HomeMy WebLinkAboutTract Map 3929 Lot 21 Geotechnical Report & Compaction Results
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. Soil Engine€fingand Consulling$ervices- EngineeringGeology- Compaction Testing
-Inspections. ConstruclionMaterialsTesling-laboratoryTestinll. Percolation Teslinll
. Grrology. Water Resource Studies . Phasel&IIEnvironmentaISileAssessm!l!1ts
ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK
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GEOTECHNICAL REPORT AND COMPACTION TEST RESULTS.
ROUGH GRADING OPERATIONS
Squire Residence, Lot 21 of Tract 3929,
30687 San Pasqual Road, City of Temecula
County of Riverside, California
Project Number: T1749-C
Reference Number: LD 99-054GR
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September 8, 1999
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Prepared for:
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Mr. Ron Squire
clo Pacitto Construction
-~ 30647 Calle Pina Colada
''remecula, California 92591
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Mr. Ron Squire
clo Pacitto Construction
Project No: T1749-C
TABLE OF CONTENTS
SECTION NUMBER AND TITLE
PAGE
1.0 SITE/PROJECT DESCRIPTION AND LOCATION .....;................................................................1
1.1 PROJECT LOCATION ..........................................................................................................1
1.2 PROJECT DESCRIPTION .....................................................................................................1
1.3 SITE DESCRIPTION ............................................................................................................1
2.0 SCOPE OF WORK ..............................................................................................................2
2.1 TIME OF GRADING .............................................................................................................2
2.1 CONTRACTOR AND EQUIPMENT ..........................................................................................2
2.2 GRADING OPERATIONS..... ................ ..... ............. ............................................................ ...2
2.3 CUTIFILL TRANSiTION....... ........ ........ ........ ..... ...................... .................... ......... .............. ...2
3.0 TESTING ...........................................................................................................................3
3.1 FIELD TESTING PROCEDURES ............................................................................................3
3.1.1 LABORATORY TESTING....... .............................................. ............. ....... ......3
3.1.2 MOISTURE-DENSITY RELATIONSHIP TEST....................................................3
3.2 EXPANSION INDEX TEST ....................................................................................................3
4.0 EARTH MATERIALS ..........................................:;...............................................................4
5.0 SLOPE STABILITY ANALYSIS ..............................................................................................4
6.0 CONCLUSIONS AND RECOMMENDATIONS ............................................................................5
6.1 GENERAL................ ...................... ........ ........................ ................ ............ ......................5
7.0 CLOSURE .........................................................................................................................5
ApPENDIX
TEST RESULTS
DRAWINGS
EnGEN Corporation
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Coq~oration
. SoilEngineeringandConsullingServices. EngineeringGeology. CompaclionTesting
.lnSjleclions. ConslructionMaterialsTesting. LaboratoryTesting. Percolation Tesling
. Geology. Waler Resource Studies .Phasel&IIEnvironmentaISiteAssessments
ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK
September 8, 1999
Mr. Ron Squire
clo Pacitto Construction
30647 Calle Pina Colada
Temecula, California 92591
(909) 676-2056
Attention:
Mr. Peter Pacitto
Regarding:
GEOTECHNICAL REPORT AND COMPACTION TEST RESULTS
ROUGH GRADING OPERATIONS
Squire Residence, Lot 21 of Tract 3929, 30687 San pasqual Road
City of T emecula, County of Riverside, California
Project Number: T1749-C
Reference Number: LD 99-054GR
References:
1.
EnGEN Corporation, Limited Geotechnical Study, Proposed Single Family
Residence, Lot 21 of Tract 3929, San Pasqual Road, City of Temecula,
County of riverside, California Project No. T1749-LGS, dated June 4, 1999.
Elliot Uhrich, R.C.E., Revised Grading Plan for: Mr. and Mrs. Squire, lot 21
of Tract 3929, City of Temecula, California, Plan dated March 15, 1999,
revised August 15, 1999.
2.
Dear Mr. Pacitto:
According to your request and signed authorization, EnGEN Corporation has performed field
observations, sampling, and in-place density testing at the above referenced site. Submitted, herein,
are the test results and the supporting field and laboratory data.
1.0
SITElPROJECT DESCRIPTION AND LOCATION
1.1
PROJECT LOCATION
The subject site consists of a vacant lot, located on San pasqual Road in the Meadowview
area of the City of Temecula, County of Riverside, California.
1.2
PROJECT DESCRIPTION
It is understood that thecsubject site is to be developed with a single family residence with
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. slab-on-grade concrete floors. -
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1.3\'~c SITE DESCR!PTION
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Mr. Ron Squire
clo Pacitto Construction
Project Number: T1749-C
September 1999
Page 2
2.0 SCOPE OF WORK
2.1 TIME OF GRADING
This report represents geotechnical observations and testing during the construction
operations from June 23, 1999 through August 17, 1999.
2.1 CONTRACTOR AND EQUIPMENT
The grading operations were performed by One Tractor Doze It All through the use of one
(1) track mounted dozer, one (1) backhoe, and one (1) motorgrader.
2.2 GRADING OPERATIONS
Grading within the subject site consisted of a cut/fill operation. Grasses and weeds were
removed prior to fill placement. Fill material was generated from the southeastern portions
of the site, and used to bring the northern and western portions of the site to finish grade
elevation. Removal of alluvium, slopewash, etc., was performed to a depth of 4.0-feet
below original elevation. Over-excavated earth material was stockpiled and later used as
fill. Bottoms were observed, probed and found to be into competent bedrock by a
representative of this firm. Keying and benching into competent bedrock was observed
during the grading operations. The exposed bottoms were scarified and moisture
conditioned to a depth of 12-inches then compacted to 90 percent. Fill was placed in lens
thicknesses of 4 to 6-inches, thoroughly moisture conditioned to near optimum moisture
content, then compacted to a minimum of 90 percent relative compaction. No
overexcavation was performed in the house pad since it was reported that the building
footprint was entirely in cut. Moisture conditioning of the on-site soils was performed during
the compaction process, through the use of a water truck. The pad area was generally
graded to the elevations noted on the Grading Plan. However, the actual pad location,
dimensions, elevations, slope locations and inclinations, etc. were surveyed and staked by
others and should be verified by the Project Civil Engineer.
2.3 CUT/FILL TRANSITION
Overexcavation was not performed on the cut portion of the parcel. Therefore, a cut/fill
transition exists on the subject building pad. If a structure is to be built entirely on the cut
portion of the pad, it is acceptable as graded. However, if a structure with a permanent
foundation and slab-on-grade concrete floor is planned to be built over the cutlfill transition,
it is recommended that overexcavation be performed in the cut portion of the building pad.
EnGEN Corporation .3
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Mr. Ron Squire
clo Pacitto Construction
Project Number: T17 49-C
September 1999
Page 3
In such a situation, overexcavation should be performed to a depth of 2.0 feet below the
bottom of the proposed footings and to a distance of 5.0-feet outside the proposed
structure perimeter. The overexcavation bottom should be scarified to a depth of 12-
inches, moisture conditioned to near optimum moisture content and compacted to at least
90 percent relative compaction. Fill should be placed in lift thicknesses of 4 to 8-inches,
moisture conditioned and compacted to 90 percent.
3.0 TESTING
3.1 FIELD TESTING PROCEDURES
Field in-place density and moisture content testing were performed in general accordance
with ASTM-D-2922-81 (90) and ASTM-D-3017-88 procedures for determining in-place
density and moisture content, respectively, _ using nuclear gauge equipment. Relative
compaction test results were within the 90 percent required for all material placed and
compacted. Test results are presented in the Appendix of this report. Fill depths and test
locations were determined from review of the referenced grading plans.
3.1.1 LABORATORY TESTING
The following laboratory tests were performed as part of our services during the grading of
the subject site. The test results are presented in the Appendix of this report.
3.1.2 MOISTURE-DENSITY RELATIONSHIP TEST
Maximum dry density - optimum moisture content relationship tests were conducted on
samples of the materials used as fill. The tests were performed in general accordance with
ASTM D1557-91 procedures. The test results are presented in the Appendix (Summary of
Optimum Moisture Content I Maximum Dry Density Relationship Test Results).
3.2 EXPANSION INDEX TEST
A soil sample was obtained for expansion potential testing from the building pad area upon
completion of precise grading of the subject site. The expansion test procedure utilized
was the Uniform Building Code Test Designation 18-2. The material tested consisted of
Silty Sand, which has an Expansion Index of 2. This soil is classified as having a very low
expansion potential. The results are presented in the Summary of Expansion Index
Results in the Appendix of this report.
EnGEN Corporation "\
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Mr. Ron Squire
clo Pacitto Construction
Project Number: T1749-C
September 1999
Page 4
4.0 EARTH MATERIALS
The natural earth materials encountered on-site, generally consisted of silty sand
5.0 SLOPE STABILITY ANALYSIS
Gross stability analyses were performed for the 29 feet high as built cut-slope. This slope
was originally designed at a slope ratio of 2: 1 (horizontal to vertical) but was inadvertently
cut back to slope ratios no steeper than 1.5:T The slope was evaluated for gross stability
(assuming a slope ratio of 1.5:1) under static and pseudostatic (seismic) conditions. In
addition, surficial stability analyses were performed assuming that the upper 3.0 feet of the
slope face is saturated.
The stability analyses were based on the peak shear strength parameters obtained from
shearing remolded samples obtained from the slope face. The strength parameters used
in the analyses are presented in the Appendix under Laboratory Analyses and Slope
Stability Analyses.
The computer program used to compute the safety factors for the gross stability under
static and pseudostatic conditions was the SB-Slope Program by Van Gunten
Engineering Software, Inc. This program follows the limited equilibrium circular failure
surface method as developed by A.W. Bishop called the "Simplified Bishop Methods of
Slices". In addition, a surficial stability analysis was performed for the type of earth
material expected to be used for cut and fill slope construction. The following table shows
the calculated minimum factors of safety for each analysis conducted.
Summary of Safety Factors for Gross Stability
Material Type
Bedrock (Pauba Formation)
Height of Slope
(Feet)
Slope Inclination
(H:V)
Factor of Safety
(Static)
Factor of Safety
(Seismic)
29
1.51
1.98
1.5:1
Summary of Safety Factors for Surficial Stability
Material Type/Slope Inclination
Factor Safety
Bedrock (Pauba Formation)
1.50
EnGEN Corporation "5
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Mr. Ron Squire
clo Pacitto Construction
Project Number: T1749-C
September 1999
Page 5
6.0 CONCLUSIONS AND RECOMMENDATIONS
No conditions were encountered which would cause a change in the previously provided
design and construction recommendations. As a result, design and construction should
adhere to the recommendations provided in the Referenced No. 1 "Limited Geotechnical
Study".
6.1 GENERAL
Based on the observations and tests performed during grading, the subject site in the
areas noted has been completed in accordance with the Referenced NO.1 report or as
amended in the field based on conditions encountered, the project plans, the project plans
and the Grading Code of the City of Temecula. The graded site in the areas noted as
graded is determined to be adequate for the support of a typical residential development.
Any subsequent grading for development of the subject property should be performed
under engineering observation and testing performed by EnGEN Corporation.
Subsequent grading includes, but is not limited to, any additional fill placement and
excavation of temporary and permanent cut and fill slopes. In addition, EnGEN
Corporation should observe all foundation excavations. Observations should be made
prior to installation of concrete forms andlor reinforcing steel so as to verify andlor modify,
if necessary, the conclusions and recommendations in this report. Observations of
overexcavation cuts, fill placement, finish grading, utility or other trench backfill, pavement
subgrade and base course, retaining wall backfill, slab presaturation, or other earth work
completed for the development of subject site should be performed by EnGEN
Corporation. If any of the observations and testing to verify site geotechnical conditions
are not performed by EnGEN Corporation, liability for the safety and performance of the
development is limited to the actual portions of the project observed and/or tested by
EnGEN Corporation.
7.0 CLOSURE
This report has been prepared for use by the. parties or project named or described above.
It mayor may not contain sufficient information for other parties or purposes. The findings
and recommendations expressed in this report are based on field and laboratory testing
performed during the rough grading operation and on generally accepted engineering
practices and principles. No further warranties are implied or expressed beyond the direct
representations of this report.
EnGEN Corporation <;
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I Respectfully submitted,
EnGEN Corporation
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Mr. Ron Squire
c/o Pacitto Construction
Project Number: T1749-C
September 1999
Page 6
Thank you for the opportunity to provide these services. If you should have any questions
regarding this report, please do not hesitate to contact this office at your convenience.
Field Operations Manager
JDG/OB:ch
Distribution:
(4) Addressee
FILE: EnGENlReportinglCIT1749C Squire Residence, Rough Grading
EnGEN Corporation 1
I Mr. Ron Squire
clo Pacitto Construction
I Project Number: T1749-C
Appendix Page 1
APPENDIX
I FIELD TEST RESULTS
(SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS)
(NUCLEAR GAUGE TEST METHOD)
est Test Depth Soil Max Moisture Dry Relative Required
No. Date Test Locations Elev. Type Density Content Density Compaction Compaction
11 (1999) (FT) (PCF) (%) (PCF) (%) (%)
6-24 Keyway Fill 7.0' A1 127.2 9.7 118.0 92.8 90
I~ 6-24 Keyway Fill 7.0' A1 127.2 9.2 116.6 91.7 90
6-24 Keyway Fill 9.0' A1 127.2 8.7 115.4 90.7 90
4 6-24 Keyway Fill 9.0' A1 127.2 9.7 115.8 91.0 90
I~ 6-25 Keyway Fill 9.0' A1 127.2 10.0 117.4 92.3 90
6-25 Keyway Fill 9.0' A1 127.2 9.3 117.2 92.1 90
7 6-25 Keyway Fill 13.0' A1 127.2 9.7 114.9 90.3 90
18 6-25 Keyway Fill 13.0' A1 127.2 8.4 116.3 91.4 90
9 6-25 Keyway Fill 15.0' A1 127.2 8.7 115.4 90.7 90
110 6-25 Keyway Fill 15.0' A1 127.2 9.3 117.0 92.0 90
11 6-25 Keyway Fill 17.0' A1 127.2 10.3 115.9 91.1 90
12 6-25 Keyway Fill 17.0' A1 127.2 11.4 114.7 90.2 90
113 6-25 Fill Slope 14.0' A1 127.2 9.5 117.9 92.7 90
14 6-25 Fill Slope 16.0' A1 127.2 10.3 116.1 91.3 90
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115 6-25 Fill Slope 19.0' A1 127.2 10.1 116.0 91.2 90
16 6-25 Fill Slope 19.0' A1 127.2 11.2 114.6 90.1 90
17 6-25 Fill Slope 18.0' A1 127.2 9.7 118.4 93.1 90
118 6-25 Pad 18.0' A1 127.2 9.9 117.9 92.7 90
19 6-25 Pad 19.0' A1 127.2 8.4 117.4 92.3 90
120 6-25 Pad 19.0' A1 127.2 10.7 119.7 94.1 90
21 6-25 Pad 20.0' A1 127.2 10.1 114.6 90.1 90
22 6-25 Pad 20.0' A1 127.2 9.8 116.1 91.3 90
123 6-25 Pad 21.0' A1 127.2 9.4 115.6 90.9 90
24 8-11 N. Side Fill Slope 16.0' A2 126.5 9.1 114.2 90.3 90
25 8-17 W. Fill Slope 18.0' A2 126.5 10.3 114.7 90.7 90
126 8-17 W. Fill Slope 18.0' A2 126.5 11.4 115.4 91.2 90
27 8-17 W. Fill Slope 20.0' A2 126.5 11.1 115.0 90.9 90
128 8-17 W. Fill Slope 20.0' A2 126.5 10.8 115.1 91.0 90
29 8-17 W. Fill Slope 21.0' A2 126.5 11.4 116.4 92.0 90
30 8-17 W. Fill Slope 21.0' A2 126.5 9.9 115.2 91.0 90
131 8-17 Pad Area F.G. A1 127.2 10.7 116.1 91.3 90
32 8-17 Pad Area F.G. A1 127.2 8.1 117.2 92.1 90
I (F.G.) Indicates Finish Grade.
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I Soil
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Mr. Ron Squire
clo Pacitto Construction
Project Number: T1749-C
Appendix Page 1
SUMMARY OF OPTIMUM MOISTURE CONTENT'
MAxiMUM DRY DENSITY RELATIONSHIP TEST RESULTS
ASTM 01557-91
Optimum
Soil Maximum Moisture
Soil Description Dry Density Content
Type (USCS Symbol) (PCF) ("!o)
1 Silty Sand, Brown (SM) 127.2 8.7
2 Silty Sand, Brown (SM) 126.5 9.0
Depth
(FT)
1.5
SUMMARY OF exPANSION INDEX TEST RESULTS
Dry Density
(PCF)
107.3
Moisture
Condition Before
Test ("!o)
Moisture
Condition After
Test ("!o)
Expansion
Index
11.8
16.7
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EnGEN Corporation q
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Mr. Ron Squire
c/o Pacitto Construction
Project Number: T1749-C
Appendix Page 2
DRAWINGS
EnGEN Corporation \0