HomeMy WebLinkAboutLot14Grading(Aug.1,2005)•
~ PACIFIC SOILS ENGINEERING, INC.
710 E. PARKRIDGE AVENUE, SUITE 105, CORONA, CA 92879
TELEPHONE: (951) 582-0770, FAX: (951) 582-0176
STANDARD PACIFIC HOMES August 1, 2005
255 East Rincon Street, Suite 200 Work Order 700007-G
Corona, California 92879
~ Attention: Mr. Adam Smith
Subject: PROJECT GRADING REPORT,
I'. Pazk Site, L.ot 14 of Tract 29305-1
Wolf Creek Project, City of Temecula,
County of Riverside, Califomia
~ Reference: See Appendix A
Gentlemen:
Presented herein is a summazy of Pacific Soils Engineering, Inc.'s (PSE) observations and test
• results pertaining to the completion of the grading for the pazk site, Lot 14 of Tract 29305-1,
Wolf Creek Project, in the City of Temecula, County of Riverside, Califomia. Rough grading
, for the subject site began in June 2004 and was completed in May 2005.
• The enclosed 40-scale grading plan (Sheet 22 of 23) prepared by Lohr and Associates has been
used as a base for this report, and has been designated as Plate 1 for the purposes of this report.
Plate 1 depicts the approximate locations of the compaction tests conducted during rough
grading operations, the geologic information, and the removal bottom elevations. The subject
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site was graded to the sheet grade elevations shown on Plate 1. It is our understanding that the
site wil] be graded to accommodate structures and flatwork associated with a pazk site in the
future. Finish grade sampling should be performed once final structure sitings are lrnown.
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The pazk site was used as a borrow site for the adjacent housing tracts. Material was imported to
the site to achieve final grades.
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-
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CORPORATE HEAD~UARTERS LOS ANGELES COUNTV SOUTH ORANOE COUNTV SAN DIEGO COUNTV
TEL: (114) 220-~770 TEL (3t0) 325-7272 or (323) 775-677t TEL Q14) 730-2122 TEL (858) 580-1~13
~I • FAX:(714)220-9589 FAX:(714)220-9589 FAX:(714)730-5191 FAX:~858)580-0380
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Work Order 700007-G
August 1, 2005
Page 2
scale Rough Grading Plans, and the referenced geotechnical reports. Rough grading conducted
to date immediately adjacent to the azea reported herein is considered to be sufficient to provide
lateral support to the subject site.
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1.0 ENGINEERING GEOLOGY
1.1 Geolo~ic Units
The geologic units encountered during the grading of the subject lots were
I' ~ undocumented artificial fill and alluvium. The as-graded distribution of these
units is presented on Plate 1.
1.1.1 Artificial Fill-Undocumented
I~ Undocumented artificial fill associated with unimproved dirt roads existed
onsite. All undocumented artificial fill was removed prior to fill
placement.
I~ 1.1.2 Alluvium (Map Svmbol Qap
Holocene-age alluvium encountered during grading of the subject lots
, consisted of silty sands and sandy silts. At a minimum, the upper two (2)
• feet of the al]uvial materials was removed prior to placement of
compacted fill. However, depths of removals from original grades aze
, greater than two (2) across the majority of the site due to the fact that
material was initially borrowed from the site to complete neighboring
• residential tracts. Spot elevations of approved removal bottoms are shown
on the enclosed plan.
1.2 Groundwater
Groundwater was not encountered during this phase of grading.
1.3 Structure
The alluviurxt was observed to be essentially flat lying. No faults or joints were
I~ observed during this phase of grading.
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August 1, 2005
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1.4 Conclusions
From an engineering geologic viewpoint, The pazk site, Lot 14 of Tract 29305-1
in the City of Temecula, Califomia is suitable for its intended use.
~ 2.0 SOIL ENGINEERING
Prior to fill placement reported herein, PSE representatives observed removals,
excavations, cleanouts, and processing in preparing fill azeas. Fill materials were placed
~ and tested under the observation and testing of PSE personnel. The following is a
summary of our observations.
2.1 Removals
By design, shallow (1-2 feet) fills were proposed for the subject site. All existing
fill and a minimum of the upper rivo (2) feet of natural soils were removed and
replaced as compacted fill prior to fill placement. The approximate removal
bottom elevations shown on the enclosed plan (Plate i) were obtained by the
grading contractor personnel utilizing a laser and survey control points provided
by the Civil Engineer.
2.2 Treatment of Removal Bottoms
Prior to compacted fill placement, the exposed surfaces at the bottom of removais
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were scarified, moisture conditioned to near optimum moisture content, and
, compacted in-place to a minimum 90 percent of the laboratory maximum density
~ • (ASTM D 1557-91).
2.3 Comaacted Fill Placement
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 maacimum dry density (ASTM:D 1557-91). Compaction
• was accomplished utilizing self-propelled, rubber-tired and sheepsfoot
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August 1, 2005
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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 compaction test results is presented in Table I(Appendix B),
and the approximate locations of these tests are shown on the enclosed 40-scale
grading plan (Plate 1). Compaction testing was conducted utilizing Campbell
~ Pacific nuclear test gauges (ASTM D 2922 and D 3017).
, 2.5 Depth of Fill
' Compaction tesring 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 twenty (20) feet.
2.6 Fill S-opes
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Fiil slopes were overfilled approximately 5 feet, measured horizontally. The
slope was then trimmed back to the compacted core upon completion of grading.
Finish slope surfaces have been probed andlor tested and are 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 conshucted 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
It is PSE's understanding that precise grading plans call for reconfiguring the site to
accommodate facilities associated with a pazk site. T'he park site will include restroom
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structures, playgrounds, gazebos, a basketball court, pazking lot and playing fields. Plans
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August 1, 2005
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for the precise grading should be reviewed by PSE prior to grading. Based on the
grading recommendations made in Reference 2, structures should be founded on at least
five (5) feet of compacted fill. Upon completion of the precise grading, finish grade
samples should be taken within the building pads of the proposed structures. Based on
preliminary expansion testing, the majority of the site varies from "low" to "mediwn" in
expansion potential. Preliminary foundation recommendations were given in Reference
1. Final foundation recommendations will be given upon completion of precise grading.
This report presents information and data relative to the mass 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 with the project drawings, specifications and Building Code were being
obtained. The presence of our personnel during the work process did not involve the
direction or supervision of the contractor. Technical advice and suggesrions were provided
to the owner and/or his representative based upon the results of t6e tests and observations.
Completed work under the purview of this report is considered suitabie for the intended
use. Conditions of the reference reports remain applicable unless specificalty 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,
PACIFIG SOILS ENGINEERIN('i, INC. Reviewed by:
gy; ~ -=~- 2~ OTp`a- -Y
SCOTT A. GRAY ~~ < c E B. CA S GE 192
Reg. Exp.: 12-31-06 ¢~~~ m CE 0280/Reg. Exp.: 3-31-06
Registered Civil En ' 1'~-~ ~ ~ f Operations Officer
Distribulion: (6) Standard Pacific: Attn: Robert Ferrare
SAG:JBG700007-G, August l, 2005 Pazk Si[e PGR
~ No.192
E~. 3l31ro8
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PAGIFIC SOILS ENGINEERING, ING.
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APPENDIX A
Selected References
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August 1, 2005
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APPENDIX A
Selected References
Page A-1
~ 1. Pacific Soils Engineering, Inc., 2004, Preliminary Design Recommendations, Wolf Creek
Park Site, City of Temecula, Califomia, dated April 13, 2004 (Work Order 700007-G).
2. Pacific Soils Engineering, Inc., 2003, Grading Recommendations, Wolf Creek Pazk Site, City
of Temecula, Califomia, dated September 11, 2003 (Work Order 700007).
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3. Pacific Soils Engineering, Inc., 2001, Preliminary Geotechnica] Study, Tentative Tract
29798, Wolf Creek Specific Plan, City of Temecula, California, dated March 21, 2003 (Work
Order 400622).
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PACIFIC SOILS ENGINEERING, INC.
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APPENDIX B
~ Table I
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August 1, 2005
TABLE I
i.~ Optimum Maximum Laboratory
Moisture Content Dry Density
Soil Tvae & Description (%1 (actl
, C1 Dark Brown Silty Sand 9.4 129.2
G Dazk Brown Silty Sand 11.2 124.5
I2 Gray Brown Silty Sand 9.0 129.2
~ J2 Red Brown Silty Sand 10.4 129.2
L1 Brown Silty Sand 10.9 125.1
Q2 Gray Brown Silty Sand 9.7 124.0
Pl Dark Brown Silty Sand 79 133.1
U2 Gray Brown Silty Sand 11.1 124.8
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Lesend
Non-designated test indicates test in compacted fill
-FG indicates finish grade test
~ -R, -R2, etc. indicates Retest of failed areas
Test Tvue
N- Indicates in-situ density and moisture content tests were conducted using a
~ Campbell Pacific Nuclear Testing Gauge.
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