HomeMy WebLinkAboutTract Map 3883 Lot 56 Geotechnical Rpt & Compaction Test Results
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ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK
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GEOTECHNICAL REPORT AND COMPACTION TEST RESULTS
ROUGH GRADING OPERATIONS
Schaumann Residence
Assessor's Parcel Number: 919-043-02
Lot 56 of Tract 3883
Calle Madero Road and La Colima Road
City of Temecula, County of Riverside, California
Project Number: T2252-C
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April 24, 2001
RECEIVE;D
APR 3 0 2001
CITY OF TEMECULA
ENGINEERING DEPARTME 'T '
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Prepared for:
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Mr. Ken Schaumann
40420 Calle Torcida
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T,emecula, California 92591
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ORANGE COUNTY 0 I E"2615 Orange A e1. ue, Santa Ana, CA 92707 . phone: (714) 546:4051' fax: 1714.1.546-4052
B SITE: www.en e corp.com". E":MAIL:~enge-ncorp@erigen-co-rp.c6m~;---""""'--~7'"-.-;-~-:;~:""~c-:--
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Mr. Ken Schaumann
Project Number: T2252-C
TABLE OF CONTENTS
SECTION NUMBER AND TITLE
PAGE
1.0 PROJECT LOCATION AND DESCRIPTION..,......,....,..,..,..,..,....................,....,..,..,....,..,...........1
1.1 PROJECT LOCATION .....................................................................................................1
1.2 SITE DESCRIPTION ................,.,.............,........,..,.....,.. ..,..,..,........................,.....,.....,........2
1.3 PROJECT DESCRIPTION ,.....,......., ,.,.......,........,.. ......:...,..,..,....,........,....,....,..,..,..........2
2.0 SCOPE OF WORK ..,..,..,.........................,..,.....,..,..,..,..,....,..,..,..,..,....,.....,.......,....,......,......2
2.1 TIME OF GRADING ........ ............................................................ ,............ ...................2
2.2 gONTRACTOR AND EQUIPMENT ..................,....,..,..,.., .............,.....,..,.........,..,............,2
2.3 GRADING OPERATIONS................,......................... ..................,..,..,.........,..,..........2
3.0 TESTING ... ... .... .......... ...... ... ... ... ... ... ..... ... ... ... .............. ... ... ... ..... .............. ..... ... ............ ......3
3.1 FIELD TESTING PROCEDURES ................ ...........................................................................3
3.2 LABORATORY TESTING.,..,..,..,..,..,...................,..........,..,..,..,...............,..,..,.......................3
3.2.1 MOISTURE-DENSITY RELATIONSHIP TEST ....................................................3
3.2.2 EXPANSION INDEX TEST ,.....,..........,..,..,..........,..,.....,....,......................,.....3
3.2.3 SOLUBLE SULFATE TEST .....,.................................,..................,..,..............3
4.0 EARTH MATERIALS ... ... ... ......... ... ........ ............... ........ ... ... ..... ... ................... ........... ... ........4
5.0 CONCLUSIONS AND RECOMMENDATIONS ........ ..... ............................ ...................................4
6.0 CLOSURE ....... ....... ............. ... ........... ............................. ........ ........ ... ................................4
ApPENDIX:
TEST RESULTS
DRAWINGS
EnGEN Corporation I
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CorRoration
. Soil Engineering and Consulting $ervices-EngineeringGeoIO\lY- Compaction Tesling
-lnspections-ConslructionMaterialsTesting -laboratory Testing . Percolation Testing
. Geology. Water Resource Studies . Phase I & II Environmental Site Assessments
ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK
April 24, 2001
Mr. Ken Schaumann
40420 Calle Torcida
Temecula, California 92591
(909) 699-5113 / FAX (909) 694-1401
Attention:
Mr. Schaumann
Regarding:
GEOTECHNICAL REPORT AND COMPACTION TEST RESULTS
ROUGH GRADING OPERATIONS
Schaumann Residence
Assessor's Parcel Number: 919-043-02
Lot 56 otTract 3883
Calle Madero Road and La Colima Road
City otTemecula, County of Riverside, California
Project Number: T2252-C
References: 1.
EnGEN Corporation, Limited Geotechnical Study, Proposed Single Family
Residence, South Corner of Calle Madero and La Colima Road, City of
Temecula, County of Riverside, California, Project Number: T2252-LGS,
report dated January 4, 2001.
Academy Consulting Corporation, Rough Grading Plan, Tract No. 3883,
Lot #56, Project Reference No. LD 00-220 GR, plans dated January 23,
2001.
2.
Dear Mr. Schaumann:
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 slTEIPROJECT DESCRIPTION AND LOCATION
1.1 PROJECT LOCATION
The subject site consists of approximately 7 acres, located on the southern corner of Calle
Madero Road and La Colima Road, in the City of Temecula, County of Riverside,
California.
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COR ATE'QWCEA.f607 E terprise circieN rt ..S.~lte 1,Jemecul";CA92590,.'phone:.(~091296'2230,~iax:.!9o.9H19lYi23";~==~~'"
:"ORANGE CouNn;'O I E.2615 O~';-nge A eiue, Santa Ana, CA 92707 . phone: (71'415'46.405;. fax: {714 j'546.,4052 :z.
B SITE: www.enecorp.com . E-MAIL: engencorp@engencarp.-cam' "-'.. ""'. " .' ". --, --..
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Mr. Ken Schaumann
Project Number: T2252,C
April 2001
Page 2
1.2 SITE DESCRIPTION
Prior to grading operations, topography and surface conditions of the site were moderately
sloping, with surface drainage to the north at a gradient of less than 20 percent.
1.3 PROJECT DESCRIPTION
It is understood that the subject site is to be developed with a single family residence with
slab-on-grade concrete floors, supported on conventional continuous and pier footings, with
associated driveway.
2.0 SCOPE OF WORK
2.1 TIME OF GRADING
This report represents geotechnical observations and testing during the construction
operations from February 2, 2001 through April 19, 2001.
2.2 CONTRACTOR AND EQUIPMENT
The grading operations were performed by Grading & ETC. by Kay Wall and Son through
the use of one (1) J.H. 450 Dozer and one (1) Case 344 Front End Loader.
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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 southern cut portions
of the site, and used to bring the northern fill slope and building pad portions of the site to
finish grade elevation. Removal of alluvium, slopewash, etc., was performed to a depth of
3 to 5-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 soil was observed during
the grading operations. Over-excavation was performed in the cut portion of the building
pad to a depth of 3-feet below finish grade elevation and to a distance shown on the
Referenced No. 1 Plans. The area of the cut portion of the pad which was overexcavated
measures approximately 80-feet long by 15-feet wide. 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 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 fire hose attached to a fire hydrant. The pad
area was generally graded to the elevations noted on the Grading Plan. However, the
EnGEN Corporation 3.
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Mr. Ken Schaumann
Project Number: T2252,C
April 2001
Page 3
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.
3.0 TESTING
3.1 FIELD TESTING PROCEDURES
Field in-place density and moisture content testing were performed in general accordance
with ASTM-D-2922-96 and ASTM-D-3017.96 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 tested, which is an indication
that the remainder of the fill placed has been properly compacted. Test results are
presented in the Appendix of this report. Fill depths and test locations (by station numbers
when applicable) were determined from review of the referenced grading plans.
3.2 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.
3,2.1 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 (98) procedures, The test results are presented in the Appendix
(Summary of Optimum Moisture Content I Maximum Dry Density Relationship Test
Results).
3.2.2 Expansion Index Test
A soil sample was obtained for expansion potential testing from the building pad area upon
completion of rough 9rading of the subject site. The expansion test procedure utilized was
the Uniform Buildin9 Code Test Designation 18-2. The material tested consisted of brown
silty sand, which has an Expansion Index of 7. This soil is classified as having a very low
expansion potential. The results are presented in the Appendix (Summary of Expansion
Index Test Results).
3.2.3 Soluble Sulfate Test
Soil samples were obtained for soluble sulfate testing from the building pad areas upon
completion of grading of the subject site. The concentration of soluble sulfate was
determined in general accordance with California Test Method 417 procedures. The test
results indicate a low percentage of soluble sulfates (less than 0.001 % by weight), as a
EnGEN Corporation '-\
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Mr. Ken Schaumann
Project Number: T2252,C
April 2001
Page 4
result no sulfate resistant concretes are necessary. The test results are presented in the
Appendix (Summary of Soluble Sulfate Test Results).
4.0 EARTH MATERIALS
The natural earth materials encountered on-site generally consisted of brown silty sands
with varying percentages of clay.
5.0 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.
Based on the observations and tests performed during grading, the subject site, in the
areas noted as test locations, 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 gradin9 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.
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
EnGEN Corporation :>-
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Mr. Ken Schaum ann
Project Number: T2252,C
April 2001
Page 5
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,
Zi1i/
Supervising Technician
sbjorn atene, . 16
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Distribution: (4) Addressee
FILE: EnGEN/Reporting/CfT2252-C Ken Schaumann, Rough Grading
EnGEN Corporation "
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Mr. Ken Schaumann
Project Number: T2252,C
Appendix Page 1
APPENDIX:
TEST RESULTS
EnGEN Corporation 7
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Mr. Ken Schaumann
Project Number: T2252-C
Appendix Page 2
FIELD TEST RESULTS
(Surnmary of Field In-Place Density Test Results)
(Nuclear Gauge Test Method)
(5. G) = Subgrade / (F. G) = Finish Grade
Test Depth Soil Max Moisture Dry Relative Required
I Test Date Test Locations Elevation Type Density Content Density Compaction Compaction
No. (2000-01 ) (FT) (PCF) (%) (PCF) (%) (%J
I 1 02,06 Keyway 1120 A2 126.0 8.9 114.3 90.7% 90.0% I
2 02,06 Fill Slope 1120 A2 126.0 11.2 116.2 92.2% 90.0%
3 02,06 Fill Slope 1122 A2 126.0 10.8 113.6 90.2% 90.0%
I 4 02,06 Fill Slope 1122 A2 126.0 11.1 113.9 90.4% 90.0%
5 02-06 Fill Slope 1122 A2 126.0 8.9 117.2 93.0% 90.0%
I 6 02,06 Fill Slope 1122 A2 126.0 9.8 115.9 92.0% 90.0%
7 03,23 Fill Slope 1124 A2 126,0 12.9 118.6 94.1% 90.0%
I 8 03,23 Fill Slope 1124 A2 126.0 13.3 117.0 92.9% 90.0%
9 03-23 Fill Slope 1126 A2 126.0 10.5 118.0 93.7% 90.0%
10 03,23 Fill Slope 1126 A2 126.0 13.6 113.5 90.1% 90.0%
I 11 04,19 Fill Slope 1128 A1 133.8 9.3 122.1 91.3% 90.0%
12 04-19 Building Area 1129 A1 133.8 10.2 123.2 92.1% 90.0%
I 13 04-19 Building Area F.G. A1 133.8 11.1 124.1 92.8% 90.0%
14 04,19 Finish Slope Tests 1125 A1 133.8 9.3 122.6 91.6% 90.0%
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EnGEN Corporation 8
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Mr. Ken Schaumann
Project Number: T2252-C
Appendix Page 3
SUMMARY OF OPTIMUM MOISTURE CONTENT
MAXIMUM DRY DENSITY RELATIONSHIP TEST RESULTS
ASTM 01557-91
Maximum
Soil Description (USCS Symbol) Soil Type Dry Optimum Moisture
Density Content (%)
(PCF)
Silty Sand Brown (SM) A1 133.8 8.1
Silty Sand wi Clay Brown (8M) A2 126.0 11.1
SUMMARY OF SOLUBLE SULFATE TEST RESULTS
Soil Type Location % By Weight
E,1 Building Pad Area less than 0.001 %
SUMMARY OF EXPANSION INDEX TEST RESULTS
Soil Type
UBC 18-2
Dry Moisture Moisture Expansion
Depth (FT) Density Condition Condition
cf Before After Test Index
-1 117.0 8.9% 14.4% 7
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EnGEN Corporation q
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Mr. Ken Schaumann
Project Number: T2252-C
Appendix Page 4
APPENDIX:
DRAWINGS
EnGEN Corporation ~