HomeMy WebLinkAboutParcel Map 17288 Parcel 4 Supplemental Geotechnical Nov.4,1991
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LEIGHTON AND ASSOCIATES, INC.
':t'..... 11288
Geotechnical and Environmental Engineering Consultants
SUPPLEMENrAL GEOTECHNICAL
INVESTIGATION OF PARCEL 4,
PARCEL MAP 17288, PROPOSED
CREEKSIDE CAR CARE CENTER,
FRONT SlREEI',
TEMECULA, RIVERSIDE COUNTY,
CALIFORNIA
November 4, 1991
Project No. 06910749-03
llECEI17En
Dfe 311991
WILLDAN
SAN BERNA ASSOCIATES
ROINO OFFICE
Prepared For:
E.c.l.
3517 West Commonwealth Avenue
Fullerton, California 92633
40935 COUNTY CENTER DRIVE, SUITE A, TEMECUlA, CALIFORNIA 92591
\
(714) 676-0023
FAX (714) 676-6826
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LEIGHTON AND ASSOCIATES, INC.
Geotechnical and Environmental Engineering Consultants
November 4, 1991
!
Project No. 06910749-03
To: E.C.I
3517 West,Commonwealth Avenue
Fullerton, CA 92633
Attention: Me. Lou Kashmere
Subject: Supplemental Geotechnical Investigation of Parcel 4, Parcel Map 17288, Proposed
Creekside Car Care Center, Front Street, Temecula, Riverside County, California.
In accordance with yo.ur request, we have conducted a geotechnical investigation of the proposed
Creekside Car Care Center. The purpose of our investigation was to supplement our previous
grading plan review with accurate removal recommendations based upon subsurface data. The
accompanying letter/~eport presents a detailed description of our findings, conclusions and
recommendations for ,the proposed development. The locations of our exploratory trenches are
located on Plate 1 (attached).
We appreciate this opportunity to be of service to you. If you should have any questions, please do
not hesitate to contact our office.
Respectfully submitted,
LEIGHTON AND ASSOCIATES, INC.
t11q~
Mark Hushebeck
Geologic Operations Manager
Project Manager
Mark Berg ann, G 1348
Director of Geology, IERC
Office n~
teve Alford, RCE 34276
Director of Engineering
Registration Expires 9/30/95
MAH/MB/SA/bb
40935 COUNTY CENTER DRIVE, SUITE A, TEMECUlA, CALIFORNIA 92591
(714) 676-0023
FAX (714) 676-6826
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Project No. 06910749-03
TABLE OF CONTENTS
1.0 SUBSURFACE INVESTIGATION .............,.......................... 3
1.1 Earth Materials. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
1.1.1 Undocumented Fill (Mu) ................................... 3
1.1.2 St~eam Channel Deposits (Qsc) .............................. 3
1.1.3 Quaternary Alluvium (Qal) ................................. 4
1.1.4 Ql!aternary Pauba Formation (Qps) ........................... 4
1.2 Rippability. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
1.3 Groundwater. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
1.4 Slope Stability .................................................. 4
2.0 CONCLUSIONS AND RECOMMENDATIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
2.1 RemovalslKeyway Locations. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
, 2.2 Slope Stability .................................................. 6
2.3 Existing ROFkpiles ............................................... 7
2.4 Exploratory: Trenches ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
2.5 Settlement Monuments. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
ACCOMPANYING MAPS AND APPENDICES
Plate 1
Appendix A -
Appendix B -
Appendix C
Appendix D
Appendix E
GeotecQnical Map (in pocket)
References
Geotechnical Trench Logs
Laboratory Test Results
General: Earthwork and Grading Specifications
Slope Stability Analysis Subsurface Investigation
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Project No. 06910749-03
1.0 SUBSURFACE INVESTIGATION
Our subsurface investigation was performed on October 14,1991. A Komatsu 220 trackhoe, supplied
by the client, excavated six exploratory trenches to evaluate removal depths at the site. Exploratory
trenches T-l, T-4, and T"5 were excavated across an existing buried stream channel. These trenches
confirmed that undocumented fill soils and some construction debris exists within this stream channel.
'I'he stream channel transects the site in an east to west trend and contains upwards of eight feet of
undocumented fill soils., Exploratory trenches T-2, T-3, and T-6 were excavated outside of the
channel to evaluate general removal depths in those vicinities. The following section briefly describes
each of the units encountered within our exploratory trenches.
III Earth Materials
The site is underlain by four distinct units including undocumented fill soils, recent stream
channel deposits, Quaternary alluvial soils, and bedrock of the Pauba Formation. These
materials are desFribed below;
1.1.1 Undocumented Fill (Afu)
Undocumented fill soils consisting of light brown to olive, moist, medium dense, silty fine
to medium ,sand were encountered within the upper two to eight feet. Numerous
cobbles and construction debris (wood, concrete fragments, brick, and asphalt fragments)
were observed in localized sections of this unit. Stockpiles of similar construction debris
also cover portions of the site (see Plate 1). In place undocumented fill soils are
considered unsuitable for the support of structural fill and/or structural improvements.
The undocumented fill soils are suitable for reuse as structural fill soils provided that
they are free of organic or deleterious materials. Oversized concrete and asphalt could
be disposed, of in the deeper fill areas onsite. Please refer to the Conclusions and
Recommendations section of this report for our removal recommendations for
unsuitable materials.
1.1.2 Stream Channel Deposits (Osc)
Recent stream channel deposits were encountered within the buried channel and near
the western, edge of the proposed development. These deposits generally consist of
medium to coarse grained, friable sands, that are loose to very loose. These deposits
overlie some of the undocumented fills in the western edge of the site. This unit is
considered l!nsuitable for the support of additional structural fill soils and or structural
improvements. Portions of this unit are below the current groundwater levels at the site
(approximately 10 feet below existing grade). Please refer to our removal
recommendations section for removal depths within this unit.
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1.2
Project No. 06910749-03
1.1.3 OuaternaI1': Alluvium (Oal)
Alluvium co,nsisting of dark gray brown to light orange brown silty to clayey fine to very
coarse sand, was encountered. These alluvial soils were encountered to a maximum
depth of 20 ,feet (Appendix A, Reference 3) below the existing ground surface. A thin
(approximately 2 feet thick) horizon of topsoil mantles the alluvial soils. The topsoil and
upper portions of the alluvial soils are considered unsuitable for the support of structural
fill soils and/or structural improvements. Please refer to the removals section of this
report for our recommendations regarding the alluvial soils.
1.1.4 Ouaternarv Pauba Formation (Ops)
The Pauba ,Formation was encountered by Highland Geotechnical consultants (May,
1987) at a (jepth of approximately 20 feet below the existing ground surface. This
formation typically consists of moderately dense siltstones and sandstones. This
formation i~ not expected to be encountered during proposed site grading.
Rippability
All earth materials onsite are expected to be readily rippable by conventional heavy duty
grading equipment. The rockpilelboulders may need special handling/crushing if incorporated
into the onsite structural fills.
1.3
Groundwater
Groundwater was encountered at two different elevations at the site during our investigation.
It was encountered at 10 feet below grade in exploratory trench T-l and at 12 feet below
grade in T-2. No groundwater was encountered outside of T-! and T-2. Although it was
reported by the client that the environmental consultants subsurface pits encountered
groundwater at a depth of approximately 10 feet below the existing ground surface east of
the location of T-t Based upon these findings, groundwater levels should be expected to be
encountered at approximately 10 feet below existing grades until the rainy season. Large
amounts of rainfall this winter could produce a substantial rise in groundwater levels at the
site. Therefore, it would be prudent to at least perform the removals (overexcavations)
recommended herein prior to the rainy season.
1.4
Slope Stability
Proposed fill and cut slopes were analyzed for deep seated failure utilizing "PCSTABL5M",
Purdue University's slope stability program using Janbu's Method for determining slope
stability for an arcuate failure mode under static conditions and pseudo static conditions, using
a seismic coeffecient of 0.2. Results of our analysis are provided in Appendix E. Strength
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Project No. 06910749-03
parameters utilized for the earth material are based upon laboratory testing performed in our
preliminary investigation (see Reference), our experience with similar units and our
professional judgement. The following parameters were utilized:
Total Unit Total Unit Weight Angle
Weight (Wet) (Saturated) Cohesion Internal Friction
Material (I'cf) ( pcf) (pcf) (del!rees)
Compacted Fill
Alluvium 130.0 135.0 150 35 degrees
Natural
Alluvium (Qal) 130.0 135.0 170 40 degrees
Surficial slope stability was also evaluated for a 3-foot seepage zone parallel to the face of
the slope by utilizing the soil parameters presented above. The results of this analysis are
provided in Appendix E.
Based upon our ,analysis fill slopes should be grossly and surficially stable at a minimum slope
ratio of 1.75:1 (horizontal to vertical). Also, based upon our analysis, cut slopes should be
grossly and surfi.cially stable provided they are free of adverse geologic conditions, such as,
out of slope bedding, jointing exposed on the slope surface.
All slopes should be constructed in accordance with the latest version of the Uniform
Building Code. All cut slopes should be observed by an engineering geologist during grading
to verify that the soils and geologic conditions encountered do not differ significantly from
those assumed in our evaluation.
Cut and fill slopes should be provided with appropriate surface drainage features and
landscaped (with drought tolerant vegetation) as soon as possible after grading to minimize
the potential for erosion. Berms should be provided at the top of fIll slopes, brow ditches
should be constructed at the top of cut slopes. Lot drainage should be directed such that
surface runoff on the slope face is minimized. The outer portion of fill slopes should be
either overbuilt !by 2 feet (minimum) and trimmed back to the finished slope or compacted
in increments of 5 feet (maximum) by a sheepsfoot roller as the fill is placed and then
trackwalked to achieve the final configuration.
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Project No. 06910749-03
2.0 CONCLUSIONS AND RECOMMENDATIONS
Based upon our subsurface investigation and review of the referenced reports and maps, it is our
opinion that the proposed development is feasible from a geotechnical standpoint provided that the
following recommendations are adhered to.
2.1 RemovalslKevwav Locations
Removal of unsuitable materials (construction debris, undocumented fill, exploratory trench
backfill, stream ~hannel deposits, topsoil, unconsolidated alluvium) will be required in the
proposed fill ar~as of the site. The removal depths of these unsuitable materials will vary
with location. The approximate depth of removals are indicated on the Geotechnical Map
(Plate 1, in, pocket). The removal depths provided herein supersede those in our previous
grading plan review report. Removal depths will depend upon the thickness of
undocumented fills, exploratory trench backfill, topsoil, unconsolidated stream channel
deposits and alluvial materials encountered during grading. This investigation has delineated
actual removal depths and the locations of localized deeper removals. Actual depths are
provided on Plate 1 within hexagons.
Groundwater levels will effect overexcavation efforts. In general speaking, removal bottoms
which display moderate to severe pumping conditions (ground moving phenomenon under
heavy equipment in near saturated soils) will be approved provided that a minimum of five
feet of the existipg soils are overexcavated. If groundwater conditions higher than five feet
below existing grades are encountered, dewatering may be necessary to achieve the five foot
minimum removal depth.
The bottoms of all overexcavations should display a minimum 85 percent in-place density and
near optimum I/loisture conditions. Once acceptable removal bottoms are reached, the
natural surface should be scarified, moisture conditioned, and recompacted to at least 90
percent relative ,compaction, prior to placement of structural fill soils.
The existing storm drain should be either be crushed in place, entirely removed, or slurried.
Removal depths are approximate and are based upon widely spaced exploratory borings and
trenches. Actual removal depths may vary from the depths provided on Plate 1. Actual
removal depths, will be determined during grading by the project geologist. All other
recommendations provided on our previous grading plan review report should be adhered to
(excluding actual removal depths).
2.2 Slope Stability
The proposed 1.75:1 (horizontal to vertical) fill slope is expected to be grossly stable,
provided the dr~inage recommendations from our previous report (Reference 7, Appendix
A) are adhered to during grading.
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2.4
2'.5
Project No. 06910749-03
2.3
Existinl! Rockpiles
All earth materials excluding organic soils and deleterious materials should be suitable for
fills. If boulders larger than 24 inches are encountered, they should be crushedlbroken in
place to a size less than 24 inches or removed from the fill area. Fills containing appreciable
percent of rocks I (greater than 20 percent) with diameters greater than 12 inches, should be
placed in accordance with the Rock Disposal Recommendations presented in Appendix C of
our grading plan: review.
Deleterious m~terials conslStmg of metal containers, wood, trash, and other
biodegradable/organic materials should be disposed of offsite. Concrete, asphalt, and boulders
can be incorpoqlted into the structural fills provided they are placed in accordance with
Appendix D. L~rge fragments of concrete and asphalt should be broken into approximate
12 inch long pieces prior to placement into structural fills. These materials should be spread
out into the deeper fills and nesting of boulders/concrete/asphalt should be avoided. All
boulders should be placed a minimum of 15 feet horizontally back from proposed slope faces,
and at least 5 feet below proposed pad grades. If deep foundations (deeper than 24 inches)
are utilized for sqme of the proposed buildings, no oversized material should be placed below
these structures. No oversized materials should be placed below the proposed petroleum
tank locations. Any fragment of rock/concrete over 12 inches in largest dimension, constitutes
oversized materiaL
Exploratory Trenches
The locations of,our exploratory trenches both current and past are presented on Plate 1.
These locations have not been surveyed and are therefore only approximate. All of these
exploratory excavations should be entirely removed prior to fill placement in these areas.
Removal depths have been provided along the alignment of these trenches on Plate 1.
Settlement Monuments
Due to the limited access to the underlying alluvial material and the placement of fill over
the alluvial. mateIjal, it is recommended that settlement monuments be placed along the creek
edge and over the channel and monitored for a minimum of three months (Phase II
cons truction only).
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Project No. 06910749-03
APPENDIX A
REFERENCES
1. To-Mac Engineering, 1991, Grading Plan C.U.P. # 5, APN 922-110-006-5, Sheet #2, Dated
9/23/91, Scale 1" ;=20'.
2. To-Mac Engineering, 1991, Grading Plan for Parcel 4, Parcel Map 17288, APN 922-110-006-5,
Sheet #1, ,unsigned, undated.
3. : Leighton & Associates, Inc. 1991, "Geotechnical Review of Grading Plans, Proposed Creekside
Car Care, Parcel 4, Parcel Map 17288, Front Street, Temecula, Riverside County,
California, dated July 8, 1991.
4. A & D Design, 1991\ Site Plan for the Creekside Car Care Center, Sheet #1, Project No. 2582,
Latest Revision 5125/91.
5. California, State of, Special Studies Zone Map, Temecula Quadrangle, Preliminary Review map,
dated January 1,' 1990, Scale 1" = 2000'.
6. Leighton and Associates, Inc., 1988, Geotechnical Fissure and Subsidence Investigation of Lot
10, of Assessor's Parcel 922-11, Front Street near Interstate 15, Temecula, Riverside
County, California, Project No. 11880266-02, dated March 21, 1988.
7. Leighton and Associates, Inc., 1988, "Preliminary Geotechnical Fissure and Subsidence Evaluation
of Lot 10 of Assessors's Parcel 922-11, Front Street near Interstate 15, Temecula,
California, Project No. 11880266-01, dated February 25, 1988.
8. Highland Geotechnical Consultants, Inc., 1987, Preliminary Geotechnical Investigation, Lot 10
of Assessor's Parcel 922-11, Front Street near Interstate 15, Temecula, California, Job
No. 08-1684-005-00-00, dated May 11, 1987.
9. ' Seed, H. B. and I. M. Idriss, 1982, "Ground Motions and Soil Liquefaction During Earthquakes",
monograph , series, Earthquake Engineering Research Institute, Berkeley, California.
10. Kennedy, M.P. 1977, Special Report 131, on the "Recency and Character of Faulting Along the
Elsinore Fault Zone in Southern Riverside County, California 'by the California Division
of Mines and Geology.
11. Seed, H.B., R Muranka, J. Lysmer and I. Idriss, 1975, "Relationship Between Maximum
Acceleration, Maximum Velocity,Distance from Source and Local Site Conditions for
Moderately, Strong Earthquakes", report No. EERC 75-17.
12. Ploessel, M.R. and J,E. Slosson, 1974, "Repeatable High Ground Acceleration from Earthquakes,
California".
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PROJECT # 06910749-02
KEY - EXPLORATORY TRENCH T-l
UNDOCUMENTED FILL
'^ Silty sand, moderate yellowish brown, dry to damp, medium dense to loose, fine to coarse
grained, abundant two to four foot wide concrete slabs, scattered three to six inch wide and
three inch thick asphalt blocks, abundant aggregate base debris.
B Concrete debris, white, dry, loose, powder form, with abundant aggregate base.
OUATERNARY STREAM CHANNEL DEPOSITS
C Sand and silty sand" light yellowish brown, moist, loose - friable, well developed cross bedding,
lenses of clayey silt land silty clay.
QUATERNARY ALLUVIUM
D Clayey silty sand and sandy clay, dark blackish brown, very moist, massive with weak lenses of
clayey silt and sandy clay.
LEGEND EXPLORATORY TRENCH T-l
SYMBOL
EXPLANATION
Erosional/Sharp Contact
Gradational Contact
Very Gradational Contact
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PROJECT # 06910749-02
KEY - EXPLORATORY TRENCH T-4
UNDOCUMENTED FILL
A Silty sand, reddish brown, dry, medium dense, medium to coarse grained, three to four inch
wide, three inch, thick asphaltic blocks, a stream channel deposit with well developed cross
bedding exists near the base of this unit.
QUATERNARY STREAM CHANNEL DEPOSITS
B Sand, whitish tan, dry, loose - friable, laminated, micaceous, laminated four inch thick silty clay
bed at base of unit.
UNDOCUMENTED FILL
C Clayey silt, blackish brown, moist, loose, abundant rusted cans, broken bottles, probably placed
during or after early 1970's due to age of Pepsi logo, moderate porosity.
QUATERNARY ALLUVIUM
D Silty sand, light oli"e, dry to damp, medium dense to dense, medium to coarse grained, caliche
in upper two feet, moderate porosity, weakly bedded, iron oxide staining, mottled.
LEGEND EXPLORATORY TRENCH T-4
SYMBOL
EXPLANATION
Erosional/Sharp Contact
Gradational Contact
Very Gradational Contact
,-:)
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PROJECT # 06910749-02
KEY - EXPLORATORY TRENCH T-5
UNDOCUMENTED FILL
,A Silty sand, reddish,brown, dry, medium dense, medium to coarse grained, three to four inch
diameter asphaltic,blocks, a stream channel deposit with well developed cross bedding exists
between units A and B.
OUATERNARY STREAM CHANNEL DEPOSITS
i B Sandy conglomerate, reddish brown, damp, loose, abundant pebbles and gravel, very coarse
grained.
OUATERNARY ALLUVIUM
I C Silty sand, light olive, dry to damp, medium dense to dense, medium to coarse grained, caliche
in upper two feet, ,moderate porosity, weakly bedded, iron oxide staining, mottled.
LEGEND EXPLORATORY TRENCH T-5
SYMBOL
EXPLANATION
Erosional/Sharp Contact
Gradational Contact
Very Gradational Contact
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T-4, 0-5'
TABLE 1
Maximum Dry Density Test Results
Soil Descriotion
Reddish brown, silty
fine to coarse sand.
Project No. 06910749-03
Maximum
Density (oct)
132.0
Optimum
Moisture Content (%)
9.5
C-1
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PROJECT NO:
DATE:
6910749-02 TRENCH T-3 @ 6.5 FEET
11-3-91
LEIGHTON & ASSOCIATES
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2.0
3.0
.----. -. ._~ ... .._, ....- "--- -_.,...._..._~ .._~ .-~
APPENDIX D
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
1.0
General Intent
These specifications present general procedures and requirements for grading and earthwork
as shown on the approved grading plans, including preparation of areas to be filled, placement
of fill, installation of subdrains, and excavations. The recommendations contained in the
geotechnical report are a part of the earthwork and grading specifications and shall supersede
the provisions c<;Jlltained hereinafter in the case of conflict. Evaluations performed by the
consultant during the course of grading may result in new recommendations which could
supersede these Ispecifications or the recommendations of the geotechnical report.
Earthwork Observation and Testin~
Prior to the com\llencement of grading, a qualified geotechnical consultant (soils engineer and
engineering geo,logist, and their representatives) shall be employed for the purpose of
observing earthwork procedures and testing the fills for conformance with the
recommendations of the geotechnical report and these specifications. It will be necessary that
the consultant provide adequate testing and observation so that he may determine that the
work was accomplished as specified. It shall be the responsibility of the contractor to assist
the consultant and keep him apprised of work schedules and changes so that he may schedule
his personnel accordingly.
It shall be the sole responsibility of the contractor to provide adequate equipment and
methods to accomplish the work in accordance with applicable grading codes or agency
ordinances, these specifications and the approved grading plans. If, in the opinion of the
consultant, unsatisfactory conditions, such as questionable soil, poor moisture condition,
inadequate compaction, adverse weather, etc., are resulting in a quality of work less than
required in these specifications, the consultant will be empowered to reject the work and
recommend that,construction be stopped until the conditions are rectified.
Maximum dry density tests used to determine the degree of compaction will be performed in
accordance with, the American Society of Testing and Materials tests method ASTM
DI557-78.
Preparation of Areas to be Filled
3.1 Clearin~ and Grubbin~: All brush, vegetation and debris shall be removed or piled and
otherwis(f disposed of.
3.2 Processin~: The existing ground which is determined to be satisfactory for support of
fill ;shall be scarified to a minimum depth of 6 inches. Existing ground which is not
satisfactory shall be overexcavated as specified in the following section. Scarification
shall continue until the soils are broken down and free of large clay lumps or clods
and until the working surface is reasonably uniform and free of uneven features which
would inhibit uniform compaction.
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4.0
3.3 Overexc~vation: Soft, dry, spongy, highly fractured or otherwise unsuitable ground,
extending to such a depth that surface processing cannot adequately improve the
condition, shall be overexcavated down to firm ground, approved by the consultant.
3.4 Moisture Conditionine: Overexcavated and processed soils shall be watered,
dried-back, blended, and/or mixed, as required to attain a uniform moisture content
near optimum.
3.5 Recompaction: Overexcavation and processed soils which have been properly mixed
and moisture-conditioned shall be recompacted to a minimum relative compaction of
90:percent.
3.6 Benchine: Where fills are to be placed on ground with slopes steeper than 5:1
(horizontal to vertical units), the ground shall be stepped or benched. The lowest
bench shall be a minimum of 15 feet wide, shall be at least 2 feet deep, shall expose
firm mat~rial, and shall be approved by the consultant. Other benches shall be
excavated in firm material for a minimum width of 4 feet. Ground sloping flatter than
5:1 shall ,be benched or otherwise overexcavated when considered necessary by the
consultant.
3.7 Approval: All areas to receive fill, including processed areas, removal areas and
toe-of-fil1 benches shall be approved by the consultant prior to fill placement.
Fill Material
4.1 GeneraI:. Material to be placed as fill shall be free of organic matter and other
deleterious substances, and shall be approved by the consultant. Soils of poor
gradation, expansion, or strength characteristics shall be placed in areas designated by
consultant or shall be mixed with other soils to serve as satisfactory fill material.
4.2 Oversize: Oversize material defined as rock, or other irreducible material with a
maximull) dimension greater than 12 inches, shall not be buried or placed in fills,
unless the location, materials, and disposal methods are specifically approved by the
consultant.
Oversize ,disposal operations shall be such that nesting of oversize material does not
occur, and such that the oversize material is completely surrounded by compacted or
densified:fill. Oversize material shall not be placed within 10 feet vertically of finish
grade or, within the range of future utilities or underground construction, unless
specifically approved by the consultant.
4.3 Import: If importing of fill material is required for grading, the import material shall
meet the,requirements of Section 4.1.
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'5.0
6.0
7.0
Fill Placement and Compaction
5.1 Fill Lifts: Approved fill material shall be placed in areas prepared to receive fill in
near-horizontal layers not exceeding 6 inches in compacted thickness. The consultant
may approve thicker lifts if testing indicates the grading procedures are such that
adequate compaction is being achieved with lifts of greater thickness. Each layer shall
be spread evenly and shall be thoroughly mixed during spreading to attain uniformity
of material and moisture in each layer.
5.2 Fill Moisture: Fill layers at a moisture content less than optimum shall be watered and
mixed, and wet fill layers shall be aerated by scarification or shall be blended with
drier m~teriaL Moisture- conditioning and mixing of fill layers shall continue until the
fill material is at a uniform moisture content at or near optimum.
5.3 Compaction of Fill: After each layer has been evenly spread, moisture- conditioned,
and mix~d, it shall be uniformly compacted to not less than 90 percent of maximum
dry density. Compaction equipment shall be adequately sized and shall be either
specificl)lly designed for soil compaction or of proven reliability, to efficiently achieve
the pecified degree of compaction.
5.4 Fill Slopes: Compacting of slopes shall be accomplished, in addition to normal
compacting procedures, by backrolling of slopes with sheepsfoot rollers at frequent
increments of 2 to 3 feet in fill elevation gain, or by other methods producing
satisfactory results. At the completion of grading, the relative compaction of the
slope out to the slope face shall be at least 90 percent.
5.5 Compaction Testing: Field tests to check the fill moisture and degree of compaction
will be performed by the consultant. The location and frequency of tests shall be at
the con~ultant's discretion. In general, the tests will be taken at an interval not
exceeding 2 feet in vertical rise and/or 1,000 cubic yards of embankment.
Subdrain Installation
Subdrain .systems, if required, shall be installed in approved ground to conform to the
approximate alignment and details shown on the plans or herein. The subdrain location or
materials shall not be changed or modified without the approval of the consultant. The
consultant, however, may recommend and upon approval, direct changes in subdrain line,
grade or materiaL All subdrains should be surveyed for line and grade after installation and
sufficient time shall be allowed for the surveys, prior to commencement of filling over the
subdrains.
Excavation
Excavations and, cut slopes will be examined during grading. If directed by the consultant,
further excavation or overexcavation and refilling of cut areas shall be performed, and/or
remedial grading of cut slopes shall be performed. Where fill-over-cut slopes are to be
graded, unless ofherwise approved, the cut portion of the slope shall be made and approved
by the consultant prior to placement of materials for construction of the fill portion of the
slope.
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8.0
Trench Backfills
8.1 Trench e){cavations for utility pipes shall be backfilled under engineering supervision.
8.2 After the utility pipe has been laid, the space under and around the pipe shall be
backfilled with clean sand or approved granular soil to a depth of at least one foot
over the top of the pipe. The sand backfill shall be uniformly jetted into place before
the controlled backfill is placed over the sand.
8.3 The onsite materials, or other soils approved by the soil engineer, shall be watered
and mixed as necessary prior to placement in lifts over the sand backfill.
8.4 The con~rolled backfill shall be compacted to at least 90 percent of the maximum
laboratory density as determined by the ASTM compaction method described above.
8.5 Field density tests and inspection of the backfill procedures shall be made by the soil
engineer I during backfilling to see that proper moisture content and uniform
compaction is being maintained. The contractor shall provide test holes and
exploratory pits as required by the soil engineer to enable sampling and testing.
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TRANSITION LOT DETAILS
CUT-Fill lOT
NATURAL GROUND
1-
....-
""
-- -
- --
..- ___ --- ,. 5' ~
_- _- MIN.
- -
· :-COMPACTE-D ~FILL:-=-:::-::;:-::::-~--~~~~-=-::::';- -e:.=:::-_--=:+-_-_-_-_-_-_-_-
________,__________,."'" ---j;.: '-0-
.___________.-.=.___.._",r':'__.......... # l'
--:~=~~?~~Q~p:~~~-~-=-? OVER EXCAVATE AND RECOMPACT
__ __ ~-U\~-- ~
=-_-_-= ~O'J" ----~-= ~--- '
--::~~_ -~,----- UNWEATHERED BEDROCK OR 1
r-- MATERIAL APPROVED BY ~.
, THE GEOTECHNICAL CONSULTANT
CUT LOT
NATURAL GROUND
1-
--
--
--
-
---
--- ..-- ~ ,....
- '-REMoVE. _ -- -
_ - - __ UNSUITABLE --.- _ - 5' L
_ _ - - .MATERIAL _ MIN'. ~
~-:..-_-_-_-_-_-_-_-:...-_-:..-_-_-:.:-_-_=-=-;. -:..:..-~-----:...-----::-T--------------------=-----
-~COMPACTED::_---~--'" "'\ ;f':
~:~Y~LL:--~~ OVER EXCAVATE AND RECOMPACT
--~----
--
UNWEATHERED BEDROCK OR f
r- MATERIAL APPROVED BY .
t THE GEOTECHNICAL CONSULTANT
NOTE:
Deeper overexcavation and recompaction shall be performed
if determined to be necessary by the geotechnical consultant.
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SIDE HILL
CUT PAD DETAIL
-
NATURAL"" _-
GROUND ;>-
-
....-
,./
....-
",;
-
....-
....-
-""
....-
....-
....---
....-
,./-""
,,./
-""
-""
....-
-""
....-
FINISHED CUT PAD
shall be performed if determined to
be necessary by the geotechnical
consultant.
/
UNWEATHERED BEDROCK OR ,
r- MATERIAL APPROVED BY ~
r THE GEOTECHNICAL CONSULTANT
SUBDRAlN AND KEY WIDTH REQUIREMENTS
DETERMINED BASED ON EXPOSED SUBSURFACE
CONDITIONS AND THICKNESS OF OVERBURDEN
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ALTERNATE A
fFINISHED GRADE
\\\\\\\:i,O~.I~ ~ \\\'\'t 1~'!.lIN
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0>
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(TYP.)
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....,-
"'-5' MAX. (TYP.)
~
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10' STAGGER (MIN.!
, t!" Ot::1f (J~ t:d <1(1 1:1<:<>
,~~ ,:~(JD <J4 aoT..::<1
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~ ~ ~d 6 g (Jd ~ ~ ~ r1~ ~
(] ...;;1 44 g (JO 00 "'~5' .l.-!,~j.
"" _/,.,. _,.,./ _"4 _'1'/ _/// _///_,.//_,./ -.W .1"/ >r=>>' /// ..7/
COMPETENT MATERIAL OR BEDROCK /
(AS DETERMINED BY THE ENGINE:.RING
GEOLOGIST OR SOILS ENGINE:::RI
$
dd
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///
ALTERNATE 8
~\\\Z9~~ >\\\\\\'\ ).5~ /dIN
..' MAX.
,.__ _. ,_ dC s~-,../, ~--'--- -_.',
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{e:::::'=.'" ~ - - .~~ -f' .~"... .'~ =~.~ ~ _9 __:::.., o~
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CO..1PE I ",NT idA I ",,,tAL OR __DROC..: ft
(AS OETE:RMINEO ev THE: ENGiNE::.=t[NG~
GE':JLOGiST OR SOILS ENGiNE:':." 1
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I. Al~ rlL~ ~us. aE ~??~OV~~ sy irt~ !QrLS ~~c:~~~~ ~NQ ShOUlO !~ C:~~~C7~u TO A. LtAST 9Q~
itE:!..A"':"IVl! c:~?.:.CilC:1 {;.ST~ 0 IS~7-701.
z. Z~~E A S~Q~lO C~NSIST OF CCAPACI~cl satL Ft~ ONLY (NQ ~OCK F~~~~~~iS CVE~ 5 INCH!! IN
1'''~XII'1U11 OI~~~:SION).
3. z-:ws, ~ SHCiC~O HAVe. A II'11Hll'IUn THIC:"..'iE~S OF 15 r~~'i (.:..s SHe...,.). a~r ~us. UT~~IO 3 FEE:i
at~~~ rnt OE~?!SI UT1LfTY.
~. O::!SSIVe: QVS~SIZE ROel(. C:JI 3E To:Ill0Ra\:Z~ IN .U~S ;'S SHO\,1H IN :':'''iZ:;:N.:.rtS ). OR!. SEl.!C;IO~
OF ALTC:i\II,:,r-u ;. Oft a ,C.UI 8E I"'.AO! ;'!' inE E,;.;;.TM"'OR:,. CO~.T;t;'Ci~il. u~?~ljiJl:.;: c:: ThE SIT~ GC;'J~E7?"'.
s. XA,XII1Ul'l SitE ;'NO Si'ACJHC aF "'U~ORC~ SHQUL!:) SE IH ;'C':ORD~C:: '.11TH THe: A~O':E FIC:'::RES (ALiER-
H.\TES' A ;':fO 13J..
6. lJlhGRQUS Sii:;;t.,O 9E ~v.ct~ In Oc;.'J:'T::~ 7;t!~;CliES.. ;'1'l'RQ'JEO C;:.;.:.c:..:,it 1\:11.. (~::'30J S\oiJULO 51!
Ft=::~c r~ The: ;.:I:;QAC".: i: Flt..l. VQIO~ ;'~Cl.::i:: .:.:;;: !~1(;.rH R"JCl':~. ~: ~::~ F~:'::'''!.S:Srs O'';~~ j
Ft!"i IU "~XI~l.;.'" OIl'!(:iSIC:t ~HaIJt.O aE U'SC:O Hi "I~QRG"..~.
7. ROCY- PlhC~~~~~. FLOODINC OF ~;P~CVE~ CAANU(.AK FIL~.. ;'HO 'IL~ p~~c~~~~r S~QU~O SE c:~rrNUCUS~Y
IHS~~CTEQ Sy THE CtCTtCHhIC~~ -tHCINEE~..
t~[!]~
PrOlect No.
06910749-03
. KASHr~ERE
OVERSIZE ROCK DISPOSAL DETAIL
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BENCHING DETAILS
I
_-:::::-:=!i.OMPACTED i=::-=::-=::::,
__-_-_-_-_-_-_~FILL ~-..:---------..:
--:-:-:-:-:-::-:-:- :-:-:-:-:-:~:;..:-?:~
--:-:::~:~~~:~:~~:~~~:=::~~
~~~JIE;'~~?;u~~r~m toe _-_-:-:-:-:=-:~-Z~-:-~~
_-_"'- "'--_-_-_"""- ------..::-"'[,,;;:1
of slope 10 approved ground _-_-_-_-_--......_-_-_-:...--..r.:-:.:
_-_-_- -..;:r_~-_-_-_-_~- - REMove
__~:~~~:..;:~?~ 4' Typical- UNSUITABLE
NATURAL _..::;-_:_:_:~-;.:.::"" ~. MATERIAL
GROUND - - -------- I
I :::?-_",-:::::o:-:-:-:-:-: r BENCH BENCH
-I- _:::~i!~-~T~-::::::- HEIGHT
-----~------
2' MIN.I I S' MIN. I
, KEY rtOWEST BENCH-,
, DEPTH (KEY)
FILL SLOPE
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-----------.
-'1 COMPACTEO ~-::~'"':'
FILL-0VER-CUT SLOPE ---::::::::::~!~~~---'j.
--:::~~~~~==-:~~:.:
REMove. NATURAL -~?~:-~--- -- -
UNSUIT~BLE GROUND ~------::~---- ~
,MATERIAL \ .-,-.- --:::-~-;<--- L
_ _ _ - -- r SENe
---
-- "."..-
.-'- 1---19' MIN.....=!
.,.;- ...- I LOWEST BENCH I
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CUT
FACE
To be cCC'l3Tructed prior
to fill plocem~t
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CUT-OVER-FlLL SLOPE
cu,,( FACE
To a. Const~ucted Prior to FIll PI~cement
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QVER~UILD , TRIK BACK
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21 KIN.I IS' KIN. I
KEY I t--LQVEST BEHCH-i
DEPTH (KEY)
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NOTES:
LOWEST BENCH:
SUBDRAINAGE:.
Depth and width subject to field change
based on consultant's inspection.
Beck drains may be required at the
discretion of the geotechnical consultant.
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ROCK
DISPOSAL DETAIL
I
FINISH GRADE
I
_:::::::- --------------------
-~-=-:-=-=-=-=~16.- ;~H::;=-====~====COMP ACTED ;=====~
_--:...---------------...:-~ ~- ~~:.-----:..----~..:. Fl LL =-----------:
_-_-========E=:f~==E-==-=-=t=-=-=-=-=-=-=-=-=-~-------:=-=-=-:::-
I -------~a------~n---------~--~IT-
. _ ~:f:f~~J~~~~=:=j~~~=~~~~~~~~~~~~~=~~~~l=:==?
_..: ""o-7-:r---N-~===~~=====~);;~=~=~n========~~==n=======--
,_ I MI ......', - -------:-J-=.;.-----.,...~----
----. . --".------------.4' 'vi f'. ~ ;;t: -
~+ ~~__-=-======~:ff)::E===3===3=3====~~~-.:;.--=~J:..:.~-!t!:.~J-==~==--:-
I ~=E~~=====B=~~~===E----l-=================-~=-~~===i==~==~====-=-:---:-
I y--------~--------------
._-+------::;.::----=----------=------~---------------.:_-: - - -
;;:'- -, _-_-_-~_-_-_-_-_= OVERSIZE:.----
WINDROW
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SLOPE
FACE
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GHANl,lLAR SOIL.
To fill voids,
dens i fi,ed by
flooding
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PROFILE ALONG WINDROW
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~=~~-:::-=~-=-::===-:=====~==i=~=~~~====~====~===-::-~~
- - -:"'---:.:'---=-=~~-=-~ COMP ACTED FILL =-=-=-=-::---~-
-~-~--------------------~-
-=--=--~~~til~~~~!~~~~~lif--/----
:;:;..;::.,.-------~
-:...-_-:::=..;;:;::~ ""= SUB DRAIN TRENCH
'. .,' SEE ALTERNATES A&B
CANYON SUBDRAIN DETAIL
~ NATURAL GROUND
BENCHING
FILTER MATERIAL
SUBDRAIN Perforated Pipe Surrounded With
AL TERNA TE A: FlIter Material
FIL TEfl MATERIAL
3
9 ft. 1ft.
Filler material shall be
Class 2 permeable material
per Slate of Calitornia
Standard Specifica lions.
or approved allernate.
Class 2 grading as follows:
~.. ":"" ,CgVER
, -::-"'::. 6 MIN.-
. _:: ". 0.': :
; ....
. ",' . BEDDING
SIEVE SIZE
l'
3/4'
3/8'
No. 4
No.8
No. 30
No. 50,
No. 200
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SUBDRAIN 1 112" G,avel IVrappep I
AL TERNA TE B: In Filler Fabric
"
......- 6 MIN. OVERLAP ~
~..- -1 r-
, " A'
..00:"". . FILTERFA,BRIC: 000". ~ .
. . .4 (MIRAFt,140.0 J
'.' 'OR APPROVED . .
I .1 PERFORATED
1;.'2 MAX.GRAVEL OR Anemale B-2. .... .'.. ""
APPROVED EQUIVALENT NONPERfQItATED 6"~ "'IN.
'9 ft. 31ft.
Ahrnate A-2
Alternate A-1
PERFORATED PIPE
61\ Ii!) MIN.
PERCENT PASSING
100
90-100
40-100
25-40
18-33
5-15
0-7
0-3
DESICN FINISHED GRADE
DETAIL OF CANYON SUBDRAIN TERMINAL
FIL TEn F' AonlC
U.tIHAF'1 I~O en
Af'l"novEO (QUI'I :'l.!NTl
._ . '6:'. ". .... .:..1.. '. .
.. . ... ." . :A~ .",,,, 4
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I'; MAX.OPE:N GRAce.O
GRAveL OR APPROVEO
EQUIVALENT
SUBOHAIN INSTALLATION - Subdrain pipe shall be installed with perforations down or,
at loccltions designated by the geotechnical consultant, shall be nonperforated pipe.
SUBORAIN TYPE - St:lbdrain type shall be ASTM C508 Asbestos Cement Pipe (ACP) -
or ASTM 02751, SOR23.S or ASTM 01527, Schedule 40 Acrylonitrile Butadiene Styrene
('ABS) or ASTM 03034 SOR 23.5 or ASTM 01785, Schedule 40 Polyvinyl Chloride Plastic
(PVC) pipe or approved equivalent.
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SLOPE BUTTRESS OR
REPLACEMENT FILL DETAIL
, OUTLET PIPES
4" fJ i,,,onperforated Pipe,
I 00' Max. a.c. Horizontally,
30' Max. a.c. Vertically
--=~::-=-=~-::-=-=-=-=- -----------../:
I K1i'Y I!::
DEIHH-L
. ~ '
I I . - ______.~O, M" ----.:----
--:r- ______-:-_""0: ,'':'..---------:...?
2' tiN. b KEY WIDTH .1
I I EQUIPMENT S'ZE - GENERALL~
Al TERNA TE A
I
DETAil A-A'
10' MIN. EACH SIC!
-1 reAP FOIt
,,),LT. G
NOTES:
~Ianket, back cut, key width and
key [depth are subject to fielc;l change,
J per report/plans.
, Ke~ heel subdrain, blanket drain, or
vertical drain may be required at the
Idistetian of the geotechnical consultant.
. SURDRAIN INST AlLA TION - Subdrain
I pip~ sholl be installed with perforations
davJn or, at locations designated by
thelgeotechnical consultant, shall be
nonperforated pipe.
I SU~DRAIi'1 TYPE - Subdrain type shall
be ~STM C508 Asbestos Cement Pipe
I (ACIPl or ASTM 02751, SOR 23.5 or ASTM
01527; Schedule 40 Acrylonitrile Butadiene
Styirene (ARS) or ASTM 03034 SOR 23.5
I or ASTM 01785, Schedule 40 Polyvinyl
ChloridePlastic (PVC) pipe or approved
eqL/ivalent.
. ALTERNATES
FILL BLANKET
30" MIN.
BACK CUT
1:1 OR FLATTER
BENCHING
8
FILTER MATERIAL
Filter material shall be
Class 2 permeable material
per State 01 Calitornia
Standard Specifications.
or approved alternate.
Class 2 grading as follows:
SIEVE SIZE
l'
3/4'
3/8'
No. 4
No.8
No. 30
No. 50
No. 200
PERCENT PASSING
100
90-100
40-100
25-40
18-33
5-15
0-7
0-3
FILTER FABRIC
(MIRAn 1'0 OR
APPROVED EOUIVAI..Er'Ir)
DETAil OF BUTTRESS SUBORAIN TERMINAL
Fit. TER rAMie
(t.\IR/oFI 1:.0 OR
APPA(JliED EOUI'/Al..O'..n
. . . ...... ... .,.. . #I" 0...
. ... .. -.. .." .. CAP ",,: .
. .
''''-MAX.CfIEN CRAO€O
(;RAVEL OR APPROVED
EQUIVALENT
'?i!>
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'--r
RETAINING WALL DRAINAGE DETAIL
RETAINING W.ALL
WALL. W A TERPROOfflNG
PER ARCHITECT'S
, SPECIFICATIONS
FINISH GRACE
t~~~f~~~5~t~~*~f~~
.------------------------
----------.=---::-::-=..=-=...:"'~-=:~~.:-
W ALL FOOTING Iii
SOIL BACKFILL. COMPACTEC TO
90 PERCENT RELATIVE COMPACTION'"
jllil!l!t~~~~j~~:~~-. -
i=i=i=i=~-::-::~-::i=i=-~~~~i=--
I-;O~ ~~~~=t~-
o ,. r r' I ::=====--
I ~~E~~A~o :!;;:f.';:- FILTER FABRIC ENVELOPE
I. . 0 -::-::-::~ (MIRAFI 140N OR APPROVED
. ::::= EQUIV ALENT) *'"
o ~-=:-::--:
o o. :::-::::-=
I. 1: MIN_ -=--
1,0
I: 0
l:f ~ o.
3/4'-1-1/2' CLEAN GRAVEL**
I::=~
4',(MIN_) DIAMETER PERFORATED
PVC PIPE (SCHEDULE 40 OR
EQUIVALENT) WITH PERFORATIONS
ORIENTED DOWN AS DEPICTED
MINIMUM 1 PERCENT GRADIENT
TO SUITABLE OUTLET
:-1I1.=:l1~ ,( _ U, 3' MIN. '
~ COMPETENT BEDROCKO.R MATERIAL
AS EVALUATED BY THE GEOTECHNICAL
CONSULTANT
SPECIFICATIONS FOR CAlTRANS
CLASS 2 PERMEABLE MATERIAL
U.S_ Standard
I Si eve Size
:: Passinq
I" 100
3/,4" 90-100
3/,8" 40-100
No.4 25-40
No. B 18-33
No. 30 5-15
No. 50 0-7
No. 200 0-3
Sand Equivalent>75
"'BASED ON ASTM 01557
"''''IF CALTRANS CLASS 2 PERMEABLE MATERIAL
(SEE GRADATION TO LEFT) IS USED IN PLACE OF
3/4'-1-112' GRAVEL. FILTER FABRIC MAY BE
DELETED. CAL TRANS CLASS 2 PERMEABLE
MATERIAL SHOULD BE COMPACTED TO 90
PERCENT RELATIVE COMPACTION '"
NOT TO SCALE
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** PCSTABL5M **
by
Purdue University
~-Slope stability Analysis--
Simplified Janbu, Simplified Bishop
or Spencer's Method of Slices
'Run Date:
Time of Run:
Run By:
Input Data Filename:
Output Filename:
Plotted Output Filename:
11/1/91
3:30
VAM
IN
o
P.PLT
PROBLEM DESCRIPTION
KASHMER 8 FT. SLOPE @ 1.5:1
BOUNDARY COORDINATES
3 Top Boundaries
3 Total Boundaries
Boundary X-Left Y-Left X-Right Y-Right Soil Type
No. (ft) (ft) (ft) (ft) Below Bnd
1 .00 .00 10.00 .00 1
2 ,10.00 .00 22.20 8.00 1
3 22.20 8.00 50.00 8.00 1
ISOTROPIC SOIL PARAMETERS
1 Type(s) of ' Soil
Soil
Type
No.
Total Saturated
unit Wt.Unit wt.
(pcf) (pcf)
Cohesion
Intercept
(psf)
Friction
Angle
(deg)
Pore
Pressure
Paramo
Pressure
Constant
(psf)
Piez.
Surface
No.
1
130.0
135.0
150.0
35.0
.00
.0
1
A critical Failure Surface Searching Method, Using A Random
Technique For ,Generating Circular Surfaces, Has Been Specified.
Janbus Empirical Coef. is being used for the case of c & phi both> 0
100 Trial Surfaces Have Been Generated.
10 Surfaces Initiate From Each Of 10
Along The Ground Surface Between X =
and X =
Points Equally Spaced
10.00 ft.
12.00 ft.
22.00 ft.
26.00 ft.
Each Surface Terminates Between X =
and X =
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'.F. =
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Unless Further Limitations Were Imposed, The Minimum Elevation
At Which A Surface Extends Is Y = .00 ft.
1.00 ft. Line Segments Define Each Trial Failure Surface.
Restrictions Rave Been Imposed Upon The Angle Of Initiation.
The Angle Has, Been Restricted Between The Angles Of -90.0
And 5.0 deg.
* * Safety Factors Are Calculated By The Modified Janbu Method * *
Failure Surface Specified By 19 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 10.22 .15
2 11. 22 .05
3 12.22 .03
4 13 .22 .07
5 14.21 .19
6 15.19 .37
7 16.16 .63
8 17.11 .95
9 18.03 1. 34
10 18.92 1. 79
11 19.78 2.30
12 20.60 2.88
13 21. 38 3.51
14 22.11 4.19
15 22.79 4.92
16 23.42 5.70
17 23.99 6.52
18 24.50 7.38
19 24.81 8.00
*** 2.632 ***
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gSliOe
No.
1
2
I ~
5
I ~
8
9
110
11
12
113
14
15
116
17
18
19
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Individual data on the 19 slices
Water Water Tie Tie Earthquake
Force Force Force Force Force Surcharge
,Width Weight Top Bot Norm Tan Hor Ver Load
IFt(m) Lbs(kg) Lbs(kg) Lbs (kg) Lbs(kg) Lbs (kg) Lbs(kg) Lbs (kg) Lbs (kg)
1..0 48.4 .0 .0 .0 .0 .0 .0 . 0
1.0 14,1.4 .0 .0 .0 .0 .0 .0 .0
1.0 225.0 .0 .0 .0 .0 .0 .0 .0
1.0 297.6 .0 .0 .0 .0 .0 .0 .0
1.0 357.9 .0 .0 .0 .0 .0 .0 . 0
1.0 405.0 .0 .0 . D .0 .0 .0 .0
.9 438.2 .0 .0 .0 .0 .0 .0 . 0
.9 457.5 .0 .0 .0 .0 .0 .0 . 0
.9 463.0 .0 .0 .0 .0 .0 .0 .0
.9 455.5 . D .0 .0 .0 .0 .0 . 0
.8 435.9 .0 .0 .0 .0 .0 .0 . 0
.8 405.5 .0 .0 .0 .0 .0 .0 .0
.7 366.1 .0 .0 .0 .0 .0 .0 .0
.1 45.5 .0 .0 .0 .0 .0 .0 .0
.6 259.3 .0 .0 .0 .0 .0 .0 . 0
.6 219.6 .0 .0 .0 .0 .0 .0 .0
.6 140.5 .0 .0 .0 .0 .0 .0 .0
.5 70.0 .0 .0 .0 .0 .0 .0 .0
. 3 12.7 .0 .0 .0 .0 .0 .0 . 0
A Horizontal Earthquake Loading Coefficient
Of .200 Has Been Assigned
A Vertical Earthquake Loading Coefficient
Of .000 Has Been Assigned
Cavitation Pressure =
.0 psf
A Critical Fa~lure Surface Searching Method, Using A Random
Technique For,Generating Circular Surfaces, Has Been Specified.
Janbus Empirical Coef. is being used for the case of c & phi both> 0
100 Trial Surfaces Have Been Generated.
10 Surfaces Initiate From Each Of 10
Along The Ground Surface Between X =
and X =
Points Equally Spaced
10.00 ft.
12.00 ft.
Each Surface Terminates Between
and
X = 22.00 ft.
X = 26.00 ft.
,?fb
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Unless Further Limitations Were Imposed, The Minimum Elevation
At Which A Surface Extends Is Y = .00 ft.
1.00 ft. Line Segments Define Each Trial Failure Surface.
* *
Restrictions Have Been Imposed Upon The Angle Of Initiation.
,The Angle Has ,Been Restricted Between The Angles Of -90.0
And 5.0 deg.
Safety Factors ,Are Calculated By The Modified Janbu Method * *
Failure Surface Specified By 20 Coordinate Points
Point X-Surf Y-Surf
No. (ft) (ft)
1 10.22 .15
2 11. 22 .07
3 ,12.22 .05
4 ,13.22 .10
5 ,14.21 .22
6 15.20 .39
7 16.17 .63
8 17 .12 .93
9 18.06 1.28
10 18.97 1. 70
n ,19.85 2.17
12 20.69 2.70
13 21.51 3.28
14 22.28 3.92
15 ,23.02 4.60
16 23.71 5.32
17 24.35 6.09
18 24.94 6.89
19 25.48 7.73
20 25.63 8.00
= *** 1. 825 ***
?f'I.
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Slice
IN~.
2
1 ~
5
1 ~
9
110
11
12
113
14
15
116
17
18
19
120
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width
Ft(m)
1.0
1.0
1.0
1.0
1.0
1.0
1.0
.9
.9
.9
.8
.8
.7
.1
.7
.7
.6
.6
.5
.1
Individual data on the 20 slices
Water Water Tie Tie Earthquake
Force Force Force Force Force surcharge
Weight Top Bot Norm Tan Hor Ver Load
Lbs (kg) , Lbs (kg) Lbs(kg) Lbs(kg) Lbs (kg) Lbs (kg) Lbs (kg) Lbs(kg)
47.4 .0 .0 .0 .0 9.5 .0 . 0
138.6 .0 .0 .0 .0 27.7 .0 .0
221. 3 .0 .0 .0 .0 44.3 .0 .0
294.1 .0 .0 .0 .0 58.8 .0 .0
356.0 .0 .0 .0 .0 71.2 .0 .0
406.2 .0 .0 .0 .0 81.2 .0 . 0
444.3 .0 .0 .0 .0 88.9 .0 .0
469.8 .0 .0 .0 .0 94.0 .0 .0
483.1 .0 .0 .0 .0 96.6 .0 .0
484.3 .0 .0 .0 .0 96.9 .0 .0
474.1 .0 .0 .0 .0 94.8 .0 . 0
453.4 .0 .0 .0 .0 90.7 .0 .0
378.1 .0 .0 .0 .0 75.6 .0 .0
45.0 .0 .0 .0 .0 9.0 .0 .0
357.1 .0 .0 .0 .0 71. 4 .0 .0
272.6 .0 .0 .0 .0 54.5 .0 .0
191. 6 .0 .0 .0 .0 38.3 .0 .0
116.2 .0 .0 .0 .0 23.2 .0 . D
48.1 .0 .0 .0 .0 9.6 .0 .0
2.5 .0 .0 .0 .0 .5 .0 .0
A,\
,'--'-'--y-"
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. .. ,.__._.,_...:~._--_..._,,'.-,.--. -.. _._---" -
._----_._-~,-,._;--_.
..... -..._.....,.._..~:O..;____...__:---.;._.
<;:.."
1. 75 ;:;:;.~""
1 [/ ~~ <;:..
0<;:" 01
1~ S"
S<;:..<;:.. -<,0
/'
//
ASSUMED PARN~ETERS 8 ft. Fill Slope @ 1.75:1
z -, Depth of Saturation = 3 ft.
i = Slope Angle = 29.]0
3w = Unit v/eight of Water = 62.4 pcf
Ot = Saturated Unit Weight of Soil = 135 pcf
IS = Apparent Angl.e of Internal Friction = 350
-
C = Apparent Cohesion = 150 psf
FS " C + <T tan 0 _
T -
C +('tt -~w)Z cos2i tan 11
c Z sin i cas i
t
FS " 1. 5
Project No_ 06910749~02
Kashmere - E.C.l.
SURFICIAL SLOPE
STABILITY ANALYSIS
Figwra
h.:1/