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EN Corporation :"iogiloAneeYr
ENVIRONMENTAL &
GEOTECHNICAL REPORT AND COMPACTION TEST RESULTS
PRECISE GRADING OPERATIONS
Villa Residence
LD 01-027GR
Lot 61 of Tract 21430-1
North General Kearny Road
City of Temecula, County of Riverside, California
Project Number: T2189 -C
May 21, 2001
Prepared for:
Mr. & Mrs. Julio Villa
32915 Sheila Lane
Idomar, California 92595
-- -- t -- -- t -- —
CITY
FEa ing
ng
tial Site A99eSunents
Mr. and Mrs. Julio Villa
Project Number: T2189 -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............................................................................................2
1.3
SITE DESCRIPTION .... .................. .............................................................._............2
2.0
SCOPE OF WORK....................................................................................................2
2.1
TIME OF GRADING...................................................................................................2
'
2.1
CONTRACTOR AND EQUIPMENT ................ ...............................
... .............................. .2
2.2-
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
3.2.4 PLASTICITY INDEX......................................................................................4
40
EARTH MATERIALS..................................................................................................4
5.0
CONCLUSIONS AND RECOMMENDATIONS...................................................................4
5.1
FOUNDATION DESIGN RECOMMENDATIONS................................................................4
5.2
FOUNDATION SIZE-...................................................................................................4
'
5.3
DEPTH OF EMBEDMENT............................................................................................4
5.4
5-5
BEARING CAPACITY.................................................................................................5
SETTLEMENT...........................................................................................................5
5.6
5.7
LATERAL CAPACITY..................................:..............................................................5
SLAB
-ON -GRADE RECOMMENDATIONS......................................................................6
5.8
INTERIOR SLABS......................................................................................................6
1
5.9
EXTERIOR SLABS.....................................................................................................6
5.10
GENERAL
7
1
6.0
CLOSURE................................................................................................................7
APPENDIX
TEST RESULTS
' DRAWINGS
EnGEN Corporation
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_ • Soil Engineering and Consulting Services • Engineering Geology • Compaction Testing
GEN Corporation speclione • Conslmcl ,=once
tudiessling • e I & 11ory Testing • PercolationTesting
i:!!. - • GroIoAY • Water flesource Studies • Phase 8 II Environmental Site Assessments
ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK
May 21, 2001
' Mr. & Mrs. Julio ,Villa
32915 Sheila Lane
' Wildomar, California 92595
(909) 678-3841
Attention: Mr. & Mrs. Julio Villa
Regarding: GEOTECHNICAL REPORT AND COMPACTION TEST RESULTS
PRECISE GRADING OPERATIONS
Villa Residence
LD 01-027GR
Lot 61 of Tract 21430-1
' North General Kearny Road
City of Temecula, County of Riverside, California
Project Number: T2189 -C
References: 1. EnGEN Corporation, Site Review Letter, Proposed Single Family
Residence, Lot 61 of Tract 21430-1, North General Kearny Road, City of
Temecula, California, Project Number: 2189-C, report dated November 3,
2000.
2. Fred Jalehician, Grading Plan, Lot 61 of Tract 21430-1, City of Temecula,
Drawing No. 0101-1497GP, Sheet 1 of 2, plans undated.
Dear Mr. & Mrs. Villa:
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 SITE/PROJECT DESCRIPTION AND LOCATION
1.1 PROJECT LOCATION
The subject site consists of Lot 61, located on the north side of North General Kearny Road
in the City of Temecula, County of Riverside, California.
J
Mr. and Mrs. Julio Villa
Project Number: T2189 -C
' May 2001
Page 2
' 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, supported on conventional continuous and pier footings,
surrounded by parking and landscape areas.
' 1.3 SITE DESCRIPTION
Prior to grading operations, topography and surface conditions of the site were relatively
' flat with surface drainage to the south at a gradient of less than 5 percent.
2:0' SCOPE OF WORK
' 2:1 TIME OF GRADING
This report represents geotechnical observations and testing during the construction
operations from May 9, 2001 through May 11, 2001.
2.1 CONTRACTOR AND EQUIPMENT
The grading operations were performed by Blackmore Contracting through the use of
one (1) CAT D6R track -mounted dozer and one (1) water truck.
' 2.2 GRADING OPERATIONS
Grading within the subject site consisted of an overexcavation and replacement operation.
Grasses and weeds were removed prior to fill placement. Over -excavation was performed
in the entire structure area of the building pad to a depth of 3.0 -feet below finish grade
elevation and to a distance of 5.0 -feet outside the proposed structure. Overexcavated
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. 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 2 to 4 -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.
0
EnGEN Corporation
Mr. and Mrs. Julio Villa
Project Number: T2189 -C
' May 2001
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 2922-96 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 were determined
from review of the referenced grading plans.
12 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 D 1557-91 (98) procedures. The test results are presented in the Appendix
(Summary of Optimum Moisture Content / 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
B 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 with clay, which has an Expansion Index of 61. This soil is classified as having a
medium 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 are presented in the Summary of Soluble Sulfate Test Results exhibit. The test
results indicate a low percentage of water soluble sulfates (0.0046% by weight), as a result
no sulfate resistant concretes are necessary. 5
EnGEN Corporation
1
Mr. and Mrs. Julio Villa
Project Number: T2189 -C
' May 2001
Page 4
'
3.2.4 PLASTICITY INDEX
Liquid limit and limit testing
plastic was performed on samples of the material used as fill.
The tests were performed in general conformance with ASTM D 4318-95a procedures.
'
The material tested has a Plasticity Index of 10.4. The results are presented in the
Appendix (Summary of Plasticity Index Test Results).
t4:0:
EARTH
MATERIALS
The natural earth materials encountered on-site generally consisted of silty sand with
varying amounts of clay.
5!0
CONCLUSIONS AND RECOMMENDATIONS
5.1
FOUNDATION DESIGN RECOMMENDATIONS
'
Foundations for the proposed structure may consist of conventional column footings and
continuous wall footings founded upon properly compacted fill. The recommendations
presented in the subsequent paragraphs for foundation design and construction are based
on geotechnical characteristics and a medium 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.
5.2
FOUNDATION':SIZE
Continuous footings should have a minimum width of 12 -inches. Continuous footings
should be continuously
reinforced with a minimum of two (2) No. 4 steel reinforcing bars
located near the top and two (2) No. 4 steel reinforcing bars 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 footings, should be provided
across garage door openings and other doorway entrances.
5.3
DEPTH OF EMBEDMENT
Exterior and interior footings founded in properly compacted fill should extend to a
minimum depth of 18 -inches below lowest adjacent finish grade for the structure. The
foundations should be founded in properly compacted fill with a minimum of 24 -inches of
compacted fill below the bottom of the footings. L
�D
EnGEN Corporation
Mr. and Mrs. Julio Villa
Project Number: T2189 -C
' May 2001
Page 5
5.4 BEARING CAPACITY
Provided the recommendations for site earth work, minimum footing width, and minimum
depth of embedment for footings are incorporated into the project design and construction,
the allowable bearing value for design of continuous and column footings for the total dead
plus frequently -applied live loads is 1,500 psf for continuous footings and 1,500 psf for
column footings in properly compacted fill material. The allowable bearing value has a
factor of safety of at least 3.0 and may be increased by 33.3 percent for short durations of
live and/or dynamic loading such as wind or seismic forces.
5.5 SETTLEMENT
Footings designed according to the recommended bearing values for continuous and
column footings, respectively, and the maximum assumed wall and column loads are not
texpected to exceed a maximum settlement of 0.5 -inches or a differential settlement of
0.25 -inches in properly compacted fill.
5.6 LATERAL CAPACITY
Additional foundation design parameters based on compacted fill for resistance to static
lateral forces, are as follows:
Allowable Lateral Pressure (Equivalent Fluid Pressure), Passive Case:
Compacted Fill - 150 pcf
Allowable Coefficient of Friction:
Compacted Fill — 0.30
Lateral load resistance may be developed by a combination of friction acting on the base of
foundations and slabs and passive earth pressure developed on the sides of the footings
and stem walls below grade when in contact with undisturbed, properly, compacted fill
material. The above values are allowable design values and may be used in combination
without reduction in evaluating the resistance to lateral loads. The allowable values may
be increased by 33.3 percent for short durations of live and/or dynamic loading, such as
wind or seismic forces. For the calculation of passive earth resistance, the upper 1.0 -foot
of material should be neglected unless confined by a concrete slab or pavement. The
maximum recommended allowable passive pressure is 5.0 times the recommended design
value.
`[
EnGEN Corporation
'
Mr. and Mrs. Julio Villa
Project Number: T2189 -C
'
May 2001
Page 6
' 5.7 SLAB -ON -GRADE RECOMMENDATIONS
The recommendations for concrete slabs, both interior and exterior, excluding PCC
' pavement, are based upon the anticipated building usage and upon a medium 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) 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
taccordance with ACI recommendations and procedures.
5.8 INTERIOR SLABS
Interior concrete slabs -on -grade should be a minimum of 4 -inches in actual thickness and
be underlain by a minimum of 2 -inches of clean coarse sand or other approved granular
material placed on properly prepared subgrade. Prior to placing concrete the subgrade
should be flooded to attain a moisture content of at least 5 percent above optimum to a
' depth of 18 -inches. Minimum slab reinforcement should consist of No. 3 reinforcing bars
placed 18 -inches on the center in both directions or a suitable equivalent as determined by
' the Project Structural Engineer.
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 covering are anticipated
over the slab, we recommend the use of a polyethylene vapor barrier with a minimum 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.
5:9 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.
1
EnGEN Corporation
0
2
Mr. and Mrs. Julio Villa
Project Number: T2189 -C
' May 2001
Page 7
' 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 5 percent optimum moisture content to a depth of 18 -inches
timmediately before placing the concrete.
' 5110 GENERAL
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 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.
6.0 CLOSURE
This report has been prepared for use by the parties or project named or described above.
It may or 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
I
W
' Mr. and Mrs. Julio Villa
Project Number: T2189-C
' May 2001
Page 8
' 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,
E_rl Cor ration
►Jason D. Gardneer�
' Field Operations Manager
' JDG/OB:hh
Distribution: (4) Addressee
FILE: EnGEN/Reporting/C/T2189-C Villa Residence, Precise Grading
EnGEN Corporation
10
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APPENDIX:
TEST RESULTS
Mr. and Mrs. Julio Villa
Project Number: T2189 -C
Appendix Page 1
6nGGN Corporation
It
Mr. and Mrs. Julio Villa
Project Number: T2189 -C
Appendix Page 2
' FIELD TEST RESULTS
(Summary of Field In -Place Density Test Results)
(Nuclear Gauge Test Method)
(S. G.) = Subgrade/(F.G.) = Finish Grade
Test
No.
Test
Date
(2001)
Test Locations
Depth
Elevation
(FT)
Soil
Type
Max
Density
(PCF)
Moisture Dry
Content Density
(%) (PCF)
Relative
Compaction
(%)
Required
Compaction
o
( /o )
J-1705--171
Overexcavation Area
-1.5
Al
129.8
9.7 118.1
91.0%
90.0%
205-11
Overexcavation
-2.0
Al
129.8
10.0 119.2
91.8%
90.0%
3
05-11
Overexcavation Area
F.G.
Al
129.8
8.4 119.6
92.1%
90.0%
4
05-11,
Overexcavation Area
F.G.
Al
129.8
9.9 117.9
90.8%
90.0%
5
05-11
Overexcavation Area
F.G. -
Al
129.8
9.2 120.8
93.1 %
90.0%
C
5
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1 EnGEN Corporation ��
1
1
1
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Mr. and Mrs. Julio Villa
Project Number T2189 -C
Appendix Page 3
SUMMARY OF OPTIMUM MOISTURE CONTENT
MAXIMUM DRY DENSITY RELATIONSHIP TEST RESULTS
ASTM D1557-91
Soil Description (USCS Symbol)
Soil Type
Maximum Dry
Optimum Moisture Content
Expansion
Soil Type Depth (FT)
Density (PCF)
(a/a)
Silty Sand with Clay Brown (SM)
Al
129.8
9.5
SUMMARY OF EXPANSION INDEX TEST RESULTS
UBC 18-2
SUMMARY OF SOLUBLE SULFATE TEST RESULTS
Soil Type Location % By Weight
E-1 Structure Area 0.0046
SUMMARY OF PLASICITY INDEX TEST RESULTS
ASTM D 4318-95a
Soil Type
Dry Density
Moisture
Moisture
Expansion
Soil Type Depth (FT)
Structure Area
Condition
Condition
10.4
(pcf )
Index
Before Test %
After Test
E-1 1.5
117.6
8.6%
18.2%
61
SUMMARY OF SOLUBLE SULFATE TEST RESULTS
Soil Type Location % By Weight
E-1 Structure Area 0.0046
SUMMARY OF PLASICITY INDEX TEST RESULTS
ASTM D 4318-95a
Soil Type
Location
LL
PL
PI
E-1
Structure Area
30.1
19.7
10.4
\3
EnGEN Corporation
APPENDIX:
DRAWINGS
Mr. and Mrs. Julio Villa
Project Number: T2189 -C
Appendix Page 4
EnGHN Corporation 1
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