HomeMy WebLinkAboutTract Map 9833-3 Lot 4 Rough Grading
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ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK
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GEOTECHNICAL REPORT AND COMPACTION TEST RESULTS
ROUGH GRADING OPERATIONS
Gunderson Residence, 43422 Calle de Velardo
City of Temecula, County of Riverside, California
Project Number: T1544-C
April 23, 1999
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Prepared for:
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Dr. John K. Gunderson
160 South Santa Fe Street
Hemet, California 92543
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Dr. John K. Gunderson
Project Number: T1544--C
TABLE OF CONTENTS
SECTION NUMBER AND TITLE
PAGE
1.0 PROJECT LOCATION AND DESCRIPTION ....................................................................3
1.1 PROJECT LOCATION . ............................................................................................... 3
1.2 PROJECT DESCRIPTION ...........................................................................................3
2.0 SCOPE OF WORK ....................................................................................................2
2.1 TIME OF GRADING. ............ ............. ........... ......... ..... ... .............. ..................... .... ......2
2.2 CONTRACTOR AND EQUiPMENT,... .... ....... ......... ....... ......... ... ..... ...... ......... .... .... .......... 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 TERIALS..................................................................................................3
5.0 FOUNDATION DESIGN RECOMMENDATIONS................................................................ 4
5.1 GENERAL ......' ..... .......... .... .... ........ ....... .... ..... ..... .., ... .... ... ... ... ........................ .........4
6.0 CLOSURE ............................................................................................................5
ApPENDIX
TEST RESULTS
DRAWINGS
EoGEN Corporation
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Corporation
-Soil Engirl8eringartdConsulliogServices-Engineering Geology-Comp aclionTesling
elrlSpections.construclionMaterialsTesling.laboraloryTesling.PerrolaliOllTesling
. Geology-WaterResourceStudies . Phase I &11 Environmental Site AssessmeIlls
ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK
April 23, 1999
Dr. John K. Gunderson
160 South Santa Fe Street
Hemet, California 92543
(909) 658-7201 / FAX (909) 765-3364
Regarding:
GEOTECHNICAL REpORT AND COMPACTION TEST RESULTS
ROUGH GRADING OPERATIONS
Gunderson Residence, 43422 Calle de Velardo
City of Temecula, County of Riverside, California
Project Number: T1544-C
References: 1.
EnGEN Corporation, Limited Geotechnical Report, Single Family
Residence, 43422 Calle de Velardo, City of Temecula, County
Riverside, California, Project Number: T1544-LGS, report dated
September 24, 1998.
Manning Engineering, Precise Grading Plan, Lot 4, Tract 9833-3,
Santiago Estates, plans dated September 21, 1998.
2.
Dear Dr. Gunderson:
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 PROJECT LOCATION AND DESCRIPTION
1.1
PROJECT LOCATION
The subject site consists of approximately 2 acres, located at
Velardo, in the City of Temecula, County of Riverside, California.
43422 Calle de
1.2 PROJECT DESCRIPTION
It is understood that the subject site is to be developed with a single family residence
with slab-on-grade concrete floors. Prior to grading operations, topography and
surface conditions of the site were moderately sloping with surface drainage to the
northwest at a gradient o;)ess than 15 percent. '
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Dr. John K. Gunderson
Project Number: T1544--C
April 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 12, 1998 through October 22, 1998.
2.2 CONTRACTOR AND EQUIPMENT
The grading operations were performed by PDQ through the use of one (1) Cat 623B
scraper, one (1) Cat D8K dozer, one (1) Cat 12H motorgrader and one (1) 2,000
gallon water truck.
2.3 GRADING OPERATIONS
Grading within the subject site consisted of a cuUfill operation. Grasses and weeds
were removed prior to fill placement. Fill material was generated from the southern
portions of the site and the adjacent parcel, and used to bring the northern portions of
the site and the house pad to finish grade elevation. Removal of alluvium,
slopewash, etc., was performed in the house pad and barn pad areas 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
soil by a representative of this firm. Keying and benching into competent bedrock
was observed during the grading operations. Overexcavation was performed in the
cut portion of the house, garage and barn pad areas to depths in excess of 3.0' feet
below finish grade elevation and to a distance of 5.0 feet outside the proposed
structure perimeter. The exposed bottoms were scarified and moisture conditioned
to a depth of 6 to 12 inches then compacted to 90 percent. Fill was placed in lens
thicknesses of 6 to 8-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 Corporatioo ~
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Dr. John K. Gunderson
Project Number: T1544--C
April1999
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-0-2922-81 (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 01557-91 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 silty sand, brown to red brown, which has an Expansion Index of O. 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 and the adjacent parcel generally
consisted of silty sand, brown to red brown.
EnGEN Corporation ~
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Dr. John K. Gunderson
Project Number: T1544--C
April 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 very low expansion
potential for the supporting soils and should not preclude more restrictive structural
requirements.
5.1 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,
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 <p
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Dr. John K. Gunderson
Project Number. T1544--C
April 1999
Page 5
6.0 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,
(2~GEN2.7'P;&;
'1!::on D. Gar~~
Field Operations Manager
~ra e, GE 162
Prin Ipal Geotechnical Engineer
Expires 09-30-01
JDG/OB:ch
Distribution: (4) Addressee
FILE: EnGEN/Reporllng/CfT1544C Gunderson Residence, Rough Grade
EnGEN Corporation 1
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Dr. John K. Gunderson
Project Number: T1544--C
Appendix Page 1
APPENDIX
TEST RESULTS
EnGEN Corporation ~
I Dr. John K. Gunderson
Project Number: T1544--C
. Appendix Page 2
FIELD TEST RESULTS
I (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
I (1998) (FT) (PCF) (%) (PCF) (%) (%)
1 10-12 House Pad 1188 (b) 1 128.7 7.4 106.9 83.1 N/A
I 2 10-12 House Pad 1190 1 128.7 8.2 107.4 83.4 90
3 10-13 Retest of 2 1190 1 128.7 10.4 118.3 91.9 90
I 4 10-13 House Pad 1193 1 128.7 10.6 119.0 92.5 90
5 10-13 House Pad 1194 1 128.7 9.3 117.6 91.4 90
6 10-13 House Pad 1196 1 128.7 9.5 117.9 91.6 90
. 7 10-13 House Pad 1198 1 128.7 9.7 118.3 91.9 90
8 10-14 House Pad 1202 1 128.7 11.8 118.9 92.4 90
I 9 10-14 House Pad 1201 1 128.7 10.6 116.5 90.5 90
10 10-15 House Pad 1205 1 128.7 11.9 117.0 90.9 90
11 10-15 House Pad 1207 1 128.7 12.0 115.8 90.0 90
. 12 10-15 Barn Pad 1198 1 128.7 10.1 116.3 90.4 90
13 10-16 House Pad 1209 2 126.1 9.8 115.0 91.2 90
14 10-16 House Pad 1212 2 126.1 10.2 115.9 91.9 90
. 15 10-16 House Pad 1210 2 126.1 8.4 116.8 92.6 90
16 10-16 House Pad 1214 2 126.1 9.6 116.5 92.4 90
I 17 10-20 House Pad 1216 2 126.1 10.6 117.0 92.8 90
18 10-22 House Pad 1218 2 126.1 9.2 115.9 91.9 90
19 10-22 House Pad F.G. 2 126.1 8.9 116.3 92.2 90
. 20 10-22 Barn Pad 1200 1 128.7 10.8 119.0 92.4 90
I 21 10-22 Barn Pad 1202 1 128.7 10.1 118.3 91.9 90
I 22 10-22 Barn Pad F.G. 1 128.7 10.2 117.9 91.6 90
23 10-22 North Driveway 1199 1 128.7 10.8 118.7 92.2 90
24 10-22 North Driveway 1202 1 128.7 9.4 117.0 90.9 90
'.(F,G,) Indicates Finish Grade
(b) Indicates Natural Bottom
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. EnGEN Corporation q
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Dr. John K. Gunderson
Project Number: T1544--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 Silty Sand, Brown (SM) 128.7 9.3
2 Silty Sand, Red Brown (SM) 126.1 9.9
SUMMARY OF exPANSION INDEX TEST RESULTS
Soil
Type
Depth Dry Density
(FT) (PCF)
Moisture
Condition Before
Test ("!o)
Moisture
Condition After
, Test ("!o)
Expansion
Index
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1.5
115.0
7.4
14.2
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EnGEN Corporation
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Dr. John K. Gunderson
Project Number: T1544--C
Appendix Page 4
DRAWINGS
EnGEN Corporation v\