HomeMy WebLinkAboutParcel Map 7556 Parcel 2 Geotechnical Investigation
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GEOTECHNICAL FOUNDATION
INVESTIGATION
JUVI RESIDENCE
CITY OF TEMECULA, CA
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JULY 21, 2003
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By:
PACIFIC SOILS ENGINEERING, INC.
San Diego, CA
(Work Order 400940)
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Work Order 400940
July 21, 2003
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TABLE OF CONTENTS
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SCOPE OF WORK.......................................................................................................... I
SITE DESCRIPTION .. ................... ... ........... ... ..... .... ........ ..... ... ...... .............. ...... ............. 2
PROPOSED CONSTRUCTION ..................................................................................... 2
GEOLOGIC SUMMARY ...............................................................................................2
TABLE 4.1...................................................................................................................... 3
4.1 Groundwater ..................................................................................................... 3
SITE PREPARATION AND COMPACTION ............................................................... 3
5.1 Unsuitable Soil Removals.................................................................................3
5.2 Grading Compliance .........................................................................................4
5.3 Site Preparation................................................................................................. 4
5.4 Removal Excavation Treatment........................................................................ 4
5.5 Building Pad Overexcavation ........................................................................... 4
5.6 Compacted Fill Placement ................................................................................ 4
5.7 Soil Material Suitability....................................................................................5
5.8 Soil Expansion Characteristics ......................................................................... 5
5.9 Import Soi]s........ ... ........................ ...... ...................... .... .... ......... ........ ... ............ 5
5.10 Compaction Testing .......................................................................................... 5
PRELIMINARY FOUNDATION DESIGN CRITERIA................................................ 5
6.1 Preliminary Foundation Design Criteria........................................................... 6
6.2 Preliminary Conventional Slab-On-Grade Foundation Systems ...................... 6
TABLE 6.1 Conventional Foundation Design Parameters.............................. 7
6.3 Retaining Walls................ ................................. ........ ...... ..... ...... ..... ........... ....... 8
6.3.1 Lateral Earth Pressure Coefficients ............................................................ 8
6.3.2 Other Design Considerations ......................................................................8
6.3.3 Waterproofing and Drainage Systems ........................................................ 8
FIGURE] - Retaining Wall Backfill........................................................ 9
6.3.4 Other Appurtenances .................................................................................. 9
SLOPE STABILITY AND REMEDIATION ...............................................................10
7.1 Cut Slopes ....................................................................................................... 10
7.2 Fill Slopes ....................................................................................................... 10
OTHER DESIGN AND CONSTRUCTION CONSIDERATIONS ............................. 10
PACIFIC SOILS ENGINEERING, INC.
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Work Order 400940
July 21, 2003
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APPENDIX A
REFERENCES
APPENDIX B
PLATE A - UNIFIED SOIL CLASSIFICATION SYSTEM
TABLE I - LOGS OF TEST PITS
APPENDIX C
DESCRIPTION OF LABORATORY ANALYSES
TABLE II - SUMMARY OF LABORATORY TEST DATA
PLATE B-I- DIRECT SHEAR TEST DATA
APPENIX D
PLATES C-1 THROUGH C-5 - SLOPE STABILITY CALCULATIONS
APPENDIX E
EARTHWORK SPECIFICATIONS
PLATES G-I THROUGH G-I] - GRADING DETAILS
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POCKET ENCLOSURE:
SHEET 2 OF 3 - PRELIMINARY GRADING PLAN
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PACIFIC SOILS ENGINEERING, INC.
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I~ II PACIFIC SOILS ENGINEERING, INC.
f'EIl 7715 CONVOY COURT, SAN DIEGO, CALIFORNIA 92111
~ TELEPHONE: (858) 560-1713, FAX: (858) 560-0380
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Mr. Troy Juvi
29745 Ramsey Court
Temecula, CA 92951
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Attention:
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Subj ect:
References:
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Gentlemen:
July 21,2003
Work Order 400940
Mr. Troy Juvi
Geotechnical Foundation Investigation for the Juvi
Residence, Riverton Lane in the City of Temecula, California
See Appendix A
Presented herein is Pacific Soils Engineering, Inc.'s (PSE) geotechnical foundation evaluation for
the Juvi Residence, located on Riverton Lane, in the City of Temecula, California. The purpose
of this investigation is to generally characterize site geotechnical conditions as they relate to the
proposed construction of a wood frame, residential structure supported by slab-on-grade
foundation systems.
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1.0 SCOPE OF WORK
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CORPORATE HEADQUARTERS
TEL: (714) 220-0770
FAX: (714) 220-9589
The following scope of work has been performed during PSE's investigation.
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Review of published maps and geologic literature.
Excavation, logging and sampling of five (5) exploratory test pits, excavated with
a Cat 416C backhoe with 24-inch bucket (Table I, Appendix B).
Laboratory testing and analyses of bulk samples consisting of: I) hydrometer
analysis (Table II, Appendix C); 2) remolded direct shears (Table II and Plate B-
1, Appendix C); and 3) compaction characteristics (Table 11).
General discussion of site geology.
Limited seismic hazards analysis.
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LOS ANGELES COUNTY
Tel: (310) 325-7272 or (323) 775-6771
FAX: (714) 220-9589
RIVERSIDE COUNTY
TEL: (909) 582-0170
FAX: (909) 582-0176
SOUTH ORANGE COUNTY
TEL: (714) 730~2122
FAX: (714) 730-5191
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Work Order 400940
July 21, 2003
Page 2
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Geologic mapping utilizing the 40-scale grading plans (Sheet 2 of 3).
Preliminary grading recommendations.
Preliminary foundation design recommendations.
Preparation of this report and accompanying exhibits summarizing our findings,
conclusions and recommendations.
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2.0
SITE DESCRIPTION
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The approximately 3.9-acre vacant parcel consists of a hilltop with gentle to moderately
steep slopes that descend offsite on all four sides. Drainage is by sheet flow to natural
drainage courses and to the existing private driveway on the southerly side of the site.
Currently the parcel is vacant with native grasses and shrubs on some of the slope flanks
and non-native grasses on the central portion of the lot. Elevations onsite range from
1329 to 1259 MSL. Existing estate homes are located to the west and north with the
Metropolitan Water District Easement on the eastern boundary and a private driveway on
the southern boundary (Sheet 2 00).
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3.0
PROPOSED CONSTRUCTION
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Conventional grading techniques will be utilized to create a building pad, driveways and
surface drainage improvements for support of a residential structure to the grades
reflected on enclosed Sheet 2 of 3. It is also understood that the proposed residential
wood frame structure will be supported by a slab-on-grade foundation system with
shallow foundation elements.
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4.0
GEOLOGIC SUMMARY
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Although no existing site-specific proprietary geotechnical reports were available for
PSE's review, published data (Kennedy, 1977) indicates the site has a thin (1 to 4 ft.)
veneer of surficial soils (colluvium) underlain by the Quaternary-age Pauba Formation.
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The Pauba Formation onsite consists of brown, yellowish brown and reddish brown,
sandstone with some silt that is moderately hard to hard, slightly moist to moist, and
massIve.
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Review of the regional geologic information indicates the absence of faulting within/or in
immediate proximity of the site. The trace of the Elsinore Fault is located approximately
2.3 miles southwest of the parcel. Owing to the dense character of the Pauba Formation,
liquefaction potential is not considered significant. Ground shaking from large seismic
events generated along offsite faults is possible, as with most areas in the seismically
active southern California area. For structural design purposes, the parameters presented
in Table 4.1 should be utilized for post-graded lots. The site occurs in seismic zone 4,
and therefore the seismic zone factor "Z" is 0.4. These parameters are meant to be
consistent with UBC (1997).
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TABLE 4.1
UBC (1997) Seismic Parameters
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Soil Profile Type
C,
C,
N,
N,
s,
0.40N, 0.56N,
1.2
1.4
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4.1
Groundwater
Groundwater was not encountered onsite during our subsurface investigation.
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5.0
SITE PREPARATION AND COMPACTION
5.1
Unsuitable Soil Removals
As a general guideline, removals will likely be on the order of three (3) to six (6)
feet and should be accomplished in shallow cuts and proposed fill areas.
Localized areas may require deeper removals and will depend upon conditions
encountered during grading operations.
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Work Order 400940
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5.2
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5.3
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Page 4
Gradinl! Compliance
Grading should conform to the grading ordinance ofthe City of Temecula and the
attached PSE earthwork specifications. Field observations will be required during
grading by qualified geotechnical personnel. This should include periodic
observation and testing of fill soil placement by field technician( s) and periodic
observation by the soil engineer.
Site Preparation
Prior to grading, the site must be stripped and cleared of existing vegetation, trash,
debris and other deleterious materials. These materials should be removed and
wasted offsite.
. 5.4 Removal Excavation Treatment
Once removals are completed, the removal excavations should be moisture
conditioned to optimum moisture or slightly above (ASTM:D 1557-91) and
compacted to a minimum of90 percent relative compaction, prior to placement of
. compacted fill.
5.5 Buildinl! Pad Overexcavation
. If design grades and/or remedial grading creates a cut/fill transition within the
building envelope, the cut and shallow fill portions ofthe pad should be
overexcavated to provide a minimum compacted fill thickness of three (3) feet.
Additionally, the undercut should slope away from the pad a minimum of one (1)
. percent toward deeper fill areas in order to mitigate perching of subsurface water.
5.6 Compacted Fill Placement
. Fill should be spread in thin lifts (six to eight inches), the moisture content
adjusted to a minimum of optimum moisture or slightly above, and the materials
rolled and compacted to a minimum of 90 percent of laboratory maximum density
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Work Order 400940
July 21, 2003
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as determined in accordance with ASTM:D 1557-91. Each lift should be treated
in a like manner until the desired finish grades are achieved.
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5.7
Soil Material Suitability
Excavated materials, which are approved by the soil engineer, may be utilized in
compacted fill provided that trash, vegetation and other deleterious materials are
removed prior to placement.
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5.8
Soil Expansion Characteristics
The majority of the onsite materials are considered to be low expansive in nature.
Preliminary foundation designs are provided to accommodate this condition.
However, as-graded expansive conditions should be confirmed upon completion
of grading operations.
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5.9 Import Soils
Import soils, if needed, should have very low to low expansion properties. The
soil engineer should be notified at least 48 hours in advance in order to sample,
test and approve or disapprove materials from borrow sites. No import materials
should be delivered for use on the site without prior approval by the soil engineer.
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5.10 Comuaction Testinl!
Fill should be tested at the time of placement to ascertain that the required
compaction is achieved.
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6.0
PRELIMINARY FOUNDATION DESIGN CRITERIA
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Laboratory testing indicates the existence of onsite materials that are very low in
expansion potential. However, the soils are expected to range from very low to medium
in expansion potential. Final expansion potential determinations for the subject lots will
be dependent on the post-graded soil conditions. For preliminary design purposes, the
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Work Order 400940
July 21, 2003
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following conventional slab-on-grade foundation design parameters and
recommendations are presented.
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Prior to construction, the foundation plans should be reviewed by PSE. At that time,
finalized recommendations/comments will be presented.
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6.1
Preliminary Foundation Desil!n Criteria
Foundation systems may be preliminarily designed based upon the following
values.
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Allowable Bearing:
Lateral Bearing:
2000 Ibs.lsq.ft.
200 Ibs.lsq.ft. at a depth of 12 inches
plus 100 lbs.lsq.ft. for each additional
12 inches embedment to a maximum of
2000 Ibs.lsq.ft.
0.35
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Sliding Coefficient:
Settlement:
Total = 3/4 inch
Differential = 3/8 inch in 20 feet
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The above values may be increased as allowed by code to resist transient loading
conditions, such as wind or seismic.
6.2
Preliminary Conventional Slab-On-Grade Foundation Svstems
Conventional foundation systems may be preliminarily designed in accordance
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with Section 6.1 and Table 6.1.
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Work Order 400940
July 21,2003
Page 7
TABLE 6.1
CONVENTIONAL FOUNDATION DESIGN PARAMETERS
Expansion Potential Very Low to Low Medium High
Soil Catel!orv I II ill
Footinl! Depth Below Lowest Adiacent Finish Grade
One-Story Interior 12 inches 12 inches 18 inches
One-Story Exterior 12 inches 18 inches 24 inches
Two-Story Interior 12 inches 18 inches 24 inches
Two-Storv Exterior 18 inches 18 inches 24 inches
Footin2 Width
One-Story 12 inches 12 inches 12 inches
Two-Storv 15 inches 15 inches 15 inches
NO.4 rebar; two (2) on No.4 rebar; two (2) on
No.4 rebar top, two (2) on bottom top, two (2) on bottom
Footing Reinforcement one (1) on top OR OR
one (I) on bottom. No.5 rebar; one (I) on top, No.5 rebar; one (1) on top,
one (1 i on bottom. one (1 i on bottom.
Slab Thickness 4 inches (actual) 4 inches (actual) 5 inches (actual)
No.3 rebar spaced 18 No.3 rebar spaced 15 No.3 rebar spaced 12
Slab Reinforcement inches on center, inches on center, inches on center,
each wav. each wav. each wav.
2 inches of clean sand 2 inches of clean sand 2 inches clean sand
Under-Slab Requirement over lO-mil Visqueen, over lO-mil Visqueen, over lO-mil Visqueen,
underlain with 2 inches of underlain with 2 inches of underlain with 2 inches of
clean sand. clean sand. clean sand.
Minimum of 120 percent Minimum of 140 percent
Minimum of I 10 percent of of optimum moisture of optimum moisture
Slab Subgrade Moisture optimum moisture 24 hours prior 48 hours prior
prior to placing concrete. to placing concrete to placing concrete
to a depth of 12 inches to a denth of 12 inches
Footinl! Embedment Next to Swales and Slopes
If exterior footings adjacent to drainage swales are to exist within five (5) feet horizontally of the swale, the footing should be
embedded sufficiently to assure embedment below the swale bottom is maintained. Footings adjacent to slopes should be
embedded such that a least seven (7) feet is provided horizontally from edge of the footing to the face of the slope.
Garal!es
A grade beam reinforced continuously with the garage footings shall be constructed across the garage entrance, tying together
the ends of the perimeter footings and between individual spread footings. This grade beam should be embedded at the same
depth as the adjacent perimeter footings. A thickened slab, separated by a cold joint from the garage beam, should be provided
at the garage entrance. Minimum dimensions of the thickened edge shall be six (6) inches deep. Footing depth, width and
reinforcement should be the same as the structure. Slab thiclmess, reinforcement and under-slab treatment should be the same as
the structure.
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Work Order 400940
July21,2003
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6.3
Retaininl! Walls
Foundations with retaining walls may be preliminarily designed in accordance
with recommendations of Section 6.1 and the following:
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6.3.1
Lateral Earth Pressure Coefficients
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Level Backfill
Ka = 0.32
Kp = 3.12
Ko = 0.48
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Equivalent fluid pressures can be calculated utilizing a soil unit weight of
y = 125 Ibs.lft.3.
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6.3.2 Other Desil!n Considerations
Retaining wall design should consider additional surcharge loads, where
appropriate.
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6.3.3 Wateruroofinl! and Drainal!e Svstems
Cantilever and/or restrained retaining walls should be waterproofed to
accommodate the anticipated irrigation water and backfilled with free
draining material (SE ::: 20) to within 18 inches of grade and compacted to
project specifications to minimize water marks. Native soils shall be
utilized in the upper 18 inches. Drainage systems including, as a
minimum, a four (4) inch diameter perforated drain line surrounded by
four (4) cubic feet per lineal foot of three-quarters (3/4) inch to one (I)
inch crushed rock wrapped with a suitable filter fabric, should be provided
to all cantilever and restrained retaining walls to relieve hydrostatic
pressure (see Figure I).
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PACIFIC seiLS ENGINEERING. INC.
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Work Order 400940
July 21,2003
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6.3.4
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Page 9
FIGURE 1
RETAINING WALL13ACKFILL
N.T,S.
20V~;,~['tINAGE
NATJVE
SACI9'"L
-r---;"-;MIN
12 IN. MIN. j.(
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H
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1_:11 1I:'ifi=l~~
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CiRAS'MODlfIED'
BY A SPECIFIC REPORT
CD 4 INC}'1PERfQ.~:TE,O:P~G" SCHEOU~.E ,-40.--:SDR ~~:Q~ APPROVED.Al TE.~N.A,~,::PLACE
PERFORATIONS DOWN AND SURROUN,DWITH 4 CU. FT. 'PERFT: OF 3/4 INCH
RO.GKPR APPRQVEO~Ln:.RN.6:TE AND MlRAFI '1.40. fJ~~'.f"I;U~I!;:.:O!'t ",PPR.Qye.p
EQUIVALENT
o OPTIONAl. Pt..AC'E.ORAIN AS SHOWN-WHERE MOISTURE MIGRATION IS UNDESIRABLE
Other ADDurtenances
PSE can provide geotechnical design parameters and subsurface drainage
recommendations for pools, spas, flatwork or other hardscape
improvements upon request.
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Work Order 400940
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Page 10
7.0 SLOPE STABILITY AND REMEDIATION
7.1
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7.2
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Cut Slopes
Cut slopes have been designed at slope ratios of 2 : 1 (horizontal to vertical) or
flatter to approximately twenty (20) feet. Slope stability calculations for the
highest cut slope are presented on Plates C-1 and C-2 in Appendix D.
Fill Slopes
Fill slopes are designed at ratios of 2 : 1 (horizontal to vertical) or flatter. The
highest design fill slope is approximately twenty-six (26) feet. Slope stability
calculations are presented on Plates C-3 and C-4. Fill slopes, when properly
constructed with onsite materials, are expected to be grossly and surficially stable
as designed. Surficial slope stability calculations are presented on Plate C-5
Drained keyways should be constructed at the toe of all fill slopes toeing on
existing grade. Fill keys should have a minimum width equal to fifteen (15) feet.
If possible, unsuitable soil removals below the toe of proposed fill slopes should
extend outward from the catch point of the design toe at a minimum 1 : 1
projection on approved cleanout. Backcuts should be cut no steeper than 1 : 1, or
as recommended by the geotechnical engineer.
8.0 OTHER DESIGN AND CONSTRUCTION CONSIDERATIONS
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8.1 Positive drainage away from structures shall be provided and maintained.
8.2 Utility trench backfill shall be accomplished in accordance with the prevailing
criteria of the City of Temecula.
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8.3 Seismic design should be based on current and applicable building code
requirements.
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Work Order 400940
July 21,2003
Page 11
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8.4 Soluble sulfate concentrations of the foundation material should be determined
after grading is complete, when the final distribution of onsite material is known.
Preliminary chemical analyses are presently being conducted by Del mar
Analytical. Specific recommendations with respect to concrete specifications and
cathodic protection should be determined by a corrosion engineer.
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The findings and recommendations contained in this report are based upon the specific
excavations and observations as noted. The materials immediately adjacent to or beneath
those observed may have different characteristics and no representations are made as to
the quality or extent of materials not observed.
Respectfully submitted,
PACIFIC SOILS ENGINEERING, INC.
Reviewed by:
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By: vl,'"2-
E. HUGHES, EIT
Ci Engineering Asso iate
Reviewed by:
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Vice President
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Dist: (6)
Addressee
JEHlJACIJMP/JAH:bm:400940, July 21,2003
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APPENDIX A
References
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Work Order 400940
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REFERENCES
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Gregory, Garry H., 1999, GSTABL7 with STEDwin, slope stability analysis system.
ICBO, 1997, Uniform Building Code, Whittier, California: International Conference of Building
Officials, 3 volumes.
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Kennedy, M. P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in
Southern Riverside County, California: California Division of Mines and Geology,
Special Report 131.
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APPENDIX B
Logs of Test Pits
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PACIFIC SOILS ENGINEERING, INC.
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Work Order 400940
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Work Order
Date Excavated
Excavated by
Equipment
400940
7/10/03
JMP
Cat 416C backhoe
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TABLE I
LOG OF TEST PITS
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Test
Pit No.
Deoth (ft.) USCS
Descriotion
T-1
0.0-3.0
CL
COLLUVIUM (Qcol): SANDY CLAY, dark
reddish brown, dry, firm; rootlets.
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3.0 - 6.5
PAUBA FORMATION (Qp): SANDSTONE,
yellowish brown, coarse-grained with silt and some
clay, slightly moist, moderately hard to hard; some
calcium carbonate staining.
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TOTAL DEPTH 6.5 FT.
NO WATER, NO CAVING
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- -- - - - - - - - - - - - - - - - - - - -
T-2
0.0-2.0
CL
COLLUVIUM (Qcol): SANDY CLAY, brown,
dry, soft; rootlets.
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2.0 - 5.0
PAUBA FORMATION (Qp): SANDSTONE,
yellowish to reddish brown, coarse-grained with
some silt, moist, hard; massive.
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TOTAL DEPTH 5.0 FT.
NO WATER, NO CAVING
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- -- - - - - - - - - - - - - - - - - - - -
T-3
0.0 - 5.0
CL
COLLUVIUM (Qcol): SANDY CLAY, brown,
dry, soft; rootlets.
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5.0 - 8.5
PAUBA FORMATION (Qp): SANDY
SILTSTONE, brown, moist, moderately hard to
hard; massive.
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TOTAL DEPTH 8.5 FT.
NO WATER, NO CAVING
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Work Order 400940
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. Test
Pit No. Depth ( ft.) USCS
T-4 0.0-4.5 CL
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4.5 - 6.0
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T-5
0.0-4.0
CL
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4.0 -7.0
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TABLE I continued
LOG OF TEST PITS
Description
COLLUVIUM (Qcol): SANDY CLAY, brown,
dry, soft; rootlets.
PAUBA FORMATION (Qp): SANDSTONE,
brown, medium- to fine-grained, slightly moist to
moist, moderately hard to hard; minor calcium
carbonate staining, massive.
TOTAL DEPTH 6.0 FT.
NO WATER, NO CAVING
COLLUVIUM (Qcol): SANDY CLAY, brown,
dry, soft; rootlets.
PAUBA FORMATION (Qp): SANDSTONE,
brown, coarse-grained with silt, moist, moderately
hard to hard; massive.
TOTAL DEPTH 7.0 FT.
NO WATER, NO CAVING
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APPENDIX C
Laboratory Data
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Work Order 400940
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DESCRIPTION OF LABORATORY ANALYSES
The following laboratory tests were performed on representative samples in accordance with the
latest standards from the ASTM and the Uniform Building Code (UBC).
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Compaction Characteristics
Laboratory maximum density and optimum moisture content determinations are made in
accordance with ASTM Test Method D 1557 utilizing the bulk samples obtained from
representative soils and bedrock types to determine their compaction characteristics. The result
ofthis test is presented in Table II.
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Direct Shear Determinations
A direct shear test was performed on a sample, which was remolded to 90 percent of the
laboratory maximum density in accordance with ASTM:D 3080. Prior to testing, the sample was
inundated under confinement for approximately 24 hours. Tests were made under various
normal loads at a constant rate of strain of 0.05-inch per minute. Shear test data are presented in
Table II, and Plate B-1.
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Hvdrometer Analvses
A hydrometer grain-size analysis was performed on the minus No. 10 sieve portion of the sample
in accordance with ASTM:D 422. This test is used as an aid in soil classification. The results of
these tests are shown on Table II.
ChemicallResistivitv
Selected chemical and resistivity testing is presently being conducted by Del Mar Analytical.
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.
DIRECT SHEAR TEST
REMOLDED @ 90%
. 4.000
3,750
3,500
. 3,250
3,000
2,750
.
N 2,500
~
ui
~ 2,250
en
en
UJ
. a:: 2,000
I-
en
a:: 1,750
<(
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:J:
en 1,500
. 1,250
1,000
750
.
500
250
0
. 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000
NORMAL STRESS Ibs.lft2
.
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Pauba Formation (Op)
COHESION
FRICTION ANGLE
150 psf.
33 degrees
note: cohesion and friction angle derived from residual values
shear value
depth (ft.)
residual
DIRECT SHEAR TEST
3.0
T-2
T-2
peak
3.0
.
PACIFIC SOilS ENGINEERING, INC.
7715 Convoy Court, S.D. CA 92111
(858) 560-1713
W.O. 400940 PLATE
~
B-1
.
.
.
.
.
.
APPENDIX D
Slope Stability Calculations
.
.
.
.
1/":>
.
PACIFIC SOILS ENGINEERING. INC.
.
.
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SURFICIAL SLOPE STABILITY
SLOPE SURFACE
----
--------
--
.
.
----:;-----
_----- ) a
Fd~ 1
Ws-Ww 1
..----
-----
...--- ~
..--- Fr~'
..--- ---
.
FAILURE PATH
.
FLOW LINES
.
Assume: (1) Saturation To Slope Surface
(2) Sufficient Permeability To Establish Water Flow
.
Pw = Water Pressure Head=(z)(cos2(a))
Ws = Saturated Soil Unit Weight
Ww = Unit Weight of Water (62.4 Ib/cu.ft.)
u = Pore Water Pressure=(Ww)(z)(cos2(a))
z = Layer Thickness
a = Angle of Slope
phi = Angle of Friction
c = Cohesion
Fd = (0.5)(z)(Ws)(sin(2a))
Fr = (z)(Ws.Ww)(cos2(a))(tan(phi)) + c
Factor of Safety (FS) = Fr/Fd
.
Given: Ws z a phi c
. (pel) (ft) (degrees) (radians) (degrees) (radians) (psf)
130 3 26.57 0.46 32 0.56 150
Calculations:
Pw u Fd Fr FS
2.40 149.76 156.00 251.38 1.61
.
Vb
.
PACIFIC SOILS ENGINEERING, INC.
San Diego, CA
PLATE C-5
.
.
.
.
.
.
APPENDIX E
Earthwork Specifications
.
.
.
.
V\
.
PACIFIC SOILS ENGINEERING. INC.
PACIFIC SOILS ENGINEERING, INC.
EARTHWORK SPECIFICA nONS
These specifications present generally accepted standards and minimum earthwork requirements
for the development of the project. These specifications shall be. the project guidelines for
earthwork except where specifically superceded in preliminary geology and soils reports, grading
plan review reports or by prevailing grading codes or ordinances of the controlling agency.
I. GENERAL
A. The contractor shall be responsible for the satisfactory completion of all earthwork
in accordance with the project plans and specifications.
B. The project Soil Engineer and Engineering Geologist or their representatives shall
provide testing services, and geotechnical consultation during the duration of the
project.
C. All clearing, grubbing, stnppmg and site preparation for the project shall be
accomplished by the Contractor to the satisfaction of the Soil Engineer.
D. It is the Contractor's responsibility to prepare the ground surface to receive the fills
to the satisfaction of the Soil Engineer and to place, spread, mix and compact the
fill in accordance with the job specifications and as required by the Soil Engineer.
The Contractor shall also remove all material considered by the Soil Engineer to be
unsuitable for use in the construction of compacted fill.
E. The Contractor shall have suitable and sufficient equipment in operation to handle
the amount of fill being placed. When necessary, equipment will be shut down
temporarily in order to permit proper compaction of fills.
II. SITE PREPARATION
A. Excessive vegetation and all deleterious material shall be disposed of off site as
required by the Soil Engineer. Existing fill, soil, alluvium or rock materials
determined by the Soil Engineer as being unsuitable for placement in compacted
fills shall be removed and wasted from the site. Where applicable, the Contractor
may obtain the approval of the Soil Engineer and the controlling authorities for the
project to dispose of the above described materials. or a portion thereof, in
designated areas onsite.
After removals as described above have been accomplished, earth materials
deemed unsuitable in their natural, in-place condition, shall be removed as
recommended by the Soil EngineerlEngineering Geologist.
PACIFI~. SOILS ENGINEERING. INC.
~
Earthwork Specifications
Page 2
B. After the removals as delineated in Item II, A above, the exposed surfaces shall be
disced or bladed by the Contractor to the satisfaction of the Soil Engineer. The
prepared ground surfaces shall then be brought to the specified moisture condition,
mixed as required, and compacted and tested as specified. In areas where it is
necessary to obtain the approval of the controlling agency, prior to. placing fill, it
will be the contractor's responsibility to notifY the proper authorities.
C. Any underground structures such as cesspools, cisterns, mining shafts, tunnels,
septic tanks, wells, pipelines or others not located prior to grading are to be
removed or treated in a manner prescribed by the Soil Engineer and/or the
controlling agency for the project.
m. COMPACTED FILLS
A. Any materials imported or excavated on the property may be utilized in the fill,
provided each material has been determined to be suitable by the Soil Engineer.
Deleterious material not disposed of during clearing or demolition shall be
removed from the fill as directed by the Soil Engineer.
B. Rock or rock fragments less than eight inches in the largest dimension may be
utilized in the fill, provided they are not placed in concentrated pockets and the
distribution of the rocks is approved by the Soil Engineer.
C. Rocks greater than eight inches in the largest dimension shall be taken off site, or
placed in accordance with the recommendations of the Soil Engineer in areas
designated as suitable for rock disposal.
D. All fills, including onsite and import materials to be used for fill, shall be tested in
the laboratory by the Soil Engineer. Proposed import materials shall be approved
prior to importation.
E. The fill materials shall be placed by the Contractor in layers that when compacted
shall not exceed six inches. Each layer shall be spread evenly and shall be
thoroughly mixed during the spreading to obtain a near uniform moisture condition
and a uniform blend of materials.
All compaction shall be achieved at optimum moisture content, or above, as
determined by the applicable laboratory standard. No upper limit on the moisture
content is necessary; however, the Contractor must achieve the necessary
compaction and will be alerted when the material is too wet and compaction
cannot be attained.
'j)\
PACIFIC SOILS ENGINEERING, INC.
Earthwork Specifications
Page 3
F. Where the moisture content of the fill material is below the limit specified by the
Soil Engineer, water shall be added and the materials shall be blended until a
uniform moisture content, within specified limits, is achieved. Where the moisture
content of the fill material is above the limits specified by the Soil Engineer, the fill
materials shall be aerated by discing, blading or other satisfactory methods until the
moisture content is within the limits specified.
G. Each fill layer shall be compacted to minimum project standards, in compliance
with the testing methods specified by the controlling governmental agency and in
accordance with recommendations of the Soil Engineer.
In the absence of specific recommendations by the Soil Engineer to the contrary,
the compaction standard shall be ASTM:D 1557-91.
H. Where a slope receiving fill exceeds a ratio of five-horizontal to one-vertical, the
fill shall be keyed and benched through all unsuitable topsoil, colluvium, alluvium,
or creep material, into sound bedrock or firm material, in accordance with the
recommendations and approval of the Soil Engineer.
I. Side hill fills shall have a minimum key width of 15 feet into bedrock or firm
materials, unless otherwise specified in the soil report and approved by the Soil
Engineer in the field.
J. Drainage terraces and subdrainage devices shall be constructed in compliance with
the ordinances of the controlling governmental agency and/or with the
recommendations of the Soil Engineer and Engineering Geologist.
K. The contractor shall be required to maintain the specified minimum relative
compaction out to the finish slope face of fill slopes, buttresses, and stabilization
fills as directed by the Soil Engineer and/or the governing agency for the project.
This may be achieved by either overbuilding the slope and cutting back to the
compacted core, or by direct compaction of the slope face with suitable
equipment, or by any other procedure which produces the designated result.
L. FilI-over-cut slopes shall be properly keyed through topsoil, colluvium or creep
material into rock or firm material; and the transition shall be stripped of all soil or
unsuitable materials prior to placing fill.
The cut portion should be made and evaluated by the Engineering Geologist prior
to placement of fill above.
M. Pad areas in natural ground and cut shall be approved by the Soil Engineer.
Finished surfaces of these pads may require scarification and recompaction.
PACIFIC SDILS ENGINEERING, INC.
?;1-'
Earthwork Specifications
Page 4
IV. CUT SLOPES
A. The Engineering Geologist shall inspect all cut slopes and shall be notified by the
Contractor when cut slopes are started.
B. If, during the course of grading, unforeseen adverse or potentially adverse
geologic conditions are encountered, the Engineering Geologist. and Soil Engineer
shall investigate, analyze and make recommendations to treat these problems.
C. Non-erodible interceptor swales shall be placed at the top of cut slopes that face
the same direction as the prevailing drainage.
D. Unless otherwise specified in soil and geological reports, no cut slopes shall be
excavated higher or steeper than that allowed by the ordinances of controlling
governmental agencies.
E. Drainage terraces shall be constructed in compliance with the ordinances of the
controlling governmental agencies, and/or in accordance with the
recommendations of the Soil Engineer or Engineering Geologist.
V. GRADING CONTROL
A. Fill placement shall be observed by the Soil Engineer and/or his representative
during the progress of grading.
Field density tests shall be made by the Soil Engineer or his representative to
evaluate the compaction and moisture compliance of each layer of fill. Density
tests shall be performed at intervals not to exceed two feet of fill height. Where
sheepsfoot rollers are used, the soil may be disturbed to a depth of several inches.
Density determinations shall be taken in the compacted material below the
disturbed surface at a depth determined by the Soil Engineer or his representative.
B. Where tests indicate that the density of any layer of fill, or portion thereof, is
below the required relative compaction, or improper moisture is in evidence, the
particular layer or portion shall be reworked until the required density and/or
moisture content has been attained. No additional fill shall be placed over an area
until the last placed lift of fill has been tested and found to meet the density and
moisture requirements and that lift approved by the Soil Engineer.
C. Where the work is interrupted by heavy rains, fill operations shall not be resumed
until field observations and tests by the Soil Engineer indicate the moisture content
and density of the fill are within the limits previously specified.
PACIFIC SOILS ENGINEERING, INC.
?;9;
,
Earthwork Specifications
Page 5
D. During construction, the Contractor shall properly grade all surfaces to maintain
good drainage and prevent ponding of water. The Contractor shall take remedial
measures to control surface water and to prevent erosion of graded area until such
time as permanent drainage and erosion control measures have been installed.
E. Observation and testing by the Soil Engineer shall be conducted during the filling
and compacting operations in order that he will be able to state in his opinion all
cut and filled areas are graded in accordance with the approved specifications.
F. After completion of grading and after the Soil Engineer and Engineering Geologist
have finished their observations of the work, final reports shall be submitted. No
further excavation or filling shall be undertaken without prior notification of the
Soil Engineer and/or Engineering Geologist.
IV. SLOPE PROTECTION
All finished cut and fill slopes shall be planted and/or protected from erosion in accordance
with the project specifications and/or as recommended by a landscape architect.
*
PACIFIC SOILS ENGINEERING, INC.
.
,.
.
CANYON SUBDRAIN DETAIL
TYPE A
.
-......
- ---------- - - ----- -- - -----,
---- ,,,
,
,
, PROPOSCD CONPACTCD fiLL "
, '
" ~'
, '
, ('NATURAL GROUND ,.
" "
.
, /
...... r::COLLUVIUM AND ALLUVIUM (RCMDVC) "
... /
" "
... ...'
... ' ~
'.... ",fIII'
........__ _----.... z
----
.
.
SCC DCTAIL ALTCRNATC "A"(PLATC G-2)
NOTE. FINAL 20' OF PIPE AT OUTLET SHALL BE NON-PERFORATEO
.
TYPE B
-
-----------------------
.
"
...
,
'...,...(NATURAL GROUND
\ ...
...
"'...r:. COLLUVIUM AND ALLUVIUM
......
PROPOSCO COMPACTCO FILL
"
,,"
'"
"
"
"
'"
"
;'
(RCMOVC) ,,"
"
;'
;'
,,'"
....
... .. ...
--------....*"
TYPICAL
,
.
.
SCC DCTAIL ALTCRNATC "S"(PLATC 6-2)
NOTLFlNAL 20'OFP(PE AT OUTLET SHALL BE NON-PERFORATED
.
PLATE G-I
PACIFIC SOILS ENGINEERING,INC.
W.O. DATE
.
"
~"P
CANYON SUBDRAIN ALTERNATE DETAILS
ALTERNATE I
PIPE AND FILTER MATERIAL
FILTCR "'ATCRIAL'''''N.VOL.or,n'/LlN.rT.
.
.
.
A-I
.
6 IN. ""N. '"
OVCRLAP ~
.
A-2
.
6 IN.' AB5 OR PVC PIPC OR APPROVCD
SUB5TlTUTC WITH ""N. /J PCRT. .1/4 IN./I
PCIl LlNCAL rOOT IN BOT TO'" HALr or
PIPC.
AST'" D27r>/, SDR" DR
A5T.!>' D/~27. SCHD.40
\
6 IN. ""N.
A5T,., DJOJ4, 5DR J~ OR
A5T'" D/78~, 5CHD.40
B-1
FOR CONTINUOUS RUN /N EXCESS OF 500 FEET USE B/N." PIPE
ALTERNATE 2
FILTER MATERIAL WRAPPED IN FABRIC
/IN. MAX. GRAVEL WRAPPED IN FILTER FABRIC
/6 IN. ""N.
i-Lt OVCRLAP
I IN. "'AX.GRAVCL OR APPROVEO COUIVALENT SrT.J/FT.
AlIRATI /40 FILTER FABRIC OR APPRovED lOU/VAL CNY
{TrPICAL}
~
NATIVe BACI<FlLL
PROPOSED FINISHeD GRADE
.
DETAIL OF CANYON
SUBDRAIN TERMINAL
FOR ALTERNATES
A2 AND B2'
.
6/~
OVERLAP
.
A-3
,."RArt '.0 FILTCR rABIlIC OR
...-':- .:.: ..':.. :~A~"'~PROVCO COUIVALENT
IIN. "'AX. OPEN GRADCD
20rT.""N. GRAVCL OR APPROVED
COUIVALCNT
I~FT."'IN.
.5 FT WIN.
I.
.1 ,I
NON.PCRf PCRF. 61N.
6IN.,""N """N.PIPC
AL TERNATE 3
PERFORATED PIPE SURROUNDED
WITH FILTER MATERIAL
, r;--6 IN. ""N.
r+1 OVERLAP
. IN. ""N.
BEDDING
J
rlLTER "'ATERIAL 9 FT./f"T
PERrORATCD PIPE 6IN.' ""N.
.
FILTER MATERIAL
.
SIEvE SIZE
I IN.
J/4IN.
J/8IN.
NO.4
NO.8
NO.!JO
NO.'O
NO. tOO
PERCENT PASSING
100
'0-100
40-100
2'-40
18 -!JJ
'-I~
0-7
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PLATE G-2
PACIFIC SOILS ENGINEERING me.
W.O. DATE
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PACIFIC SOILS ENGINEERING, INC.
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Unstable Material Exposed in Portion of Cut Slope
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\~0" d If recommenaea by rhe Salls engJnf:"r /geologisr. rheremoining
w_ ./ cur parr/on of rhe slope may requue ri:movol and r~ploc~ment
wirh compocrea fill (See PIa Ie G- 3)
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NOTE'
I. Subarains or~ not required unless specified.
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2. .W" sholl be equipment width (15 'J for slope heights less than 25 feet. For
slopes greater than 25f~t .W" sholl be aerermined by the project soils
~nl}ineer/I}eologist. At no time sholl "w" be less than H/2.
.
PLATE G-7
PACIFIC SOILS ENGINEERING. INC.
W.O. DATE t>,.\
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ROCK DISPOSAL DETAIL
FINISH GRADe
CLeAR AReA rOR rOUNOATIONS,
UTILITieS AND SWIMMING POOLS.
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FINISH SLOPe FACe
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NOTe: IF NeCeSSARY, OveRSIZeD MHCRIAL SHOULD Be ReMOVeD
rRO/J THe IS rOOT ZONe WITH SPeCIAL eOUIPMeNT,SUCH
AS A ROCK RAKe,PRIOR TO PLACING THe NeXT FILL LIFT.
TYPICAL WINDROW DETAIL (END VIEW)
HORIZONTALLY PLACCO GRANULAR SOIL FLoooeo~
~::~I~IT:~:'B1:::: "\~ W~W" w~::~:':"""rn;'''''~' w'
111=11I=111. .:.~ililJi[j~=J1l=I!I-W=IJ.\-:=m-rn-ill' ~;;; 11I:=111:=.111
:=111-='111="::.. .. .\.ffi=lIl=ffi_llI=III=!H-III=\II:=ffi=TI\::; . ,'111::111=111=
111:= 111=1\1 "li~li~:llll==III=III=lIr::.I/I=J1/.=iii=JII III:: 1\r="ll~'iI~jll::=III::II1=1I1
- IS (MIN.! - l
Nore:COMPACTeD FILL SHALL Be BROUGHT uP AT A HIGHeR ELeVATION ALONG WINDROW
SOGRANULAR SOIL CAN BC FLOODeD IN A "TReNCH CONDITION N.
PROFILE VIEW
\\1=1"-=\1\ =IIC.11I31l:l1l;/" ="111 =f\l= \lr::Wm.1ll-rr Ul-::=: Ulm- lliIJlill mW!l)Ul.
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IIf . '/1 i= III =11/=/11= li,i:: ni;ill=i,,'':'' ili :"'1;1:=:111' . lilEII" 'Hi '111:- lif 'ill~III::'1J1
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PLATE G-IO
PACIFIC SOILS ENGINEERING, INC.
W.o. DATE
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