HomeMy WebLinkAboutTract Map 3929 Lot 153 Rough Grading
T.H:IE. Soils Co. Inc..
'l'Iil)!le: (909)894-2121 FAX: (909) 894-2122
41548 Eastman Drive, Unit G . Murrieta, CA 92562
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E-mail: thesoilsco@aol.com
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. January 24, 2000
! Mr. Vince Dominick
I Infmity Construction
.42544 Monte Verde Road
Ternecula, California 92563
! SUIJJECT:REPORT OF ROUGH GRADING ~
Proposed Garage Pad
42544 Monte Verde
Iemecula, Riverside County, California
Work Order No. 023302.22
! Dear Mr. Dominick:
INTRODUCTION
! In accordance with your request, we have prepared this Report of Rough Grading presenting the
: results of our observation and testing during rough grading at the subject site. The subject site was
,graded in accordance with the City ofTemecula and the 1997 Uniform Building Code (UBC).
. The grading work was performed by "One Tractor Doz-it-alI", under the supervision of Jo1m Carter.
'All compaction test results are included in this report in Appendix B, Table I.
!The 20-scale "Grading Plan", prepared by Gunvant Thakkar, P.E. of Temecula, California, was
utilized during grading. and to locate our field density tests and was utilized as a base map for our
test locations presented as Plate 1.
!ACC;::OMP ANYING MAPS AND APPENDICES
Location Map - Figure I (2,000-scale)
Density Test Location Map - Plate 1 (20-scale)
Appendix A - Laboratory Test Results
'Appendix B - Results of Compaction Tests
T.H.E. Soils Co.. Inc.
W.O. 023302.22
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Mr. Vince Dominick
Infinity Construction
January 20, 2004
Page 2
. Proposed Development
The proposed development calls for the construction of a single-story detached garage to the west of
, the existing residence on the southwest portion of the subject site.
! Site Description
The subject site is located in the Meadowview area of Temecula in Riverside County, California.
The site is bordered on all sides by a large parcel single-family residential development. The
r geographical relationships of the site and surrounding area are shown on our Site Location Map,
I Figure 1.
Topography, prior to grading consisted of an eXlstmg hillside with natural gradients of
,approximately 10 to 20%. Vegetation in the vicinity of the proposed garage consisted of a low
r growth of annual weeds and grasses.
OVEREXCA V ATION AND RECOMP ACTION OBSERVATIONS & TESTING
I Garage Pad
I Prior to rough grading, the proposed site was cleared of vegetation, which was stockpiled off-site.
I Rough grading operations consisted of the excavation of a keyway along the toe of the proposed
slope. The keyway was founded a minimum of I-ft into dense sedimentary bedrock of the Pauba
I Formation and was tilted at a minimum inclination of 2% into the existing hillside. The exposed
.earth materials within the keyway were scarified a minimum of 12-inches below the exposed
surface, moisture conditioned to near optimum moisture and recompacted to 90% of the dry density
as determined by ASTM 1557. Benching was maintained into dense sedimentary fill at all times
during grading operations. The cut portion of the pad was overexcavated a minimum of 3.0-ft
. below pad grade and 5- ft outside the perimeter footings as staked by the contractor. The materials
. used for backfill consisted of on-site silty sands and silt. Fill placement and compaction was
. achieved utilizing a JD-850 dozer and a water truck. The fill was placed in 4 to 6-inch thick lifts
.and moisture conditioned, as needed, to bring the material to near optimum moisture content, and
. was then properly compacted. A minimum degree of compaction of 90% was required, as
.determined by ASTM 1557.
: CutIFill Transitions
ITransitions from.cut-to-fill within the building pads were eliminated by overexcavating the pads a
minimum of 4-ft below finish pad elevation and extended a minimum of 5-ft outside the building
footprint, as staked by the contractor. The exposed sedimentary bedrock materials were scarified a
T.H.E. Soils Co., Inc. W.O. 023302.22
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FIGURE 11
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.
Mr. Vince Dominick
Infinity Construction
January 20, 2004
Page 3
minimum of 8-inches, moisture conditioned to near optimum moisture and recompacted to a
minimum of90 percent of the dry density, as determined by ASTM D-1557.
Proposed footings within the fill areas should be underlain by a minimum of 2-ft of certified
compacted fill materials. T.H.E. Soils Company, Inc. should review the proposed garage pad prior
to excavation of footings and final recommendations should be made at that time.
TESTING PROCEDURES
Field Density Testing
Field density testing was performed in accordance with ASTM Test Method D2922-91 (nuclear
gauge). Areas tailing to meet the minimum compaction requirements were reworked and retested
until the specified degree of compaction was achieved. The elevations and the results of the field
density tests are presented in Appendix B, Results of Compaction Tests, Table I. The approximate
location of the tests is shown on the Density Test Location Map, Plate 1.
Maximum Density Determinations
Maximum Density/Optimum Moisture determinations were performed in the laboratory on
~presentative samples of on-site soils used in the fill operations. The tests were performed in
accordance with AS1M DI557-91, Test Method A. The test results, which were utilized in
determining the degree of compaction achieved during fill placement, are presented in Appendix A,
Table I.
Expansion Index Testing
Expansion index testing was performed on a representative sample of the upper 1- ft of the earth
materials exposed at the pad surface. The results yielded an expansion index of 19, which indicated
that on-site soils exhibit very low expansion potential. (0-20, Table 18-I-A, 1997 UBC). Test results
are presented in Appendix A, Table II.
Sulfate Content
Based on our sulfate content testing performed on a representative sample of the upper 2-ft of the
pad surface; it is anticipated that, from a corrosivity standpoint, Type II Portland Cement should
be used for construction. Laboratory analysis obtained a result of 82 parts-per-million (ppm) of
soluble sulfates in soil, which equates to a negligible sulfate exposure hazard (1997 UBC, Table
19-A-4). Babcock & Sons Laboratory of Riverside, California performed the laboratory analysis
and the test results are presented in Appendix A.
T.H.E. Soils Co., [nc.
W.O. 023302.22
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PlANS PREPAREO UNDER THE SUPERVISION C,F;
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R.C.E.NO. 52158
DATE: ,~.. -OJ
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,l/I? JdHII 1I111!7/rlI1H GUNVANT THAKI5AR. P.I
tit 71;0 M~Nre.. Y€R~ /l145712 Classic Way
7E"Jr'!€CtJl". (.~ !Il~U) Temer:"la, C," 92592
(911,-\ 'H-?1H Phone; 909/676.7541
---,.-.. ._. _n..... ._____
LD (Jq-- )(lfr.R
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-5'
MECULA DEPARTMENT OF PUBLIC WORKS
LOT /5~ rR. 33Z~
GRADING EROSION ANO SEDfMENr
_ C,QHJ A:ClL PL.AN
APN 921 -/2(; - 01/
SHEET
1nF1
.
.
Mr. Vince Dominick
Infinity Construction
January 20, 2004
Page 4
RECOMMENDATIONS
Foundation System Design
It is anticipated that the foundation elements should be founded entirely in compacted fill materials.
T.R.E. Soils Company, Inc. should perform a footing inspection, prior to placement of
reinforcement, to insure the proposed footing excavations are in conformance with the job
specifications.
The structural :engineer should design all footings and concrete slabs in accordance with the
allowable foundation pressures and lateral bearing pressures presented for Class 4 soils on Table
18-I-A of the 1997 Uniform Building Code (UBC). The allowable foundation and lateral
pressures shall not exceed the values set forth in Table l8-l-A for Class 4 soils unless data to
substantiate the use of higher values are submitted.
Where the site is prepared as recommended, the proposed structures may bear on continuous and
isolated footings. The footings should have a minimum width of 12-inches, and be placed at least
l2-inches below the lowest final adjacent grade for one-story houses, with a minimum width of 12-
inches, and be placed at least 18-inches below the lowest final adjacent grade for two-story honses.
Footings may be designed for a maximum safe soil bearing pressure for Class 4 soils as per Table
l8-l-A of the 1997 UBC for dead plus live loads.
Concrete slabs, in moisture sensitive areas, should be underlain with a vapor barrier consisting of a
minimum of six-mil polyvinyl chloride membrane with all laps sealed. A 2-inch layer of clean sand
should be placed above the moisture barrier. The 2-inches of clean sand is recommended to protect
the visqueen moisture barrier and aid in the curing of the concrete.
The structural engineer should design footings in accordance with the anticipated loads, the soil
parameters given in this report, and the existing soil conditions.
Footings should be set back from the top of all cut or fill slopes a horizontal distance equal to at
least Y, the vertical slope height with a minimum setback of at least 5- ft.
Total settlements under static loads of footings supported on in-place bedrock materials and
sized for the allowable bearing pressures are not expected to exceed about 112 to 3/4 of 1 inch.
Differential settlements under dynamic loads of footings supported on properly compacted fill
materials and sized for the allowable bearing pressures are not expected to exceed 114-inches for
a span of 40-ft. These settlements are expected to occur primarily during construction. Soil
engineering parameters for imported soil may vary.
T.H.E. Soils Co., Inc.
W.O. 023302.22
(,
.
.
Mr. Vince Dominick
Infinity Construction
January 20, 2004
Page 5
Surface Drainage
Surface drainage should be directed away from foundations of buildings or appurtenant structures.
Ail drainage should be directed toward streets or approved permanent drainage devices. Where
landscaping and planters are proposed adjacent to foundations, subsurface drains should be
provided to prevent ponding or saturation of foundations by landscape water.
Construction Monitoring
Observation and testing, by T.H.E. Soils Company, Inc. is essential to verifY compliance with
recommendations and to confIrm that the geotechnical conditions encountered are consistent with
the recommendations of this report. T.H.E. Soils Company, Inc. should conduct construction
monitoring, at the following stages of construction:
. During excavation of footings for foundations
. During fill placement
. During utility trench backfill operations
LIMITATIONS
This report is issued with the understanding that it is the responsibility of the owner, or his
representative, to ensure that the information and recommendations contained herein are brought to
the attention of the project architect and engineer. The project architect or engineer should
incorporate such information and recommendations into the plans, and take the necessary steps to
see that the contractor and subcontractors carry out such recommendations in the field.
This firm does not practice or consult in the field of safety engineering. We do not direct the
contractor's operations, and we cannot be responsible for other than our own personnel on the site.
Therefore, the safety of others is the responsibility of the contractor. The contractor should notifY
the owner ifhe considers any of the recommended actions presented herein to be unsafe. This firm
did not provide any surveying services at the subject site and does not represent that the building
locations, contours, elevations, or slopes are accurately depicted on the plans.
The fmdings of this report are valid as of the report date. However, changes in the conditions of a
property can occur with the passage of time, whether they be due to natural processes or the works
of man on this or adjacent properties. In addition, changes in applicable or appropriate standards
may occur, whether they result from legislation or the broadening of knowledge.
T.H.E. Soils Co., Inc.
W.O. 023302.22
'\
.
.
Mr. Vince Dominick
Infinity Construction
January 20, 2004
Page 6
Accordingly, the findings of this report may be invalidated wholly or partially by changes outside
our control. Therefore, this report is subject to review and revision as changed conditions are
identified.
SUMMARY
Our description of rough grading operations, as well as observations and testing services, are limited
to those rough grading operations performed between December 1, 2003 and December 5, 2003.
The conclusions and recommendations contained herein have been based upon our observation and
testing, as noted. It is our opinion the work performed in the areas denoted has generally been
accomplished in accordance with the job specifications and the requirements of the regulating
agencies. No conclusions or warranties are made for the areas not tested or observed. This report is
,based on information obtained during rough grading. No warranty as to the current conditions can
,be made. This report should be considered subject to review by the controlling authorities.
This opportunity to be of service is sincerely appreciated. If you have any questions, please call.
Very truly yours,
iT.H.E. Soils, Company, Inc.
'Project Manager
JPF/JTRlJRH:jek
T.H.E. Soils Co.. Inc.
W.O. 023302.22
3
.
r.H.E. Soils Co.. Inc.
APPENDIX A
Laboratory Test Results
.
W.O. 023302.22
~
.
.
TABLE I
023302.22
Infmity Construction
Maximum Density/Optimum Moisture
0/0
Description LbslFf Moisture
1 Light Brown Silty Sand 124.9 12.3
2 Grayish Brown Silty Sand 105.6 22.6
TABLE II
Expansion Index
Test Location I Expansion Index I Expansion Potential
I Pad Surface I 19 I Very Low I
I TABLE III I
SULFATE CONTENT
TEST LOCATION SULFATE CONTENT
Pad Surface 82 ppm
T.H.E. Soils Co., Inc.
W.O. 023302.22
\0
,
.
.
APPENDIX B
Results of Compaction Tests
. T.H.E. Soils Co., Inc.
W.O. 023302.22
\\
~'
.
.
.
TABLE I
RESULTS OF COMPACTION TESTS
Job No.: 023302.22
Name: Infmity Construction
Date: Jan. 2004
Test Test Elevation Moisture Unit Dry Relative Soil Test Location
No. Date Depth Content Density Compaction Type #
(Feet) (%) (pCF) (%)
1 12/02/03 -4 17.6 97.6 92N-NG 2 See Plate 1
,2 12/02/03 -4 18.3 96.2 9lN 2 "
3 12/02/03 -3 17.3 98.9 94N 2 "
4 12/03/03 -3 23.2 95.1 90N 2 "
5 12/03/03 -2 23.0 95.6 90N 2 "
;
6 12/03/03 -2 22.7 96.8 92N 2 "
7 ! 12/03/03 -2 22.9 90N 2 "
95.7
8 12/03/03 -1 21.9 100.2 95N 2 "
,
9 12/04/03 -1 22.1 97.2 92N 2 "
,
10-;- 12/04/03 FG 22.5 96.9 92N 2 "
11, 12/04/03 FG 17.4 97.8 93N 2
12 : 12/04/03 FG 18.1 97.1 92N 2
SEE PLAN FOR TEST LOCATIONS
SC - Sand Cone ASTM D155~; DC-Drive Cylinder ASTM D2937-7l; N-Nuclear ASTM 3017;
NG-Natural Ground + 85% = Passing Test **TEST FAILED, SEE RETE:
T.I.I.E. Soils Co., Inc.
W.O. 023302.22
\?"-