HomeMy WebLinkAboutLot 27 Soils''S 'C~ '~„
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~ PACIFiC SOIL3 ENGINEERINC~, INC.
710 E. PARKRIDGE AVENUE, SUITE 105, CORONA, CA 92879
TELEPHONE:(851)582-0170,FAX:(951)582•0176
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STANDARD PACIFIC HOMES
255 East Rincon Street, Suite 200
Corona, California 92879
June 29, 2005
Work Order 700007-CG
Attention: Mr. Adam Smith
Subject: PROJECT GRADING REPORT,
Courtyard Site, Lot 26 Tract 29305,
Wolf Creek Project,
City of Temecula, Califomia
References: Pacific Soils Engineering, Inc., 2004, Geotechnical Investigation and Grading
Plan Review, Tract 30264, Wolf Creek Specific Plan, City of Temecula,
Califomia, dated May 21, 2004 (Work Order 700007-C).
Gentlemen:
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Presented herein is a summary of Pacific Soils Engineering, Inc.'s (PSE) observations and test
results pertaining to the completion of the rough grading of the Courtyazd Site, Lot 26 of Tract
29305, Wolf Creek Project, in the City of Temecula, County of Riverside, Califomia. Grading
for the subject site began in Apri12005 and was completed in June 2005.
The enclosed 40-scale grading plans (Sheet 18 and 19 of 22) prepared by Hall & Foreman, Inc.
have been used as a base for this report, and have been designated as Plates 1 and 2 for the
purposes of this report. Plates 1 and 2 depict the approximate locations of the compaction tests
conducted during rough grading operations, the geologic information, and the removal bottom
elevations. The subject site was graded to the sheet grade elevations shown on Plates 1 and 2. It
is our understanding that the site will be graded to accommodate single-family structures, a
recreation center, and associated streets in the future. Finish grade sampling and foundation
recommendations should be given upon the completion of the future grading.
Based on the testing and observations conducted by PSE, the work as described in this document
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is considered to be in general conformance with the City of Temecula Grading Code, the 40-
scale Rough Grading Plans, and the referenced geotechnical reports. Rough gading conducted
CORPORATEHEADOUARTERS LOS ANOELES COUNTY SOUTN ORANOE COUNTY SAN DIE00 COUNTY \
TEL: (~14) 220-0770 TEL: (3/0) 325d272 or (323) 775-6771 TEL: (~14) 7304t22 TEL: (B58) 5604713
FA%:~714~220-9589 FAX:(714j220-9589 FAX:(710)730-5191 FA%:~858)560-0380
Work Order 700007-G
June 29, 2005
Page 2
to date immediately adjacent to the azea reported herein is considered to be suf5cient to provide
]ateral support to the subject site.
1.0 ENGINEERING GEOLOGY
1.1 Geoloeic Units
The geologic units encountered during the grading of the subject site were
undocumented artificial fill and alluvium. The as-graded distribution of these
units is presented on Plates 1 and 2.
1.1.1 Artificial Fill-Undocumented
Undocumented artificial fill associated with unimproved dirt roads existed
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onsite. All undocumented artificial fill was removed prior to fill
placement.
1.1.2 Alluvium (Map Svmbol Qal)
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Holocene-age alluvium encountered during grading of the subject site
consisted of silty sands and sandy silts. The upper five (5) feet of the
alluvial materials was removed (utilizing a combination of overexcavation
and processing a ma~cimum of one (1) foot in-place) prior to placement of
compacted fill. Spot elevations of approved removal bottoms aze shown
on the enclosed plans. The removal bottoms shown on the plans do not
I i reflect any soil that was scarified and compacted in-place.
1.2 Groundwater
Groundwater was not encountered during this phase of grading.
~ 1.3 Structure
, The alluvium was observed to be essentially flat lying. No faults or joints were
observed during this phase of grading.
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PACIFIC BOILS ENOINEERING~ INC.
Work Order 700007-G Page 3
June 29, 2005
1.4 Conclusions
From an engineering geologic viewpoint the Courtyard site, L.ot 26 of Tract
29305, associated with the Wolf Creek Pmject in the City of Temecula, California
is suitable for its intended use.
2.0 SOIL ENGINEERING
Prior to fill placement reported herein, PSE representatives observed removals,
I~ excavations, cleanouts, and processing in preparing fill areas. Fill materials were placed
and tested under the observation and testing of PSE personnel. The following is a
summary of ow observations.
2.1 Removals
By design, shallow (1-5 feet) fills were proposed for the subject site. A minimum
of five feet of the narive soils were removed and recompacted prior to fill
'I ~ placement (utilizing a combination of overexcavation and processing a maximum
of one (1) foot in-place). T'he approximate removal bottom elevations shown on
the enclosed plan (Plate 1) were obtained by PSE personnel utilizing a hand level
and survey control points provided by the Civil Engineer.
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2.2 Treatment of Removal Bottoms
Prior to compacted fill placement, the exposed surfaces at the bottom of removals
were scarified, moisture conditioned to neaz optimum moisture content, and
~ compacted in-place to a minimum 90 percent of the laboratory ma~cimum density
(ASTM D 1557-91).
2.3 Comaacted Fill Placement
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Fill consisting of the soil types indicated in Table I(Appendix B) was placed in
thin lifts (approximately six- (6) to eight- (8) inches), moisture conditioned to
optimum moisture content or slightly above, and compacted to a minimum 90
percent of the laboratory maximum dry density (ASTM:D 1557). Compaction
was accomplished utilizing self-propelled, rubber-tired and sheepsfoot
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PACIFIC SOILS ENOINEERINO, INC.
Work Order 700007-G
June 29, 2005
Page 4
compactors, along with heavy earth moving equipment. Each succeeding fill lift
was treated in a similar manner.
2.4 Compaction Test Results
A summary of the compacrion test results is presented in Table I(Appendix B),
and the approximate locations of these tests aze shown on the enclosed 40-scale
grading plans (Plates 1 and 2). Compaction testing was conducted utilizing
Campbell Pacific nuclear test gauges (ASTM D 2922 and D 3017).
2.5 Death of Fill
Compaction testing was performed approximately for each one (1) to two (2) feet
of fill placed. The approximate maximum vertical depth of fill placed during
grading, within the limits of this report, is on the order of ten (10) feet.
2.6 Fill Sloaes
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Fill slopes were overfilled approximately 4 feet, measured horizontally. The
slope was then trimmed back to the compacted core upon completion of grading.
Finish slope surfaces have been probed and/or tested and aze considered to satisfy
the project requirements and the grading codes of the City of Temecula.
Based on the results of tests and observations collected during the rough grading
operations, it is PSE's opinion that all slopes constructed under the purview of this
! report aze considered to be grossly and surficially stable at this time, and should
remain so under normal conditions. As is the case with any graded slope, proper
drainage, maintenance, and landscaping aze essential to long-term performance
and should be implemented as soon as possible.
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3A FUTURE GRADING
Plans for future grading should be reviewed by Pacific Soils Engineering, Inc., prior to
! grading. Recommendations for regrading will be provided based upon that review and
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PACIFIC BOIL8 ENOINEERING~ INC.
Work Order 700007-G
June 29, 2005
Page 5
specific structure sitings. Foundation recommendations can be provided, preliminarily,
based upon that review, and finally, based upon as-graded soil conditions after regrading.
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This report presents information and data relative to the rough grading and/or placement
of compacted fill at the subject site. A representative(s) of this firm conducted periodic
tests and observations during the progress of the construction in an effort to determine
whether compliance wit6 the project drawings, specifications, and Building Code were
being obtained. The presence of our personnel duriag the work pracess did not involve the
direction or supervision of the contractor. Technical advice and suggestions were provided
to the owner andlor his represeatative based upon the results of the tests and observations.
Completed work under the purview of this report is considered suitabie for the intended
use. Conditions of the reference reports remain appiicable unless specifically superseded
herein.
PSE appreciates the opportunity to provide you with geotechnical consulting services. If you
have any questions or should you require any additional information, please contact the
undersigned at (951) 582-0170.
Respectfully submitted,
PACIFIC $OILS ENGINEERING, INC.
By:
SCOTT A. GRAY/F
Reg. Exp.: 12-31-06
Registered Civit En~
~'~~~Ob
Distribution: (4) Addressee
SAG:JBC-700007-CG, ]une 29, 2005 (Lot 26)
Reviewed by:
iS B. C1~S-TL$S/RGE 192
i0280/Reg. Exp.: 3-31-06
Operations Officer
No. t92
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PACIFIC SOILS EN6INEEFIINO, INC.
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Work Order 700007-G
June 29, 2005
TABLEI
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C Dark Brown Silty Sand
Q Dark Brown Silty Sand
P Brown Silty Sand
T Brown Silty Sand
Optimum
Moisture Content
(%1
9.0
8.4
8.5
9.9
Leaend
Non-designated test indicates test in compacted fill
R- retest of previously failing fill
Page 6
Maximum Laboratory
Dry Density
(acfl
128.4
1303
127.1
128.0
Test Tvue
N-Indicates in-situ density and moisture content tests were conducted using a
Campbell Pacific Nucleaz Testing Gauge.
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