HomeMy WebLinkAboutTract Map 33421 Parcel 5-13 Geotechical Investigation
'T .H.E. Soils Co., Inc.
. Phone: (951) 894-2121 FAX: (951) 894-2122
i41548 Eastman Drive, Unit G. Murrieta, CA 92562
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E-mail: thesoilsco@aol.com
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October 24, 2004
Mr. Gary Hamro
The Pres Companies
120 I Dove Street, Suite 100
Newport Beach, California 92660
SUBJECT: LIMITED GEOTECHNICAL INVESTIGATION
Update to Preliminary Geotechnical Investigation
Proposed 14 Building, 200,000:!: Square Foot COImnercial Development
East and West Sides of Via Industria
City ofTemecula, Riverside County, California
Work Order No. 784401.00
Dear Mr. Hamro:
INTRODUCTION
This report presents the results of our site inspection and geotechnical review of the above-
mentioned parcels. The geographical relationships of the site and surrounding area are shown on our
Site Location Map, Figure 1. These pads were reported as having been rough graded with cut-to-fill
transitions through them. There were no obvious signs of compromise observed on L1J.e pad surfaces
during this assessment, with the exception of minor eroded areas.
Plans relevant to the subject property were reviewed to confmn the field observations and are
included as Appendix A of this report.
FIELD INVESTIGATION
Field Investieation
Subsurface exploration, field reconnaissance, and mapping of the site were conducted on September
9, 2004. Five exploratory trenches were advanced utilizing a Case No. 580 Super !Vi. extenda-
backhoe equipped with a 24-inch bucket. Exploratory trench T-3 was advanced to the maximum
depth explored of 15.0-ft below the ground surface (bgs).
Information collected during our field mapping and the approximate location of the exploratory
trenches are depicted on our Geotechnical Map, Plate 1. Our field geologist. prepared field logs,
performed in-place density tests and obtained bulk soil samples for laboratory'testing and supervised
excavation of the trenches. Copies of our exploratory trench logs are presented in Appendix B.
T.H.E. Soils Co., Inc.
W.O. #784401.00
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Mr. Gary Hamro
The Pres Companies
October 24, 2004
Page 2
Laboratory Testinl! Prol!fam
Representative bulk and in-place soil samples of the on-site soils encountered during our site
investigation were obtained for laboratory testing. Laboratory testing to determine the engineering
parameters of representative soils included maximum density/optimum moisture, sieve analysis,
soluble sulfate content, corrosivity suite and expansion index.
Laboratory testing was conducted in accordance with ASTM, Caltrans, and Uniform Building Code
(UBC) test specifications, where applicable. The results of our laboratory tests are presented in
Appendix C of this report. E. S. Babcock & Sons, Inc. of Riverside, California performed soluble
sulfate and corrosivity suite testing.
SEISMICITY
Rel!ional Seismicity
The site is located in a region of generally high seismicity, as is all of southern California. During its
design life, the site is expected to experience strong ground motions from earthquakes on regional
and/or local causative faults. The subject parcel is not located within a State of California Alquist
Priolo Fault Rupture Hazard Fault Zone (Hart, 2000) and no active faults are known to traverse the
site (Kennedy, 1977). The closest known active fault is the Elsinore Fault Zone (Glen Ivy) located
within 2.0-kilometers to the southwest (lCBO, 1998) of the subject site. No fault traces or photo-
lineaments have been mapped on the subject site (Kennedy, 1977).
2001 California Building Code (CBC) Factors specific to the subject site are as follows:
The site is located within 2.0-kilometers from the Elsinore fault (Glen Ivy) zone (ICBO,
.1998).
The Elsinore fault (Glen Ivy) is reported as a Type B fault (lCBO, 1998; and 2001 CBC
Table 16-U) in the vicinity of the subject site.
The site is within Seismic Zone 4 (2001 CBC Figure 16-2, Table 16-1).
The soil profile for the site is SD (200 I CBC Table 16-1).
The near source acceleration (N.I) and velocity (N}) with respect to the subject site are 1.3
and 1.6, respectively (200 I CBC Tables 16-S and 16- T).
The site seismic coefficients of acceleration (C.) and velocity (Cv) are O.44N. and O.64Nv,
respectively (2001 CBC Tables 16-Q and 16-R).
T.H.E. Soils Co., Inc.
w.O. #784401.00
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The Pres Companies
October 24, 2004
Page 3
Based on the above values, the coefficient of acceleration (Ca) is 0.57 and a coefficient of
velocity (Cv) is 1.02 for the subject site.
The Wildomar Fault of the Elsinore Fault zone (Glen Ivy Segment) is characterized as a right lateral
strike slip fault with a total length of approximately 38 kilometers (CDMG, 1996). The State of
California has assigned the Elsinore Fault (Glen Ivy Segment) a slip rate of 5 mm/yr. (+/- 2 mm/yr.)
with a recurrence interval of 340 years (CDMG, 1996). This fault segment has been assigned a
maximum moment magnitude of 6.8.
SECONDARY SEISMIC HAZARDS
Lianefaction
Soil liquefaction is the loss of soil strength due to increased pore water pressures callsed by a
significant ground shaking (seismic) event. Liquefaction typically consists of the re-arrangement of
the soil particles into a denser condition resulting, in this case, in localized areas of settlement, sand
boils, and flow failures. Areas underlain by loose to medium dense cohesionless soils, where
groundwater is within 30 to 40 feet of the surface, are particularly susceptible when subject to
, ground accelerations such as those due to earthquake motion. The liquefaction potential is generally
considered greatest in saturated loose, poorly graded fine sands with a mean grain size (D50) in the
range of 0.075 to 0.2mm. Typically, liquefaction has a relatively low potential at depths greater than
45-ft and is virtually unknown below a depth of60-ft.
Procedures outlined in two publications, I) The Guidelines for Evaluation and Mitigation of Seismic
Hazards in California, Special Publication 117: Department of Conservation, Division of Mines and
Geology (1997); and 2) Recommendations for Implementation of DMG Special Publication 117:
Guidelines of Analyzing and Mitigation, Liquefaction Hazards in California: Southern California
Earthquake Center University of Southern California (1997), provi.de for a "screening study" in lieu
of a complete liquefaction analysis. It is our opinion that, due to the depth to groundwater of + 1 aD-ft
(Rancho Water District, 1984)), as well as the medium dense to dense engineered fill and/or the
dense to very dense sedimentary bedrock underlying the subject site at depth, liquefaction and other
shallow groundwater related hazards are not anticipated, and further analysis appears to be
unwarranted at this time. Based on the above information, the liquefaction potential is anticipated to
be negligible.
Secondary Hazards
Due to the absence of known faulting on the subject site, the distance from large bodies of water,
the potential for secondary seismic hazards, including ground rupture, seiches, and seismically
induced soil settlement, are considered unlikely.
T.H.E. Soils Co., Inc.
w.O. #784401.00
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SlnIet Name.
City Boundary
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FIGURE 2
9/29/04
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Mr. Gary Hamro
The Pres Companies
October 24, 2004
Page 4
. The subject site is located in an area of moderate to steep terrain, is free of large loose rock, and
the potential for rockfall is anticipated to be moderate.
RECOMMENDATIONS
General
Based on the results of our investigation, the proposed development is feasible from a geotechnical
standpoint, provided the recommendations and information contained in this report are implemented
during planning, design and construction.
Erosion Damal!e
The subject site has incurred minimal erosion damage since the completion or rough grading
operations. Minor erosion rills were observed within the existing cut and fill slopes. These areas
should be moisture conditioned to near optimum moisture and recompacted to 90 percent of the
maximum density as determined by ASTM 1557.
Cut-to-Fill Transition
Due to the existing cut-to-fill transitions located through the subject site, the proposed building pads
should be overexcavated a minimum of 3-ft below finish grade elevation or 2 feet below the bottom
of the footings, whichever is deeper. The overexcavation should extend a minimum of 5- ft outside
the building footprint or distances equal to the overexcavation depth, whichever is greater. The
overexcavation should expose medium dense, competent bedrock or compacted fill soils that are free
of voids and roots with a minimum of 90 percent of the maximum dry density as determined by
ASTM D-1557. The soils engineer and/or geologist should veritY the depth of removals in the field.
.In areas that do not yield competent material and/or areas containing large trees with deep root
systems, basements, and/or septic systems, deeper removals may be necessary.
Site Preparation
Prior to placement of fill materials, the exposed earth materials should be scarified a minimum of
12-inches bgs, moisture conditioned to near optimum moisture content, and recompacted to a
minimum of90-percent of the maximum dry density as determined by ASTM D-1557.
Fill Placement
Onsite earth materials are expected to be suitable for use as structural fill provided they are free of
organics and are non-expansive. A qualified soil engineer should test import materials to determine
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their feasibility for use as structural fill. Fill imported from off-site areas should have low to very
low expansion potential. The project geotechnical consultant should approve imported soils. At
least two working days notice should be allowed for approval. If laboratory testing is necessary to
obtain approval of the import source, an additional I to 2 days should be allowed.
Approved fill material should be placed in 6 to 8-inch lifts, brought to at least optimum moisture
content, and compacted to a minimum 90 percent of the maximum laboratory dry density, as
determined by the ASTM D 1557 test method. No rocks, chunks of asphalt or concrete larger than 6
inches in diameter should be used as fill material. Rocks larger than 6 inches should either be hauled'
off-site or crushed before being used as fill material.
EXDansion Index Testinl!
An expansion index test was performed on representative onsite soil sample collected during our
investigation. The results, which are listed in Appendix C, indicate that the expansion index for the
onsite soils varied from 7 to 9, which is equivalent to very low expansion potential, respectively
(Table 18-I-B - 2001 CBC). Additional testing for expansion should be conducted within the
building pads at the completion of overexcavation and recompaction, and fInal recommendations
should be made at that time. Expansion testing should also be performed on irnported 'soil s prior to
their approval as structural fill material.
Sulfate Content
Based on our sulfate content testing, it is anticipated that, from a corrosivity standpoint, Type II
Portland Cement can be used for construction. Laboratory analysis, which is listed in Appendix C,
Table ill indicate a test result of 49 and 150ppm (parts-per-million) of water soluble sulfates, which
equates to a negligible sulfate attack hazard (2001 CBC, Table 19-A-4). Sulfate content testing
should be conducted within the building pad at the completion of grading and on imported i:oils prior
to their approval as structural fill material.
Foundation Systems
For one-story and two-story structures, all foundation elements should be placed a minimum of 18
inches and 24 inches respectively below lowest adjacent grade into engineered fill material. An
allowable safe soil bearing capacity of 1600 psf can be considered for continuous spread. footings
with a minimum width of 15-inches and a minimum depth of 18-inches below the lowes1 adjacent
grade. The allowable bearing capacity may be increased by 10% for each 1- ft of depth or 0.5 feet of
width, up to a maximum of 2900 psf. Isolated square footings should be designed by the structural
engineer in accordance with the anticipated loads and the soil parameters given. A friction
coefficient of 0.30 can be considered for concrete poured neatly against compacted fill soils. A
minimum reinforcement of 1-#4 bar top and bottom should be utilized.
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These values are for dead plus live loads and may be increased by 1/3 for combinations of short term
vertical and horizontal forces. Total differential settlements, under static loads of footings supported
on properly compacted fill or competent native material and sized for the allowable bearing capacity,
are not expected to exceed 1/4 to 1/2 inch. These settlements should occur primarily during
construction.
Lateral Earth Pressures
The following parameters should be considered for lateral loads against permanent structures
founded on fill materials compacted to 90% of the maximum dry density. These values represent
backfill compacted to 90% of the maximum dry density that are free draining against permanent
structures. Soil engineering parameters for imported soil may vary:
Equivalent Fluid Pressure for Level Backfill
Active
Passive
Co-efficient of friction (concrete on soil):
35 pcf
320 pcf
0.30
If passive earth pressure and friction are combined to provide required resistance to lateral forces,
the value of the passive pressure should be reduced to two thinl1; of the above recommendations.
These values may be increased by one third when considering short term loads such as wind or
seismic forces.
Tentative Structural Section
We recommend the following tentative structural section for the on-site drive and parking areas. The
tentative design of the pavement sections are based on an assumed R-value of 40 and Traffic Index
(TI) of 5.0 for parking and light duty drives and 8.0 for heavy duty dJives. R-value testing should be
conducted at the completion of rough grading to verify soils exposed at subgrade, and a final
structural section design should be recommended at that time.
The recommended tentative pavement section is:
AREA
Parking & Light Duty Drives
Heavy Duty Drives
TI
5.0
8.0
PAVEMENT SECTION
0.25' (3") AC over 0.35' (4.2") ABU
0.38' (4.6") AC over 0.70' (8.4") ABU
It is recommended that the subgrade materials be compacted to a depth of I foot below subgrade
elevation and that both the subgrade rnaterials and the ABU be compacted to 95% relative to the
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Page 7
maximum density of the respective materials, as determined by ASTM 1557 laboratory tests.
Laboratory test results are presented in Appendix C. R-Value testing should be conducted on
imported soils prior to their approval as structural fill material. Similar testing should be conducted
at the completion of rough grading to verify that soils exposed at sub grade are consistent with the
findings of this report. A final structural section design should be recomrnended at that time.
Gradinl!lFoundation Plan Review
A grading/foundation plan review should be conducted prior to the commencement of construction
to verify the recommendations of this report have been incorporated into the design. Specific
recommendations for site grading should be provided at that time based on actual proposed grading
and site layout. Additional subsurface exploration or fieldwork may be necessary to evaluate
specific areas of the site.
Construction Monitorinl!
Observation and testing during grading, prior to placement of concrete, is essential to verifY
compliance with our recommendations and to confmu that the conditions encountered are consistent
with the fmdings of this investigation. The observations made are believed representative of the
building pad; however, soil and bedrock conditions can vary significantly. As in most projects,
conditions revealed by excavation may be at variance with preliminary findings. If these conditions
occur, the possible variations must be evaluated and designs adjusted, as required or alternate
designs recommended.
LIMITATIONS
Our investigation was performed using the degree of care and skill ordinarily exercised, under
similar circumstances, by reputable Engineers and Geologists practicing in this or similar localities.
No other warranty, expressed or implied, is made as to the conclusions and professional advice
included in this report.
This report is issued with the understanding that it is the responsibility of the owner, or his
representative, to ensure that the information and recommendations contained herein are brought to
the attention of the architect and engineer for the project and incorporated into the plans, and the
necessary steps are taken to see that the contractor and subcontractors carry out such
recommendations in the field.
This fmu does not practice or consult in the field of safety engineering. We do not direct the
contractor's operations, and we cannot be responsible for other than our own personnel on the site;
therefore, the safety of others is the responsibility of the contractor. The contractor should notifY the
owner if he considers any of the recommended actions presented herein to be unsafe. This firm did
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not provide any surveying services at the subject site and does not represent that the building
locations, contours, elevations, or slopes are accurately depicted on the plans.
The fmdings of this report are valid as of the present date. However, changes in the conditions of a
property can occur with the passage of time, whether they be due to natural processes or the works
of man on this or adjacent properties. In addition, changes in applicable or appropriate standards
may occur, whether they result from legislation or the broadening ofYJlowledge.
Accordingly, the findings of this report may be invalidated wholly or partially by changes outside
our control. Therefore, this report is subject to review and revision as changed conditions are
identified.
This opportunity to be of service is sincerely appreciated. If you have any questions, please contact
our office.
Very truly yours,
ToHoEo Soils Company, Inc.
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General Manager
John T. eiuhart, RCE 23464
Registration Expires 12/31/0S
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JRH/JTR/JPF:jek
Enclosures: Figure I - Site Location Map
Figure 2 - Fault Map
Appendix A - References
Appendix B - Exploratory Trench Logs
Appendix C - Laboratory Test Results
Appendix D - Standard Grading and Earthwork Specifications
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APPENDIX A
References
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REFERENCES
California Division of Mines & Geology, 1997, "Guidelines for Evaluating and Mitigating Seismic
Hazards in California", Special Publication 117.
California Division of Mines & Geology, 1996, "Probabilistic Seismic Hazard Assessment for the
State of California", DMG Open File Report 96-08, USGS Open File Report 96-706.
California Division of Mines & Geology, 1990, "State of California Special Studies Zones,
Murrieta, CA Quadrangle, Revised Official Map", Effective January I, 1990, Scale I" = 2,000'.
Coduto, Don, P., 1994, "Foundation Design Principles and Practice", Prentice Hall, pages 637-655.
Department of Water Resources, August 1971, "Water Wells and Springs in the Western Part of the
Upper Santa Margarita River Watershed, Riverside and San Diego Counties, California", Bulletin
No. 91-20.
EnGen, Corporation, 2002, "Supplemental Geotechnical EngineeIing Study, KTM West Coast
Headquarters, Parcels 10 through 13 of Parcel Map 18743, Via Industria, City ofTemecula, County
of Riverside, California", dated, December 18,2002, Project Number: T1330-sgs.
Hart, E.W., 2000, "Fault-Rupture Hazard Zones in California", California Division of Mines and
Geology Special Publication 42, CD-003 (CD-ROM Version).
International Conference of Building Officials, 2001, "California Building Code".
International Conference of Building Officials (lCBO), February 1998, "Maps of Known Active
Fault Near-Source Zones in Califomia and Adjacent Portions of Nevada to be Used with 1997
Uniform Building Code" prepared by California Department of Conservation Division of Mines and
Geology.
International Conference of Building Officials, 1997, "Uniform Building Code".
Jennings, Charles W., 1994, "Fault Activity Map of California and Adjacent Areas with Locations
and Ages of Recent Volcanic Eruptions", California Division of Mines and Geology, Geologic Data
Map No.6, scale 1:750,000.
Kennedy, Michael P., 1977, "Recency and Character of Faulting Along the Elsinore Fault Zone in
Southern Riverside County, California", California Division of Mines and Geology, Special Report
131.
Mann, John F. Jr., October 1955, "Geology of a Portion of the Elsinore Fault Zone, California",
California Division of Mines, Special Report 43.
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REFERENCES (Continued)
Petersen, M., Beeby, D., Bryant, W., Cao, C., Cramer, C., Davis,.I., Reichle, M., Saucedo, G., Tan,
S., Taylor, G., Toppozada, T., Treiman, J., and Wills, c., 1999, Seismic Shaking Hazard Maps of
California", California Division of Mines and Geology Map Sheet 48, varied scales.
Ploessel, M.R., Slosson, J.E., September, 1974, Repeatable High Ground Accelerations from
Earthquakes, California Geology.
Proceedings of the 7th International Conference on Expansive Soils, Volume I, "Foundations on
Hydro-collapsible Soils, Pages 256-261.
Rancho California Water District, March 1984, "Water Resources Master Plan".
Schaefer Dixon Associates, Inc., 1992, "Geotechnical Mass Grading Report No.2, Parcel Map No.
21383 (Core I, Phase II), Temecula, California", dated January 7, 1992, Project No. A T40SB.
Schaefer Dixon Associates, Inc., 1991, "Geotechnical Mass Grading Report No. I, Parcel Map No.
21383 (Core I, Phase I), Temecula, Califomia", dated August I, 1991, Project No. J.N. AT405B.
Schaefer Dixon Associates, Inc., 1990, "Alluvial Removal Recommendations, Core I Business Park
Project, West of Winchester and Diaz Roads, Rancho California, Califomia", dated November 7,
1990, Project No. AT405B.
Schaefer Dixon Associates, Inc., 1990, "Geotechnical Review of Grading Plans, Core I (Assessment
District No. 155), Parcel Map 21383, Temecula, California", dated February 15, 1990, Project No.
A0405A.
Schaefer Dixon Associates, Inc., 1989, "Report on Geotechnical Investigation, Assessment District
No. 155, Parcel Map 24085, 24086, 21029,12382 and 21383, Rancho California, Riverside County,
California", dated June 7, 1989, Project No. 9R4332C.
Schnabel, P.B., and Seed, H.B., 1973, "Accelerations in Rock for Earthquakes in the Western United
States", Bull. of the Seismol. Soc. of Am., Vol. 63, No.2, pp 501-516. '
Seed, H.B., Idriss, LM., 1982, Ground Motion and Soil Liquefaction During Earthquakes,
Earthquake Engineering Research Institute.
T.H.E. Soils Company, Inc., 2003, "Rough Grading Report, Testing Services During Rough
Grading, KTM Sportmotorcycles, Parcel 10-13 of PM 28473, Temecula, Riverside County,
Califomia", dated April 15, 2003, Work Order No. 415301.22.
Toppozada, T., Branum, D., Petersen, M., Hallstrom, c., Cramer, C. and Reichle, M., 2000,
"Epicenters of and Areas Damaged by M;:: 5 California Earthquakes, 1800-1999" California
Division of Mines Geology Map Sheet 49, varied scales.
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REFERENCES (Continued)
U.S.G.S., 1953 (photorevised 1979) "Murrieta, CA., 7.5 Minute Series Topographic Quadrangle
Map", Scale I" = 2,000'.
Weber, F.H., Jr., 1977, Seismic Hazards Related to Geologic Factors, Elsinore and Chino Fault
Zones, Northwestern Riverside County, California, DMG Open File Report, 77-4 L.A., 96 pages.
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APPENDIX B
Exploratory Trench Logs
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APPENDIX C
Laboratory Test Results
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LABORATORY TESTING
A. Classification
Soils were visually classified according to the Unified Soil Classification System.
Classification was supplemented by index tests, such as particle size analysis and
moisture content.
B. Expansion Index
An expansion index test was performed on a representative sample of the onsite soils
remolded and tested under a surcharge of 144 Ib/ft2, in accordance with Uniform
Building Code Standard No. 29-2. The test results are presented on Figure C-l, Table I.
C. Maximum DensitY/Optimum Moisture Content
Maximum density/optimum moisture content relationships were determined for typical
samples of the on-site soils. The laboratory standard used was ASTM 1557-Method A.
The test results are summarized on Figure C-l, Table XI, and presented graphically on
Figures C-2 and C-3.
D. Particle Size Determination
Particle size determination, consisting of mechanical analyses (sieve), were performed on
representative samples of the on-site soils in accordance with ASTM D 422.63. Test
results are shown on Figures C-4 through C-7.
E. Direct Shear
A direct shear strength test was performed on a representative sample of the on-site
undisturbed soils. To simulate possible adverse field. conditions, the samples were
saturated prior to shearing. A saturating device was used which permitted the samples to
absorb moisture while preventing volume change. Test results are graphically displayed
on Figures C-8 & C-9.
F. Sand Equivalent
A sand equivalent test was performed on a representative sample of the subsurface soils
to supplement visual classifications and mechanical analysis. The laboratory standard
used was ASTM D 2419-74. The test results are presented on Figure C-l, Table III.
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LABORATORY TESTING (Continued)
G. Sulfate Content Testinl!
A soluble sulfate content test was performed on a representative sample of the onsite
soils. The laboratory standard used was California 417 A. The test results are presented
on Figure C-l, Table IV and Figure C-I0 & C-ll.
H.. Corrosivitv Suite
A corrosivity suite was performed on a representative sample of the onsite soils. The
laboratory. standard used was ASTM D 4318. The test re:;ults are presented on F'igure C-
1, Table IV and Figure C-I0 & C-ll.
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TABLE I ~
EXPANSION INDEX
TEST LOCATION EXPANSION INDEX EXPANSION POTENTIAL I
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T-I@0-5' 9 Very Low
T-3 @ 0-12' 7 Very Low
TABLE II ~
MAXIMUM DENSITY/OPTIMUM MOISTURE RELATIONSHIP
ASTM D 1557
I I MAXIMUM DRY DENSITY [ OPTIMUM MOISTURE
TEST LOCATION (pcf) (%)
T-I @ 0-5' 126.4 10.8
T-3 @ 0-12' 120.5 13.8
I TABLE III
SAND EQillV ALENT
, TEST LOCATION SE
T-I @0-5' 24
T-3 @0-12' 18
I TABLE IV
SULFATE CONTENT
TEST LOCATION SULFATE CONTENT
T-I @0-5' 49 ppm
T-3 @0-12' 150 ppm
Figure C-I
T.H.E. Soils Co., Inc.
W.O. #784401.00
2,.5
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CORROSIVITY SUITE
SATURATED CJ REDOX G:
TEST LOCATION RESISTIVITY H POTENTIAL SULFIDE
T-l lalO-Sft 620 I 4.9 I[ 270 I NEGATIVE
T-3 lal O-I2ft 760 II 4.2 330 NEGATIVE
Figure C-l (Continued)
T.H.E. Soils Co., Inc.
W.o. #784401.00
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115
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1121
11
12
13
14
15
Water content, %
Test specification: ASTM D 1557-91 Method A. Modified
Oversize correction applied to final results
Elev/
Depth
121-5
Classification
Nat.
Mo I st.
% > % <
No . 4 No .2121121
USCS
AASHTO
Sp.G.
LL
PI
SM
11.5 %
2.9121
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dr~ densit~ . 126.4 pcf
Optimum moisture = 1121.8 %
ROCKY SILTY SAND
Remarks:
Project No.: 78441211.121121
Project: PRESS COMPANY
Location: T-l
Date: 1121-11-21211214
MAXIMUM DENSITY/OPTIMUM MOISTURE
C--2
Fig. No.
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Test specification: ASTM D 1557-91 Method A, Modified
Oversize correction applied to final results
Elev/
Depth
0-12
Classification
Nat.
Moist.
PI
% >
No.4
Sp.G.
LL
USCS
AASHTO
8M
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TEST RESULTS
ZAV for
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17
% <
No. 2130
MATERIAL DESCRIPTION
Maximum dr~ densit~ . 120.5 pcf
Optimum moisture = 13.8 %
DARK BROWN
SANDY SILT
Remarks:
Project No.: 7844131.130
Project: PRES COMPANY
Location: T-3 @ 0-12
Date: 10-11-213134
MAXIMUM DENSITY/OPTIMUM MOISTURE
Fig. No.
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GRAIN SIZE - mm
% COBBLES '0 GRAVEL % SAND =1 % SILT :::J % ClAY I
0.0 3.0 34.6 62.4
SIEVE PERCENT SPEC.' PASS? Soli DescrlDtlon
SIZE FINER PERCENT (XaNO)
3/4 in. 100.0 ,
1/2 In. 99.1
3/8 in. 98.7
#4 97.0 Atterbera LImits
#10 91.0 PL= LL= PI=
#30 75.3
#50 67.4 Coefficients
#100 63.9
#200 62.4 085= 1.21 !lao= 050=
030= 015= 010=
Cu= Cc=
Classification
USCS= AASHTO=
Remarks
(110 specification provided)
Sample No.: T-1 @ 0~2
LocatIon:
Source of Sample:
Date: 10/11/04
Elev./Dopth: 0-2
T.H.E. SOILS CO.
Client PRES COMPANIES
Project:
Pro act No: 78440 1.00
Plate C-.
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SIEVE PERCENT SPEC.' PASS?
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Coefficients
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Classification
USCS= AASHTO=
Remarks
(no specification provided)
Sample No.: T-2@0-3
Loc:atIon:
Source of Sample:
Date: 10/11/04
ElevJDepth: 0-3
T .H.E. SOILS CO.
Client PRES COMPANIES
Project:
Pro ect No: 78440 1.00
Plate C~5
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% SILT =:J
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% CLAY I
% GRAVEL
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SIEVE
SIZE
3/4 in.
1/2 in.
3/8 in.
#4
#10
#30
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PERCENT
FINER
100.0
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87.1
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, 69.4
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SPEC.'
PERCENT
Soli Desc:r1Dtlon
PASS?
(X-NO)
PL"
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LL" PI"
CoefficIents
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015" D10"
Cc"
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AASHTO"
085" 3 .80
030"
Cu"
uses"
Remarlls
(no specificatioo provided)
Sample No.: T.3 @ 0-12
Location:
Source of Sample:
Date: 10/11I04
ElevJOepth: 0-12
T.H.E. SOILS CO.
Client PRES COMPANffiS
Project:
Pro act No: 784401.00
C.-6
Plate "f
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80
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30
20
10
1
1
GRAIN SIZE - mm
% SAND
19.3
0,1
0.01 0.001
% COBBLES
0.0
% GRAVEL
9.0
=:J
% SILT ~ %CLAY I
71.7 .
SIEVE
SIZE
3/4 in.
1/2 in.
3/8 in.
#4
#10
#30
#50
#100
#200
SPEC.'
PERCENT
Soli DescrlDtlon
PASS?
(XaNO)
PERCENT
FINER
100.0
97.S
95.6
91.0
84.2
76.1
73.3
71.9
71.7
Atterbero Limits
PL= LL= PI=
Coefficients
085= 2.21 Oeo= D5O=
030= 015= D10=
Cu= CcO:
uses= claS8m~olJ
SHTO=
Remarks
<no specification provided)
Sample No.: T-5 @0-15
Location:
Source of Sample:
Date: 10111/04
ElevJDepth: 0-15
T .H.E. SOILS CO.
Client: PRES COMPANffiS
Project:
Pro act No: 784401.00
Plate {(;-7
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SENT BY: GEOSOILS, INC.;
7609310915;
OCT-20-04 11:55AM;
PAGE 719
3,000 ....... .,
2.!iOO _._..n. .., - --
2,000 .., -.-'-'-""'- --
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0 500 2,000 2,!iOO 3,000
NQRI,W, PRESSURE. psI
-
sample DepthIEI. Prim.ryIR.oid.... $'-r S-.... T"", ~ MC% C +
.... ,- -..._---,._----- . - .-..--< "__'n
! . 1&U01T - 0.0 Primuy Shear Remolded 113,8 10.8 126 26
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. _T- 0.0 Reskl~1 Shear Remolded 113.8 10.8 133 28
---'..
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3
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_.__.....~-_.
GeoSoils, Inc. DIRECT SHEAR TEST
.....--.
es~ .. 5741 Palmer Way Project: The SoIls Co.
Carlabad, CA 92008
! Telephone: (760) 438-3155 Numbero 2498-A-SC
Fax: (780) 931-0915 Date; 0ct0be.2004 Plate: A-3
C-8
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SENT BY: GEOSOILS, INC.;
7609310915;
OCT-20-f)4 11:~tiAMj
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3,000 "-',-- T --
2.500 c-..,. ""u . . -- . '.
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! . 7I44OIT 0.0 Primary Shear llndlaturbed 110.7 13.8 119 77
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GeoSoiIs, Inc. DIRECT SHEAR TEST
I -- ...
es~ .. 5741 patmerWay Project: The Solla Co.
! to- CartIlIad,.CA 92008 Number: 24l18-A-$C
~ Telephone: (760) 438-3155
F.x: (7eCl) 93Hl915 Date: October 2004 Plate: A-1
C-9
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1lil/22/2004
15;08
E.S. BABCOCK & 5UN~. ~ ~~lL~
1'IU.OJl::J
","0
NElAPI0210tCA E'LAPlllS8
6'000..11 \/olley CDurt RI,oml.. CA 92507-0704
P,O. Bo' 432 RiV1lroGe, CA 92502-0432
PH (95') 1153-3351 FAX (95'1653,'~2
www.babcocklnbs.eom
~ ; -. .
-,,..
Client Name T. H. E. Soils Co.
Contact: ,John P. Frey
Address: 41548 Eastmen Drive. Unit G
Murrlel8. CA 92562
Report Data: 22-Ocl-2004
AnalytiClll Report: Page 6 of 9
Project Name: No Project
Project Number; No PrOject
Wall< Order Number. AW771
Received O~ 100 (Y IN): No
romp:
'C
San'lole DescriDtion
784401.00 Pres companies T -I @ 0-5
LaIlOI1IlOIV Rllf8rence Number
A4J0771-D5
M!IlilI Samoled OatelTime
Soil 10108/04 00:00
Received OslelTlme
10111104 1:12
Anilyte(e) Result RDL Units Method AnelvSls Dalt AnalYst Flag
Saturaled Paste
pH 4.9 0.1 pH Units S-l.10W's. 10118/04 15:23 Imm
Redox plllentisl 270 1.0 mV SM 2580 10118/04 15:24 . Imm
Saturated Extract
Salurllled Re.iolillily 620 5 ohm-cm 5M 25209 10/1810415:28 imm
Sulfide NEe NiA Water Elution 10/1810416:23 Imm
Water Extract
SlIIfete 49 10 ppm Ion CnromaL 10113104 19:07 CTHN-SAG,
N.WEJ(
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E.S. BABCOCK & SONS. . B94212~
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1'tU.OJU
15:08
~~
E.s. IIAICOCK
'. ., .... . SONS. 'NC.
E...,.. ...
NEW 1021 01 CA EUlPI1156
8.00 Quail Wiley Coun Rive'...., CA 825Q700704
P,O, IlOx 432 RiWrsldo, CA 92502-D432
PH (95118$S-33S1 FAX (951165.'3-1662
www.babCock.lab6.com
Client Name: T. H, e, Soils Co.
Cootacl John P. Frey
Address: 41548 Eastman Drive, UM G
Murrleta. CA 92562
Report Date: 22.oct-20Q4
Analytk;aI Report: Page 5 01 9
Project Name No Project
Project Number. No Project
Work Order Number: A4J0771
Received on Ice (Y IN): No
remp:
.C
LBboratorv ReflInlnC8 Number
A4J0711.o4
SamDIe Descnclion
784401.00 Pres CompaniesT-3 @0-12
Matrix
SOil
Sampled Oate/Time
10108104 00:00
Received OatelTlme
10111104 7:12
Anatyte(a) Result RDL Units Method Anl1y8l1 Dale Analyst Flag
$aturallld Pastil
pH 4.2 0.1 pH UnMs S-1.10W,S. 101,llIIl415::!3 imll'l
Redox Potential 330 1.0 mV SM 2580 10/18104 15:24 imm
Saturated Extract
Salurated FiesiSlilIiIy 760 5 ohm-cm SM 25208 ,0/18/04 15:26 imm
SllIfide NEG N1A Weter Elution 10/18104 15:23 imm
Water Extract
Sulfale 150 10 ppm Ion Chroma! 10113104 18:57 CTHN-SAG.
N-WEX
~(\ \" U.O~D.
,~ .(1
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" ~
.. ~
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T.H.E. Soils Co., Inc.
APPENDIX D
Standard Grading and Earthwork Specifications
W.O. #784401.00
,?l
. ~
I~
~
~
~
~
~
,
,
,
,
,
,
~
,
~
~
~
~
STANDARD GRADING AND EARTHWORK SPECIFICATIONS
Th"", specificatioos pr<senl T .H.E. Soils Company. _dard recomJl1a1datioos foc grading and earthworlc,
No deviatioo. from thec;e specifications should be pennitted tmless specifically superseded in the ge<<.edmil:al rq>ort of the project. or by written cooununication siWled by the
Soils Consultant. Evaluations performed by the Soils Consultant during the oourse of grading may re:uh in subsequent recommendations which could supenede these
specifications or the recormnendations of the geotechnical nvort.
1.0 GENERAL
1.1 The Soils Consulumt is the Qwner-'s or Developer's represent.stive 00 the projed For the purpose of these specifications, observations by the Soils
Consultant include observations by the Soils Engineer. Soils Engineer. Engineering Geologi~ and ((hers employed by and respoosible to the Soils
Consultant.
1.2 All clearing. site prq>aration, or earthwork perfomled on the project shall be (ooducted and directed by the C001rador WIder the allowance or
supervision of the SQils Consultant
1.3 The Cootrador should be responsible for the safety of the project. and satisfad.ory ~ld.ion of all grading. During grading, the OJntrador shall
remain accessible.
1.4 Priorto the commencement of grading, the Soils Consuhant shall be employed forthe purpose of providing field. laboratory, and office services for
conformance with the recommendations of the geotedmical report and these specifications. h will be necessary that the Soils Consultant provide
adequate testing and observations so that he may provide an opinion as to dd.ennine that the work was accomplished as specified. h shall be the
respcnsibility of the Contractor to assist. the Soils Consultant and keep him apprir.ed of work. schedules and manges so that be may schedule his
pe:sonne1aocordingly.
1.S h shall be the sole responsibility of the Contractor to provide adequate equipment and methods to ao:::omplish the work in accordance with
applicable grading codes. agEnCY ordinances., these specifications, and the approved grading plans. ~ in the opinion of the Soils Consultant,
unstrtisfactory conditions. such as questionable soil, poor moisture lXlfldition. inadequate compaction. adverse weathf'r, ac.. are resuhing in a quality
ofworlc less than required in th"", specifications, the Soils Consultant will be _""" to rejea the worlc and reoommmd that ooostrudiOll be
.opped until the oooditioos are redified.
1.6 h is the Contractors responsibility to provide safe access to the Soils Consuhanl for testing and/or grading observatioo purposes. This may require
the excavation of test pits andlorthe relocation ofgradingequipmmt.
1.7 A final nvort shall be issued bylbe Soils Consultant attesting to the Conl""'or', cooformana:with these specificali,,,,,,,
Z.O SITE PREPARATION
2,\
All vegttation and deleterious material shall be disposed of off-site. This removal shall be observed by the Soils Consultant and concluded prior to
fill placement..
2,2
Soil, alluviUlIl; or bedrock. materials determined by the Soils Consullant as being unsuitable for placemmt in compllcted fills shall be removed from
the site or used in open areas as dd.cnnined by the Soils Consultant Any tt:l81trial inoorporated as a part of a compacted fill must be approved by
the Soils Consuhant prior to fill plac:emmt.
2.3
AftcI"the ground surfaceto receive fill has been cleared, it shan be scarified, disced and/or bladed by the CootractOI" until it is uniform and free from
ruts, hollaw~ h1lllllllOd<s. oc <XlIer unev'" features whidt may prevent uniform oompadioo.
The scarified ground surface shall then be brought to optimum. moisture, mixed as required, and compaded as specified If the scarified zone is
grcaterthan twelve indus in depth. the eKOeSS mall be removed and placed in lifts 001. to exceed six inches or less.
Prior to placing fill, the grotmd sunareto receive fill shall be observed, tested. and approved by the Soils Ccosultanl
2.4 Any under-ground structures or cavities sum as cesspools, cisterns. mining shafls, tunnels, septic tanks. wells, pipe lines, or others are to be removed
or treated in a mannCl' presaibed by the Soils Coosultant.
2_5 In cul-fill transitioo Ids and where c:ullots are partially in soil, colluvium. or lJDWeuthen:d bedrock m&terials, in ordeI" to provide uniform bearing
conditions, the bedrock portioo of the l<:t eJdmding a minimum of S feet outside of building lines shall be overexcavated a minimwn of 3 fed and
replaced with compacted fill. Greater overexcavatioo could be required as detcnnined by Soils Ccosuhant. TypiCll1 details are lttad1ed.
3.0 COMPACTED FILLS
3.\
Material to be placed as fill Iban be ftec of organic IDlIttCI' and <diCl' deldcrious suOOtaoOC5, and shall be approved by the Soils Consultant. Soils 01
poor wadstion. cxpmsion" or 1lrati1h chuad.cristia: 1Ih.ll be placed in areas desi@'1l8l.ed by Soils Coosuharrt. or mall be mixed with dhCl' soils to
serve as aatisfactory fill mataial, as dircded by the Soils Consuhant.
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Standard Grading and Earthwork Specifications
Page 2
3,2
Rock fragmmts less than six inches in diamder may be utilized in the filL provided:
They are net placed or nested in ooocmtnrted pockets.
There is a sufficient amount of approved soil to surround the: rocks.
The distribution of rocks is supervised by the Soils Cmsuhant.
3,3
Rodes great.erthan twelve inches in diamd.<< man betak.m off-5ite, orplaoed in acoordance with the reomunmdations oCthe Soils Consuhant in
areas desil91ated as suitable for rock disposal. (A typiCllI daail for ~ock Dispost I is aUached.)
3.4
Material that is spongy, subject to decay, or otherwise OJIlsidered unsuitable shall nc( be used in the compacted fill.
3.5
Represartative samples of materials to be utilized as compacted fill shall be analyzed by the laboratory oCthe Soils Consultant to dd.ermine their
physical properties. If any msteriat otherthan that previously ~ is encounte:ed during grading. the appropriate analysis of this material shall be
c::onduded by the Soils Consultant before being approved as fill material.
3.6
Material used in the compacting process shall be evenly spread, wata-ed, processed, and compacted in thin lifts not to exceed six inches in thickness
to obtain a Wliformly dense layer. The fill shall be placed and compacted on a horiz.ontal plane, W11ess otherwise approved by the Soils Consuhant.
3,7
If the moisture oootmt or relative oompaction varies from that required by die Soils Consultant. the Corrtrac1ol shalt rework the fill lUrtil it is
approved by the Soils Coosultmrt.
3,8
Each layer shalt be oompaded to at least 90 percent of the maximum density in compliance with the testing mdhod specified by the controlling
governmental agency or ASTM 1557w70, whichever applies.
If compaction to a 1esserperoentage is authorized by the CCJOtr">)lling govemmeo1.a1 agency because of a specific land use or expansive soil ooodition.,
the area to receive fill compacted to less than 90 perocnt shall either be delineated on the grading plan md/or appropriate reffl'((loe made to the area
in the geotedmical rq>ort. ,
3.9 Ail fiUs shall be keyed and benched through all topsoil, colluvium, al1uvium, or aeep material. into sound bedrock or firm material where the slope
receiving fill exceeds II ratio offive horizontal to one vertical or in acrordance with the rocommendations of the Soils Consultant.
3.10 The keyfor side bill fills sbaU bea minimum width ofl5 fea within bedrod< or firm materials, unless <<II<<wise specified in the geotcdmical "Port.
(Seeddailallached.)
3.11 Subdrainage devices shall be consln1ded in compliance with the ordinances of1he cootrolling govemmentalagency, or with the recommendations of
the Soils Consultant.. (Typical Canyon Subdrain dd.ails are attached.)
3.12 The cmtrador will be required to obtain a minimum relative ClJIq)adion of at le:u;t 90 percent out to the fmish slope face of fill slopes, buttresses,
and stabilizatioo fi1ls.. This may be achieved by either over building the slope and cutting baclc. to the ClJIq)aded oore. or by direct. ~adion of the
slope fa.. with suitable equipma1t, or by any <<II... prooedure. wbich produoes the required oompadim approved by the Soils Coosultant.
3.13 All fill slopes should be planted or proteded from a"OSioo by other methods specified in the Soils rqlort.
3.14 Fill..over..a.l1 slopes shall be properly keyed through topsoil. colluvium or aeep rnuterial into rode or fum materials, and the transition shall be
stripped orall soil priortoplacing fiU. (See attadJ.edddail)
4.0 CUT SWPES
4,1
The Soils Consuhant shall insped a11 cut slopes at vertical intervals exceeding five feet.
4.2
If any conditions ncA. anticipated in the ged.edmical report such as perched water, seepage. lenticular or confined strata of a potentially adverse
nature. unfavorably inclined bedding. joints or fauk planes enoount.acd during grading, these conditioos shall be analyzed by the Soils Consultant.,
and 1~d8tions shan be madeto mitigat.ethese problems. (fypical details for stabiliutioo. ora portion ofa.cut slope are attached.)
4,3
Cut slopes that face in the same direction as the prevailing drainage shall be ploted:ed from slope wash by a non-erodible interceptor swale placed lit
thetop 9fthe slope.
4.4
Unless otherwise specified in the geot.cdtnical rqxxt, no cut slopes maD be excavated higher or steeper than that allowed by the ordinances of
controlling govemmeotal agencies.
4.5
Drainage terraces mall be constructed in compliance with the ordinances of controlling governmental agencies, or with the recommendations ofthf
Soils Coosuhant.
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Standard Grading and Earthwork SpecifiClrtions
Page 3
5.0 TRENCH BACKFILLS
5.1 Trmdt excavation shall be inspededpriorto strudureplae:emmt for~bcttom.
5.2 Trendl excavatioru; for utility pipes shall be backfilled under the supervision of the Soils Consuhmt.
5.3 After the utility pipe has beut laid, the space undtt and arowld the pipe shall be badcfilled with clean sand or approved granular soil to a depth of at
least ooefOlX overthelop of the pipe. The sand badcfdJ shall be wrifonnly jd1ed into place before the controlled ba~ is placed over the sand.
5.4 The m-sit.e maUrials. or l:ther soils approved by the Soils Consultant, man be watered and mixed, as necessary, prior to placcnent in lifts over the
sand backfill.
5.5 The control1ed backfill shall be compaded to at least. 90 percent ofthema>cimum laboratory density, as determined by the ASTM D1557-70 or the
controlling governmental agency.
5.6 Field density tesl.s and insped.ion of the backfill proc.edurcs shan be made by the Soils Coosuhaot during baddilling to see that proper moisture
content and uniform compactLm is being maintained. The contractor shan provide tf9. holes and exploratory pits as required by the Soils Consult.a:nt
to enable sampling and testing.
6.0 GRADING CONTROL
6.1 Inspection of the fdl placement shan be provided by the Soils Consultant during the progress of grading.
6.2 In gaunl., dmsitytcsts mould be made at. intervals not exceeding two fed. offill heiWrt or every 500 OJbic yri offill placed.. This aiteria.will
vary dqxndingon soil conditions and the size of the job. In any everrt., an adequstenumbcr offield deosityte!itS man be made to verifY that the
required oompadion is being adlleved.
6.3 Density tests mould also be made on the native surface material to receive fill, tlS required by the Soils Consulta:aL
6.4 All clean...out, prooessed ground to received fill. key excavations, subdrains, and rode disposals should be inspected and approved by the Soils
Coo.suJtant priOl'" to placing any fill h shall be the Contractor's responsibility to nctify the Soils Consultant wlun such areas will be ready for
impe<1ioo.
7.0 CONSTRUCfION CONSIDERATIONS
7.1 Erosion control measures, when necessary, shall be provided by the Contra(1Of during grading and prior to tIlt: completion and ocosuud.ion of
permanent. drainage controls.
7.2 Upon oomplet.ion of grading and terminatioo. of inspections by the Soils Coo.m1haat,. no. further filling or excavating. including that necessary for
footin~ fO\Uldatioos. large tree weDs. n:tainingwaUs. or other features shall bepetformed without the approval oftbe Soils Consultant.
7.3 Care shan be takm by the Contractor during fmal grading to preserve any bc:nm, drainage terraces. intercqrt.or swales, Of other devices of
permanent nature on or adjacent to the property.
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SIDE HILL
CUT PAD DETAIL
--
NATURAL", ..-"-
GROUND :;.---
..- --..-
..- -
- .....-
/..", ...".....,.,
"
./
UNWEATHERED BEDROCK OR ,
r- MATERIAL. APPROVED BY ~
r THE GEOTECHNICAL CONSULTANT
SUB DRAIN AND KEY WIDTH REQUIREMENTS
DETERMINED BASED ON EXPOSED SUBSURFACE
CONDITIONS AND THICKNESS OF OVERBURDEN
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ROCK DISPOSAL DETAIL
FINISH GRADE
- ---1
--=-::'=::==::'=::=~===:~=-=--=======::'=::i::==~c~-M-P~~E-D-?=-~
_-_-::::::-=~-=-::::_=-~jQ'J1i~:.. ::::-=-=-=--:='-_-...:' - - =---:::~-::
____ ________~---_- FILL.----__
_-_-======~=~=~-==-~===;=;=;=~ii;====~=;~;~~~~E=~~=-=-~~~
--------I--U----------U -:=0:-
--==============~D;::~=====S===::E===[=::'=::=-l~===~======~=~n=~=~~3E=~=-=~-:--
------~-- ----.-:..1:- -- -----
-------.:-2:;-::::.---- --------=- t--- --=-=-------=------ -:...-------:.-
_ 7~. --....-_-~-------- -_-_--=.=c...~ -_-_-=~_::_:-=-- :-=--=----
--10 MIN .---------------------1E ~--
------ ..;.. ------------ I - --:.------ -----
_--------:z'-------------4 MIN. --- -I c, MIN - ---.::...-:-
:...---------=-==-::::- =-=-I-=--fn--- --=-=-=-=-=-=-=-=-=--------- -_-_-:::-_-=...:_~-_-_-_..:_=-E_:----
----=--- -------- ~-------
:...=-=-=-=-=-=~-=-::7_-_-=-= =-=-=-=-=-=-=-=-_ _ ~=j-=~-=-~:::-=~===::'=::~-:---;--
~=====E:a=~3f=:~=:=:=:=3=====:===:::f=S=:=:=:=-~===- -=-=--...:~- --
:=----------------C~~~~~6Z~;---- ~ ~
SLOPE
FACE
'-
GRANULAR SOIL'
- To 1m voids,
densified by
f loodi og
...... .
--..;;:::::::::
.-
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PROFILE
ALONG WINDROW
]'....:....
.....
'.
.'
:::'
. '.-
.....
"'Yo'\\
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TRANSITION LOT DETAILS
CUT-FILL LOT
NATURAL GROUND
t .-
--
.-
-- --
---"...~ --"'.....-
__-.-- ~ 5' L
__ -- -- __ -- -- I MIN. r-- ,
:Ce)MPACffo =: FILL :...-----:...---:.;;:-::~?,\~':::-:::~- -:::.::::::-:::---:--F------:...---:.:-~l 36" MIN.
-- ------::---.:....--::c.-=:----:-f'\""\~_-_J::_- --:..~-- -- - - -- --;; -\~-
.-----------~---..-~l\r.-~- ^' "l ,<. -r.
--:~===~:::=~~~~~\~~s~~~-:::-=-= OVEHEXCAVATE AND RECOMPACT
-...?:::""_~--:.:-.;-..:\J~~-:...- ","/A
--'-.....o--J<;. ---.....,.-
---"'~ .-------
-..:.t\~ - ---=--~ ------
, ,
.UNWEATHERED BEDROCK OR J
,--- MATERIAL APPROVED BY --1
1 THE GEOTECHNICAL CONSULTANT
CUT LOT
-
-
---
-
---
-
NATURAL GROUND
1-
--.
--
-
--
NOTE:
Deeper overexcovation and recomooction sholl be performed
if determined -0 be necesscry by the geotechniCOI consultont..
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SLOPE BUTTRESS OR
REPLACEMENT FILL DETAIL
C,~f~.-1 l'
~ _.L._______,
.c:.: -:::-...::... -:... --.c: -- -
~==.:Ej:;= F1L~ BLANf
~:=:=~:~~ 30" MIN.
.~----:...-:...-:...-:...-_- BACK CUT
--..:-:.:.:...=::-=-=-=--:::--::- /-'-- I: I OR FLA HE
_ _-=-=..:::-=-::::-=-:::-: - BENCHING
------:.2%--:---:...---:...-
---~-~7SUBORAIN
_-::::~4::=i====~~~=~~~-V / SEE ALTERNATES A <:
--=-:=::~~:~:~t:~~:~:~:"~ /:::,.",
--=--:::====~~=========]-=~==-::::-=-::t.:V J ft. J/I,. '\
Dc:.!5pE_ly....~' I': -----:...-------------------/-_-.-:...---~ - T-CONNECTiON..... ..:: ~""'IN
II ..;5;--:-_-_-_-_-_-:.2%_-_-:.:r...:---~.J~ f": .:1..0....
. ". " 5 . .'. '.
;:z: ;w,""J'HN. - ':'-'-'--::: " '
:.A //LJJI:J>- -- --7- 't-'-
.....--------:2a...--M-::-------------- .:"o-u~\,.-e1P\PE. \VII t
---____ ,0" In.._____-:? . " ,
I, PERFORA TED ?!F5 4,'" N.IN.
, 4"tlMJN.
EauIP"':Ni~~. ~~~I~ Y IS ra' !
OUTLET PIPES
4" ~ I'Jonperforated Pipe,
100' Max. a.c. Horizontally,
30' Max. O.c. Vertically
~
I
2'MIN.
AL TERNA TE A
TEMPOAARY
FILL LEVEL
8" MIN. O'IEPLA?
.POSITlVE Si;AL\. 'd
SHOULD ae ~\ l!l" MIN.
PROVloeo J;I GRA.VEL OR
AT THE JOiNT "~* ~ (.APPRO. VEa
5% MrN # ~ C1. ,- : 5:!JurJAL:~lT
': . -""1.;;, "to .~~".. .
OUTLET ,..~-:. oI~'
PIPE~,..-
MIRA;I '''0 FIL TE:1:
FABRIC OR APPROVED
EQUIVALENT
'" ',' - - RECOMPACTEa FILL
.tiLl, - --
~'}\IN;'SELECT SEaalNG
BACKFilL
'OM"'1. NONPEilFORATED /
PIP; /
DETAIL A-A'
AL TERNA TE 8
.
NOTES:
. Fill blanket,back cut, key width and
key depth ore subject to field change,
per report/plans.
. Key. .heel subdrain, blanket drain, or
vertical drain may be required at the
discretion of the geotechnical consultant.
. SUBORAIN INST ALLA TION - Subdrain
pipe sholl be installed with perforations
down or, at locations designated by
the geotechnical consultant, shall be
nonperforated pipe.
. SUBORAIN TYPE - Subdrain type sholl
be ASTM 02751, SOR 23.5 or ASTM 01527,
Schedule 40 Acrylonlbile Butadiene Styrene
(ABS) or ASTM 03034 SOR 23.5 or ASTM
01785, Schedule 40 Polyvinyl Chloride Plastic
FILTER MATERIAL:
Filter material shall be
Closs 2 permeable material
per State of Colifomia
. Standard Specifications,
or approvedalterno.te.
Class 2 grading as follows:
PERCENT PASSING
SIEVE SIZE
100
90-100
40-100
25-40
18-33
5-IS
0.7
0-3
I"
3/4"
3/8"
No.4
No.8
No. 30
No. SO
No. 200
M
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BENCH I NG OETAI LS
~~-c~;~~==~=i==--
..-<:---------~-== I -""-:---------
--::::-_-_-:...-------F.LL -------
------------------
------------------ ---
--=-=:-:::-=-=-=~ ~-::=-=~-=~-:;:: = -=~==-~
, .. __-_-_-::-_-_~_-__:....-_~_=_-~""::"::_-_.::_-c:::'- ~...
_ -------- --=--~---.-~---l
----------~c-------;------:ll '^'^'
PROJEf'T"'-, P! ^N!= ------------------"."""'-
'-" _L _J-I.l _ ---------~.----~--~--
I to I moximum from toe :_-_-_-_-_-_"7-z:...------"7- ---;--
-,.1 _-_-_-:_-_--~-_-_-:.:;.::.r--- #
ot "ope to cpproved ground -----2:7----"------- '\
_-_-:-:::-::;-::?-:---:-:::~?-r=- t - - ;;';y~ REMOVE
_-....-2-=-:.-------;...?:::"----~ UN~;UITA8LE
-_------ ~- "AT"'RI^L
~_______......... '^. -'\ If I _.,....
-------..-- ~ I
.---
_____~-:---- 4' MIN.
, -r---"....------ .J BENCH
_/-__"....-------- B"'NCH'
-L ,r--..---------- I - . HEIGHT
_-=:::-::-~2%MTN.:::-=-=- (typical) VARIES
-----=,;;;,----
T ^' .
2' MNI 15' MIN. I
KEY h-OWEST BENCH "1
DEPTH (KEY)
FiLL SLOPE
NATURAL
GROUND \
----7/0.,,'
~
-
------------
_-: COMPACTED ;-:-::::-:;::::.:-
---------lFILl =---:.;:-:.:----~
.__=_=_:_=_=_=_:'~~_~_::;:_-2":
_~;~=?k====~=::=~=-:~=Z=~-=:-
__.__~_____.."J'_
----~:::::--_---------~------ (
REMOVE. NATURALz-::---:::::;-,:-::?:..g" ^,'
UNSUITABLE GROUND ...., ::.?'----.:---------~ I
MATERIAL \ _ ~ -. _-:-:::-,,;;,--c--' r-4' MIN:
_ --.......--- . BENC~
__ __ - -- ~c~fMiN.~- ,(typical)l
__ J
-- - __..-..... --.-. ~151 MIN.~
..- __ -- I LOWEST BENCH I
FILL OVER CUT SLOPE
BENCH
HEIGl;H
VARIES
--
CUT
FACE
TQ be constructed prior
to fill placement
--
--
NOTES:
LOWEST BENCH: Depth and width subject to field change
based C~ consultant's inspection.
S~!:DRAI1JAGE:, e~~+ .:~~:.,~ mer be required at the
jiscret.an ar the geotechnical consultant.
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CANYON SUBDRAIN DETAil
~~ NATURAL GROUND
REMOVE
_- _. _, ___ ~_- UNSUITABLE
"'-s=':>:~:::~~:~~:~:fz~:;;=;~~i;~-;,~~:i:~~~=~{f" M?E"'AL
-::s:--~----------- ._.--~ ~
BENCHING ---UU-~~~~ff~~~~i~-~----
=-.- -- - - --,.;z:
-_-_~.s::=~~.::: _-SU8DRAIN TRE,NCH
SEE Al TERNftTES ASB
SUB DRAIN Perfora ted Pipe Surrounded Wi t h
Al TERNATE A: Filter Material
---.......
FILTER Mt0"ERIAL: -
Filter material sholl be
Class 2 permeable mCTerial
per Slate or California
Standard Specifications,
or approved alternate.
Class 2 grading os follows:
____ FILTER MATERIAL
3
9 ft. 1ft.
COVER
. 6" MIN. -.---/
100
~O-ICO
40-100
25-40
18-33
5-15
0-7
0-3
.' ....'\.
. .' .. ;r,"F
.'_" :'4".4-.:-';:
SIEVE SIZE
PERCENT PASSING
I"
3/4"
3/8"
No.4
No.8
No. 30
No. 50
No. 200
BEDDING
Alternate A-1
4" MIN.
Alternate A-2
PERFORATED PIPE
6" flMIN.
<
SUBDRAIN
ALTERNATE B:
1 1/2" Gravel Wrapped
in Filter Fabric
NOTE:
In addition to the wrapped
gravel, outlet portion of the
subdrain should be' equipped
with a minimum of 10 feet
long perforated pipe con-
nected to a nonperforated pipe
having a minimum af 5 feet in
length inside the wrapped
grave I.
Alternate B-1
I y," MIN. GRAVEL OR
APPROVED EOUWALENT
9 ft. 31ft.
B-2
./
. SUBDRAlN INST ALLA TlON - Subdrain pipe sholl be installed with perforations down ar.
at locations designated by the geotechnical consultan1, shall be nonperforoted pipe.
. SUBORAIN TYPE - Subdrain type shaff be ASTM 02751, SOR 23.5 or ASTM 01527, Schedule 40
Acrylonitrile Butadiene Styrene (ABS) or ASTM 03034 SOR 23.5 or ASTM 01785, Schedule 40 A,(p
Polyvinal ChloridePlaslic (PVC) pipe or approved equivalanl.