HomeMy WebLinkAboutParcel 5-9 Limited Geotechnical Investigation
I T .H.E. Soils Co., Inc.
Phone: (951) 894-2121 FAX: (951) 894-2122
41548 Eastman Drive, Unit G . Murrieta, CA 92562
PM 28"173 1&... 5-9
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E-mail: thesoilsco@aol.com
October 24, 2004
Mr. Gary Hamro
The Pres Companies
1201 Dove Street, Suite 100
Newport Beach, California 92660
SUBJECT: LIMITED GEOTECHNICAL INVESTIGATION
Update to Preliminary Geotechnical Investigation
Proposed 14 Building, 200,000:t Square Foot Commercial Development
East and West Sides of Via Industria
City of 1'emecula, Riverside County, California
Work Order No. 784401.00
Dear Mr. Hamro:
INTRODUCTION
This report presents t.he 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 the pad surfaces
during this assessment, with the exception of minor eroded areas.
Plans relevant to the subject property were reviewed to confirm the field observations and are
included as Appendix A of this report.
FIELD INVESTIGATION
Field Investil!ation
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 M extenda-
backhoe equipped with a 24-inch bucket. Exploratory trench 1'-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!ram
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
RCl!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 (ICBO, 1998) of the subject site. No fault traces or photo-
lineaments have been rnapped 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 (ICBO, 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(2001 CBC Table 16-1).
The near source acceleration (N.l) and velocity (Nvl) with respect to the subject site are 1.3
and 1.6, respectively (2001 CBC Tables 16-S and 16-1').
The site seismic coefficients of acceleration (Co) 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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Mr. Gary Hamro
The Pres Companies
October 24, 2004
Page 3
Based on the above values, the coefficient of acceleration (Co) 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
Califomia has assigned the Elsinore Fault (Glen Ivy Segment) a slip rate of 5 mmlyr. (+/- 2 mmlyr.)
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
Liauefaction
Soil liquefaction is the loss of soil strength due to increased pore water pressures caused 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 cohesion1ess 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 fme 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 of 60-ft.
Procedures outlined in two publications, 1) 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: Southem Califomia
Earthquake Center University of Southern California (1997), provide for a "screening study" in lieu
of a complete liquefaction analysis. It is our opinion that, due to the depth to groundwater of + I 00- 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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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 of3-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 verifY 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 of 90-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
T.H.E. Soils Co., Inc.
w.O. #784401.00
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Mr. Gary Hamro
The Pres Companies
October 24, 2004
Page 5
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 additiona11 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 he conducted within the
building pads at the completion of overexcavation and recompaction, and fmal recommendations
should be made at that time. Expansion testing should also be performed on imported soils 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 soils 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 lowest 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.
T.H.E. Soils Co., Inc.
w.O. #784401.00
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Mr. Gary Hamro
The Pres Companies
October 24, 2004
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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 offootings 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 pennanent
structures. Soil engineering parameters for imported soil may vary:
Eouivalent 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 thirds 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
(T!) of 5.0 for parking and light duty drives and 8.0 for heavy duty drives. R-va1ue testing should be
conducted at the completion of rough grading to verify soils exposed at subgrade, and a fmal
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 1 foot below subgrade
elevation and that both the subgrade materials and the ABU be compacted to 95% relative to the
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Mr. Gary Hamro
The Pres Companies
October 24, 2004
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 verity that soils exposed at subgrade are consistent with the
findings of this report. A final structural section design should be recommended at that time.
Gradinl!lFoundation Plan Review
A grading/foundation plan review should be conducted prior to the commencement of construction
to verity 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 verity
compliance with our recommendations and to confirm that the conditions encountered are consistent
with the findings 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 a1temate
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 fIrm does not practice or consult in the field of safety engineering. We do not direct the
contractor's operations, and we cannot be responsible for other than our own personnel on the site;
therefore, the safety of others is the responsibility of the contractor. The contractor should notity the
owner if he considers any of the recommended actions presented herein to be unsafe. This firm did
T.H.E. Soils Co., Inc.
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Mr. Gary Hamro
The Pres Companies
October 24, 2004
Page 8
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 of knowledge.
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,
T.H.E. Soils Company, Inc.
John T. einhart, RCE 23464
Registration Expires 12/31/0S
~y
Jo . Prey
p, . ect Manage
JRHIJTRlJPF:jek
Enclosures: Figure 1 - 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
T.H.E. Soils Co., Inc.
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APPENDIX A
References
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REFERENCES
Califomia 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.
Califomia Division of Mines & Geology, 1990, "State of Califomia Special Studies Zones,
Murrieta, CA Quadrangle, Revised Official Map", Effective January 1, 1990, Scale 1" = 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, Califomia", Bulletin
No. 91-20.
EnGen, Corporation, 2002, "Supplemental Geotechnical Engineering Study, KTM West Coast
Headquarters, Parcels 10 through 13 of Parcel Map 18743, Via Industria, City of Temecula, 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 (ICBO), February 1998, "Maps of Known Active
Fault Near-Source Zones in California 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
Southem 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, Califomia",
California Division of Mines, Special Report 43.
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REFERENCES (Continued)
Petersen, M., Beeby, D., Bryant, W., Cao, C., Cramer, C., Davis, J., Reichle, M., Saucedo, G., Tan,
S., Taylor, G., Toppozada, 1'., 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 Intemationa1 Conference on Expansive Soils, Volume 1, "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 1, Phase II), Temecula, California", dated January 7, 1992, Project No. A T405B.
Schaefer Dixon Associates, Inc., 1991, "Geotechnical Mass Grading Report No.1, Parcel Map No.
21383 (Core 1, Phase I), Temecula, California", dated August 1, 1991, Project No. J.N. AT405B.
Schaefer Dixon Associates, Inc., 1990, "Alluvial Removal Recommendations, Core 1 Business Park
Project, West of Winchester and Diaz Roads, Rancho California, California", dated November 7,
1990,ProjectNo.l\T405B.
Schaefer Dixon Associates, Inc., 1990, "Geotechnical Review of Grading Plans, Core 1 (Assessment
District No. 155), Parcel Map 21383, Temecula, Califomia", 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, 1M., 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,
California", dated April 15, 2003, Work Order No. 415301.22.
Toppozada, 1'., 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 1" = 2,000'.
Weber, F.H., Jr., 1977, Seismic Hazards Related to Geologic Factors, Elsinore and Chino Fault
Zones, Northwestem Riverside County, Califomia, DMG Open File Report, 77-4 L.A., 96 pages.
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APPENDIX B
Exploratory Trench Logs
T.H.E. Soils Co., Inc.
W.O. #784401.00
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LOGGED BY: JRH METHOD OF EXCAVATION: CASE NO 580 SUPER M EXTENDA DATE OBSERVED: 9/27/04
I HOE EQUIPPED WITH A 24" BUCKET
ELEVATION: LOCATION:
" " 0 w ;; >"
I w 8 w < ~~
w ~~ ~ TEST PIT NO. 1
" ~ ~ ~~
~ ., ~ SOIL TEST
" ~ S~ ~ z ~~ DESCRIPTION
" 0
w z ~ zw
0 . ~ . u -0
I V ARTIFICIAL Flll/afl WEST SIDE - NORTH END
^ TOP 6- MAXIMUM DENSITY/OPTIMUM MOISTURE
BEDROCK/BEDFORD CANYON (MAX), DIRECT SHEAR (DS), EXPANSION
I RED BROWN SANDY SILT W/GRAVEl, ANGULAR ROCK TO 8" DIAMETER INDEX (EI) SAND EQUIVALENT, SULFATE
. CONTENT (8), CORROSIV1TY SUITE (es)
I~ TOTAL DEPTH = 2'
I 0
-
I:
1 ,.
I~
~
1
1 @
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I--
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l-
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I JOB NO: 784401.00 lOG OF TEST PIT FIGURE: T-1
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LOGGED BY: JRH
Ii w wii >""
w . ~~ g~
~ . ~ w~
. ~ ~~ ~~
9 ~ oz
~ ,0 zw
m m u -0
V
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JOB NO: 784401.00
DATE OBSERVED: 9127/04
METHOD OF EXCAVATION: CASE NO 580 SUPER M EXTENDA
HOE EQUIPPED WITH A 24'" BUCKET
ELEVATION:
ARTIFICIAL FILL lafl
TOP 6-
LOCATION:
TEST PIT NO. 2
DESCRIPTION
SOIL TEST
WEST SIDE - SOUTH END
SIEVE ANALYSIS (SA)
GRAVELLY SANDY SILT
BEDROCK/BEDFORD CANYON
TOTAL DEPTH = 3'
LOG OF TEST PIT
FIGURE: T.2
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LO GGED BY: JRH METHOD OF EXCAVATION: CASE NO 580 SUPER M EXTENDA DATE OBSERVED: 9/27/04
I HOE EQUIPPED WITH A 24" BUCKET
ELEVATION: LOCATION:
Ii ~ w "i- >"
w ~ 15g
~ ~ ~ TEST PIT NO. 3
w ~~ SOIL TEST
. ~ ~ . ~~ DESCRIPTION
z
~ 9 0 0
m u zw
m -0
I~ ARTIFICIAL Fill (afl NORTH END OF EAST SIDE
V LOOSE. DRY, DARK BROWN SANDY SILT W/GRAVEl MAX, SA, Et, S, cs
l- I
I: GRAY BROWN SANDY SILT WfGRAVEl, COBBLE TO 12~, MEDIUM DENSE TO DENSE, MOIST
I
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~
1 RED BROWN SANDY SilT W/GRAVEl, COBBLE TO 12-, MEDIUM DENSE TO DENSE, MOIST
I;
-
1-
115
.= TOTAL DEPTH = 15.0'
.:
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JO B NO: 784401.00 lOG OF TEST PIT FIGURE: T-3
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40
, w wi ,ii:
8 w rI. ~~
. rI. ~ ~~ ~~
0 ~ ~~
~ ~ OZ ~~
0 ,0 Zw
m m u -0
I
JOB NO: 784401.00
I
METHOD OF EXCAVATION: CASE NO 580 SUPER M EXTENDA
HOE EQUIPPED WITH A 24" BUCKET
ELEVATION:
DATE OBSERVED: 9/27/04
LOCATION:
TEST PIT NO. 4
DESCRIPTION
SOIL TEST
ARTIfiCIAL fiLL (all
MIDDLE OF EAST SIDE
DRY, LOOSE. COARSE SILTY SAND W/GRAVEL
BEDROCK/BEDfORD CANYON
VERY ROCKY. ANGULAR
TOTAL DEPTH = 3.0'
NO SAMPLE
NO GROUNDWATER
TOTAL DEPTH = 15.0'
LOG Of TEST PIT
FIGURE: T-4
\to
METHOD OF EXCAVATION: CASE NO 580 SUPER M EXTENDA
HOE EQUIPPED WITH A 24" BUCKET
ELEVATION,
z w ~'"
0 ~ w",
~ w < oj!;
~ ",," TEST PIT NO. S
< ~z ~~
" ~ . ~~
. ~ ~ 5. DESCRIPTION
~ . ~8 .z
, zw
u m m -0
ARTIFICIAL FILL Cafl
8.S 111.3 LOOSE UPPER l'
7.9 112.1
I
135
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JOB NO: 784401.00
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DARK BROWN SANDY SilT W/GRAVEL AND COBBLE TO 10~. SliGHTLY MOIST, MEDIUM
DENSE TO DENSE
BEDROCK/BEDFORD CANYON
TOTAL DEPTH = 12.5'
NO GROUNDWATER
LOG OF TEST PIT
LOCATION:
DATE OBSERVED, 9/27/04
SIEVE
FIGURE: T-S
SOil TEST
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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 II, 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-IO & C-ll.
H. Corrosivity Suite
A corrosivity suite was performed on a representative sample of the onsite soils. The
laboratory standard used was ASTM D 4318. The test results are presented on Figure C-
1, Table IV and Figure C-IO & ColI.
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TABLE I
EXPANSION INDEX
TEST LOCATION EXPANSION INDEX EXPANSION POTENTIAL
1'-1 @ 0-5' 9 Very Low
1'-3 @ 0-12' 7 Very Low
TABLE II
MAXIMUM DENSITY/OPTIMUM MOISTURE RELATIONSHIP
ASTM D 1557
MAXIMUM DRY DENSITY OPTIMUM MOISTURE
TEST LOCATION (pet) (%)
1'-1 @ 0-5' 126.4 10.8
1'-3 @ 0-12' 120.5 13.8
TABLE III
SAND EQUIVALENT
TEST LOCATION SE
1'-1 @0-5' 24
1'-3 @0-12' 18
TABLE IV
SULFATE CONTENT
TEST LOCATION SULFATE CONTENT
1'-1 @0-5' 49 ppm
1'-3 @0-12' 150 ppm
Figure C-1
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TABLE V
CORROSIVITY SUITE
SATURATED REDOX
TEST LOCATION RESISTIVITY pH POTENTIAL SULFIDE
I T-1lal 0-5 ft I 620 I 4.9 270 NEGATIVE
T-3 (aJ, 0-12 ft 760 4.2 330 NEGATIVE
Figure C-1 (Continued)
T.H.E. Soils Co., Inc.
W.O. #784401.00
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Water content, %
Test specification: ASTM D 1557-91 Method A, Modified
Oversize correction applied to final results
Elev/ Classification Nat.
Sp.G.
Depth USCS AASHTO Moist.
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140
4-
0
0- 130
,
:n
+'
en
c
"
"tl
:n 125
L
0
0-5
MAXIMUM DENSITY/OPTIMUM
MOISTURE
135
I-...
..... ~
.....
i'o..
..... ...
.....
i'o...
~
...... ~
'"
.....
r-.
I-...
I'--.
...
i"oo ...
..... ....
.....
ZAV for
Sp.G.=
2.90
120
115
9
10
11
12
13
14
15
LL
PI
% )
No.4
% <
No.200
SM
11. 5 % 2. 90
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dr~ densit~ = 126.4 pcf
Optimum moIsture = 10.8 %
ROCKY SILTY SAND
Remarks:
Project No.: 784401.00
Project: PRESS COMPANY
Location: T-1
Date: 10-11-2004
MAXIMUM DENSITY/OPTIMUM MOISTURE
C-2
'i9' No.
~4
Water content, %
Test specification: ASTM D 1557-91 Method A, Modified
Oversize correction applied to final results
Elev/ Classification Nat.
Sp.G.
Depth USCS AASHTO Moist.
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...
u
"- 125
.
::n
....
'"
c
III
."
120
::n
L
'"
0-12
MAXIMUM DENSITY/OPTIMUM
MOISTURE
135
l"'-
t-...
.....
I"'
l"'-
t--.
t--.
t-...
.....
......
1-0..
......
t-...
......
......
~ ~ ... ..
1,.0 I' ...
f1'" ....
.....
ZAV for
Sp. G.'
2.85
130
115
110
11
lS
17
12
14
16
13
LL
PI
% >
No.4
% <
No.200
SM
11. 7 % 2. 85
TEST RESULTS
MATERIAL DESCRIPTION
Maximum dr~ densit~ = 120.5 pef
Optimum moisture: 13.8 %
DARK BROWN
SANDY SILT
Remarks:
Project No.: 784401.00
Project: PRES COMPANY
Location: T-3 @ 0-12
Date: 10-11-2004
MAXIMUM DENSITY/OPTIMUM MOISTURE
0'-_3
Fig. No.
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; , , j Ii , i , , ,
; , ; , i : , , ,
, ; , ! , ,
, , , , , , ! , , , ,
500 100 10 1 0.1 0.01 0.001
100
90
80
70
ffi80
Z
u:
!Z50
W
u
a::
W4Q
[l.
30
20
10
o
GRAIN SIZE - mm
% COBBLES % GRAVEL % SAND % SILT % CLAY
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 lJaO= 050=
030= 015= 010=
Cu= Cc=
ClasslftcaUon
uses: MSHTO=
Remarks
(no spccifiCOlioo provided)
Sample No.: T-I @ 0-2
LocaUon:
Source of Sample:
Date: 10/11/04
ElevJDepth: 0-2
T .H.E. SOILS CO.
Client: PRES COMPANIES
Project:
P ect No: 78440\.00
Plate C-
~
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! Ii : ~II ,
II! ; ,
, ; ,
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;
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; , 1 , Ii , i
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; ! ;
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, , i ; II ; Iii , , [I
I ; ; , ; ;
0 , , ; ,
.
.
100
90
.
80
.
70
.
ffi 60
Z
ii:
!z50
W
()
0:
W40
c..
.
.
30
.
20
10
.
Particle Size Distribution Report
~ .&"
.....s: s..so:
~ ~ t! ~
&
o
"
~ U l! i!
~
"
.
500 100
% CLAY
% COBBLES
0.0
.
SIEVE
SIZE
1 in.
3/4 in.
1/2 in.
3/8 in.
#4
#10
#30
#50
#100
#200
I
.
.
.
.
10
1
GRAIN SIZE - mm
% SAND
26.2
0.1
0.01
0.001
% GRAVEL
20.4
% SILT
53.4
PERCENT
FINER
100.0
97.9
93.0
89.0
79.6
70.1
593
553
53.4
53.4
SPEC.'
PERCENT
Soli OescrlDtlon
PASS?
(X-NO)
PL=
Atterbera Umlls
LL= PI=
Coefficients
!?60= 0.660 050=
015= 010=
Cc=
Classlflcatlon
AASHTO=
Remarks
085= 7.15
030=
Cu=
USCS=
(no SjlCCification provided)
,Sample No.: T-2@ 0-3
LocatIon:
Date: 10/11104
ElevJDepth: 0-3
.
Source of Sample:
Client PRES COMPANIES
Project:
T.H.E. SOILS CO.
I.
.
Plate C...;.5
P ect No: 784401.00
~
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, , , i , , I , I
, I , i ! i i i ,
11 ,
: , , , I ,
: , i , I , , i ,
i , , I , , i
100
90
80
70
Cl:
woo
z
u::
~ 50
~
Cl:
W40
Q.
30
20
10
% COBBLES
0.0
SIEVE
SIZE
3/4 in.
1/2 in.
3/8 in.
#4
#10
#30
#SO
#100
#200
Particle Size Distribution Report
~
."
~ ~ ~
8 ~ B
10
0.1
0.01
0.001
1
GRAIN SIZE - mm
% SAND
21.1
% SILT
% CLAY
% GRAVEL
12.9
66.0
PERCENT
FINER
100.0
97.0
93.8
87.1
78.9
70.8
69.4
66.7
66.0
SPEC: PASS?
PERCENT (X-NO)
5011 DescriDtlon
PL=
Atterbera Umits
LL= PI=
Coefficients
Qeo= 050=
015= 010=
Cc=
Classification
AASHTO=
085= 3.80
030=
Cu=
USCS=
Remarks
(00 specificotion provided)
Sample No.: T-3 @0-12
location:
Source of Sample:
Date: 10/11I04
ElevJDeptf1: 0-12
Client: PRES COMPANIES
Project:
T.H.E. SOilS CO.
Plate G"0'6
P act No: 784401.00
vo...
I
I
I
I
I
I
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I
I
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I
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I
Particle Size Distribution Report
~
~ ~ ~ ~
~ ~ ~ .
100 I
0
0
!
90 I
:
,
I
80 i
; I
i
,
70 ,
,
1\ 0
;
a: ,
,
W 60 ,
z ! , ,
ii: , i 0
! ;
t- 50 Ii
Z 0 Ii
W , ,
, ,
U , ,
a: , ,
W 40 , ,
n- o ,
0 ,
, !
0 0
0 ,
30 , ,
, ,
, ,
, ,
, 0
20 0
0
I
, 0
I ,
0
10 ! i
, ,
, ,
! ,
i i
0 i ;
500 100
% COBBLES
0.0
SIEVE
SIZE
3/4 in.
1/2 in.
3/8 in.
#4
#10
#30
#50
#100
#200
PERCENT
FINER
100.0
97.5
95.6
91.0
84.2
76.1
73.3
71.9
71.7
(no specification provided)
Sample No.: T-5 @0-15
LocaUon:
.. ....
oS... ~,;
: ;'N;
\ i j Ii
% GRAVEL
9.0
SPEC:
PERCENT
, "
! 1 I !
; i i
;
, ! ! i
!
0
!
,
! ,
! ,
,
, Ii
,
,
0 If
, ,
! ,
, Ii
,
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0 ,
, ,
0 ,
I ;
! ,
, ,
, ,
0
0 ,
, 0
, !
, ,
I ,
I !
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i 0
0
, 0
,
, ,
0
, i
: ,
0
i i
0 ,
I II
,
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; 0
, ,
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i
, 0
1 0
!
0 ,
l ,
I 0
, I
10
o
& .
i"
1',
'-
,
!
11
~ l! i
I i
, 0
0
, I
, 0
, i
, I
i
, 0 I
, 0
I I i
; , ,
i 0
,
I ,
, i
,
i l
I ,
i
, 0 ,
i ! ,
II! , ,
i , 0
, , ,
i
, i ,
, I ,
, 0 ,
,
, I i
i
, i
, , 0
, ,
, i
,
, ,
i , ,
0
0 I ,
0 0
I I 0
I i
, I ,
, !
0
i if i
; ,
1
GRAIN SIZE - mm
% SAND
19.3
PASS?
(X....O)
Source of Sample:
T .H.E. SOILS CO.
PL=
085= 2.21
030=
cu=
uscs=
Client: PRES COMPANIES
Project:
Pro ect No: 784401.00
Ii 8
.
I i
, ,
0 ,
i I
0
, ,
i
i ,
, ,
,
, ,
0 ,
i
i ,
,
,
,
ili
tl 0
\1 !
, 0
I
, ,
,
, i
, ;
0
, ,
i I
I
, !
I 0
, ,
0 ,
I ,
I 1[
0.1 0.01
% SILT
71.7
Soli OescrlDtlon
Atterbera Umlts
LL= PI=
Coefficients
Oeo= 050=
015= 010=
Cc=
Cla....lflcatlon
AASKTO=
Remarks
0.001
% CLAY
Date: 10/11/04
EIevJDepth: 0-15
Plate ((;-7
~
SENT BV: GEOSOILS, INC.;
7609310915;
OCT.20.04 11:55AM;
PAGE 7/9
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3.000 -...._- -..... --
2,500 --.-. .. .'~--'
2,000 --. ..- --'-".'"
l
~
" /
~ 1,500 _._..
e: ._.n /"/
ID
~ /~/
:r::
ID
T ..........
1,000 -- .n '" ......... .__~._ --------..---
/
/
SOIl ..~__w.._.
/ ..../
0 1.000------ - ---'.500
0 1500 2,000 2,500 3.000
NORIN\L PRESSURE. pol
lIampIe Deplh/EI. PrirnolJlR-Wual S..... S-.... Type \ MCOI. C .
.... ..-.,-- .H'_ ..----- . -- -- -- ---
. 1&WOlT .. 0.0 Primuy SIIe8r Remolded 113.8 10.8 126 26
--,...---. -
. _T- 0.0 ResklLlal Shear Remolded IIU 10.8 133 26
'___h
! _""V'_'.
; ....--.
Note: S. ~ple IMuncIaI8d prior \o-.g
i
..--.....,---..
GeoSoils, Inc. DIRECT SHEAR TEST
I . .....-
65- ~ 5741 PalmerWay Project The SoIls Co.
i Carlsbad, CA 92008
Telephone; (760) 438-3165 Number: 2498-A-SC
Fax: (780) 931-0015 Date; OcIllber 2004 Plate: A-3
!
C-8
,
~\
SENT BV: GEOSOILS, INC.;
7609310915;
OCl-20-04 I. :~bAM;
t'AUt: '::JI'::J
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3.000 _. .." ---, .-
2.500 ---- --- -.
2.000 '''"..." - -+ u__
i
"
b //
z
...
~ 1,501) '__Om . ~,- .-- /~ *_.... ......
., / 10-/
rr
ill
"
.,
~
1,000 ~------ "--. .. -.-
~/
./
600 ....-. ... ,'., ~._..... .~.. .
./
//' ?
/
,P'
0 --.. ................ _._'0-
0 500 1._ 1.600 2JJ17J 2.600 3;000
~PRESSURE. pol
-'. ",.---" ".......
SMIpIe DopthIEI. ""-'r~1 S...., ......... ."... t. MC% C .
,,_, -- -
! . _H. 0.0 PrimarY Shear UncIIIluItled 110.7 13.8 119 'll
- - -.- ----..
. _I"" 00 Residual Shear Undisturbed 110.7 13_8 106 27
-. ...n -. .....
-.... J-
~ --. .,". ---
~
; _:Sa npIe Innundeled prior 10 tesllng
-- -~..- -- .-......
GeoSalIs. lnc. DIRECT SHEAR TEST
I -- ...
es~ .. 5741 Palmer Way Project: The SoIIa Co.
t-. Carlabad, CA 92008
(" Telephone: (760) 438-3155 Number: 2498-A.SC
. FlOC (711O) 1131.(1915 Dille: Oclaber 2004 Plate: A. 1
C-9
.
~-z,
-
1111/22'2004
15:08
----
E.S. BRBCOCK ~ ~~. ~ ~l~~
1'iU.OJt:,J
"'"'0
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NEI.AP 1Cl2101CA ~LAP#l1se
6100 a..ullall8y CooJI\ lIi.emie. CA 92507.0704
P.O. I!o' 432 Ri..roide. CA 92502-0432
PH (95') 8$3-3351 fAX (951) 653.1$62
www.babcock18bs.com
U. BABCOCK
.. SONS, IIIC.
-,...
Client Name: T. H. E. Soils Co.
Contact . John P. Frey
Address: 41548 Eastman DriVe. Unit G
Mun1eIa. CA 92562
Report Data: 22.oct-2004
Analy1iC8l Report: Page 6 of 9
Project Name: No Project
Project Number; No ProJect
WorII Older Number. A4J0771
Receiyed on Ice (YIN): No
Temp:
.C
LabOIIItOtV RBfenmce Number
MJ0111-DS
SamDIe DescriDtion
784401.00 Pres Companies T -1 @ 0-5
M!Idl
Sojl
Samoled DatelTime
10108/04 00:00
Received DslelTlme
10/11104 1:12
Anaiytl(e) Reault RDL Units Melhod Alllly8le 081e AnalYet Flag
Saturaled PaS11l
pH 4.9 0.1 pH Unite S-1.10W.s. 10/18/04 15:23 Imm
Redo. PllIential 270 1.0 mV SM2S80 10/18A)4 15:24 . lmIn .
Saturated Extract
SalUfllled Resistillity 620 5 ahm-c;m 8M 25208 10/18J0415:28 imm
Sulfide NEG NlA Water Elution 10/1810415:23 Imm
Water Exlrad
SUlfote 49 10 ppm Ion Chroma!. 10/13104 19:07 CTHN-SAG.
N.WEX
~" ,,, ~cc..~..
,'" "(I
.: '"
~ .
.. -
.. ~
c :0
?~
C-10
10/22/2004
15:08
E. S. BABCOCK l!. 50>6. ~ 694212<<
1'lU.OJU
.,V-I
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~~
e.s. BABCOCK
'. ." n . IONS, INC.
.--
NELAP 0021 01 CA ELAPI1156
6100 Quail Villey Coun 111..._, CA 62S07~704
P.O. 80' 432 lllvel3ldo, CA '2502-ll432
PH (951) 6$W3S1 FAA IIl511653-,662
www.bebCockIab6.COl"l1
Client Name: T. H. E. Soils Co.
CDf1tact John P. Frey
Address: 41548 easlmSn Drive, UM G
Murrl8ll1, CA 92562
Repol1 Date: 22..()ct-2004
AneIytjcal Report: Page 5 ot 9
project Name No Project
project Number: No Project
Work Order Number A4J0771
Received on Ice (Y IN): No
Temp:
DC
LsbotalDrv Re1\nnc8 Number
A4J0711.04
Samcle Descriction
784401.00 Pres Companies T-3 @0.12
M.@l!i!
Soil
SamDled Oate/Time
10108104 00:00
Received Oale/TIme
10111/04 7:12
An'~81 Raull ROL Unlt& lIetl1oc1 AnIIplS Date Analyst Flag
SaturalBd Pa~
~H 4.2 0.1 pH oJ"" S-l.IOW.S. IOI181ll4 15:23 i1M'
RedOII PotenUaI 330 1.0 mV SM 2580 10118104 \5:24 imm
Sall.lralBd extract
Saluraled Reslstillily 780 5 ohm-cm SM 25208 10118104 15:26 irnm
SUlfide NEG NlA Willer elution 10/18104 15:23 imm
Waler extract
Sulfate 150 \0 ppm 1M Chroma! 10113/0418:57 Cn"N-SAG.
N.WEl<
~~ \. UCD4..~
," +"
.: ...
... ..
~ ~
.. ..
.. .
~
C-11
-
-
-
-
-
-
-
-
-
-
-
-
-
-
.
-
-
.
.
T.H.E. Soils Co., Inc.
.
~
APPENDIX D
Standard Grading and Earthwork Specifications
W.O. #784401.00
./
~"O
I
,I
STANDARD GRADING AND EARTHWORK SPECIFICATIONS
Th... opecifications presa1l T .H.E. Soils Company. ....clard rooommendations for grading and earthwork.
I
No deviatim from these specifications mould be pamitted unless specifica.1ly superseded in the gootedmical rq>ort of the projed. or by written cormnunication sigped by the
Soils Consultant. Evaluations performed by the Soils Consu1t.ant during the ooune of grading may resuh in subsequent recommendations which could supenede these
specifications or the recommendations of the ge<<edmical rq>ort.
I
1.0
GENERAL
1.1 The Soils Consu1tant is the Qwnec's ex Developer's rq>resmtative on the project. For the purpose of these specifications.. obsenrations by the Soils
Coosuh.ant include observations by the Soils Engineer. Soils Enginea', Engineering Geologist. and dhers ~loyed by and respons1ole to the Soils
Consuhant.
I
1.2 All clearing. site PrqJaration, or earthwork. perlonned on the projed. shan be conduded and directed by the Contractor under the allowance or
lRlpervision of the Soils Coosul1ant..
I
1.3
1.4
I
I
1.5
I
1.6
I
1.7
SITE PREPARATION
I
1.0
2.1
I
2.2
I
2.3
I
I
2.4
2.5
I
The Conttador should be re;poosible for the safety oCtbe projed. and satisfactory compldion of all grading. Owing grading. the Contractor shan
remain acce;stole.
Prior to the commencemart: of grading. the Soils Consuhant mall be employed for the pwpose of providing field, laboratory, and office services for
conformance with the recommendations of the gecUdmical rq>ort and these specifications. h will be necessary that the Soils Coosuhant provide
adequate testing and observations so that he may provide an opinion as to ddamine that the work was accomplished as specified. h shall be the
re!ipOIlSibility of the Cootrador to assist the Soils Consultant and k.etp him apprised of work schedules and manges so that. he may schedule his
peISOIIIlel oooordingly.
h shall be the sole responsibility of the Contractor to provide adequate equipma:Il and methods to acx:omplish the work in accordance with
applicable grading codes, agency ordinances. these specifications, and the approved grading plans. U; in the opinion of the Soils Coosultant,
unsatisfactory oonditions, such as questiooable soil. poor moUture cmdition. inadequate compad.ion, adverse wC81her, etc.. are resuhing in a quality
ofwork less than required in these specifications. the Soils Consultant will be empowered to rqed. the work and I~d that omstrudioo be
stopped until the oonditioos are redified.
h is the Contractor's n:spoosibility to provide safe aox:ss to the Soils Consultant for testing and/or grading observatioo purposes. This may require
the excavation of test pits and/or the relocation of grading equipment.
A final rqxxt shall be issued by the Soils Coosul1ant attesting to the Contractor's conformaoce wilh 1hese specifications..
All vegc.'tation and deleterious material shall be disposed of otf-site. This nmoval shall be observed by the Soils Consuhant and ooncluded prior to
fill plooemenl.
Soil, alluvium. or bedrock materials detennined by the Soils Coosultmrt as being unsuitable for placement in compacted fills mall be removed from
the site or used in opal areas as dd.ermined by the Soils Coosuhant Any material incorporated as a part of a compacted :fill must be approved by
the Soils CoosuI1mI prior to fill plaoemenl.
Afterthe ground surface to receive fill bas been cleared. it shall be scarified. disced and/or bladed by the Contractor turt.iI it is uniform and:free from
ruts, hollows, hUlDDlOdts, or cd1er uneven features whidl may prevent uniform compaction.
The scarified @/OUIld surfilce sh.o then be braugJJt to optimum moisture, milo:d as requinld, and ~._ as opecified !fthe..,.,.;Jjed zone is
f1CIIk'c than twelve indles in dqJth..1he exoess shall be ranoved and placed in lifts n<< to exoeed six inmes or less.
Prior to placing fill. the gromd surfaoeto receive fillsball be observed. tested. and approved by the Soils Consultant.
Any underground structures or cavities such as cesspools. cisterns, mining malls. twmels, septic tanks. wells. pipe lines. or cd1ers are to be nmoved
or treated in a manner presaibed by the Soils Consultant.
In aJI.-fill tnmsitioo 1l1s and where aJI. leU are partially in soil. colluvium or unweathered bedrock. materials. in order to provide uniform bearing
conditions. the bedrock portion of the lot extending a minimwn of S feet outside ofbuilding lines shall be overexcav8led a minimwn of 3 feet and
replaced with. compacted fill. Greata'" overexcavation could be required as dd.crmined by Soils Consu1t.anL Typical details arc lIltadted.
I
3.1
3.0 COMPACfEDFILLS
I
I
Mau:rial to be placed as fiIl....11 be floe of orpnic mailer and othcc delclaious ...bstanecs. and....l1 be approved by the Soils Coosuhant Soils of
poor gradation, expans;on, .. ~ _os ....11 be placed ;" areas cIeoigoated by 8oi1o Consultant or ....11 be milo:d with othcc ,,"10 to
serve as satisfactory fiU material. as dired.ed by the Soils Consultant.
~
-
Standard Grading and Earthwork Specifications
Page 2
-
3.2
3.3
3.4
-
3.5
-
3.6
- 3.7
3.8
-
-
3.9
-
3.10
3.11
-
3.12
-
Rock fragments less than six inches in dillllldtt may be utilized in the fiU. provided:
They are nct placed or nested in oonoerrtrated pockds.
There is a sufficient amount of approved soil to surround the codes.
The distribution of rocks is supervised by the Soils Coosuhant.
R<Xks greater than twelve inches in diameta man be takm off...site. or placed in accon1ance with the reoommendations of the Soils Coosultant in
areas desi~ated as suitable for rode disposal. (A typical detail for Rock Disposal is attached)
Material that is spongy. subject. to decay, or otherwise considered lUlSUitablesball nct be used in the compacted fin.
Represart.ative samples of materials to be utilized as compacted fill shall be analyzed by the laboratory of the Soils Consuhant to determine their
physical properties. If any material ~Erthan that previously tested is enoountered during grading. the appropriate analysis of this material shall be
conduded by the Soils Coosuhant before being approved as fill material.
Material used in the compacting process shall be evenly spread, wat.<<ed, processed, and compacted in thin lifts not. to exceed six indies in thickness
to obtain a Wlifonnly dmse layer. The fill shall be placed and compacted on 8 horizontal plane. tmless otherwise approved by the Soils Consultant.
If the moisture oooteot or relative compactioo. varies from that required by the Soils Coosuhant. the Cootrador mall fe\Vork the fiU until it is
approved by the Soils Coosuhant.
Each taya shall be oompaaed to at least 90 pacmt of the maximum density in compliance with the testing mahod specified by the oontrolling
governmartal agency or ASTM lSS7-70, whicheva applies.
If compaction to a lesser pcroDage is authorized by the OlJIItrQUing governmental agency because of a specific land use or expansive soil condition.
the area to receive fill compacted to less than 90 percent. shall eitha be delineated on the grading plan and/or appropriate reference made to the area
in the geotedmical rqx>rt.
All fills shan be keyed and benched through all topsoil, colluvium, alluvium, or creep maUrial. into sound bedrock or firm material where the slope
receivingfill exceeds a ratio offivehorizontal to one vertical or in aooordancewith thereconuncndatioos of the Soils Consultant.
The key for side hill fills mall be a minimum width of 15 fed. within bedrock or firm mataials, unless dherwise specified in the geotechnical report.
(See detail attadu:d.)
Subdrainage devices mall be c:onstructed in compliance with the ordinan<:u of the controlling governmental agmcy, or with the recommendations of
the Soils Consultant (Typical Canyon Subdrain details are attached.)
The cootrador will be required to obtain a minimum relative ~adion of 8lleasl 90 percent out to the fmisb slope face of fill slopes, buttresses,
and aabilWdion fills. This may be achieved by either over building the slope and cutting back to the compacted core, or by direct. compaction of the
slope faco with suitable "I"ipmmt, or by my _procedure. whidt produces theroquired compa<1im approved by the Soils Cmsu\tant.
.
3.14
3.13 All fill slopes should be planted or prtte<1ed from erosion by oIhenndhods specified in the Soils rq>ort.
4.0 CUT SLOPES
-
4.1
4.2
-
4.3
-
4.4
-
4.5
.
Fill-ovet-<:ut slopes shall be properly keyed througb lopsoi~ colluvium or a<ep material into rock or firm materials, md the transitim shall be
stripped ofan soil priorto pIacingfill. (Seeattadled detail.)
The Soils Consuhant shall insped all cut slopes at. vertical intervals exceeding five fed.
If any conditions not anticipated in the geotechnical tq)Ort such as perdled water, seepage, Imtiwlar or confmed W'Bta of a pctmtially adverse
naI1ue, unfav...bly inclined bedding. joints or fauk plmCl "u,o...aed dDring IlJ'ding. these conditions shan be malyzed by the Soils Coosuhant.
and .~dations shall be madeto mitigJtethese problems. (Typical daails for stabilization of a portion of a 0Jt slope are attadted)
Cut slopes that face in the same direction as the prevailing drainage shall be prcAed.ed from slope wash by a non-erodible inten:qrtor swale placed at
thetop ?fthe slope.
Unless otherwise specified in the geatedmical tqKJrt. no cut slcpes shall be excavated hidtcr or steeper than that. allowed by the ordinances 01
oontroUing govcmmmtal agencies.
Drainage terraces shall be QClIUIQ'ud.cd in compliance with the ordinances of controlling governmental agencies, or with the reconunendations oftht
Soils Coosuhant.
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Standard Grading and Earthwork Specifications
Page 3
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S.O
5.1
TRENCH BACKFILLS
Trench excavation shall be inspeded priorto structure placcmmt for compet.ent ldlom
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5.2
5.3
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5.4
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5.5
5.6
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Trendt excavations for utility pipes shall be baddilled under the supervision of the Soils Consultant.
Afla- the utility pipe has hem laid, the space under and around the pipe shall be backfilled with clean sand or approved granular soil to a dqrth of at
least one f~ OVe:l" the top of the pipe. The sand backfill shall be uniformly jdted into place before the controlled baddill is placed over the sand
The on-sit.e materials, or c:Mter soils approved by the Soils Consultant, shall be watered and mixed, as necessary, prior to placement in lifts ova- the
sand baddill.
The controlled backfilt shall be compacted to at least. 90 pcroent of the maximwn laboratory density, as determined by the ASTM D1557.70 or the
controllinggovenuntn1.al agmcy.
Field da1sily tesls and inspedico of the bacldill proa:dun:s mall be made by the Soils Ccosuhant during bacldilling to see that _ moisture
content and unifOlID compaction is being maintained. The contractor shall providetesl holes and exploratory pits as required by the Soils Coosuhant
to enable sampling and testing.
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6.1
6.0 GRADING CONTROL
Inspection of the fill placement mall be provided by the Soils Consuhant duringthe progress of grading.
6.2
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6.3
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6.4
I
In general, deosity tests should be made at intervals nol exceeding two feet offill heigbt or every 500 cubic yards offill placed. This ait.eria will
vary dqKnding on soil cmditioos and the size of the job. In any event., an ade.qu<<te nwnber offield density tests shan be made to verifY that the
required ~dion is being achievoo..
Dmsity tests mould also be made on the native surface material to receive fill, as required by the Soils Consuhant.
All c1ean-<>Ut, processed ground to n=ived fil~ key excavations, subdniins, and rod< disposals mould be impeded and approved by the Soils
Ccnsuhant prior- to placing any filL h shall be the Contractor-'s responst"bility to nctifY the Soils Coosuhant when such areas will be ready for
inspedico.
7.1
CONSTRUCTION CONSIDERATIONS
7.0
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7.2
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7.3
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Erosion control measures, when necessary, shall be provided by the Contractor during grading and prior to the oompldion and oonstrudion of
permanent drainage controls.
Upon ~ldion of grading and termination of impedioos by the Soils Coos:u1t.an1, no further filling or excavating. including that necessary for
footinll' foundations, Jargetreewells, rdaining walls.... othec f........ mall bep<rl"onned without the approval of the Soi1s Ccosuhant.
Care mall be takm by the Centractor dwing final grading to presenre any betms. drainage terraces,. interoeptor swales. or other devices of
pennanent nature on or adjacent to the propErty.
,,;lb
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OVER EXCAVATE
AND RECOMPACT
OVER8URDEN
OR UNSUITABLE
MATERIAL
SIDE HILL
CUT PAD DETAIL
-
./
./
/"
./
../
./
./
FINISHED CUT PAD
-~
~l
SU8DRAIN AND KEY WIDTH REOUIREMENTS
DETERMINED BASED ON EXPOSED SUBSURFACE
CONDITIONS AND THICKNESS OF OVERBURDEN
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ROCK
DISPOSAL DETAIL
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FINISH GRADE
I
- --------------- ----------~-----------=-----------~-_"""':
_ -~==:::-========~-j=6-.--~-~-:--:=======:?~~~p ACT.!:~ ~==~:j
_-_-==========~~=======~=:=t~===~====~==-;~=~~~=~=~t
_-=-=========~=~~-=f}-==i=====~==:::-0====~==~=:::_==~=j\;:::-::='
--------~---~-------~~--------~~
--=- ==~~~~~~~~~a~~~~n~~~~~~~~~~===~~~~?~
-.:., 0'- MIN.:----<.: .:------- - ------- - - - -- -E------=-=---=~=~-~--
_-_-_-_-:::.._.:2"_-_-_-_-_-_-_-_-_-_-.:_-_4' MIN. --- -":15' MIN ~------~-
----------:::t-~~---------------------- - - - - --- --..;: -- - --=- :..."1----:..-
=====3E==:f===f=~~===3i...f====~~==E====== _ ~=~======~ 3B:~~~-:----
-_-_-_-_-_-_-.:c_-_-_-_-_-_-_-l-_-_-_-_-__:..-_-:.:-_-_-_-_ _-_-_-_-_- -.,
------~--------~---------~--- --
.--:..- .:_--~----_-:.. -:..-----------:.. -:..-------_-:..--- .:_~ --
:.,::..::;.7----------------..;: OVERSIZE',- ---
WINDROWl
SLOPE
FACE
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GRANULAR SOIL'
. To HIT voids,
densified by
flooding
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PROFILE
ALONG WINDROW
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TRANSITION LOT DETAILS
CUT-FILL LOT
NATURAL GROUND
1-
-
- -
-- .-
~....... -,.,.,..
--- ~ --- ...- 51 r-
__ - __ .- MIN. I
-- .-
~COMPACT-ED :-::FILi.:-::-=-:::::~-':~?-~':::::"~ ~.::---:...--:+--------------- 36" MIN.
-----------------. ,,,I ---j:.: 'v It\;." -r--
~_____________<..___.._'"..\r:--~- , .,
---:~~=~~~~~\1?:i'~~~j::=~= OVER EXCAVATE AND RECOMPACT
:.?::::..~~_ ~_\.lL__ _ ",";A
.:-_--= .,O-.J __-_-.;:;:...-:::-_-_
-::-l\~\~ --...;:::..?:::--------
----
.UNWEA THERED BEDROCK OR 1
r-- MATERIAL APPROVED BY --T
I THE GEOTECHNICAL CONSULTANT
CUT LOT
-
-
--
_..........- REMOVE
_ - ---I,lNSUITABLE _____ _-
_- - MATERIAL _
:.. - - - - - ----- --- - ----- - --- --%""- -- - - - - - -- ----- - --:...-:...-- 36" MIN
--------------------~~~~------~------------ .
-~CciMPACTED:-_-_--:...~:::::::-= I" ~ ^ T
-_-=~~~~?~~ OVEREXCAVATE ANDRECOMPACT
--
-
--
--
NATURA"L GROUND
1-
--
--
"
--
--
--
-
--
UNWEATHERED BEDROCK OR f
,-- MATERIAL APPROVED BY -
t THE GEOTECHNICAL CONSULTANT,
NOTE:
Deeperoverexcavatian and recompaction shall be performed
if de!ermined -0 be necesscry by the geotechniccl consultant.
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SLOPE BUTTRESS OR
REPLACEMENT FILL DETAIL
..
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2' MIN.
- - -~---:2(y-:-'- .,...--------------
------- '0 M,!::.------:r.
,
I EOUIP'''?li~~- ~~J~ Y IS ro:T > I
f:~f~.-1 l'
~ --"-------
_-_-=-=-:-:7-- - - -
I
_-:...-=~-:=--r- FILL SLANf
_-_-j:=~~=j:==--2: 30" MIN.
----- BACK CUT
_-=-~:=~===~--'~ 1:1 OR FLA TTE
-- BENCHING
OUTLET PIPES
4" fl f\Jonperforoted Pipe,
100' Max. O.c. Horizontolly,
30' Max. O.c. Vertically
KEY,,:
OEPTH-L
---jj-----------:C:
--- ---------- -
--- ----------
--- ----------
-----t:---------
----- ---------
------ --------
- --.:_-----.:+---------------
-------- -------
-------- -------
--------- ------
. --=-=-=-=-=-=-=-=-=--=-]-: -:.. -:...-------./.:
-----------k
------------- ----
r--------"O,.--. .----z
"1"'\ .,_ ~_.t...c ~
SUBORAIN
SEE ALTERNATES A 3
AL TERNA TE A
TEMPORARY
FILL LEVEL
8- MIN. OVEP.LA?
'POSITlve SC::AL \. .
SHOULD aE ~ Ih" MIN.
PRovloeo oJ " Of GRAVEL OR
AT TliE JOONT ., '" <-APPROVED
5% Mr * #." ,- '. S:!JurJA~~H
, N.~I.,; 't'. '..;;
, .
OUTLET .....~~ .,.,.
PIPE.-.,..="_'
MIRArl 140 FILTE::t
FABRIC OR APPRovED
EQUIVALENT
'UfJ. ; -=: RECOMPACTED FILL
'"r\\IN...SELECTBEOOING
SACKFILl
"a "'.'1. NONPERFORATEO /
PIPS. ./
DETAIL A-A'
AL TERNA TE B
NOTES:
. Fill blanket, bock cut, key width and
key depth ore subject to field change,
per report/plans.
.. Key. .heel subGrain, .blanket drain, or
vertical drain may .be required at the
discretion of the geotechnical consultant.
. SUBORAIN INSTALLATION - Subdrain
pipe shall be installed with perforations
Gown or, at locations designated by
the geotechnical consultant, shall be
nonperforated pipe.
. SUBORAIN TYPE - Subdrain type shall
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 POlyvinyl Chloride Plastic
FILTER MATERIAL:
. Filter moterial shall be
Class 2 permeable material
per State of California
Standord Specifications,
or approved alternate.
Class 2 grading as follows:
SIEVE SIZE PERCENT PASSING
I"
3/4"
3/8"
No.4
No.8
No. 30
No. SO
No. 200
100
90-100
40-100
2S-40
18-33
S-IS
iJ-7
0-3
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BENCHING DETAILS
FiLL SLOPE
-----:..--~COMPACTED .-----:..---.
- --=-=-=-:::-=...:-~~ FILL :.."-':-=-=--~-::
----_-:...-------:....---------------------...=..-_-:
-----------------~~---
----------------~-'t_---:..------=- -::::---------...::..~
, ___-_-:_-_-_-:-_-_~-_"""'j,.-_-~__::r__-_-~:;...-c:='- W"...
_ _ __ _ _ - -- - _:....~ ___M___ - - - -....f''''
PRO",CTED PLANE --=-=-=-=-=-=-=-=~l-"~j ~"^'
I to I maximum from toe _-=-:::=-=-=-:::-.:::-z..=~:=~---=-- :;---
of slope to approved ground ":=-=-:::=~L~-=-;?"':::::-=- \ '
_-_-=-:::-:-:?-:---=-=-;: {! /-,,>yt, ~EMOVE
,,--:..-.?.::.-..:...:--::z..?.::"--..:~ UNSUITABLE
" ~-'C--_-;..-c_C'~. ~. MATERIAL
__ _____~--..:_--- I 4' MIN. I BENCH
'_y..:..:;~_-_-_-_-_-_-_ j.f-SENCH ~
1 1-';;--....--------- I . HEIGHT
-'- ~_'::-=-::2%M1N.:=-=-=- (typical) VARIES
T -~:--:~-=---------.
2' MNI 15'MIN. I
KEY t"LOWEST BENCH -+j
DEPTH (KEY)
NATURAL
GROUND \
.----7 ^'
~ .
-
------------
_-:: COMPACTED ::::-=-~
---------l FI LL =----:;;-~----~
_-=-=-=-=-=-:-:.7.::=""-~-~--z:
--======~~==~=~:=-:---:;-=~-==-
____-.-..c_____...._
-------------~---
--..,...-----------
REMOVE. NATURAL .?~~-:-:-:?-: ~
UNSUITABLE GROUND :.?------~----~ I
MATERIAL" __ '- - _-=-_-.;::...--::::-..: r4' MIN:
'\ _ --.,.---- BENC~
_ \_ - -- ~~_~%-~N~ (typicaI)1
__ J
- - __........ -- -. ~~ l5'MIN'i1
__ .... LOWEST BENCH
....
FILL OVER CUT SLOPE
BENCH
HEIGl;lT
VARIES
--
CUT
FACE
To be constructed prior
to fill placement
--
--
NOTES;
LOWEST BENCH: Depth and width subject to field change
. based o~ consultant's inspection.
S;.;eORAI:JAGE:. E:"k c:,:.:.,~ mey be required at the
jiscretlon or the geotecnnical consultant.
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REMOVE
.. _ UNSUITABLE
~ :x..: ----------- --/-- MATERIAL
--~-=~:~=======~~~-~-;~C~~~!l-~~====~=====~-~=- _-:;-r-j.
-~~-~~-------------------~-
-~~---~-----------------~-~--
--- -- -=~-S~-::~~:~:~~~~--;a -
==~=~=====:=:;t=::E=f:;:==-::~-3E=-
~-------~
----~..;;,=:0'-"= SUBDRAIN TRENCH
. _' SEE ALTERNATES ASB
CANYON SUBDRAIN DETAIL
BENCHING
SUB DRAIN Perforated Pipe Surrounded With
AL TERNA TE A: Filter Material
___ FILTER MATERIAL
3
9 ft. 1ft.
COVER
. 6" MIN. .---/"
.';.' .~.' y
:'~: ::: :_4"', ~
" .... ".
" "
BEDDING
,-
Al!ernate A-1
Alternate A-2
PERFORATED PIPE
6"(JMIN.
SUBDRAIN 1 1/2" Gravel Wrapped
AL TERNA TE B: in Filter Fabric
.-A~ '","IN. OVERLAP ~ r-
IA
MIR';FI 140 FILTER
FABRIC OR
APPROVED
EOUIV ALENT
I Vz" MIN. GRAVEL OR
APPROVED EOUWALENT
3
9 ft. 1ft.
B-2
~
FILTER MATERIAL:
Filter material shell be
Closs 2 permeable mCTerial
per State of California
Standard Specifications,
or approved alternate.
Class 2 grading os (ollows:
SIEVE SIZE
PERCENT PASSING
I"
3/4"
3/8"
No.4
No.8
No. 30
No. 50
No. 200
100
~O-ICO
40-100
25..40
18-33
5-15
0-7
0-3
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 of 5 feet in
length inside the wrapped
gravel.
. SUBDRAIN INST ALLA TlON - Subdrain pipe shall be installed with perforations down or,
at locations designated by the geotechnical consultant, shall be nonperforated pipe.
SUBORAIN TYPE - Subdrain type shan be ASTM 02751, SOR 23.5 or ASTM 01527, Schedule 40 /,-1>1..
Acrylonitrile Butadiene Styrene (ABS) or ASTM 03034 SOR 23.5 or ASTM 01785, Schedule 40 V\
Polyvinal Chloride Plastic (PVC) pipe or approved equivalant
.