HomeMy WebLinkAboutParcel Map 17688 Parcel 1 Geotech Report (Jul.27,1998)
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. Soil EIlgineeringand ConsullingServices. Engineering Geology . Compaction Testing
-Inspections. ConslruclionMalerialsTesling. Laboratory Testing . PercolalionTeslinq
. Geology. Water Resource Studies . Phase I & II Environmental Site Assessml3!1ts
ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK
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GEOTECHNICAL REPORT & COMPACTION TEST RESULTS
ROUGH GRADING OPERATIONS
Assessor's Parcel Number: 945-180-001
Parcel 1 of Parcel Map 17668, Paulita Road and Lolita Road
City of Temecula, County of Riverside, California
LD98-049GR
Project Number: T1409-C
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July 27, 1998
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Prepared for:
Brett Sackett
/ --'" 29401 Via La Plaza
Murrieta, California 92563
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Mr. Brett Sackett
Project Number: T1409-C
TABLE OF CONTENTS
SECTION NUMBER AND TITLE
PAGE
1.0 PROJECT LOCATION 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
3.0 CONTRACTOR AND EQUIPMENT ................................................................................2
3.1 GRADING OPERATIONS ............... ..... ........................................................................2
4.0 TESTING .................................................................................................................3
4.1 FIELD TESTING PROCEDURES...................................................................................3
4.1.1 LABORATORY TESTING ..............................................................................3
4.1.2 MOISTURE-DENSITY RELATIONSHIP TEST ...................................................3
4.2 EXPANSION INDEX TEST........................................................................................... 3
5.0 EARTH MA TERIALS..................................................................................................3
6.0 CONCLUSIONS AND RECOMMENDATIONS...................................................................4
6.1 FOUNDATION DESIGN RECOMMENDATIONS................................................................4
6.2 FOUNDATION SIZE ................................................................................................... 4
6.3 DEPTH OF EMBEDMENT.... ........ ... ..... ................... ..................................................... 4
6.4 SLAB-ON-GRADE RECOMMENDATIONS...................................................................... 4
6.5 INTERIOR SLABS...................................................................................................... 5
6.6 EXTERIOR SLABS.................................................................................................... 5
6.7 GENERAL ....... ............. ............. ............ ... ............ ... ........... ....... ...... .... ... ........ ......... 6
7.0 CLOSURE ............................................................................................................6
ApPENDIX
TEST RESULTS
DRAWINGS
EnGEN Corporation
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Corporation
-Soil EngineeringarldConsullinllServices-EnllineefinllGeology. CompaclionTesting
-Inspeclions. ConstruclionMaterialsTesling elaboraloryTeslinll.PercolationTesting
. Geology. Water ResourceSludies . Phasel& II Environmental Site Assessmenls
ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK
July 27,1998
Mr. Brett Sackett
29401 Via La Plaza
Murrieta, California 92563
(909) 677-2555 I FAX (909) 694-6888
Regarding:
GEOTECHNICAL REpORT & COMPACTION TEST RESULTS
ROUGH GRADING OPERATIONS
Assessor's Parcel Number: 945-180-001
Parcel 1 of Parcel Map 17668, Paulita Road and Lolita Road
City of Temecula, County of Riverside, California
LD98-049GR
Project Number: T1409-C
References: 1.
EnGEN Corporation, Soils Report, Single Family Residence, Parcel 1
of Parcel Map 17668, Paulita Road and Lolita Road, City ofTemecula,
County of Riverside, California, Project Number: T1409-LGS, report
dated April 8, 1998.
2.
Bratene Construction and Engineering, Precise Grading Plan,
Sackett Residence, 43780 Paulita Road, City of Temecula, County of
Riverside, California, LD98-049GR, plan dated April 14, 1998, sheet 1
of 1.
Dear Mr. Sackett:
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 property is located southeast of the intersection of Lolita Road and
Paulita Road, in the City of Temecula, County of Riverside, California.
PROJECT DESCRIPTI~N -"\,
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Prior to grading' operations, topography and surface conditions of the site were
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Mr. Brett Sackett
Project Number: T1409-C
July 1998
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 17, 1998 through July 10, 1998.
3.0 CONTRACTOR AND EQUIPMENT
The grading operations for the house pad were performed by One Tractor Doze-
It-All through the use of one (1) Caterpillar D8K track mounted dozer, one (1)
John Deere Track mounted dozer, and a water hose attached to a hydrant.
3.1 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
cuts made in the eastern portions of the site, and used to bring the northern,
western and southern portions of the site to finish grade elevation. Removal of
alluvium, slopewash, etc., was performed to a depth of 3 feet below original
elevation. Over-excavated earth material was stockpiled and later used as fill.
Keying and benching into competent bedrock was observed during the grading
operations. Over-excavation was performed in the cut portion of the garage
building pad to a depth of 3.0 feet below finish grade elevation and to a distance of
5 feet outside the proposed structure. The exposed bottoms were scarified and
moisture conditioned to a depth of 12-inches then compacted to 90 percent. No
excavation was necessary in the house pad since it was entirely in cut. 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.
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EnGEN Corporation
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Mr. Brett Sackett
Project Number: T1409-C
July 1998
Page 3
4.0 TESTING
4.1 FIELD TESTING PROCEDURES
Field in-place density and moisture content testing were performed in general
accordance with the 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.
4.1.1 LABORATORY TESTING
The following laboratory tests were performed as part of our services during the
compaction operations for the subject project. The test results are presented in
the Appendix of this report.
4.1.2 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 of this report under the Summary of Optimum Moisture
Content I Maximum Dry Density Relationship Test Results.
4.2 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, which has an Expansion Index of 1. This
soil is classified as a very low expansion potential. The results are presented in the
Summary of Expansion Index Results in the Appendix of this report.
5.0 EARTH MATERIALS
The natural earth materials encountered on-site generally consisted of brown sand
with varying amounts of silt.
EnGEN Corporation
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Mr. Brett Sackett
Project Number: T1409-C
July 1998
Page 4
6.0 CONCLUSIONS AND RECOMMENDATIONS
6.1 FOUNDATION DESIGN RECOMMENDATIONS
Foundations for the proposed structure may consist of conventional column footing
and continuous wall footings founded upon properly compacted fill or sound
bedrock. The recommendations presented in the subsequent paragraphs for
foundation design and construction are based on geotechnical characteristics and
a very low expansion potential for the supporting soils and should not preclude
more restrictive structural requirements The Structural Engineer for the project
should determine the actual footing width and depth to resist design vertical,
horizontal, and uplift forces.
6.2 FOUNDATION SIZE
Continuous footings should have a minimum width of 12-inches. Continuous
footings should be continuously reinforced with a minimum of one (1) NO.4 steel
reinforcing bar located near the top and one (1) NO.4 steel reinforcing bar located
near the bottom of the footings to minimize the effects of slight differential
movements which may occur due - to minor variations in the engineering
characteristics or seasonal moisture change in the supporting soils. Column
footings should have a minimum width of 18-inches by 18-inches and be suitably
reinforced, based on structural requirements. A grade beam, founded at the same
depths and reinforced the same as the adjacent footing, should be provided
across garage door openings and other doorway entrances.
6.3 DEPTH OF EMBEDMENT
Exterior and interior footings founded in properly compacted fill should extend to a
minimum depth of 12-inches below lowest adjacent finish grade for the structure.
6.4 SLAB-QN-GRADE RECOMMENDATIONS
The recommendations for concrete slabs, both interior and exterior, excluding
PCC pavement, are based upon the anticipated building usage and upon a very
low expansion potential for the supporting material as determined by Table 18-1-B
of the Uniform Building Code. Concrete slabs should be designed to minimize
cracking as a result of shrinkage. Joints (isolation, contraction, and construction)
EnGEN Corporation
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Mr. Brett Sackett
Project Number: T1409-C
July 1998
Page 5
should be placed in accordance with the American Concrete Institute (ACI)
guidelines. Special precautions should be taken during placement and curing of
all concrete slabs. Excessive slump (high water/cement ratio) of the concrete
and/or improper curing procedures used during either hot or cold weather
conditions could result in excessive shrinkage, cracking, or curling in the slabs. It
is recommended that all concrete proportioning, placement, and curing be
performed in accordance with ACI recommendations and procedures.
6.5 INTERIOR SLABS
Interior concrete slab-on-grade may be a minimum of 4-inches nominal in
thickness and be underlain by a properly prepared subgrade. Slab reinforcement
may consist of 10 gauge wire mesh (in sheets), supported on cement blocks for
proper placement.
The reinforcing should be placed at mid-depth in the slab. The concrete section
and/or reinforcing steel should be increased appropriately for anticipated
excessive or concentrated floor loads. In areas where moisture sensitive floor
coverings are anticipated over the slab, we recommend the use of a polyethylene
vapor barrier with a minimum of 6.0 mil in thickness be placed beneath the slab.
The moisture barrier should be overlapped or sealed at splices and covered by a
1.0-inch minimum layer of clean, moist (not saturated) sand to aid in concrete
curing and to minimize potential punctures.
6.6 EXTERIOR SLABS
All exterior concrete slabs cast on finish subgrade (patios, sidewalks, etc., with the
exception of PCC pavement) should be a minimum of 4-inches nominal in
thickness. Reinforcing in the slabs and the use of a compacted sand or gravel
base beneath the slabs should be according to the current local standards.
Subgrade soils should be moisture conditioned to at least optimum moisture
content to a depth of 6.0-inches and proof compacted to a minimum of 90 percent
relative compaction based on ASTM D1557-91 procedures immediately before
placing the concrete.
EnGEN Corporation
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Mr. Brett Sackett
Project Number: T1409-C
July 1998
Page 6
6.7 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 earthwork 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 recomrnendations 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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Mr. Brett Sackett
Project Number: T1409-C
July 1998
Page 7
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
se, If,
Field Operatio
Osb' rn Br ne, GE 162
Pri cipal Geotechnical Engineer
Expires 09-30-01
TD/OB:ch
Distribution: (4) Addressee
FilE: EnGENIReportingCfT1409C Brett Sackett Rough Grading
EnGEN Corporation
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Mr. Brett Sackett
1 Project Number: T1409-C
Appendix Page 1
ApPENDIX
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I EnGEN Corporation \0
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Mr. Brett Sackett
Project Number: T1409-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 Elev. Type Density Content Density Compaction Compaction
(1998) Locations (FT) (PCF) (%) (PCF) (%) (%)
1 6-17 See Site Plan Bottom 1 130.0 10.8 120.8 92.9 90
2 6-17 See Site Plan +2 1 130.0 11.8 117.8 90.6 90
3 6-17 See Site Plan +4 1 130.0 12.1 117.9 90.7 90
4 6-17 See Site Plan +6 1 130.0 11.5 121.5 93.5 90
5 6-19 See Site Plan +8 1 130.0 8.5 122.0 93.8 90
6 6-19 See Site Plan +10 2 124.4 7.7 114.3 91.9 90
7 6-19 See Site Plan +10 2 124.4 7.8 111.8 90.0 90
8 6-19 See Site Plan +12 2 124.4 8.5 113.6 91.3 90
9 6-19 See Site Plan +12 2 124.4 10.5 117.7 94.6 90
10 7-13 South Side F.G. 1 130.0 6.6 110.8 85.2 90
11 7-13 North Side F.G. 1 130.0 7.8 117.9 90.7 90
12 7-13 Slope F.G. 2 124.4 8.4 98.0 78.8 90
13 7-13 Retest of 10 F.G. 1 130.0 7.9 116.9 90.0 90
14 7-13 Retest of 12 F.G. 2 124.4 9.2 112.8 90.7 90
(F.G.) Indicates Finish Grade
EnGEN Corporation
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Soil
Type
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SUMMARY OF OPTIMUM MoiSTURE CONTENT
(Maximum Dry Density Relationship Test Results)
ASTM 01557-91
Soil Description
(USCS Symbol)
Dark Brown Silty Sand (SM)
Brown Silty Sand (SW-SM)
Maximum Dry
Density (PC F)
130.0
124.4
Mr. Brett Sackett
Project Number: T1409-C
Appendix Page 3
Optimum Moisture
Content (%)
9.5
10.4
EnGEN Corporation
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I Soil Depth
Type (FT)
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SUMMARY OF exPANSION INDEX TEST RESULTS
Dry Density
(PCF)
110.5
Moisture
Condition
Before Test (%)
9.8
Moisture
Condition After
Test (%)
16.4
Mr. Brett Sackett
Project Number: T1409-C
Appendix Page 4
Expansion
Index
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EnGEN Corporation ~ ~
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Mr. Brett Sackett
Project Number: T1409-C
Appendix Page 5
DRAWINGS
EnGEN Corporation 1,\