HomeMy WebLinkAboutTract Map 3929 Lot 45 Final Grading
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Independent
G eo-Environmental
Gonsultants
Consultants
in
Geology
Geotechnical Engineering
Hydrogeology
and
Environmental Science
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\ CiTY OF TEMECULA
ENGINEUJING DEPi\RTMENT
'-- -.
RECEIVED
AUG 8
2001
FINAL GRADING REPORT
PROPOSED SINGLE FAMILY RESIDENCE
LOT 45, TRACT 3929
DEL REY ROAD (APN 401-220-03, 04)
CITY OF TEMECULA, COUNTY OF RIVERSIDE, CALIFORNIA
,-0,,,,,
..,..,..~
April 10, 2001
IGC Project No, 010310
Previous Project No, 01012
FOR
Mr. Mark Birchall
39556 Cedar Circle t,
Murrieta, California 925/3
743 Bergschrund Drive' PD. Box 1725' Crestline, CA 92325' Phone (909) 338,5902' Fax (909) 338,1583
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PROFESSIONAL CERTIFICATION
This report has been prepared by the staff and associates of Independent Geo-Environmental
Consultants (IGC) under the professional supervision of:
~,~ ~ ,,-'
'.-'
Michael!. Bracher, C.E.G.
Engineering Geologist No. 1048
William H, Chu, P.E.
Registered Civil Engineer No. 51401
This report has been prepared solely for use by Mr. Mark Birchall, and his designates as it
pertains to the geotechnical investigation of the proposed residence on Lot 45, Tract 3929, Del
Rey Road, Temecula, California. Any reliance on this report by a third party shall be at such
party's own risk. Our services have been performed in accordance with applicable state and
local ordinances and generally accepted practices in the geosciences. No other warranty,
either expressed or implied, is made.
IGC is not responsible Dr liable for any claims Dr damages associated with interpretation of
available relevant information. In the event changes to the property occur or additional relevant
information about the property is brought to our attention, our conclusions and
recommendations, as contained in this report, may not be valid unless the changes and/or
additional relevant information are reviewed and the conclusions of this report are modified or
verified in writing.
IGC. 143 Berglchrund Drive. PO BOI: 1725 . Cl'e$tline, CA 92325 . Phone & Fu (909) 338-5902
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P. N. 010310
APN921-212...()()4
Mr. Mar1l: Birchall
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TABLE OF CONTENTS
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INTRODUCIlON ...........................................................................................................................................................1
SUMMARY OF FIELD OBSERV ATIONS...................................................................................................................2
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Grading ..................................................................................................................................................................... 2
Slopes ..........................................................................................................................................................................3
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Expansiveness Analysis............................................................... ...............................................................................3
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Chemical Analysis ......................................................................................................................................................3
CONCLUSIONS AND RECOMMENDATIONS ..........................................................................................................3
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CLOSURE......................................................................................................................................................................4
ENCLOSURES, ..............................................................................................................................................................5
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TABLE I Field Density Test Results .....................................................................................................................6
TABLE II
Laboratory Maximum density and Optimum Moisture Tests............................................................ 7
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FIGURE I
TESf LOCATION PLAN..................................................................................................................8
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IGC 0 743 Bergschrund Drive 0 PO Box 1725 0 Crestline, CA 92325 0 Phone & Fax (909) 338-5902
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IVII. IVla11\. DIt.....'ldll
IGC Project No, 01012
Page No, 1
INTRODUCTION
This report presents the results of tests and periodic observations made during the
grading of the proposed residential development know as Lot 45, Tract No. 3929 in the
City of Temecula.
The purpose of the grading was to develop a single lot for residential development. The
site clearing began on March 27, 2001 and the grading ended on April 4, 2001.
Prior to grading, the subsurface soils, bedrock and groundwater conditions were
investigated by this firm in October 2000 and the results of our geotechnical investigation
were presented in a report dated November 14, 2000 (Project No. 01012).
Periodic tests and observations were provided by representatives of Independent Geo-
Environmental Consultants, (IGC) to check the grading contractor on compliance with
the drawing and job specifications. The presence of our field representatives at the site
was to provide to the owner a continuous source of professional advice, opinions and
recommendations based upon the field representative's observations of the contractor's
work and did not include any superintending, supervision or direction of the actual work
of the contractor or the contractor's workmen. The opinions and recommendations
presented hereafter are based on our tests and observations of the grading procedure
used and represent our engineering judgment as to the contractor's compliance with the
drawings and job specifications relative to the following earthwork items:
(1) Clearing and grubbing of the existing ground surface in the building pad area.
(2) Disposal of organic matter and inorganic debris.
(3) Excavation of alluvial, surficial soil deposits and unsatisfactory materials.
(4) Processing of the exposed ground surface prior to placement of compacted
fill.
(5) Benching into natural soils,
(6) Excavation of the cut portions of transition within the building area.
(7) Placement and compaction of approved soils in fill areas.
(8) Compaction of fill slope embankments,
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IVleu" .....II.....II.;UI
"r--III '.."............1
Page NO.2
IGC Project No. 01012
SUMMARY OF FIELD OBSERVATIONS
Gradinq
The grading operation was observed to be performed in the following general manner:
(1) Vegetation, roots, brush and miscellaneous organic debris were cleared from the
areas to be graded and were hauled off the property.
(2) Unsatisfactory soils were removed to expose competent materials on which to
place fills to a depth ranging from three to eleven feet below the ground surface.
(3) The cut portions of the lot, within the building area, were excavated to a minimum
of three feet below finish grade to remove the transition.
(4) The exposed ground surface was scarified to a depth of approximately six
inches, water conditioned and recompacted prior to placement of compacted fill
on approved fill areas.
(5) The on-site soils were place in lifts, not to exceed six to eight inches in height, on
the prepared surface by means of a dozer and rubber tire loader.
(6) Placement of the compacted fill was continued to the final grades and limits
indicated on the Location of Compacted Fill Map, Figure NO.1.
(7) Field density tests were made during the placement of fill in accordance with the
A.STM. D2922-81 (nuclear gauge) test method to determine the degree of
compaction and moisture content of the fill. Where these tests or observations
indicated insufficient density, additional compaction with adjustment of the
moisture content where necessary was performed before additional fill was
placed. A list of all field density tests made is presented on Table I. The
minimum acceptable degree of compaction was ninety percent of the laboratory
maximum dry density.
(8) The laboratory maximum dry density and optimum moisture content for each of
the major soil types encountered during grading were determined in the
laboratory in accordance with A.S.T.M. D1557 test method. Table II presents
pertinent test data.
A,
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IGC Project No. 01012
f-Ipm 1 U, LUUl
Page NO.3
Slopes
The compacted fill slopes are considered grossly stable as initially graded. Protecting
the exposed slope surfaces against burrowing animals and recreational abuse is
essential if the existing surficial stability is to be maintained. The fill slopes should be
planted as soon as possible with lightweight, deeprooted vegetation which requires only
minimal irrigation.
Exoansiveness Analvsis
Soil conditions have been evaluated in the building subgrade area for the lot to
determine the expansion potential. A representative sample of the soil was previously
recovered during the initial investigation for dassification and expansion index testing in
accordance with U.8.C Standard 29-2 (Section 29048). The results of this earlier test,
which was low expansion (E/=22) is considered applicable.
Chemical Analvsis
Soil corrosivity testing was performed on the on-site soils. The evaluation included
testing the soil for PH, minimum resistivity, soluble sulfate, chloride and ammonium
nitrate content. The results of these tests are shown below:
. The PH value of the soil was 7.7;
. Sulfate content was 90.1 mglkg (ppm);
. Chloride content was 105 mg/kg (ppm); and
· Ammonium Nitrate was not detected.
CONCLUSIONS AND RECOMMENDATIONS
Based on the results of the tests, on observation of the construction procedures used in
the field and on our experience, it is our opinion that the compacted fill being reported
herein has been placed in accordance with the applicable portions of the job
specifications and with the recommendations of Independent Geo-Environmental
Consultants. Any fill added beyond the limits or above the grades shown should be
placed under engineering inspection and in accordance with the project specifications if
it is to be covered by the recommendations of this report. Any changes in the "as-
graded" condition of this site and adjacent developments, should be evaluated with
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...-.,. -..-.....11
April 10, 2001
Page No_ 4
IGC Project No. 01012
respect to soil conditions by the soil engineer to determine possible effect on the existing
stability.
Since soil conditions encountered during grading were similar to those encountered
during the investigation of the site, bearing values presented in our Geotechnical
investigation report, dated November 14, 2000 (Project No. 01012) are considered
applicable for design.
All slabs on grade to be covered with moisture sensitive material should be underlain by
a six mil (minimum) polyethylene moisture barrier covered by at least two inches of sand
to minimize punctures and to aid in the concrete Cure. Minimum reinforcement of 6'x6' _
#10/#10, welded wire mesh, or equivalent, properly centered within the middle of the
slab, is recommended. As indicated in the investigation, structural design may require
greater thickness and/or reinforcement. Care should be taken during final grading to
insure rapid and unimpaired drainage of runoff water away from the structure.
CLOSURE
All professional services provided in connection with the inspections herein reported
have complied with generally accepted professional principals and practices in the fields
of soil mechanics and foundation engineering. This warranty is in lieu of all other
warranties, either expressed or implied.
Thank you very much for this opportunity to be of service'. Please call if you have any
questions.
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TABLE I
TABLE II
I'IGURE 1
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P. N_ 010310
APN9i1-':i12:004
Mr_U~rk~r~1l
ENCLOSURES:
Field Density Test Results
Laboratory Maximum Density & Optimum Moisture Test
Test Location Plan
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IGC u 743 Bt:rg:schrund Drive (I PO Box 1725 u Cre:sHine, CA 92325 u PhlJne & Ftlx (909) 338-5902
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P. N. 010310
APN 921-212-ClO4
Mr. Mark Birchall
TABLE II
Laboratory Maximum density and Optimum Moisture Tests
Representative soil samples were tested in the laboratOl)' to determine maximum dIy density and
optimum moisture content (by ASTM 01557) for each major soil type used for the project. The test
procedure uses 25 blows ofa lO-pound hammer falling 18-inches on each of 5 layers of soil placed in
a 1/30 cubic foot cylindrical mold or 56 blows ofa 10 pound hammer falling 18-inches on each of 5
layers of soil placed in a 0.075 cubic foot cylindrical mold. The results of the tests are presented
below:
Soil Type Soil Description Maximum Dry Optimum Moisture
IDNo. Density content
Ibs/cubic ft. (%)
A Silty SAND, (SM) 126.5 11.0
Yellowish to Gray
(Bedrock)
B Silty SAND (SM) 127.2 10.0
Dark-brown
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IGC 0 743 Bergschrund Drive 0 PO Box 1725 0 Crestline, CA 92325 0 Phone & Fax (909) 338-5902
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LOCATION PLAN
TEST
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FIGURE 1.0