondary consolidation is
difficult to assess precisely, but may be in the range of 0.1 to 0.3 percent of the fill
thickness, thus settlements of 0.6± to 1.8± inches may occur. Based on the differential
fill thickness that will exist across some of the building areas, the structural design will
need to consider the distortions that could be caused by the consolidation of the fill
soils.
Cut/Fill Transitions
Buildings A, B, C and D are closely underlain by dense bedrock. It is expected that cuts
and fills of up to 1 to 3± feet will be necessary within these building areas to achieve the
proposed subgrade elevations. Therefore, cut/fill transitions are expected to exist within
these building areas after completion of the proposed grading. This cut/fill transition
condition at bearing grade raises a potential for additional differential settlement. This
report contains recommendations for additional remedial grading within these building
pads to remove this cut/fill transition.
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It should be noted that the extent of areas that will require overexcavation to
mitigate cut/fill transitions will depend upon the final grades that are established
throughout the site. Therefore, the extent of this remedial grading may change,
following our review of the preliminary grading plan.
Expansion
Most of the on-site soils consist of medium expansive soils and bedrock (El = 63).
However, isolated areas of highly expansive soils may be present on the site. Based on
the presence of expansive soils, special care should be taken to properly moisture
condition and maintain adequate moisture content within all subgrade soils as well as
newly placed fill soils. The foundation and floor slab design recommendations
contained within this report are made in consideration of the expansion index test
results. It is expected that significant blending of the on-site soils will occur during
precise grading procedures, and that the resulting building pad subgrade soils will
possess medium expansion potentials. It is recommended that additional expansion
index testing be conducted at the completion of precise grading to verify the expansion
potential of the as-graded building pads.
Shrinkage/Subsidence
Based on the results of the laboratory testing, removal and recompaction of the existing
near-surface engineered fill soils is estimated to result in average shrinkage or bulking
of less than 5 percent. Where the existing bedrock is overexcavated and replaced as
structural fill, bulking on the order of 0 to 5 percent is expected.
Minor ground subsidence is expected to occur in the soils below the zone of removal
due to settlement and machinery working. The subsidence is estimated to be 0.1 feet.
These estimates may be used for grading in areas that are underlain by existing
engineered fill soils. No significant subsidence will occur in areas that are immediately
underlain by sandstone bedrock.
These estimates are based on previous experience and the subsurface conditions
encountered at the boring locations. The actual amount of subsidence is expected to
be variable and will be dependant on the type of machinery used, repetitions of use,
and dynamic effects, all of which are difficult to assess precisely.
Sulfates
I
The results of the soluble sulfate testing, as discussed in Section 5.0 of this report,
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indicate that the on-site soils possess moderate to severe concentrations of soluble
su!fates, with regard to attack of subsurface concrete. Therefore, specialized sulfate
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resistant concrete mix designs will be necessary. It is recommended that additional
testing be performed during precise grading: However, based on the results of the
testing indicating severe sulfate concentrations, with respect to Uniform Building Code
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I and Portland Cement Association (RCA) guidelines, the UBC requires that all concrete
which will come into contact with these soils incorporate the following characteristics:
Cement Type: V (Five)
Minimum Compressive Strength (f'5): 4,500 psi
. Maximum Water/Cement Ratio: 0.45
All structural concrete should meet the requirements of the Uniform Building Code and
the American Concrete Institute. Furthermore, any imported fill soils brought to the site
should be tested for sulfate content.
Setbacks
In accordance with Uniform Building Code (UBC) requirements, all footings should
maintain a minimum horizontal setback of H/3, where H equals the slope height,
measured from the outside face of the footing to any descending slope face. This
setback should not be less than 7 feet, nor need it be greater than 40 feet.
6.3 Site Grading Recommendations
The grading recommendations presented below are based on the subsurface
conditions encountered at the boring locations and our understanding of the proposed
development. We recommend that all grading activities be completed in accordance
with the Grading Guide Specifications. included as Appendix D of this report, unless
superseded by site specific recommendations presented below.
Site Stripping
The grading recommendations presented below are based on the subsurface
conditions encountered at the boring locations and our understanding of the proposed
development. We recommend that all grading activities be completed in accordance
with the Grading Guide Specifications included as Appendix D of this report, unless
superseded by site-specific recommendations presented below.
Site Stripping and Demolition
Initial site preparation should include stripping of any vegetation and organic debris.
Based on conditions observed at the time of the subsurface exploration, no significant
stripping of vegetation or topsoil is expected to be necessary. However, if vegetation
develops subsequent to the date of our reconnaissance, it should be removed off site.
Initial grading operations should also include abandonment of the existing detention
basin, located in the southwest corners of the site. Any softened soils, silt deposits,
water, or other unsuitable materials should be removed from the .detention basin.
Removals should extend to a depth of suitable structural compacted fill soils or
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bedrock. Where the detention basins are located within proposed building areas, the
I building pad overexcavation recommendations should also be implemented.
Treatment of Existina Soils: Buildina Pads
I As discussed above, remedial grading will be necessary in several of the building areas
to mitigate potential cut/fill transitions that will exist at or near the proposed foundation
I bearing grade. .
Remedial grading should be performed within the areas of Buildings A, B, C, and D to
I remove and replace a portion of the dense bedrock as engineered fill. The existing
bedrock should be overexcavated to provide for a new layer of compacted structural fill,
extending to a depth of at least 3 feet below proposed foundation bearing grade, ' throughout the building areas. Based on conditions encountered at the boring locations,
it is expected that such overexcavation will be required throughout Building A, as well
as most of Building B. Buildings C and D are partially underlain by fill soils extending to
I .depths of 2 to 6± feet. Depending upon the proposed pad elevations within these
buildings, overexcavation may not be required within Buildings C and D.
I In general, the overexcavations should extend at least 5 feet beyond the building
perimeters. If the proposed structures incorporate any exterior columns (such as for a
canopy or overhang) the area of overexcavation should also encompass these areas.
Within areas of the proposed structures that do not require overexcavation per the
recommendations presented above, it is recommended that the existing fills be
overexcavated to a depth of at least 1 foot below existing grade, to remove any existing
weathered and/or softened fill soils, as well as to prepare the subgrade for new fill
placement.
Following completion of the overexcavations, the subgrade soils (or bedrock) within the
building areas should be evaluated by the geotechnical engineer to verify their
suitability to serve as the structural fill subgrade, as well as to support the foundation
loads of the new structure. This evaluation should include proofrolling with a heavy
rubber-tired vehicle to identify any soft, loose or otherwise unstable soils that must be
removed. Some localized areas of deeper excavation may be required if loose, porous,
or low density soils are encountered at the bottom of the overexcavation. The exposed
subgrade soils should then be scarified to a depth of 12 inches, moisture conditioned to
2 to 4 percent above optimum moisture content, and recompacted.
Treatment of Existing Soils: Retaining Walls and Site Walls
The existing soils within the areas of any proposed retaining walls underlain by less
than 2 feet of existing engineered fill soils should be overexcavated to a depth of 2 feet
below foundation bearing grade and replaced as compacted structural fill, as discussed
above for the proposed building pad. Subgrade soils in areas of non-retaining site walls
should be overexcavatéd to a depth of 1 foot below proposed bearing grade, if not
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underlain by at lest 1 foot of •existing engineered fill soils. In both cases, the
overexcavation subgrade soils should be evaluated by the geotechnical engineer prior
to scarifying, moisture conditioning and recompacting the upper 12 inches of exposed
subgrade soils. In areas where unsuitable fill soils are encountered at foundation
subgrade level, additional overexcavation or deepened footings will be necessary. The
previously excavated soils may then be replaced as compacted structural fill.
Treatment of Existing Soils: Parking Areas
Overexcavation of the existing fill soils in the new parking areas is generally not
considered warranted, with the exception of any areas where lower strength soils are
identified by the geotechnical engineer during grading.
Subgrade preparation in the remaining new parking areas should initially consist of
completion of cuts where required. The geotechnical engineer should then evaluate the
subgrade to identify any areas of unsuitable soils. Based on conditions observed at the
site at the time of drilling, no significant overexcavation is expected to be necessary
within the new parking areas. The subgrade soils should then be scarified to a depth of
12± inches, moisture conditioned to 2 to 4± percent above optimum, and recompacted
to at least 90 percent of the ASTM D-1557 maximum dry density.
Depending upon the actual finished grades, which have not yet been established,
portions of the parking lot subgrades may be immediately underlain by bedrock. These
materials may be used for direct pavement subgrade support. However, the owner
and/or developer of the project should understand that minor amounts of reflective
cracking and/or minor differential movements should be expected to occur near the
location of the transitions between these bedrock materials and the adjacent
engineered fill. If such cracking or minor differential movements within the pavements is
not considered acceptable, additional overexcavation should be performed within the
cut portions of the parking-areas.
Fill Placement
Fill soils should be placed in thin (6± inches), near-horizontal lifts, moisture
conditioned to 2 to 4 percent above optimum moisture content, and
compacted.
On-site soils may be used for fill provided they are cleaned of any debris or,
oversized materials to the satisfaction of the geotechnical engineer.
All grading and fill placement activities should be completed in accordance
with the requirements of the Uniform Building Code and the grading code of
the City of Carlsbad.
All fill soils should be compacted to at least 90 percent of the ASTM D-1557
maximum dry density. Fill soils should be well mixed.
Compaction tests should be performed periodically by the geotechnical
engineer as random verification of compaction and moisture content. These.
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tests are intended to aid the contractor. Since the tests are taken at discrete
locations and depths, they may not be indicative of the entire fill and therefore
should not relieve the contractor of his responsibility to meet the job
specifications.
Imported Structural Fill
All imported structural fill should consist of low expansive (El < 30), well graded soils
possessing at least 10 percent fines (that portion of the sample passing the No. 200
sieve). Additional specifications for structural fill are presented in the Grading Guide
Specifications, included as Appendix D.
Utility Trench Backfill
In general, all utility trench backfill should be compacted to at least 90 percent of the
ASTM D-1557 maximum dry density. As an alternative, a clean sand (minimum Sand
Equivalent of 30) may be placed within trenches and flooded in place. Compacted
trench backfill should conform to the requirements of the local grading code, and more
restrictive requirements may be indicated by the City of Carlsbad. Materials used to
backfill trenches should consist of well graded granular soils with a maximum particle
size of .3 inches. All utility trench backfills should be witnessed by the geotechnical
engineer. The trench backfill soils should be compaction tested where possible; probed
and visually evaluated elsewhere.
Utility trenches which parallel a footing, and extending below a lh:lv plane projected
from the outside edge of the footing should be backfilled with structural fill soils,
compacted to at least 90 percent of the ASTM D-1557 standard. Sand or pea gravel
backfill, unless it is similar to the native soils, should not be used for these trenches.
6.4 Construction Considerations
I - Moisture Sensitive Subarade Soils
I . Some of the near surface soils possess appreciable silt and clay content and will
become unstable if exposed to significant moisture infiltration or disturbance by
construction traffic. In addition, based on their granular content, the on-site soils will
I also be susceptible to erosion. . The site should, therefore, be graded to prevent
ponding of surface water and to prevent water from running into excavations.
I Excavation Considerations . . . .
Based on conditions encountered at the boring locations, the bedrock that underlies the
subject site possesses a dense to very dense relative density, but is somewhat friable.
It is expected that it will be feasible to utilize conventional grading equipment within the
depths that were explored by the borings. However, some difficulty may be encountered
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during excavation, possibly requiring large single shank-equipped bulldozers,
excavators, etc. The grading contractor should verify the need for special excavation
equipment prior to bidding the project.
Based on the presence of predominantly granular soils throughout the development
area, minor to moderate caving of shallow excavations may to occur. Flattened
excavation slopes may be sufficient to mitigate caving of shallow excavations, although
deeper excavations may require some form of external stabilization such as shoring or
bracing. Temporary excavation slopes should be no steeper than lh:lv. All excavation
activities on this site should be conducted in accordance with Cal-OSHA regulations.
Expansive Soils
As previously discussed the on site soils have been determined to possess a medium
to high expansion potential. It is recommended that the highly expansive soils be
blended with less expansive soils to create structural fills with a low to medium
expansive potential (El <90), or removed and placed in non structural areas. Therefore,
care should be given to proper moisture conditioning of all building pad subgrade soils
to a moisture content of 2 to 4 percent above the Modified Proctor optimum during site
grading. All imported fill soils should have low to medium expansive characteristics. In
addition to adequately moisture conditioning the subgrade soils and fill soils during
grading, special care must be taken to maintain the moisture content of these soils at 2
to 4 percent above the Modified Proctor optimum. This will require the contractor to
frequently moisture condition these soils throughout the grading process, unless
grading occurs during a period of relatively Wet weather.
Groundwater
Free water was not encountered within the depths explored by the borings drilled for
this project. These borings extended to a maximum depth of 20± feet below existing
grade. Based on this information, groundwater is not expected to impact the proposed
grading or foundation construction activities:
6.5 Foundation Design and Construction
Based on the preceding preliminary grading recommendations, it is assumed that the
new building pads will be immediately underlain by existing or newly placed structural fill
soils extending to depths of at least 3± feet below foundation bearing grade. Based on
this subsurface profile, the proposed structures may be supported on conventional
shallow foundation systems.
Foundation Design Parameters
New square and rectangular footings may be designed as follows:
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Maximum, net allowable soil bearing pressure: 2,500 lbs/ft2. The allowable
bearing pressure may be increased by 1/3 when considering short duration
wind or seismic loads.
. Minimum wall/column footing width: 14.inches/24 inches
Minimum longitudinal steel reinforcement within strip footings: Four (4) No. 5
I rebars (2 top and 2 bottom), due to medium expansive potential of near
surface soils.
I . Due to highly differential fill depths in the eastern area of the site, strip
footings within Buildings E and F are recommended to be reinforced with six
1
.(6) No. 5 rebars (3 top and 3 bottom):
. Minimum foundation embedment: 12 inches into suitable structural fill soils,
and at least 18 inches below adjacent exterior grade. Interior column footings I may be placed immediately beneath the floor slab.
I . It is recommended that the perimeter foundations be continuous across all
exterior doorways. Flatwork adjacent to exterior doors should be doweled into
the perimeter foundations in a manner determined by the structural engineer.
The minimum steel reinforcement recommended above is based on geotechnical
considerations. Additional reinforcement may be necessary for structural
I .considerations. The actual design of the foundations should be determined by the
structural engineer.
Foundation Construction
- The foundation subgrade soils should be evaluated at the time of overexcavation, as
I discussed in Section 6.3 of this report. It is further recommended that the foundation
subgrade soils be evaluated by the geotechnical engineer immediately prior to steel or
concrete placement. Soils suitable for direct foundation support should consist of newly
I. placed structural fill, compacted to at least 90 percent of the ASTM D-1557 maximum
dry density. Any unsuitable bearing materials should be removed to a depth of suitable
bearing compacted structural fill, with the resulting excavations backfilled with
I ' compacted fill soils. As an alternative, lean concrete slurry (500 to 1,500 psi) may be
used to backfill such isolated overexcavations.
I The foundation subgrade soils should also be properly moisture conditioned to 2 to 4
percent above the Modified Proctor optimum, to a depth of at least 12 inches below
bearing grade.
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Estimated Foundation Settlements
The proposed structures will experience settlements due to two primary factors: 1) the
elastic settlements caused by deformation of the existing structural fill soils due to the
loads imposed by the new foundations; and 2) long term settlement of the existing
structural fill soils under their own weight. The total and differential settlements induced
by the foundation loads of the new structures are estimated to be less than 1.0 and 0.5
inches, respectively, for shallow foundations designed and constructed in accordance
with the recommendations provided in this report. The differential movements are
expected to occur over a 30-foot span, thereby resulting in an angular distortion of less
than 0.002 inches per inch.
As discussed in Section 6.2 of this report, the long term settlements associated with the
relatively deep existing fill soils could be on the order of 0.1 to 0.3 percent of the fill
depth. On a preliminary basis, there may be up to. 35± feet of differential fill depth
across Building Pads E and F. This could result in differential settlements on the order
of 0.4 to 1.3± inches. However, these differential settlements will occur over a
distances of, 100± feet, causing angular distortions on the order of /2 inch in 50 feet.
Such angular distortions are considered to be within the structural tolerances of' the
proposed buildings.
Lateral Load Resistance
Lateral load resistance will be developed by a combination of friction acting at the base
of foundations and slabs and the passive earth pressure developed by footings below
grade. The-following friction and passive pressure may be used to resist lateral forces:
Passive Earth Pressure: 250 lbs/ft3
Friction Coefficient: 0.25
These, are allowable values, and include a factor of safety. When combining friction and
passive resistance, the passive pressure component should be reduced by one-third.
These values assume that footings will be poured directly against suitable compacted
structural fill. The maximum allowable passive pressure is 2500 lbs/ft2.
6.6 Floor Slab Design and Construction
I Subgrades which will support new floor slabs should be prepared in accordance with
the recommendations contained in the Site Grading Recommendations section of this
report. Based on the anticipated grading which will occur at this site, the floors of the
new structures may be constructed as conventional slabs-on-grade supported on newly
placed structural fill. Based on geotechnical considerations, the floor slabs may be
I designed as follows:
Minimum slab thickness: 5 inches
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Minimum slab reinforcement: No. 3 bars at 18-inches on-center, in both
directions.
Due to the highly differential fill depths in the western area of the site, floor
slab reinforcement within Buildings E and F is recommended to consist of No.
4 bars at 18 inches on-center, in both directions.
Slab underlayment: 10-mil vapor barrier, overlain by 2 inches of clean sand.
Where moisture sensitive floor coverings are not anticipated, the vapor
barrier and 2-inch layer of sand may be eliminated.
Moisture condition the floor slab subgrade soils to 2 to 4 percent above
optimum moisture content, to a depth of 12 inches.
• Proper concrete curing techniques should be utilized to reduce the potential
for slab curling or the formation of excessive shrinkage cracks.
6.7 Retaining Wall Design Recommendations
It is expected that some small retaining walls may be required to facilitate the new site
I grades. The parameters recommended for use in the design of these walls are
presented below.
1 Retaining Wall Design Parameters
Based on the soil conditions encountered at the boring locations, the following
I ; parameters may be used in the design of new retaining walls for this site. We have
provided parameters for two different types of wall backfill: on-site sandy clays and
clayey sands, and imported select granular material. In order to use the design
I parameters for the imported select fill, this material must be placed within the entire
active failure wedge. This wedge is defined as extending from the base of the retaining
wall upwards at a 59 degree angle of inclination.
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RETAINING WALL DESIGN PARAMETERS
Soil T 'pe
Design Parameter Imported On-Site
Aggregate Base Soils
Internal Friction Angle (4)) 380 280
Unit Weight ' 130 lbs/ft3 125 lbs/ft3
Active Condition 31 lbs/ft3 45 lbs/ft3 (level backfill)
Active Condition 44 lbs/ft3 79 lbs/ft3 Equivalent Fluid
Pressure: (2h:1v backfill)
At-Rest Condition 48 lbs/ft3 66 lbs/ft3 (level backfill)
Regardless of the backfill type, the walls should be designed using a soil-footing
coefficient of friction of 0.25 and an equivalent passive pressure of 250 lbs/ft3.
The active earth pressures may be used for the design of retaining walls which do, not
directly' support structures or support soils which in turn 'support structures and which
will be allowed to deflect. The at-rest earth pressures should be used for walls which
will not be allowed to deflect such as those which will support foundation bearing soils,
or which will support foundation loads directly.
Where the soils on the toe side of the retaining wall are not covered by a "hard" surface
such as a structure or pavement, the upper 1 foot of soil should be neglected when
calculating passive resistance due to the potential for the material to become disturbed
or degraded during the life of the structure.
Retaining Wall Foundation Design
Retaining walls should be supported within newly placed structural fill monitored during
placement by the geotechnical engineer. Where retaining walls are also serving as
building walls, they should be graded in accordance with the recommendations
presented in Section 6.3 of this report for the proposed building pad areas. Foundations
to support new retaining walls should be designed in accordance with the general
Foundation Design Parameters presented in a previous section of this report.
Backfill Material
It is recommended that a minimum 1 foot thick layer of free-draining granular material
(less than 5 percent passing the No. 200 sieve) should be placed against the face of
the retaining walls. This material should be approved by the geotechnical engineer. A
suitable geotextile should be used to separate the layer of free draining granular
Southern California .Geotechnical, Inc. Proposed Lot 40 Business Park - Carlsbad, CA
I
1260 North Hancock Ste 101 Project No. 04G2432R
Anaheim CA 92805 Phone: (714) 777 0333' Page 29 of 34
El
material from the backfill soils. If the layer of free-draining material is not covered by an
I . impermeable surface, such as a structure or pavement, a 12-inch thick layer of a low
permeability soil should be placed over the backfill to reduce surface water migration to
the underlying soils.
All retaining wall backfill should be placed and compacted under engineering controlled
conditions in the necessary layer thicknesses to ensure an in-place density between 90
and 93 percent of the maximum dry density as determined by the Modified Proctor test
(ASTM D1557-91). Care should be taken to avoid over-compaction of the soils behind
the retaining walls, and the use of heavy compaction equipment should be avoided.
Subsurface Drainage
As previously indicated, the retaining wall design parameters are based upon drained
backfill conditions. Consequently, some form of permanent drainage system will be
necessary in conjunction with the appropriate backfill material. Subsurface drainage
may consist of either:
A weep hole drainage system typically consisting of a series of 4-inch
diameter holes in the wall situated slightly above the ground surface elevation
on the exposed side of the wall and at an approximate 8-foot on-center
spacing. The weep holes should include, a minimum 2 cubic foot gravel
pocket surrounded by an appropriate geotextile fabric at each weep hole
location.
1 • A 4-inch diameter perforated pipe surrounded by 2 cubic feet of gravel per
linear foot of drain placed behind the retaining wall, above the footing. The
I
gravel drain should be wrapped in a suitable geotextile fabric to reduce the
potential for migration of fines. The footing drain should be extended to
daylight or tied into a storm drainage system.
6.8 Pavement Design Parameters
Site preparation in the pavement area should be completed as previously
recommended in the Site Grading Recommendations section of this report. The
subsequent preliminary pavement recommendations assume proper drainage and
construction monitoring, and are based on either PCA or CALTRANS design
parameters for a twenty (20) year design period. These preliminary designs also
assume a routine pavement maintenance program to obtain the 20-year pavement
service life.
Pavement Subgrades
It is anticipated that the new pavements will be primarily supported on a layer of
compacted structural fill, consisting Of scarified, thoroughly moisture conditioned and
Southern California Geotechnical, Inc. Proposed Lot 40 Business Park - Carlsbad, CA
I 1260 North Hancock Ste 101 Project No. 04G243-2R
Anaheim CA 92805 Phone: (714) 777 0333 . . Page 30 of 34
I
I .
recompacted native materials and/or fill soils. The on-site soils generally consist of ' sandy clays and sandy clays. These soils are considered to possess fair pavement
support characteristics with R-values of 10 to 20. Since R-value testing was not
included in the scope of services for this project, the subsequent pavement design is
I .based upon an assumed R-value of 15. Any fill material imported to the site should
have support characteristics equal to or greater than that of the on-site soils and be
placed and compacted under engineering controlled conditions. It is recommended that
I R-value testing be performed after completion of rough grading. Depending upon the
results of the R-value testing, it may be feasible to use thinner pavement sections in
some areas of the site.
Asphaltic Concrete
The pavement designs are based on the traffic indices (TI's) indicated. The client
and/or civil engineer should verify that these TI's are representative of the
anticipated traffic volumes. If the client and/or civil engineer determine that the
expected traffic volume will exceed those recommended herein, we should be
contacted for supplementary recommendations. The design traffic indices equate to
the following approximate daily traffic volumes over a 20-year design life, assuming 5
operational traffic days per week:
Traffic Index No. of Heavy Trucks per Day
4.0 0
5.0. 1
6.0 3
7.0 11
I For the purposes of the traffic volumes above, a truck is defined as a 5-axle tractor-
trailer unit, with one 8-kip axle and two 32-kip tandem axles. All of the traffic indices
allow for 1000 automobiles per day.
Presented below are the recommended thicknesses for new flexible pavement
structures consisting of asphaltic concrete over a granular base. It should be noted that
the TI = 5.0 section only allows for 1 truck per day. Therefore, all significant heavy
truck traffic must be excluded from areas where this thinner pavement section is used;
otherwise premature pavement distress may occur.
I . Southern California Geotechnical, Inc. Proposed Lot 40 Business Park - Carlsbad, CA
1260 North Hancock Ste 101 Project No. 04G243-2R
Anaheim CA 92805 Phone: (714) 777 0333 Page 31 of 34
I
I
ASPHALT PAVEMENTS
Thickness (inches)
Materials Auto Parking Auto Drive Light Truck Moderate
(TI = 4.0) Lanes Traffic Truck Traffic
(TI =5.0) (TI =6.0) (11=7.0)
Asphalt Concrete 3 .3 31/2 4
Aggregate Base 6 . 9 11 13
Compacted Subgrade (90% 12 12 12 12
minimum _compaction)
The aggregate base course should be compacted to at least 95 percent of the ASTM D-
1557 maximum dry density. The asphaltic concrete should be compacted to at least 95
percent of the Marshall maximum density, as determined by ASTM D-2726. The
aggregate base course may consist of crushed aggregate base (CAB) or crushed
miscellaneous base (CMB), which is a recycled gravel, asphalt and concrete material.
The gradation, R-Value, Sand Equivalent, and Percentage Wear of the CAB or CMB
should comply with appropriate specifications contained in the current edition of the
i I "Greenbook" Standard Specifications for Public Works Construction.
Portland Cement Concrete
The preparation of the subgrade soils within concrete pavement areas should be
performed as previously described for proposed asphalt pavement areas. Since
significant portions of the granitic bedrock are expected to be removed around the
perimeters of the proposed structures where the Portland cement concrete pavements
will be located, the pavement design presented below is based on the presence of
existing or newly placed compacted structural fill immediately beneath the proposed
pavement subgrade elevation. The minimum recommended thicknesses for the
Portland Cement Concrete pavement sections are as follows:
PORTLAND CEMENT CONCRETE PAVEMENTS
Thickness (inches)
Materials Automobile Parking . Light Truck Traffic . Moderate Truck Traffic
and Drive Areas (TI = 6.0) (TI = 7.0)
PCC . 5 5/2 . 7
Compacted Subgrade 12 12 12
(95% minimum compaction)
The concrete should have a 28-day compressive strength of at least 3,000 psi.
Reinforcing within all pavements should consist of at least heavy welded wire mesh
(6x6-W2.9xW2.9 WWF) placed at mid-height in the slab. In areas underlain by
expansive soils, the reinforcement should be increased to No. 4 bars at 18 inches on
Southern California Geotechnical, Inc. Proposed Lot 40 Business Park - Carlsbad, CA
1260 North Hancock Ste 101 . Project No. 04G243-2R
Anaheim CA 92805 Phone: (714) 777 0333 Page 32 of 34
I
1
I
center. The maximum joint spacing within all of the PCC pavements is recommended
to be equal to or less than 30 times the pavement thickness.
Southern California Geotechnical, Inc. Proposed Lot 40 Business Park - Carlsbad, CA
1260 North Hancock Ste 101 Project No. 04G243-2R
Anaheim CA 92805 Phone: (714) 777 0333 Page 33 of 34
7.0 GENERAL COMMENTS
This report has been prepared as an instrument of service for use by the client in order
to aid in the evaluation of this property and to assist the architects and engineers in the
design and preparation of the project plans and specifications. This report may be
provided to the contractor(s) and other design consultants to disclose information
relative to the project. However, this report is not intended to be utilized as a
specification in and of itself, without appropriate interpretation by the project architect,
structural engineer, and/or civil engineer. The reproduction and distribution of this
report must be authorized by the client and Southern California Geotechnical, Inc.
Furthermore, any reliance on this report by an unauthorized third party is at such party's
sole risk, and we accept no responsibility for damage or loss which may occur.
The analysis of this site was based on a subsurface profile interpolated from limited
1
discrete soil samples. While the materials encountered in the project area are
considered to be representative of the total area, some variations should be expected
between boring locations and sample depths. If the conditions encountered during
construction vary significantly from those detailed herein, we should be contacted
immediately to determine if the conditions alter the recommendations contained herein.
This report has been based on assumed or provided characteristics of the proposed
development. It is recommended that the owner, client, architect, structural engineer,
and civil engineer carefully review these assumptions to ensure that they are consistent
with the characteristics of the proposed development. If discrepancies exist, they
should be brought to our attention to verify that they do not affect the conclusions and
recommendations contained herein. We also recommend that the project plans and
specifications be submitted to our office for review to verify that our recommendations
have been correctly interpreted.
The analysis, conclusions, and recommendations contained within this report have
been promulgated in accordance with generally accepted professional geotechnical
engineering practice. No other warranty is implied or expressed.
Southern California Geotechnical, Inc. Proposed Lot 40 Business Park - Carlsbad, CA
I
1260 North Hancock Ste 101 Project No. 04G243-2R
Anaheim CA 92805 Phone: (714) 777 0333 Page 34 of 34
APPENDIX A
SITE LOCATION MAP
BORING LOCATION MAP
SAL A-AMIA OR
t; LIBER ITA ORION ry TLP y AV L FS
SrATE PAW 13 KEYS9TONE
,
1400 13.0.0
cc \ r -
CARLSBAO
CC
PAM AR Do
AIRPO MCCLELLAN 18
2800
b___
\ 7 T [ q
•
IN 8t_ \1' " / I 3 76060666470 2 P632020665
I I I 6 660666676 I 7 76506 PALLE S 6#JOO 67136
0 , ,P I A 1667051196177 VIA coios
CT CARLSBI D A1RPDRT
ç(,FAS
VillA R0lA- ' I I • 46 CON( 3 4
- - - -I - - - "
- - st ---'cr-t
VESM IN tjfrt:
0R47' _ \' -_-- \\ -_---
7 P1sT0
-ASm
I381
,,9'20J4CH0
99c6OCORm371L..
.r 21 RD - '4 I fi 11rs Si
" 22 I INSETTj4 trin-1 23 6
R
LA COSTA
RESORT ~1'4 WiRdllll
~qd ~&E,11~
tz""T
COLIBRI 1
ECEAN 5t AV 113
all I kMILA PL
A IILM ESTPADA UKUM TPIOLO ZODIAC
PO
1
CT
00
PLAZ4
T
CT 25 ALGA
GOLF
COURSE I VIA PELICN
PLSORT
UK QOITA
ICANTE
34 RE T
SITE LOCATION MAP
PROPOSED LOT 40 BUSINESS PARK
CARLSBAD, CALIFORNIA
SOURCE: SAN DIEGO COUNTY 1" = 2400' Southern California Geotechnical THOMAS GUIDE, 2004 DRAWN: DRK
CHKD: JAS
SCG PROJECT
0413243-1 1260 North Hancock Street, Suite 101
Anaheim, California 92807
PLATE I Phone: (714) 777-0333 Fax: (714) 777-0398
I /HH
GEOTECHNICAL LEGEND
Afe - Engineered Fill
isa - Santiago Formation
- - - Geologic Contact
- - Approximate Subdrain Location
Approximate Boring Location
Approximate Boring Location of Previous Geotechnical
Investigation (SCG Project No. 03G259)
A Approximate Settlement Monument Location
NOTE: BASE MAP PROVIDED
BY SMITH CONSULTING ARCHITECTS
12200 El Camino Real, Suite 200
San Diego, California 92130
(858) 793-4777
APPENDIX B
BORING LOGS
I ,
I S
S I
I S
I
BORING LOG LEGEND
SAMPLE TYPE GRAPHICAL
SAMPLE DESCRIPTION SYMBOL
SAMPLE COLLECTED FROM AUGER CUTTINGS, NO AUGER FIELD MEASUREMENT OF SOIL STRENGTH.
(DISTURBED)
ROCK CORE SAMPLE: TYPICALLY TAKEN WITH A CORE DIAMOND-TIPPED CORE BARREL. TYPICALLY USED
ONLY IN HIGHLY CONSOLIDATED BEDROCK.
SOIL SAMPLE TAKEN WITH NO SPECIALIZED GRAB EQUIPMENT, SUCH AS FROM A STOCKPILE OR THE
GROUND SURFACE. (DISTURBED)
CALIFORNIA SAMPLER: 2-1/2 INCH I.D. SPLIT
BARREL SAMPLER, LINED WITH 1-INCH HIGH BRASS
CS____
RINGS. DRIVEN WITH SPT HAMMER. (RELATIVELY
_______
UNDISTURBED)
NO RECOVER: THE SAMPLING ATTEMPT DID NOT NSR RESULT IN RECOVERY OF ANY SIGNIFICANT SOIL
OR ROCK MATERIAL.
STANDARD PENETRATION TEST: SAMPLER IS A 1.4 SPT INCH INSIDE DIAMETER SPLIT BARREL, DRIVEN 18
INCHES WITH THE SPT HAMMER. (DISTURBED)
SHEBLY TUBE: TAKEN WITH A THIN WALL SAMPLE SH TUBE, PUSHED INTO THE SOIL AND THEN
EXTRACTED. (UNDISTURBED)
VANE SHEAR TEST: SOIL STRENGH OBTAINED VANE USING A 4 BLADED SHEAR DEVICE. TYPICALLY
USED IN SOFT CLAYS-NO SAMPLE RECOVERED.
Distance in feet below the ground surface.
Sample Type as depicted above.
Number of blow required to advance the sampler 12 inches using a 140 lb
hammer with a 30-inch drop. 50/3" indicates penetration refusal (>50 blows)
at 3 inches. WH indicates that the weight of the hammer was sufficient to
push the sampler 6 inches or more.
Approximate shear strength of a cohesive soil sample as measured by
pocket penetrometer.
Graphic Soil Symbol as depicted on the following page.
Dry density of an undisturbed or relatively undisturbed sample.
Moisture content of a soil sample, expressed as a percentage of
the dry weight.
The moisture content above which a soil behaves as a liquid.
The moisture content above which a soil behaves as a plastic.
The percentage of the sample finer than the #200 standard sieve.
The shear strength of a cohesive soil sample, as measured in the
unconfined state.
COLUMN DESCRIPTIONS
DEPTH:
SAMPLE:
BLOW COUNT:
POCKET PEN.:
GRAPHIC LOG:
DRY DENSITY:
MOISTURE CONTENT:
LIQUID LIMIT:
PLASTIC LIMIT:
PASSING #200 SIEVE:
UNCONFINED SHEAR:
SOIL CLASSIFICATION: CHART
MAJOR DIVISIONS SYMBOLS TYPICAL
DESCRIPTIONS GRAPH LETTER
GRAVEL
AND
CLEAN a
• GW WELL-GRADED GRAVELS, GRAVEL -
SAND MIXTURES, LITTLE OR NO
FINES
GRAVELLY
OIL (LITTLE OR NO FINES)
uo
ç'-'_)
OcJoQC GP POORLY-GRADED GRAVELS,
GRAVEL - SAND MIXTURES, LITTLE
ORNOFINES
COARSE
GRAINED
SOILS MORE THAN 50%
OF COARSE
FRACTION
GRAVELS WITH
FINES
0 0k
°09MJ
-c'
°-
o1c
P< RI iV SILTY GRAVELS, GRAVEL,- SAND -
SILT MIXTURES
6?IVPQ5 RETAINED ON NO.
4 SIEVE (APPRECIABLE
AMOUNT OF FINES) 6
4
GC CLAYEY GRAVELS, GRAVEL - SAND -
CLAY MIXTURES
SAND CLEAN SANDS
AND
AI VV WELL-GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES MORE THAN 50% OF MATERIAL IS
LARGER THAN SANDY NO 200 SIEVE
SIZE SOILS" (LITTLE OR NO FINES) 5f POORLY GRADED SANDS
GRAVELLY SAND LITTLE OR NO
FINES
SANDS WITH
FINES .* ..•.
RI lvi SILTY SANDS SAND SILT
MIXTURES MORE THAN 50%
OF COARSE
FRACTION
PASSING ON
4 SIEVE AMOUNT OF FINES) SC CLAYEY SANDS SAND CLAY
I I INORGANIC SILTS AND VERY FINE
S
I I I I i SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
CL
INORGANIC CLAYS OF LOW TO
MEDIUM PLASTICITY, GRAVELLY
CLAYS, SANDY CLAYS, SILTY CLAYS,
LEAN CLAYS
FINE
GRAINED
SILTS
AND LIQUID LIMIT
CLAYS LESS THAN 50
OL ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50% OF MATERIAL IS
SMALLER THAN
NO. 200 SIEVE
M H INORGANIC SILTS, MICACEOUS OR
DIATOMACEOUS FINE SAND OR
SILTY SOILS
SIZE
• SILTS LIQUID LIMIT AND
CLAYS GREATER THAN 50 CH INORGANIC CLAYS OF HIGH
PLASTICITY
OH ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC SILTS
HIGHLY ORGANIC SOIL PEAT, HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS
I
Southern California,Geotechnical BORING NO.
B-I
JOB NO.: 04G243 DRILLING DATE: 11/29/04 WATER DEPTH: Dry
PROJECT: Bressi Ranch Lt 40 DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: 17 feet
LOCATION: Carlsbad, CA LOGGED BY: Daryl Kas READING TAKEN: At Completion
HELD RESULTS
0
' o_
DESCRIPTION
SURFACE ELEVATION: MSL
UL >
LABORATORY RESULTS
z
0 o
p W W U— —u
W o
I-i.
< 0)
-
Z
0
0 —J a
-
W
-..
0
-
>- I-
z W
0 a.
-.
ci
0 o
Z)0 0 -
O -
W
ZZQ
<, o
5 "0<
wu_ zø
z L) ui
10-
15
30
21
23
65
21
34
4.5+
3.5
4.5+E
FILL: Mottled Orange Brown to Gray fine Sandy Clay to Silty
fine Sand, medium dense to stiff-moist
S
100
112
108
105
98
16
17
16
15
12
11
SANTIAGO FORMATION BEDROCK: Light Gray to Light
Orange Brown Silty fine grained Sandstone, medium dense to
very dense-damp to moist
H
-
.X
-
Boring Terminated at 191/2'
PLATE B-I
cc
TEST BORING LOG
Southern California Geotechnical
1:11.
BORING NO.
B-2
JOB NO.: 04G243 DRILLING DATE: 11/29/04 WATER DEPTH: Dry
PROJECT: Bressi Ranch Lt 40 DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: 9 feet
LOCATION: Carlsbad, CA LOGGED BY: Daryl Kas READING TAKEN: At Completion
FIELD RESULTS
o
<
DESCRIPTION
SURFACE ELEVATION: MSL
LABORATORY RESULTS
Cl)
z
0 0
'p
W U-
I I-
o -
-J Q
<
Cl) -
0
o -J m -
w
OU- oU)
z
>- (O
o.
Z O o C :i:i
o
: o
w
Z -
Q)0
< a.*
cb
'0<
zco
Z
OW Z DU)
23
25
31
26
57
- 4.5+
4.5+
4.5+
4.5+
4.5+
FILL: Brown fine Sandy Clay, very stiff-damp to moist
103
105
105
108
108
21
21
22
20
21
SANTIAGO FORMATION BEDROCK: Light Gray Clayey
Siltstone, very stiff to hard-moist
Boring Terminated at 10'
TEST BORING LOG PLATE B-2
a I-
Southern California Geotechnical BORING NO.
B-3
JOB NO.: 04G243 DRILLING DATE: 11/29/04 WATER DEPTH: Dry
PROJECT: Bressi Ranch Lt 40 DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: 13 feet
LOCATION: Carlsbad, CA LOGGED BY: Daryl Kas READING TAKEN: At Completion
FIELD RESULTS
I Q <
0
DESCRIPTION
SURFACE ELEVATION: MSL
LABORATORY RESULTS
U)
Z W
0 o
p W W U-
- ( W o
-
W —J 0
< co
-
Z
0
—J
.
-
I— w
-. 0U (/)
cLt.
Fn z
>LI O
o.
u
' I— z O o 0
0
w
z—
" c° c
(Di:t::
wu_ zu
zck::
0< ow ZI
- FILL: Mottled Orange Brown to Gray fine Sandy Clay, P stiff-damp to moist
30 4.5+ 101 22
SANTIAGO FORMATION BEDROCK: Gray Clayey Siltstone,
stiff to very stiff-moist
24 102 22 SANTIAGO FORMATION BEDROCK: Orange Brown to Light
Brown, Silty fine grained Sandstone, trace calcareous
nodules, medium dense to very dense-damp to moist -
60 107 8
69 114 15
50/3" No Sample
Recovery
10- -
49 14
Boring Terminated at 15'
TEST BORING LOG PLATE B-3
Southern California Geotechnical
- jpt
BORING NO.
B-4
JOB NO.: 04G243 DRILLING DATE: 11/29/04 WATER DEPTH: Dry
PROJECT: Bressi Ranch Lt 40 DRILLING METHOD: Hollow Stem Auger CAVE DEPTH:
LOCATION: Carlsbad, CA LOGGED BY: Daryl Kas READING TAKEN: At Completion
FIELD RESULTS
Q <
DESCRIPTION
ELEVATION: MSL (L SURFACE
LABORATORY RESULTS
U)
Z Ui
o
p
LL
I I-
W
-
W w
W -J O
<
-
Z
0
0 -J m -
W
WI
-. O-
>- I-
Z
O
o.
.- •
ø
öo o
LUO
a
0)1-
o
W
o
w u..
Z0
0< ow
jq,
10-
19
30
50/5"
22
50/5"
23
-
4.5+
4.25
4.5+
2.25
FILL: Brown to Orange Brown to Gray Clayey fine Sand to fine
Sandy Clay, fragments of Siltstone and Sandstone, very
stiff-damp to moist 104
110
104
105
111
16
14
19
19
14
14
H SANTIAGO FORMATION BEDROCK: Light Brown to Orange
Brown Silty fine grained Sandstone, medium dense to very
dense-damp to moist -
x
Boring Terminated at 15'
PLATE B-4
FM I-. - - - - -
TEST BORING LOG
Southern California Geotechnical BORING NO.
B-5
JOB NO.: 04G243 DRILLING DATE: 11/29/04 WATER DEPTH: Dry
PROJECT: Bressi Ranch Lt 40 DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: 18 feet
LOCATION: Carlsbad CA LOGGED BY: Daryl Kas READING TAKEN: At Completion
FIELD RESULTS
8
I
<
SURFACE ELEVATION: MSL
0 DESCRIPTION
LABORATORY RESULTS
Z
8
U-
I -J
0
W
.
W
>-
.
—z
8
-
-
-
(
Cl) Cl)0 0< OW
FILL: Dark Gray to Orange Brown Clayey Silt to Clayey fine
Sand, some Siltstone fragments, medium dense to very
21 4.5+ stiff-damp to moist 104 18 -
23 4.5+ 108 12
70/5" 4.5+ 104 17 -
jMottled Orange Brown to Brown Gray Silty fine Sand to
fine Sandy Clay, some Siltstone and Sandstone fragments,
31 medium dense to stiff-damp 102 13 -
30 106 17
10-
- SANTIAGO FORMATION BEDROCK: Light Brown to Orange
Brown fine grained Sandstone, some Silt, dense-damp to
50i3
- ,, moist 108 7
15 -
41 110 15
Boring Terminated at 20'
PLATE B-5
I- -- - - - - -
TEST BORING LOG
Southern California Geotechnical
--
BORING NO.
B-6
JOB NO.: 04G243 DRILLING DATE: 11/29/04 WATER DEPTH: Dry
PROJECT: Bressi Ranch Lt 40 DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: 17.5 feet
LOCATION: Carlsbad, CA LOGGED BY: Daryl Kas READING TAKEN: At Completion
FIELD RESULTS
I
< Q o
DESCRIPTION
SURFACE ELEVATION: MSL
LABORATORY RESULTS
W
0 o
p W W U-
-.
W o
-
w -J
< 0')
0
-J m
Lu
- O' o..b
>- o o.
Z(/)
.
o
5
a
W
Z5
2c'
< a
WLL
Z 0 0<
0 u zI u
5.-
10—
15
27
30
27
25
24
26
41
-
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
ELLL.orange Brown to Brown Gray, occassionally Mottled,
fine Sandy Clay to Clayey fine Sand, some Gray Siltstone
fragments, trace Silt, dense to very stiff-damp to moist 104
101
102
110
104
106
97
20
20
19
13
18
16
21
- FILL: Orange Brown to Gray Silty Clay, very stiff-moist
H
FILL:Gray to Orange Brown fine Sandy Clay to Silty fine
Sand, medium dense to stiff-moist
-
SANTIAGO FORMATION BEDROCK: Green Gray Siltstone,
stiff-damp to moist
Boring Terminated at 191,4
I
TEST BORING LOG PLATE B-6
Southern California GeotechnicaI BORING NO.
B-?
JOB NO.: 04G243 DRILLING DATE: 11/29/04 WATER DEPTH: Dry
PROJECT: Bressi Ranch Lt 40 DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: 16.5 feet
LOCATION: Carlsbad CA LOGGED BY: Daryl Kas READING TAKEN: At Completion
FIELD RESULTS
DESCRIPTION
SURFACE ELEVATION: MSL
i-
LABORATORY RESULTS
Z
S
p
2 i:. x0-
.
t.
10-
15 •
21
22
33
38
31
61
25
4.0
4.5+
45+
4.5+
4.5+
4.5+
2.5
FILL: Orange Brown Silty fine Sand, some Clay, medium
dense-damp
113
110
108
109
109
106
105
9
16
14
18
15
20
18
FILL: Orange Brown Clayey fine Sand, trace Silt, medium
dense-damp
FILL: Mottled Dark Brown to Orange Brown Silty Clay and
Clayey fine Sand, dense to stiff-damp
A
FILL: Orange Brown fine Sandy Clay, medium dense to
stiff-damp
•
-
N -
-
• Boring Terminated at 191W
TEST BORING LOG PLATE B-7
Southern California Geotechnical
II.
BORING NO.
B-8
JOB NO.: 04G243 DRILLING DATE: 11/29/04 WATER DEPTH: Dry
PROJECT: Bressi Ranch Lt 40 DRILLING METHOD: Hollow Stem Auger CAVE DEPTH: 16 feet
LOCATION: Carlsbad, CA LOGGED BY: Daryl Kas READING TAKEN: At Completion
FIELD RESULTS
I
< o
o
—a.
DESCRIPTION
SURFACE ELEVATION: MSL
LABORATORY RESULTS
C/)
a 0
p.
W LL
I
- a. W CD —
W -J a.
< Co -
0
_j 0 m —
a.
F-0
W
ou U) 0- I=,
5
z
>-' 0
o.
Lii
Oo
o
CD 5 O
a. 73
z-z
0 < a.
WLL ZU)
Ow zi DC!)
— FILL: Mottled Orange Brown and Gray Clayey fine Sand to fine
Sandy Clay, occassional fragments of Siltstone, medium
26 4.5+ dense to very stiff-damp to moist 102 18
30 4.0 109 20
24 4.5+ 96 19
29 4.5+ 112 15 Z FILL: Orange Brown to Gray fine Sandy Clay to Silty Clay, N trace Silt, trace wood fragments, stiff-damp to moist
26 4.5+ 106 15
10- E!LLMottIed Orange Brown and Gray Clayey fine Sand to
Silty Clay, some Gray Siltstone fragments, medium dense to
very stiff-damp to moist
22 4.5+ 107 18
15 —
Boring Terminated at 19W
TEST BORING LOG PLATE B-8
APPENDIX C
LABORATORY TESTING
10 100
0
-I
4
8
10
12
0.1
Consolidation/Collapse Test Results
Load (ksf)
Classification: FILL: Dark Gray to Orange Brown Clayey Silt to Clayey fine Sand
Boring Number: B-5 Initial Moisture Content (%) 16
Sample Number: Final Moisture Content (%) 21
Depth (.ft) 1 t 2 Initial Dry Density (pcf) 103.1
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 110.5
Specimen Thickness (in) 1.0 Percent Collapse (%) 0.24
Bressi Ranch Lot 40 Southern California Geotechnical
Carlsbad, California
Project No. 04G243 1260 North Hancock Street, Suite 101
PLATE C- 1 Anaheim, California 92807
Phone: (714) 177-0333 Fax: (714) 777-0398
10 100
0
-ti
4
8
10
12
0.1
Consolidation/Collapse Test Results
Load (ksf)
Classification: FILL: Dark Gray to Orange Brown Clayey Silt to Clayey fine Sand
Boring Number: B-5 Initial Moisture Content (%) 14
Sample Number: Final Moisture Content (%) 18
Depth (ft) 3 to 4 Initial Dry Density (pcf) 105.9
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 113.6
Specimen Thickness (in) 1.0 Percent Collapse (%) 0.27
Bressi Ranch Lot 40 Southern California Geotechnical
Carlsbad, California
Project No. 04G243 1260 North Hancock Street, Suite 101
Anaheim, California 92807 PLATE C 2 S Phone: (714) 777.0333 Fax: (714) 777-0398
0
2
4
8
10
10 100
Consolidation/Collapse Test Results
Load (kst)
Classification: FILL: Dark Gray to Orange Brown Clayey Silt to Clayey fine Sand
Boring Number: B-5 Initial Moisture Content (%) 17
Sample Number: --- Final Moisture Content (%) 21
Depth (ft) 5 to 6 Initial Dry Density (pcf) 102.2
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 108.7
Specimen Thickness (in) 1.0 Percent Collapse (%) -0.47
Bressi Ranch Lot 40 Southern California Geotechnical
Carlsbad, California
Project No. 04G243 1260 North Hancock Street, Suite 101
Anaheim, California 92807
-PLATE C 3 Phone: (714) 777-0333 Fax: (714) 777-0398
12
0.1 I 100 10
0
2
4
8
10
Consolidation/Collapse Test Results
Load (ksf)
Classification: FILL: Mottled Orange Brown to Brown to Gray Silty fine Sand
Boring Number: B-5 Initial Moisture Content (%) 9
Sample Number: Final Moisture Content (%) 19
Depth (ft) . 7 to 8 Initial Dry Density (pcf) 104.8
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 113.1
Specimen Thickness (in) 1.0 Percent Collapse (%) 0.86
Bressi Ranch Lot 40 Southern California Geotechnical
Carlsbad, California
Project No. 04G243 1260 North Hancock Street, Suite 101
PLATE C 4 Anaheim, California 92807
Phone: (714)777-0333 Fax: (714)777-0398
12
0.1 II' 10 100
0
2
4
8
10
Consolidation/Collapse Test Results
Load (ksf)
Classification: FILL: Orange Brown to Dark Brown fine Sandy Clay to Clayey fine Sand
Boring Number: B - 7 Initial Moisture Content (%) 12
Sample Number: --- Final Moisture Content (%) 17
Depth (ft) 1 t 2 Initial Dry Density (pcf) 108.4
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 118.3
Specimen Thickness (in) 1.0 Percent Collapse (%) 0.58
IBressi Ranch Lot 40 I Southern California Ceotechnical I
Carlsbad, California 1•1' I I IV I Project No. 04G243 1260 North Hancock Street, Suite 101 I
PLATE C- 5 Anaheim, California 92807 I
Phone: (714) 777.0333 Fax: (714) 777.0398
10 100
0
2
4
8
10
12
0.1
ConsolidationlCollapse Test Results
Load (ksf)
Classification: FILL: Orange Brown to Dark Brown fine Sandy Clay to Clayey fine Sand
Boring Number: . B -7 Initial Moisture Content (%) 15
Sample Number: --- Final Moisture Content (%) 18
Depth (ft) 3 to 4 Initial Dry Density (pcf) 110.7
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 116.9
Specimen Thickness (in) 1.0 Percent Collapse (%) -0.02
Bressi Ranch Lot 40 Southern California Geotechnical
Carlsbad, California .
Project No. 04G243 1260 Worth Hancock Street, Suite 101
C 6 Anaheim, California 92807
-PLATE Phone: (714) 777-0333 Fax: (714) 777-0398
0
2
4
8
10
r
12
0.1 10 100
Consolidation/Collapse Test Results
Load (ksf)
Classification: FILL: Orange Brown to Dark Brown fine Sandy Clay to Clayey fine Sand
Boring Number: B - 7 Initial Moisture Content (%) 14
Sample Number: --- Final Moisture Content (%) 20
Depth (ft) 5 to 6. Initial Dry Density (pcf) 107.6
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 114.9
Specimen Thickness (in) 1.0 Percent Collapse (%) 0.70
Bressi Ranch Lot 40
Carlsbad, California
Project No. 04G243
PLATE C-7
Southern California Geotechnical
1260 North Hancock Street, Suite 101
Anaheim, California 92807
Phone: (714) 777-0333 Fax: (714) 717-0398
10
12
0.1 100 10
0
2
4
8
Consolidation/Collapse Test Results
Load (ksf)
Classification: FILL: Orange Brown to Dark Brown fine Sandy Clay to Clayey fine Sand
Boring Number: B - 7 Initial Moisture Content (%) 15
Sample Number: --- Final Moisture Content (%) 18
Depth (ft) 7 to 8 Initial Dry Density (pcf) 110.7
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 114.5
Specimen Thickness (in) 1.0 Percent Collapse (%) -0.15
Bressi Ranch Lot 40 Southern California Geotechnical
Carlsbad, California
Project No. No. 04G243 1260 North Hancock Street, Suite 101
Anaheim, California 92807 PLATE C 8 Phone: (714)777.0333 Fax: (714)777.0398
12
0.1 11 10 100
0
2
4
8
10
Consolidation/Collapse Test Results
Load (ksf)
Classification: FILL: Orange Brown to Dark Brown fine Sandy Clay to Clayey fine Sand
Boring Number: B - 7 Initial Moisture Content (%) 16
Sample Number: Final Moisture Content (%) 22
Depth (ft) 9 to 10 Initial Dry Density (pcf) 106.3
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 112.8
Specimen Thickness (in) 1.0 Percent Collapse (%) 0.31
Bressi Ranch Lot 40 Southern California Geotechnical
Carlsbad, California .IIII,J4Pr
Project No. 04G243 1260 North Hancock Street, Suite 101
Anaheim, California 92807 PLATE C 9 Phone: (714) 777-0333 Fax: (714) 777-0398
U)
C o6
0 U) C 0 0
8
Consolidation/Collapse Test Results
12
0.1
10
0
2
4
100 10
Load (ksf)
Classification: FILL: Orange Brown to Dark Brown fine Sandy Clay to Clayey fine Sand
Boring Number: B - 7 Initial Moisture Content (%) 19
Sample Number: --- Final Moisture Content (%) 22
Depth (ft) 14 to 15 Initial Dry Density (pcf) 106.8
Specimen Diameter (in) 2.4 Final Dry Density (pcf) 109.9
Specimen Thickness (in) 1.0 Percent Collapse (%) -0.33
Bressi Ranch Lot 40 Southern California Ceotechnical
Carlsbad, California ui rr Project No. 04G243 1260 North Hancock Street, Suite 101
Anaheim, California 92807
-PLATE C 10 Phone: (714) 777-0333 Fax: (714) 777.0398
0
2
4
8
10
12
0.1 10 100
Bressi Ranch Lot 40
Carlsbad, California
Project No. 04G243
PLATE C- 11
Southern California Geotechnical
1260 North Hancock Street, Suite 101
Anaheim, California 92807
Phone: (714) 777-0333 Fax: (714) 777-0398
Consolidation/Collapse Test Results
Load (ksf)
Classification: FILL: Orange Brown to Dark Brown fine Sandy Clay to Clayey fine Sand
16
22
105.7
114.8
0.56
Boring Number:
Sample Number:
Depth (ft)
Specimen Diameter (in)
Specimen Thickness (in)
B - 7 Initial Moisture Content (%)
Final Moisture Content (%)
19 to 20 Initial Dry Density (pcf)
2.4 Final Dry Density (pcf)
1.0 Percent Collapse (%)
Moisture/Density Relationship
ASTM 0-1557
136
134
132
130
128
126
U)
124
'I) C 0) 122
I-
120
118
116
114
112
110
ro Air Voids eurve:
ecific Gravity = 2.7
MMMMMMMMMEMEI
UMEMOUPpimmilillimmmEmEMEMEMm P PURR U PR MR ommmmmmoUP P PM RU URUR UPR MEMOMEN PP flU ME PPURRRRPUURUD is PR PURR
UP PP URU U PURR RUM MINES
OMER Mill
UmRR URPUUU
ME
UPRRPRRUMINE NINE RR MEMERURURURUP OEM
URRRURURRRRUURRPRUPRRRURR RRPPUURRMMEEM~ RRRRR P U URURU PUMP
P NURPPPM RU RUUUMRRPP PURRRRRRPPU RUM PPPPPRRPP RRPRRRUPRRlmmmUUPRRRMRRRRPRRURU MEMO— MEN ENEEMMUMMN
6 8 10 12 14 16 18 20 22 24
Moisture Content (%)
Soil ID Number
Optimum Moisture (%) 14.5
Maximum Dry bensity(pcf) 117.5
Soil
Classification
FILL: Mottled Orange Brown
and Gray Clayey fine Sand
B-8 @ 0 -5'
Bressi Ranch Lot 40 Southern California Geotechnical
Carlsbad, California
Project No. 04G243 . 1260 North Hancock Street, Suite 101
Anaheim, California 92807 PLATE C-12 . Phone: (714) 777-0333 Fax: (714) 777-0398
APPENDIX 0
GRADING GUIDE SPECIFICATIONS
Grading Guide Specifications Page 1
GRADING GUIDE SPECIFICATIONS
I
These grading guide specifications are intended to provide typical procedures for grading
1 operations. They are intended to supplement the recommendations contained in the
geotechnical investigation report for this project. Should the recommendations in the
I geotechnical investigation report conflict with the grading guide specifications, the more site
specific recommendations in the geotechnical investigation report will govern.
I General
The Earthwork Contractor is responsible for the satisfactory completion of all earthwork In
I accordance with the plans and geotechnical reports, and In accordance with city, county,
and Uniform Building Codes.
The Geotechnical Engineer is the representative of the Owner/Builder for the purpose of
I implementing the report recommendations and guidelines. These duties are not Intended to
relieve the Earthwork Contractor of any responsibility to perform In a workman-like manner,
nor is the Geotechnical Engineer to direct the grading equipment or personnel employed by
I the Contractor.
The Earthwork Contractor is required to notify the Geotechnical Engineer of the anticipated
work and schedule so that testing and Inspections can be provided. If necessary, work may
I be stopped and redone If personnel have not been scheduled In advance.
The Earthwork Contractor is required to have suitable and sufficient equipment on the job-
site to process, moisture condition, mix and compact the amount of fill being placed to the
specified compaction. in addition, suitable support equipment should be available to
conform with recommendations and guidelines in this report.
I -
• Canyon cleanoUts, overexcavation areas, processed ground to receive fill, key excavations,
subdrains and benches should be observed by the Geotechnical Engineer prior to
placement of any fill. It is the Earthwork Contractor's responsibility to notify the Geotechnical
i * Engineer of areas that are ready for inspection.
Excavation, filling, and subgrade preparation should be performed In a manner and
sequence that will provide drainage at all times and proper control of erosion. Precipitation,
springs, and seepage water encountered shall be pumped or drained to provide a suitable
working surface. The Geotechnical Engineer must be Informed of springs or water seepage
encountered during grading or foundation construction for possible revision to the
recommended construction procedures and/or Installation of subdralns.
Site Preparation
The Earthwork Contractor Is responsible for all clearing, grubbing, stripping and site
preparation for the project in accordance with the recommendations of the Geotechnical
Engineer.
If any materials or areas are encountered by the Earthwork Contractor which are suspected
of having toxic or environmentally sensitive contamination, the Geotechnical Engineer and
Owner/Builder should be notified Immediately.
Major vegetation should be stripped and disposed of off-site. This includes frees, brush,
heavy grasses and any materials considered unsuitable by the Geotechnical Engineer.
Grading Guide Specifications Page 2
I
Underground structures such as basements, cesspools or septic disposal systems, mining
I shafts, tunnels, wells and pipelines should be removed under the inspection of the
Geotechnical Engineer and recommendations provided by the Geotechnical Engineer and/or
city, county or state agencies. If such structures are known or found, the Geotechnical
Engineer should be notified as soon as possible so that recommendations can be I formulated.
Any topsoil, slopewash, colluvium, alluvium and rock materials which are considered
1 unsuitable by the Geotechnical Engineer should be removed prior to fill placement.
Remaining voids created during site clearing caused by removal of trees, foundations
I basements, Irrigation facilities, etc., should be excavated and filled with compacted fill.
Subsequent to clearing and removals, areas to receive fill should be scarified to a depth of
I
10 to 12 inches, moisture conditioned and compacted
The moisture condition of the processed ground should be at or slightly above the optimum
moisture content as determined by the Geotechnical Engineer. Depending upon field
I . conditions, this may require air drying or watering together with mixing and/or discing.
Compacted Fills
' S Soil materials imported to or excavated on the property may be utilized In the fill, provided
each material has been determined to be suitable in the opinion of the Geotechnical
Engineer. Unless otherwise approved by the Geotechnical Engineer, all fill materials shall
I be free of deleterious, organic, or frozen matter, shall contain no chemicals that may result
in the material being classified as contaminated," and shall be low to non-expansive with a
maximum expansion index (El) of 50. The top 12 inches of the compacted fill should have a
maximum particle size of 3 inches, and all underlying compacted fill material a maximum 6-
inch particle size, except as noted below.
All soils should be evaluated and tested by the Geotechnical Engineer. Materials with high
I expansion potential, low strength, poor gradation or containing organic materials may require
removal from the site or selective placement and/or mixing to the satisfaction of the
Geotechnical Engineer.
Rock fragments or rocks greater than 6 inches should be taken off-site or placed in
accordance with recommendations and in areas designated as Suitable by the Geotechnical
Engineer. Acceptable methods typically include windrows. Oversize materials should not be
placed within the range of excavation for foundations, utilities, or pools to facilitate
excavations. Rock placement should be kept away from slopes (minimum distance: 15 feet)
to facilitate compaction near the slope.
Fill materials approved by the Geotechnical Engineer should be placed In areas previously
Prepared to receive fill and in evenly placed, near horizontal layers at about 6 to 8 inches in
loose thickness, or as otherwise determined by the Geotechnical Engineer.
Each layer should be moisture conditioned to optimum moisture content, or slightly above,
as directed by the Geotechnical Engineer. After proper mixing and/or drying, to evenly
distribute the moisture, the layers should be compacted to at least 90 percent of the
maximum dry density In compliance with ASTM 0-1557 unless otherwise indicated.
Density and moisture content testing should be performed by the Geotechnical Engineer at
random intervals and locations as determined by the Geotechnical Engineer. These tests
are intended as an aid to the Earthwork Contractor, so he can evaluate his workmanship,
Grading Guide Specifications Page 3
equipment effectiveness and site conditions. The Earthwork Contractor is responsible for
compaction as required by the Geotechnical Report(s) and governmental agencies.
After compacted fills have been tested and approved by the geotechnlcai engineer, the
contractor should moisture condition the soils as necessary to maintain the compacted
moisture content. Compacted fill soils that are allowed to become overly dry or desiccated
may require removal and/or scarification, moisture conditioning and replacement. Soils with
medium to high expansion indices are especially susceptible to desiccation. Sandy soils that
are allowed to dry can also lose density.
Fill areas unused for a period of time may require moisture conditioning, processing and
recompaction prior to the start of additional filling. The Earthwork Contractor should notify
the Geotechnical Engineer of his intent so that an evaluation can be made.
Fill placed on ground sloping at a 5-to-1 inclination (horizontal-to-vertical) or steeper should
be benched into bedrock or other suitable materials, as directed by the Geotechnical
Engineer. Typical details of benching are illustrated on Plates 0-2, G-4, and 0-5.
Cut/fill transition lots should have the cut portion overexcavated to a depth of at least 3 feet
and rebuilt with fill (see Plate G-I), as determined by the Geotechnical Engineer.
All cut lots should be inspected by the Geotechnical Engineer for fracturing and other
bedrock conditions, if necessary, the pads should be overexcavated to a depth of 3 feet and
rebuilt with a uniform, more cohesive soil type to impede moisture penetration.
Cut portions of pad areas above buttresses or stabilizations should be overexcavated to a
depth of 3 feet and rebuilt with uniform, more cohesive compacted fill to impede moisture
penetration.
Non-structural fill adjacent to structural fill should typically be placed in unison to provide
lateral support. Backfill along walls must be placed and compacted with care to ensure that
excessive unbalanced lateral pressures do not develop. The type of fill material placed
adjacent to below grade wails must be properly tested and approved by the Geotechnical
Engineer with consideration of the lateral earth pressure used in the design.
Foundations
The foundation influence zone is defined as extending one foot horizontally from the outside
edge of a footing, and then proceeding downward ata % horizontal to I vertical (0.5:1)
Inclination.
Where overexcavation beneath a footing subgrade is necessary, it should be conducted so
as to encompass the entire foundation influence zone, as described above.
Compacted fill adjacent to exterior footings should extend at least 12 inches above
foundation bearing grade. Compacted fill within the interior of structures should extend to
the floor subgrade elevation.
Fill Slopes
The placement and compaction of fill described above applies to all fill slopes. Slope
compaction should be accomplished by overfilling the slope, adequately compacting the fill
in even layers, including the overfilled zone and cutting the slope back to expose the
compacted core.
I
. Slope compaction may also be achieved by backrolling the slope adequately every 2 to 4
vertical feet during the filling process as well as requiring the earth moving and compaction
equipment to work close to the top of the slope. Upon completion of slope construction, the
I .
Grading Guide Specifications Page 4
slope face should be compacted with a sheepsfoot connected to a sideboom and then grid
rolled. This method of slope compaction should only be used if approved by the
Geotechnical Engineer.
Sandy soils lacking in adequate cohesion may be unstable for a finished slope condition and
therefore should not be placed within 15 horizontal feet of the slope face.
Al fill slopes should be keyed Into bedrock or other suitable material. Fill keys should be at
least 15 feet wide and Inclined at 2 percent into the slope. For slopes, higher than 30 feet,
the fill key width should be equal to one-half the height of the slope (see Plate 3-5).
All fill keys should be cleared of loose slough material prior to geotechnical Inspection and
should be approved by the Geotechnical Engineer and governmental agencies prior to filling.
The cut portion of fill over cut slopes should be made first and Inspected by the Geotechnical
Engineer for possible stabilization requirements. The fill portion should be adequately keyed
through all surficial soils and into bedrock or suitable material. Soils should be removed
from the transition zone between the cut and fill portions (see Plate G-2).
Cut Slopes
Al cut slopes should be inspected by the Geotechnical Engineer to determine the need for
stabilization. The Earthwork Contractor should notify the Geotechnical Engineer when slope
cutting is In progress at intervals of 10 vertical feet. Failure to notify may result in a delay in
recommendations.
I . Cut slopes exposing loose, cohesionless sands should be reported to the Geotechnical
Engineer for possible stabilization recommendations.
. All stabilization excavations should be cleared of loose slough material prior to geotechnical
I inspection. Stakes should be provided by the Civil Engineer to verify the location and
dimensions of the key. A typical stabilization fill detail is shown on Plate G-5.
I . Stabilization key excavations should be provided with subdráins. Typical subdrain details
are shown on Plates 3-6..
Subdrains .
I . . Subdrains may be required in canyons and swales where fill placement is proposed. Typical
subdrain details for canyons are shown on Plate 3-3. Subdrains should be installed after
approval of removals and before filling, as determined by the Soils Engineer.
. Plastic pipe may be used for subdrains provided It is Schedule 40 or SOR 35 or equivalent.
Pipe should be protected against breakage, typically by placement in a square-cut (backhoe)
I . trench or as recommended by the manufacturer.
. Filter material for subdralns should conform to CALTRANS Specification 68-1.025 or as
I . approved by the Geotechnical Engineer for the specific site conditions. Clean 5/4-inch
crushed rock may be used provided it is wrapped in an acceptable filter cloth and approved
by the Geotechnical Engineer. Pipe diameters should be 6 inches for runs up to 500 feet
and 8 Inches for the downstream continuations of longer runs. Four-inch diameter pipe may
I , be used in buttress and stabilization fills.
CUT LOT
r_- -
-j
ugs I 5M1N. I
-,COMPAC'T*ED FILL.
- /OVEREXCAVATE AND
. RECOMPACT
COMPETENT MATERIAL, AS APPROVED
BY THE GEOTECHNICAL ENGINEER
CUT/FILL LOT (TRANSITION)
51 MIN I
3'MIN.
4
•.• •..-
.
.;•
•.•• .••. --/
COMPACTED FILL .. •. :-
-
.. -- . . •- ... .: ••• . •
. COMPETENT MATERIAL, AS APPROVED
'BY THE GEOTECHNICAL ENGINEER
OVEREXCAVATE AND
RECOMPACT
DEEPER OVEREXCAVATION MAY BE
RECOMMENDED BY THE SOIL ENGINEER
IN STEEP TRANSITIONS
TRANSITION LOT DETAIL
GRADING GUIDE SPECIFICATIONS
NOT TO SCALE Southern California Geotechnical DRAWN: JAS CHKD: GKM ,uII1IJIv
1260 North Hancock Street, Sufte 101
Mahehi, California 92807 PLATE 04 Phone: (714) 777-0333 Fax: (714) 777.0398
NEW COMPACTED FILL
CUT/FILL CONTACT TO BE
SHOWN ON "AS-BUILr
COMPETENT MATERIAL - CUT/FILL CONTACT SHOWN fl ON GRADING PLAN
9,
NATURAL GRADE
\
CUT SLOPE
I I BEDROCK OR APPROVED
CUT SLOPE TO BE CONSTRUCTED J / COMPETENT MATERIAL
PRIOR TO PLACEMENT OF FILL /
. -
- .••.
4'MIN.
j MAXIMUM HEIGHT OF BENCHES
IS 4 FEET OR AS RECOMMENDED
BY THE GEOTECHNICAL ENGINEER
MINIMUM 1'TILT BACK
OR 2% SLOPE
(WHICHEVER IS GREATER)
KEYWAY IN COMPETENT MATERIAL
MINIMUM WIDTH OF 15 FEET OR AS
RECOMMENDED BY THE GEOTECHNICAL
ENGINEER. KEYWAY MAY NOT BE
REQUIRED IF FILL SLOPE IS LESS THAN 5
FEET IN HEIGHT AS RECOMMENDED BY
THE GEOTECHNICAL ENGINEER.
S FILL ABOVE CUT SLOPE DETAIL
GRADING GUIDE SPECIFICATIONS
NOT TOSCAI.E Southern California Geotechnical DRAWN: JAS
-.
CHKD: GtQA
1260 North Hancock Street, Suite 101
Anaheim, CalifornIa 92807 PLATE G2 Phone: (714) 777.0333 Fax (714) 777.0398
IATURAL.OROUNO--\
.. /.
tOMPACTED FILL
\
7
T . . •. /~LEWOIJT EXCAVATION—'
6"MIN— •-
':
(-.. i. . ....... '. .
,t.. .
FIRM NATIVE SOIL/BEDROCK . . .. .. ..
4.
24
18"MIN. •. •.... d
MINUS 11* CRUSHED ROCK COMPLETELY
SURROUNDED BY FILTER FABRIC, OR
CLASS II PERMEABLE MATERIAL
L 4MlN.
18" MIN.
6* DIAMETER PERFORATED PIPE - MINIMUM 1% SLOPE
PIPE DEPTH OF FILL MATERIAL OVER SUBDRAIN SCHEMATIC ONLY ADS (CORRUGATED POLETHYLENE) 8 NOT TO SCALE TRANSITE UNDERDRAIN 20
PVC OR ABS: SDR35 35
SDR2I 100
I
CANYON SUBDRAIN DETAIL
GRADING GUIDE SPECIFICATIONS
NOT TO SCALE Southern California Geotechnical DRAWN: JAS -
CHIW: GM
1260 North Hancock Street, SuIte 101
Ma1em,CaflfomIa 92807 PLATE 04 Phone: (714) 777-0333 Fax: (714) 777-0398
FINISHED SLOPE FACE
NEW COMPACTED FILL
OVERFILL REQUIREMENTS
PER PLATE NO.4 COMPETENT MATERIAL
TOE OF SLOPE SHOWN \ ON GRADING PLAN .
.
..:\• . a..:.
PROJECT SLOPE GRADIENT
(1:1 MAX) •:. * . . •... ': ' . •.
PLACE COMPACTED BACKFILL *. . .' •. - . . ...
TO ORIGINAL GRADE . ... . *.. * . .
..
BACKCUT - VARIES _J
-
I. . '.• :' :. I MAXIMUM HEIGHT OF BENCHES 1'..j. IS FEET OR AS RECOMMENDED
__... BY THE GEOTECHNICAL. ENGINEER
I L_MINIMUM I.TILTBACK
7 MINIMUM ..J ____________________ OR 2% SLOPE
KEY DEPTH (WHICHEVER IS GREATER)
KEYWAY IN COMPETENT MATERIAL.
MINIMUM WIDTH OF 15 FEET OR AS
RECOMMENDED BY THE GEOTECHNIAL
ENGINEER. KEYWAY MAY NOT BE REQUIRED
IF FILL SLOPE IS LESS THAN VIN HEIGHT
AS RECOMMENDED BY THE GEOTECHNICAL
ENGINEER. NOTE:
BENCHING SHALL BE REQUIRED
WHEN NATURAL SLOPES ARE
EQUAL TO OR STEEPER THAN 5:1
OR WHEN RECOMMENDED BY
THE GEOTECHNICAL ENGINEER.
FILL ABOVE NATURAL SLOPE DETAIL
GRADING GUIDE SPECIFICATIONS
NOT TO SCALE Southern California Geotechnical
DRAWN: JAS
- -
CHKD: Gl
1260 North Hancock Street, Suite 101
Anaheim, California 92807 PLATE 0.4 Phone: (714) 777.0333 Fax (714) 777.0398
3' TYPICAL
BLANKET FILL IF RECOMMENDED
BY THE GEOTECHNICAL ENGINEER
TOP WIDTH OF FILL
AS SPECIFIED BY THE
GEOTECHNICAL ENGINEER
COMPETENT MATERIAL ACCEPTABLE
TO THE SOIL ENGINEER
COMPACTED FILL '. .
FACE OF FINISHED SLOPE
VARIABLE
'.... .. MINIMUM HEIGHT OF BENCHES
IS 4 FEET OR AS RECOMMENDED
.• -: :•.
-.
BY THE GEOTECHNICAL ENGINEER
MINIMUM 1' TILT BACK
2' MINIMUM __________________ 0R2%SLOPE
KEY DEPTH KEYWAY WIDTH, AS SPECIFIED (WHICHEVER IS GREATER)
BY THE GEOTECHNICAL ENGINEER
AIL
TIC
NOT TO SCALE lSouthern California Geotechnical DRAWN: JAS I CHKD: G104
1 1260 North Hancock Street, Suite 101
Anaheim, CalifornIa 92807 PLATE 05 Phone: (714) 777-0333 Fax (714) 777.0398
OUTLET PIPE TO BE CON-
NECTED TO SUBDRAIN PIP'
WITH TEE OR ELBOW
DESIGN FINISH SLOPE
OUTLETS TO BE SPACED
AT 100 MAXIMUM INTERVALS.
EXTEND 12 INCHES BLANKET FILL IF RECOMMENDED
BEYOND FACE OF SLOPE \ BY THE GEOTECHNICAI. ENGINEER
AT TIME OF ROUGH GRADING
CONSTRUCTION.
BUTTRESS OR
SEHLL FILL
15 'MAX. DETAIL "K
4-INCH DIAMETER NON PERFORATED
OUTLET PIPE TO BE LOCATED IN FIELD
.: BY THE SOIL ENGINEER.
2' CLEAR
"FILTER MATERIAL" TO MEET FOLLOWING SPECIFICATION "GRAVEL" TO MEET FOLLOWING SPECIFICATION OR OR APPROVED EQUIVALENT: (CONFORMS TO EMA STD. PLAN 323) APPROVED EQUIVALENT:
MAXIMUM SIEVE SIZE PERCENTAGE PASSING SIEVE SIZE PERCENTAGE PASSING 10 100 11/2" 100 3(4" 90-100 NO.4 50 318" 40-100 NO. 200 8 NO.4 25-40 SAND EQUIVALENT = MINIMUM OF 50 NO.8 18-33
NO. 30 5-15
NO. 50 0-7
NO. 200 0-3
-FILTER MATERIAL - MINIMUM OF FIVE
CUBIC FEET PER FOOT OF PIPE. SEE
ABOVE FOR FILTER MATERIAL SPECIFICATION.
ALTERNATIVE: IN LIEU OF FILTER MATERIAL
FIVE CUBIC FEET OF GRAVEL
PER FOOT OF PIPE MAY BE ENCASED
IN FILTER FABRIC. SEE ABOVE FOR
GRAVEL SPECIFICATION.
I FILTER FABRIC SHALL BE MIRAFI 140
OR EQUIVALENT. FILTER FABRIC SHALL
BE LAPPED A MINIMUM OF 12 INCHES
ON ALL JOINTS.
MINIMUM 4-INCH DIAMETER PVC SCH 40 OR ABS CLASS SDR 35 WITH
A CRUSHING STRENGTH OF AT LEAST 1,000 POUNDS, WITH A MINIMUM DETAIL "A" OF 8 UNIFORMLY SPACED PERFORATIONS PER FOOT OF PIPE INSTALLED
WITH PERFORATIONS ON BOTTOM OF PIPE. PROVIDE CAP AT UPSTREAM
END OF PIPE. SLOPE AT 2 PERCENT TO OUTLET PIPE.
NOTES:
1. TRENCH FOR OUTLET PIPES TO BE BACKFILLED
WITH ON-SITE SOIL.
"GRAVEL" TO MEET FOLLOWING SPECIFICATION OR
APPROVED EQUIVALENT:
MAXIMUM
SIEVE SIZE PERCENTAGE PASSING
11/2" 100
NO.4 60
NO. 200 8
SAND EQUIVALENT = MINIMUM OF 50
MINIMUM ONE FOOT THICK LAYER OF
LOW PERMEABUUTY SOIL IF NOT
COVERED WITH AN IMPERMEABLE Si
MINIMUM ONE FOOT WIDE LAYER OF
FREE DRAINING MATERIAL
(LESS THAN 5% PASSING THE #200 SIEVE)
19LTER MATERIAL - MINIMUM OF TWO
CUBIC FEET PER FOOT OF PIPE, SEE
I . .
.
BELOW FOR FILTER MATERIAL SPECIFICATION.
ALTERNATIVE: IN LIEU OF FILTER MATERIAL
I .
:•. I
TWO CUBIC FEET OF GRAVEL
PER FOOT OF PIPE MAY BE ENCASED
/ IN FILTER FABRIC. SEE BELOW FOR
/ GRAVEL SPECIFICATION.
.. . / FILTER FABRIC SHALL BE MIRAFI 140
I
...;
/ OR EQUIVALENT. FILTER FABRIC SHALL
/ BE LAPPED A MINIMUM OF 6 INCHES
/L.ON ALL JOINTS.
•
MINIMUM 44NCH DIAMETER PVC SCH 40 OR ABS CLASS SDR 35 WITH
A CRUSHING STRENGTH OF AT LEAST 1,000 POUNDS, WITH A MINIMUM
OF 8 UNIFORMLY SPACED PERFORATIONS PER FOOT OF PIPE INSTALLED
WITH PERFORATIONS ON BOTTOM OF PIPE. PROVIDE CAP AT UPSTREAM
END OFPIPE. SLOPE AT 2 PERCENT TO OUTLET PIPE.
I 4
I
"FILTER MATERIAL" TO MEET FOLLOWING SPECIFICATION
I
OR APPROVED EQUIVALENT: (CONFORMS TO EMA Sm. PLAN 323)
SIEVE SIZE . PERCENTAGE PASSING
1" 100
I
3/4" 90-100 3/8" 40-100
NO.4 25-40
NO.8 18-33
I
: NO. 30 . 5-15
NO. 50 0-7
NO. 200 0-3
I
I
I
I RETAINING WALL BACKDRAINS
I GRADING GUIDE SPECIFICATIONS
NOT TO SCALE Southern California Geotechnical DRAWN: JAS
CHKD: GKM
1260 North Hancock Street. SuIte 101
Anahetm, CalifornIa 92807 PLATE Phone: (714) 777-0333 Fax (714) 777-0398
APPENDIX E
UBCSE/SCOMPUTER PROGRAM OUTPUT
— — — -. — — — — — — — — — -. — — — — —
DESIGN RESPONSE SPECTRUM
Seismic Zone: 0.4 Soil Profile: SD
2.50
2.25
0)
1.75
0
- 1.25
< 1.00
0.75
C)
0- 0.50
(I)
0.25
0.0 0.5 1.0 1.5 2.0 2.5 3.0
Period Seconds
3.5 4.0 4.5 5.0
* *
* U B C S E I S *
* *
* Version 1.03 *
* *
***********************
COMPUTATION OF 1997
UNIFORM BUILDING CODE
SEISMIC DESIGN PARAMETERS
JOB NUMBER: 04G243 DATE: 12-21-2004
JOB NAME: St. Croix Lot 40 PA 5 Bressi Ranch
FAULT-DATA-FILE NAME: CDMGUBCR.DAT
SITE COORDINATES:
SITE LATITUDE: 33.1291
SITE LONGITUDE: 117.2647
UBC SEISMIC ZONE: 0.4
UBC SOIL PROFILE TYPE: SD
NEAREST TYPE A FAULT:
NAME: ELSINORE-JULIAN
DISTANCE: 36.2 km
NEAREST TYPE B FAULT:
NAME: ROSE CANYON
DISTANCE: 11.4 km
NEAREST TYPE C FAULT:
NAME: rnDDD000LUDDDU000000000rn
DISTANCE: 99999.0 km
SELECTED UBC SEISMIC COEFFICIENTS:
Na: 1.0
Nv: 1.0
Ca: 0.44
CV: 0.64
Ts: 0.582
To: 0.116
* 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 by *
* 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 p0x ISOURCE MAX. I SLIP I FAULT
ABBREVIATED I DISTANCE1 TYPE I MAG. I PATE I TYPE
FAULT NAME I (km) I (A,B,C) (MW) I (mm/yr) I (SS,DS,BT)
ROSE CANYON
I ========
1 11.4
I ======= I B ====== I
6.9 I
=========
1.50
I
SS
NEWPORT-INGLEWOOD (Offshore) 15.6 B 6.9 1.50 SS
ELSINORE-JULIAN I 36.2 A 7.1 5.00 I SS
ELSINORE-TEMECULA I 36.2 B 6.8 5.00 SS
CORONADO BANK I 36.6 B 7.4 I 3.00 I SS
ELSINORE-GLEN IVY . I 57•7 B 6.8 I 5.00 I SS
EARTHQUAKE VALLEY I 63.9 B 6.5 I 2.00 SS
PALOS VERDES I 64.9. B 7.1 3.00 SS
SAN JACINTO-ANZA I .73.0 A 7.2 I 12.00 I ss
SAN JACINTO-SAN JACINTO VALLEY 75.3 B 6.9 I 12.00 SS
SAN JACINTO-COYOTE CREEK I 79.3 B 6.8 I 4.00 SS
NEWPORT-INGLEWOOD (L.A.Bas±n) 81.0 J B 6.9 I 1.00 I SS
CHINO-CENTRAL AVE. (Elsinore) I 81.5 B 6.7 1.00 I DS
ELSINORE-COYOTE MOUNTAIN . I 86.0 B 6.8 4.00 SS
ELSINORE-WHITTIER 87.7 B 6.8 2.50 SS
SAN JACINTO-SAN BERNARDINO I 98.7 B 6.7 12.00 SS
SAN JACINTO - BORREGO I 100.0 B 6.6 I 4.00 SS
SAN ANDREAS - Southern 104.2 A 7.4 24.00 SS
SAN JOSE I 114.81 B I 6.51 0.50 I DS
PINTO MOUNTAIN I 115.0 B 7.0 2.50 I ss
CUCAMONGA I 118.3 I A 7.0 5.00 I DS
SIERRA MADRE (Central) I 119.1 B I 7.0 I 3.00 I DS
BURNT MTN. I 122.8 B 6.5 I 0.60 SS
NORTH FRONTAL FAULT ZONE (West) I 125.0 B 7.0 1.00 I DS
SUPERSTITION MTN. (San Jacinto) I 125.9 B 6.6 I 5.00 I SS
EUREKA PEAK . . I 127.2 B 6.5 I 0.60 I SS
CLEGHORN I 127.4 B 6.5 I 3.00 I SS
NORTH FRONTAL FAULT ZONE (East) 131.4 I B I 6.7 I 0.50 I DS
ELMORE RANCH I 131.8 B 6.6 I 1.00 SS
SUPERSTITION HILLS (San Jacinto) I 133.5 I B I 6.6 I 4.00 I SS
SAN ANDREAS - 1857 Rupture I 133.7 A I 7.8 34.00 I SS
RAYMOND . I 134.4 B I 6.5 I 0.50 I DS
CLAMSHELL-SAWPIT I 134.5 B I 6.5 I 0.50 I DS
ELSINORE-LAGUNA SALADA I 136.4 B I 7.0 3.50 SS
VERDUGO . I 138.8 B I 6.7 0.50 DS
LANDERS I 139.5 B 7.3 J 0.60 I SS
HOLLYWOOD I 142.1 I B I 6.5 1.00 I DS
HELENDALE - S. LOCKHARDT I 142.9 B 7.1 0.60 I SS
BPAWLEY SEISMIC ZONE I 147.1 B 6.5 25.00 SS
LENWOOD-LOCKHART-OLD WOMAN SPRGS I 148.3 I B I 7.3 I 0.60 I SS
SANTA MONICA I 150.2 I B 6.6 I 1.00 I DS
EMERSON So. - COPPER MTN. I 152.1 B 6.9 I 0.60 I ss
JOHNSON VALLEY (Northern) I 152.6 B 6.7 0.60 SS
MALIBU COAST I 154.9 B 6.7 J 0.30 I DS
SIERRA MADRE (San Fernando) 159.7 I B 6.7 2.00 I DS
IMPERIAL I 159.7 A I 7.0 I 20.00 I SS
SUMMARY OF FAULT PARAMETERS
----------------------
Page 2
-------------------------------------------------------------------------------
I APPROX. SOURCE I MAX. I SLIP I FAULT
ABBREVIATED IDISTANCEI TYPE I MAG. I RATE I TYPE
FAULT NAME I (km) I (A,B,C) I (Mw) I (mm/yt) I (SS,DS,BT)
PISGAH-BULLION MTN. -MESQUITE LK
I
162.0
I I
J B
I
7.1 0.60
I
I SS
SAN GABRIEL I 162.5 B 7.0 1.00 SS
ANACAPA-DUME I 163.7 B 7.3 3.00 DS
CALICO - HIDALGO 165.5 B, 7.1 I 0.60 SS
SANTA SUSANA 175.5 J B 6.6 5.00 DS
HOLSER I 184.4 B 6.5 0.40 DS
SIMI-SANTA ROSA 192.5 B 6.7 I 1.00 DS
OAK RIDGE (Onshore) 193.1 B 6.9 I 4.00 I DS
GRAVEL HILLS - HARPER LAKE I 196.5 B 6.9 I 0.60 SS
SAN CAYETANO 201.4 B 6.8 I 6.00 I DS
BLACKWATER I 212.0 B 6.9 0.60 I Ss
VENTURA - PITAS POINT I 220.9 B 6.8 1.00 DS
SANTA YNEZ (East) 221.1 B 7.0 2.00 I SS
SANTA CRUZ ISLAND 230.4 J B 6.8 I 1.00 I DS
M.RIDGE-ARROYO PARIDA-SANTA ANA I 231.5 B 6.7 0.40 DS
RED MOUNTAIN 235.1 B 6.8 I 2.00 I DS
GARLOCK (West) 236.2 A 7.1 6.00 I SS
PLEITO THRUST J 242.4 B 6.8 I 2.00 DS
BIG PINE J 248.4 B 6.7 0.80 SS
GARLOCK (East) 249.9 A 7.3 7.00 SS
WHITE WOLF 262.3 B 7.2 I 2.00 DS
SANTA ROSA ISLAND 265.3 B 6.9 I 1.00 I DS
SANTAYNEZ (West) I 267.1 B 6.9 2.00 SS
So. SIERRA NEVADA I 274.1 B 7.1 0.10 I DS
OWL LAKE 277.8 B 6.5 I 2.00 I SS
PANAMINT VALLEY 278.1 B 7.2 2.50 I SS
LITTLE LAKE 278.2 B 6.7 0.70 I SS
TANK CANYON 279.4 B 6.5 I 1.00 DS
DEATH VALLEY (South) - 286.2 1 B 1 .6.9.1 4.00 1 SS
LOS ALAMOS-W. BASELINE I 309.6 B 6.8 I 0.70 DS
LIONS HEAD 327.0 B 6.6 I 0.02 I DS
DEATH VALLEY (Graben) 328.1 B 6.9 I 4.00 DS
SAN LUIS RANGE (S. Margin) I 336.5 B 7.0 I 0.20 DS
SAN JUAN 336.8 B 7.0 1.00 I ss
CASMALIA (Orcutt Frontal Fault) 345.0 I B 6.5 I 0.25 I DS
OWENS VALLEY 347.0 B 7.6 1.50 SS
LOS OSOS . 366.5 B I 6.8 I 0.50 I DS
HUNTER MTN. - SALINE VALLEY I 372.6 I B 7.0 2.50 SS
HOSGRI I 372.8 B 7.3 I 2.50 SS
DEATH VALLEY (Northern) 381.7 A 7.2 5.00 I SS
INDEPENDENCE I 382.8 B 6.9 I 0.20 I DS
RINCONADA 387.2 B 7.3 1.00 I SS
BIRCH CREEK I 439•3 B 6.5 I 0.70 I DS
SAN ANDREAS (Creeping) I 443.0 I B 5.0 I 34.00 I SS
WHITE MOUNTAINS . I 443.7 B 7.1 1.00 I SS
DEEP SPRINGS . I 462.0 B 6.6 0.80 I DS
I
I
I
n
H
I
111
SUMMARY OF FAULT PARAMETERS
Page 3
-------------------------------------------------------------------------------
APPROX. SOURCE I MAX. I SLIP I FAULT
ABBREVIATED IDISTANCEl TYPE I MAG. I RATE I TYPE
FAULT NAME I (km) I (A,B,C) I (Mw) I (rnm/yr) I (SS,DS,BT)
I
[1
I
Li
I
DEATH VALLEY (N. of Cucamongo)
ROUND VALLEY (E. of S.N.Mtns.)
FISH SLOUGH
HILTON CREEK
HARTLEY SPRINGS
ORTIGALITA
CALAVERAS (So.of Calaveras Res)
MONTEREY BAY - TULARCITOS
PALO COLORADO - SUR
QUIEN SABE
MONO LAKE
ZAYANTE -VERGELES
SARGENT
SAN ANDREAS (1906)
ROBINSON CREEK
SAN GREGORIO
GREENVILLE
HAYWARD (SE Extension)
MONTE VISTA - SHANNON
ANTELOPE VALLEY
HAYWARD (Total Length)
CALAVERAS (No.of Calaveras Res)
GENOA
CONCORD - GREEN VALLEY
RODGERS CREEK
WEST NAPA
POINT REYES
HUNTING CREEK - BERRYESSA
MAACAMA (South)
COLLAYOMI
BARTLETT SPRINGS
MAACAMA (Central)
MAACAMA (North)
ROUND VALLEY (N. S.F.Bay)
BATTLE CREEK
LAKE MOUNTAIN
GARBERVILLE -BR ICELAND
MENDOCINO FAULT ZONE
LITTLE SALMON (Onshore)
MAD RIVER
CASCADIA SUBDUCTION ZONE
McKINLEYVILLE
TRINIDAD
FICKLE HILL
TABLE BLUFF
LITTLE SALMON (Offshore)
466.7
I =======
A
I ====== I
7.0
========= I
5.00 I SS
474.5 B 6.8 1.00 DS
482.1 B 6.6 0.20 DS
500.7 B 6.7 2.50 I DS
525.1 B 6.6 0.50 DS
527.1 B 6.9 1.00 I ss
532.9 B 6.2 15.00 SS
535.8 B 7.1 0.50 DS
537.0 B 7.0 3.00 SS
546.0 B 6.5 I 1.00 I SS
561.1 B 6.6 I 2.50 DS
564.7 B . 6.8 I 0.10 I ss
569.9 B 6.8 3.00 I SS
569.9 A 7.9 24.00 SS
592.4 B 6.5 0.50 I DS
611.2 A 7.3 5.00 SS
619.4 B 6.9 I 2.00 I SS
620.0 B 6.5 I 3.00 I SS
620.1 B 6.5 I 0.40 I DS
632.81 B 1 6.7 I 0.80 I DS
639.7 1 A 7.1 9.00 I ss
639.7 B 6.8 6.00 I SS
658.3 B 6.9 1.00 I DS
687.3 B 6.9 I 6.00 I SS
726.2 A J 7.0 9.00 I SS
727.0 B 6.5 I 1.00 SS
745.3 B 6.8 0.30 DS
749.3 B 6.9 I 6.00 SS
788.9 I B 6.9 I 9.00 I ss
805.7 B 6.5 I 0.60 I SS
809.1 A 7.1 6.00 SS
830.5 A 7.1 9.00 SS
890.0 A 7.1 I 9.00 I ss
896.0 B 6.8 I 6.00 SS
918.7 B 6.5 I 0.50 I DS
954•4. I B . 6.7 I 6.00 SS
971.6 B 6.9 I 9.00 I SS
1028.0 A 7.4 35.00 I DS
1034.5 A 7.0 5.00 I DS
1037.2 B 7.1 0.70 I DS
1041.8 A 8.3 I 35.00 I DS
1047.6 B 7.0 0.60 I DS
1049.1 B 7.3 2.50 DS
1049.6 B 6.9 I 0.60 I DS
1055.1 B 7.0 I 0.60 I DS
1068.4 I B I 7.1 I 1.00 I DS
I
---------------------------
SUMMARY OF FAULT PARAMETERS
---------------------------
Page 4
APPROX. SOURCE I MAX. I SLIP I FAULT
ABBREVIATED IDISTANCEI TYPE I RAG. I RATE I TYPE I FAULT NAME I (km) I (A,B,C) I (Mw) I (mm/yr) I (SS,DS,BT)
I ======== I ======= I
BIG LAGOON - BALD MTN.FLT.ZONE 1086.0 B
====== I
7.3
=========
0.50
I
J DS
I .
rT
H
1
I
I