HomeMy WebLinkAboutTract Map 9833-3 Lot 3 Rough Grading
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Coq~oration
. Soil Engineering and ConsullingServices. Engineering Geology. CompaclionTesting
elnspections-ConstruClionMaterialsTesting.laboraloryTesling-PercolalionTesting
. Geology. Water Resource Studies . Phase I & II Environmental Site Assessments
ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK
GEOTECHNICAL REPORT AND COMPACTION TEST RESULTS
ROUGH GRADING OPERATIONS
Garrett Residence
Lot 3 of Tract 9833-3, Calle De Vellardo
City of Temecula, County of Riverside, California
Project Number: T1460-C
February 18, 1999
Prepared for:
Owen B. and Mary Garrett
31458 Carte Montiel
Temecula, California 92592
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RECEIVED
JUN 101999
CITY OF TEMECULA
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Owen B. and Mary Garrett
Project Number: T1460-C
TABLE OF CONTENTS
SECTION NUMBER AND TITLE
PAGE
1.0 PROJECT LOCA TrON AND DESCRIPTION ....................................................................1
1.1 PROJECT LOCATION ................................................................................................ 1
1.2 PROJECT DESCRIPTION ........................................................................................... 1
2.0 SCOPE OF WORK ....................................................................................................2
2.1 TIME OF GRADING ...................................................................................................2
2.2 CONTRACTOR AND EaUIPMENT................................................................................. 2
2.3 GRADING OPERATIONS ............................................................................................ 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 MA TERJALS ..................................................................................................3
5.0 FOUNDA TJON DESIGN RECOMMENDA TIONS................................................................ 4
6.0 GENERAL ............................................................................................................... 4
7.0 CLOSURE ............................................................................................................5
ApPENDIX
TEST RESULTS
DRAWINGS
EnGEN Corporation
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Coq~oration
-SoilEngineeringandConsultingServiceseEngineeringGeologyeCompactionTesting
.lnspeclions-ConstructionMateria\sTeslinll-LaboratoryTestinll-Percolalionl"esl\nll
-Geology . Waler ResOUfC€ Studies . Phase I &IIEnvironmenlal Site Assessments
ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK
February 18, 1999
Owen B. and Mary Garrett
31458 Carte Montiel
Temecula, California 92592
(909) 676-8269
Regarding:
GEOTECHNICAL REPORT AND COMPACTION TEST RESULTS
ROUGH GRADING OPERATIONS
Garrett Residence
Lot 3 of Tract 9833-3, Calle De Vellardo
City of Temecula, County of Riverside, California
Project Number: T1460C
References: 1.
EnGEN Corporation, Limited Geotechnical Study, Proposed
Residential Structure, Lot 3 of Tract 9833-3, Calle De Vellardo, City
of Temecula, County of Riverside, California, Project Number:
T1496-LGS, report dated June 22, 1998.
2.
Manning Engineering, "As-Built" Grading Plan, Tract 9833-3, Lot 3,
City of Temecula, Drawing No. 4 of 4 sheets, dated January 20,
1999.
Dear Mr. and Mrs. Garrett:
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
1.1
PROJECT LOCATION AND DESCRIPTION
PROJECT LOCATION
The subject site consists of approximately 2 acres,
intersection of Calle De Vellardo and Pescado Drive
located northeast of the
in the City of Temecula,
County of Riverside, California.
PROJECT DESCRIPTIO~"\
1.2
It is understood that. the
developed with a single family
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Owen B. and Mary Garrett
Project Number: T1460-C
February 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 October 5, 1998 through October 26, 1998.
2.2 CONTRACTOR AND EQUIPMENT
The grading operations were performed by P.D.C. through the use of one (1) John
Deere self-loading scraper, two (2) track mounted dozers, one (1) motorgrader, and
one (1) 4,000 gallon water truck.
2.3 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 eastern
portions of the site, and used to bring the western portion of the site consisting of
several multi-level pads to finish grade elevation. Removal of alluvium, slopewash,
etc., was performed on the western portion of the site to a depth of 3-feet below
original elevation. Ov~r-excavated earth material was stockpiled and later used as
fill. Bottoms were observed, probed and found to be into competent soil by a
representative of this firm. Keying and benching into competent bedrock was
observed during the grading operations. Over-excavation was also performed in
the cut portion of the building pad to a depth of 5.0-feet below finish grade elevation
and to a distance of 5.0-feet outside the proposed structure. 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. 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.
EnGEN Corporation 4\
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Owen B. and Mary Garrett
Project Number: T1460-C
February 1999
Page 3
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 rough grading of the subject site. The expansion test
procedure utilized was the Uniform Building Code Test Designation 18-2. The
material tested consisted of red brown, silty sand, which has an Expansion Index of
4. 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.
4.0 EARTH MATERIALS
The natural earth materials encountered on-site, generally consisted of brown to
red brown silty sand.
EnGEN Corporation '5
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Owen B. and Mary Garrett
Project Number: T1460-C
February 1999
Page 4
5.0 FOUNDATION DESIGN RECOMMENDATIONS
Foundations for the proposed structure may consist of conventional column
footings and continuous wall footings founded upon properly compacted fill.
Recommendations for foundation design and construction should be provided by
the Structural Engineer in accordance with the latest edition of the UBC and should
be based on geotechnical characteristics for a silty sand (SM) and a low expansion
potential for the supporting soils and should not preclude more restrictive structural
requirements.
6.0 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, 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 and/or reinforcing steel so as to verify and/or 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.
EnGEN Corporation
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Owen B. and Mary Garrett
Project Number: T1460-C
February 1999
Page 5
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.
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.
Respectfully submitted,
EnGEN Corporation
Ck~n !1a~
Field opera;;~:~anager
JDG/OB:ch
Distribution: (4) Addressee
FILE: EnGEN/Reporting/Crr1460C Garrett Residence, Rough Grade
EnGEN Corporation
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Owen B. and Mary Garrett
Project Number: T1460-C
Appendix Page 1
APPENDIX
TEST RESULTS
EnGEN Corporation
1
. Owen B. and Mary Garrett
Project Number: T1460-C
. Appendix Page 2
FIELD TEST RESULTS
. (SUMMARY OF FIELD IN-PLACE DENSITY TEST RESULTS)
(NUCLEAR GAUGE TEST METHOD)
. Test Test Depth Soil Max Moisture Dry Relative Required
No. Date Test Locations Elev. Type Density Content Density Compaction Compaction
. (1998) (FT) (PCF) (%) (PCF) (%) (%)
1 10-5 House Pad N.E. Portion 1141.5 1 127.8 19.3 113.4 88.7 90
. 2 10-5 House Pad S. Portion 1141.5 1 127.8 10.6 112.8 88.3 90
3 10-7 Keyway 1102.0 2 128.9 8.2 116.8 90.6 90
. 4 10-7 Keyway 1104.0 2 128.9 9.0 104.3 80.9 90
5 10-8 Retest of #1 1141.5 1 127.8 16.7 112.6 88.1 90
6 10-8 Retest of #2 1141.5 1 127.8 10.2 115.9 90.7 90
. 7 10-8 Garage Area 1142.0 1 127.8 9.9 116.1 90.8 90
8 10-8 Retest of #5 1141.5 1 127.8 9.2 116.1 90.8 90
. 9 10-8 Driveway 1120.0 1 127.8 10.1 117.0 91.5 90
10 10-8 Driveway 1122.0 1 127.8 10.7 121.6 95.1 90
11 10-15 Gazebo Pad 1120.0 2 128.9 10.1 119.0 92.3 90
. 12 10-15 Gazebo Pad 1122.0 2 128.9 9.2 118.3 91.8 90
13 10-19 Gazebo Pad 1124.0 2 128.9 10.6 116.1 90.1 90
14 10-19 Gazebo Pad 1126.0 1 127.8 9.2 115.3 90.2 90
. 15 10-19 Gazebo Pad 1128.0 2 128.9 10.8 116.9 90.7 90
16 10-22 Retest of #4 1104.0 2 128.9 9.6 118.9 92.2 90
. 17 10-22 Playground 1106.0 2 128.9 9.0 116.2 90.1 90
18 10-22 Playground 11 08.0 2 128.9 10.1 119.3 92.6 90
19 10-26 Playground 1110.0 2 128.9 10.9 115.8 90.0 90
. 20 1 0-26 Playground 1112.0 2 128.9 9.3 119.7 92.8 90
21 10-26 Playground 1114.0 2 128.9 10.1 118.0 91.5 90
. 22 10-26 Turnaround 1130.0 2 128.9 9.6 119.3 92.6 90
23 10-26 Turnaround 1132.0 2 128.9 10.8 116.1 90.1 90
24 10-26 Gazebo Pad 1135.0 2 128.9 11.0 119.0 92.3 90
. 25 10-26 Playgroundrrennis Court 1115.0 2 128.9 9.5 117.0 90.8 90
26 10-26 House Pad 1139.0 2 128.9 8.6 117.9 91.4 90
I 27 10-26 House Pad 1142.0 2 128.9 9.0 120.1 93.2 90
28 10-27 House Pad 1144.0 1 127.8 10.0 116.0 90.8 90
29 10-27 Garage Pad 1145.0 1 127.8 9.1 119.1 93.2 90
. 30 10-27 House Pad F.G. 1 127.8 9.7 118.2 92.4 90
.
. EnGEN Corporation ~
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Owen B. and Mary Garrett
Project Number: T1460-C
Appendix Page 3
SUMMARY OF OPTIMUM MOISTURE CONTENT I
MAxiMUM DRY DENSITY RELATIONSHIP TEST RESULTS
ASTM D1557-91
Optimum
Soil Maximum Moisture
Soil Description Dry Density Content
Type (USCS Symbol) (PCF) ("!o)
1 Brown Silty Sand with Clay (SM) 127.8 10.2
2 Dark Brown Silty Sand (SM) 128.9 9.3
SUMMARY OF ExPANSION INDEX TEST RESULTS
Soil
Type
Depth Dry Density
(FT) (PCF)
Moisture
Condition Before
Test("!o)
1
1.5
113.3
10.7
Moisture
Condition After
Test ("!o)
15.4
Expansion
Index
4
EnGEN Corporation
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Owen B. and Mary Garrett
Project Number: T1460-C
Appendix Page 4
DRAWINGS
EnGEN Corporation
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