HomeMy WebLinkAboutTract Map 3883 Lot 101 Rough Grading
T .FI~E. Soils Co., lnc_
'Phone: (951) 894-2121 FAX: (951) 894-2122
41548 Eastman Drive, Unit G . Murrieta, CA 92562
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E-mail: thesoilsco@aol.com
. September 29,2005
Mr. Karl Lowry
Lowry Construction
9550 Hermitage Lane
Riverside, California 92503
SUBJECT: REPORT OF ROUGH GRADING
Proposed Single-Family Residential Pad
Lot 101 of Tract No. 3883
Carmelita Circle
City of Temecula, Riverside County, California
Work Order No. 945501.22
REFERENCES:
WAC Geotechnical, Inc., dated February 26, 2004, "Subsurface Soils
Engineering Investigation for Proposed Residential Building Construction
and Foundation Evaluation for Property Located at Carmelita Circle,
Temecula, California", Project Number 04-660.
R.C. Enterprise, dated June 8, 2004, "Precise Grading, Erosion & Sediment
Control Plan, Karl Lowery, Lot 101 - Tract 3883, Temecula, California",
Sheets I & 2 of 2, Scale: 1"=20'.
Dear Mr. Lowry:
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 operations for the proposed single-
family residential pad located at the above referenced parcel I of PM 25715. All compaction test
results are included in Appendix B of this report. In accordance with Section 3317.8 of the 2001
California Building Code (CBC), effective August 15, 2005, T.H.E. Soils Company, Inc. became
the Engineer of Record for the subject site. Rough grading operations were performed in
accordance with the requirements of the City of Temecula and the 2001 CBC. Highpoint Grading
contractors performed rough grading operations.
The 20-scale "Precise Grading, Erosion & Sedimentary Control Plan" for the subject site, prepared
by R.C. Enterprise of Hemet, California, was utilized during grading to locate our field density tests
and was utilized as a base map for our test locations presented as Plate 1.
THE SOILS COMPANY, INC.
W. O. No. 945501.22
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Mr, Karl Lowry
Lowry Construction
September 29, 2005
Page 2
Proposed Development
It is our understanding that the subject site is proposed for the construction of a two-story single-
family residencf' with slab-on-grade foundation and conventional footings. Typical cut/fill grading
was utilized to establish design grade,
Grading included clearing, grubbing, overexcavation, and placement and compaction of fill
material to prepare the site.
Site Description
The subject site (Lot 101 of Tract No. 3883) is located along the south side of Carmel ita Circle in
the city of Temecula in southwest Riverside County, California. The site is bordered by large
parcel residential development. The geographical relationships of the site and surrounding features
are represented on the attached Site Location Map, Figure 1.
Prior to rough grading, the portion of the subject property proposed for development consisted of
moderate sloping terrain with natural gradients that varied from approximately 5 to 25%. Prior to
grading, drainage was generally accomplished by sheetflow to the south-southwest toward a
moderately incised drainage course. Overall relief on the subject parcel in the vicinity of the
proposed grading was approximately :t24-ft. Vegetation on the subject site consisted of a low
growth of annual weeds and grasses.
GRADING PROCEDURES
Site Preparation
Prior to the commencement of grading, the subject site was cleared of vegetation and debris, which
wa~ disposed of off-site, The proposed building pad was overexcavated a minimum of 4 to 5-ft
below natural ground and to a minimum of 5-ft outside of the building footprint as staked by the
contractor. Medium dense to dense sedimentary bedrock units, that are free of pinpoint pores and
fine roots were exposed throughout the overexcavation. The exposed bottom was scarified a
minimum of l2"inches, brought to near optimum moisture content, and compacted to at least 90%
relative compaction.
Overexcavation was accomplished utilizing a Caterpillar 0-8 dozer. The fill materials were leveled
and mixed with the Cat. D-8 dozer. Compaction was achieved by wheel rolling with a loaded and
unloaded front end loader and water truck. Moisture conditioning was achieved utilizing a water
truck.
TilE SOILS COMPANY INC
W. O. No. 945501.22
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Mr. Karl Lowry
Lowry Construction
September 29,2005
Page 3
Fill Placement
Fill was placed in thin loose lifts approximately 6 to 8 inches thick, brought to near optimum
moisture content, and compacted to at least 90% relative compaction (ASTM DI557). Compaction
was achieved by wheel rolling with a front end loader and a water truck. The maximum laboratory
dry density, as determined by ASTM Dl557 Test Method A (Appendix A, Table I), was utilized as
the standard for field compaction control. '
Fill Soils
Soils utilized for compacted fill typically consisted of onsite dark brown silty sands (Unified Soils
Classification-SM) derived from the onsite sedimentary bedrock and colluvial materials. Test
results are presented in Appendix B, Table I.
Cnt/Fill Transitions
Rough grading operations at the site included overexcavation of the building pad to a minimum of
4 to 5-ft below natural ground and a minimum of 5-ft. beyond the building footprint, therefore,
eliminating the cut/fill transition as staked by the contractor,
TESTING PROCEDURES
Field Density Testin2
Field density testing was performed in accordance with ASTM Test Method D2922 (nuclear
gauge). Areas failing 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 1. The approximate
locations of the tests are shown on the Density Test Location Map, Plate 1.
Maximnm Density Determinations
Maximum Density/Optimum Moisture determinations were performed in the laboratory on
representative samples of onsite soils used in the fill operations, The tests were performed in
accordance with ASTM 01557-91, 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 1.
THE SOILS COMPANY,'NC
w. 0, No 945501.22
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, Mr, Karl Lowry
i Lowry Construction
, September 29,2005
, Page 4
RECOMMENDATIONS
! Expansion Testinl!:
I Expansion index testing was performed on a representative sample of the upper 3-ft of the earth
, materials exposed at the pad surface, The test results yielded an expansion index of 29, which
indicates a low expansion potential (21 to 50 Table l8-I-B, 2001 CBC), Test results are presented
, in Appendix A, Table II.
. elasticity Index Testinl!:
Plasticity Index testing was performed on a sample of the upper 3-ft of the earth materials exposed
, at the pad surface that yielded an expansion index greater than 20 (per 2001 CBC). The results
yielded a plasticity index of 0.17, Test results are presented in Appendix A, Table III.
: Soluble Sulfate Content
It is anticipated that, from a corrosivity standpoint, Type II Portland Cement can be used for
, construction. A representative sample of the earth materials exposed on the pad surface has been
, obtained for testing. Owing to the time constraints of this report, soluble sulfate test results were
not available at the completion of this report, which will be forwarded as an addendum once they
, are received. Babcock & Sons, Laboratory of Riverside, California is performing the soluble
sulfate testing.
Slope Construction
Cut slopes were constructed to a maximum height of approximately l8-ft at a 2:1
(horizontal:vertical) slope ratio, We anticipated the cut slopes constructed at a 2: I slope ratio to a
maximum height of 30-ft to be both surficially and grossly stable.
Spread Foundation
It is anticipated that the foundation elements should be founded entirely in compacted fill materials,
T.H.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 recommendations presented in the referenced report (WAC, 2004) should be
adhered to during site development and are reiterated in the following sections,
A conventional shallow foundation system is considered suitable for planned residential and
ancillary structures, Type II cement is acceptable for construction,
THE SOILS COMPANY, INC.
W, O. No. 945501.22
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, Mr. Karl Lowry
Lowry Construction
, September 29, 200S
Page S
. Foundations mav be desiened based upon the followine values:
Allowable Bearing: 1,600 lbs./sq. ft
Lateral Bearing: 147 lbs./sq. ft. per foot of depth to a maximum I,SOO lbs./sq, ft,
Sliding Coefficient: 0.23
Allowable bearing may be increased to 20% of the above designated value for each additional foot
of depth, up to three times the designated value additionally, an increase of 1/3 shall be permitted
when considering load combinations, including wind or earthquake loads, as permitted by 2001
CBC Section 1612.3 ,2. Lateral bearing may be increased by the designated value for each
additional foot of depth not to exceed I,SOO psf, per 2001 CBC Table 18-I-A, Modified,
Other Desien Recommendations:
Footing Depth
Exterior - l2-inches below lowest adjacent grade (in approved compacted fill materials)
Interior -
12-inches below lowest adjacent grade (in approved dense compacted fill materials)
Footing Width
Exterior - 12-inches minimum for one-story, IS-inches minimum for 2-story
Interior -
12-inches minimum for one and IS-inches for 2-story, respectively.
Footing Reinforcement
Exterior & interior - all continuous: four No.4 bars, two near the top, two near the bottom for
exterior and two No.4 bars one near the top and one near the bottom for interior,
Concrete Slabs - slab thickness: 4-inches reinforced with No.3 bars at l6-inch on center each
way or approved equivalent.
Under-Slab Treatment
Living Areas - 6mil visqueen; cover with at least 2 inches of sand, Sub-grade soils should be
presoaked to contain at least optimum moisture content immediately prior to placing
visqueen and to be verified by the soils engineering consultant. The sand cover
should be moistened prior to placing concrete,
Grade Beam - A grade beam reinforced continuously with the garage footings should be
constructed across all garage entrances, tying together the ends of the garage
footings. This grade beam should be embedded at the same depth as the adjacent
perimeter footings.
THE SOILS COMPANY,INC. W, 0, No 945501.22
L
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Mr, Karl Lowry
Lo'WTY Construction
September 29,2005
!Page 6
: Garage Slab - Optimum moisture content in sub-grade soil verified by the soils engineering
consultant.
I Fireplace Footings - fireplace footings shall have a minimum embedment depth of 24-inches
measured from the lowest recommended adjacent grade founded into competent soil
and should be an integral part of the building foundation system. Fireplace slabs
shall be treated in the same manner as the living area slabs,
Prior to pouring, footings should be re-moistened and field approved by the project
soils engineering consultant or his representative.
The settlement of properly designed and constructed foundations supported on approved earth
I materials, carrying maximum anticipated vertical loadings, are expected to be within tolerable
; limits. Estimated total and differential settlements should be no more than % and Y2-inch,
I respectively.
Resistance to Lateral Loads
Resistance to lateral loads can be restrained by friction acting at the base of foundations and by
passive earth pressure.
Nle maximum lateral passive earth pressure is recommended not to exceed 1,500 pounds. For
design, lateral earth pressures of local soils when used as level backfill may be estimated from the
following equivalent fluid density:
Active: 48 pcf
Passive: 200 pcf
At Rest: 69 pcf
l!Jtilitv Trench Backfill
Utility trench backfill should be compacted to a minimum of 90% of the maximum dry density, as
determined by the ASTM 1557 test method, It is our opinion, that utility trench backfill consisting
of on-site or approved sandy soils can best be placed by mechanical compaction to a minimum of
90% of the maximum dry density, All trench excavations should be conducted in accordance with
Cal-OSHA standards, as a minimum,
Fill materials should be placed in 6 to 8-inch lifts, brought to near optimum moisture content and
compacted to a minimum of 90% of the maximum laboratory dry density, as determined by the
ASTM 1557 test method, No rocks larger than 6-inches in diameter should be used as fill materiaL
Rocks larger than 6-inches should either be hauled off-site or crushed to a suitable dimension and
used as fill materiaL
THE SOILS COMPANY, INC.
w. O. No. 945501.22
8
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Mr, Karl Lowry
Lowry Construction
September 29, 200S
Page 7
Surface Drainal!:e
Surface drainage should be directed away from foundations of buildings or appurtenant structures,
All 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 offoundation~ by landscape water.
Construction Monitorinl!:
Continuous 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.
. Eluring trench backfill operations.
SUMMARY
Our description of rough grading operations, as well as observations and testing services, were
limited to those' rough grading operations performed between September 2, 200S and September 9,
200S and observed and tested by our field personnel. 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,
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 if he considers any of the recommended actions presented herein to be unsafe,
THE SOILS COMPANY, INC. W 0 No, 945501.22
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Mr. Karl Lowry
Lowry Construction
September 29, 200S
Page 8
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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 findings of this report are valid as of the report date, However, changes in the conditions of a
pr9perty can occur with the passage of time, whether 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.
Accordingly, the [mdings 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,
This opportunity to be of service is sincerely appreciated, If you have any questions, please call.
Very truly yours,
P.e~
B oject Geologist
rnU.E. Soils Company, Inc.
. Reinhart, RCE 23464
Civil Engineer, Expires 12-3l-0S
:JPF/JTR/JRH:jek
ACCOMPANYING MAPS AND APPENDICES
Location Map - Figure I
Density Test Location Map (20-scale) - Plate I
Appendix A - Laboratory Test Results
Appendix B - Results of Compaction Tests
THE SOILS COMPANY, INC.
W,o. No, 945501.22
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THE SOILS COMPANY, INC.
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APPENDIX A
Laboratory Test Results
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TABLE I
Maximum Density/Optimum Moisture
0/0
Description Lbs/Fe Moisture
I Medium Brown Sand 132.5 8.2
2 Medium Brown Silty Sand 126.0 11.0
3 Dark Brown Silty Sand 128,2 9.5
I TABLE II I
EXPANSION INDEX
TEST LOCATION EXPANSION INDEX EXPANSION POTENTIAL
,
Pad Surface 0-3-ft 29 Very Low
TABLE III
Plasticity Index
,
TEST LOCA nON PI
,
Pad Surface 0-3-ft 0.17
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THE SOILS COMPANY, INC.
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TilE SOILS COMPANY,INC
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APPENDIX B
Results of Compaction Tests
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TABLEt
RESULTS OF COMPACTION TESTS
Lowry Construction
DATE: September 2005
.W.O. No. 945501.22
Test Test Elevation Moisture Unit Dry Relative Soil Test Location
No. Date Depth Content Density Compaction Type
(Feet) (%) (pCF) (%)
1 9-02-05 1128 11.1 120.1 94N-NG 3 See Plate 1
2 9-02-05 1130 12.2 119.0 93N 3 "
3 9-02-05 1132 11.4 119.7 93N 3 "
4 9-07-05 1134 12.9 120.5 94N 3 "
5 9-07-05 1136 12.7 119.2 93N 3 "
6 9-09-05 1137.5 10.7 116.2 91N 3 "
7 9-09-05 1132 11.3 115.6 92N-NG 2 "
8 9-09-05 1134 11.0 117.1 91N 3 "
9 9-09-05 1136 11.8 116.6 91N 3 "
10 9-09-05 1138 10.5 119.0 90N 1 "
11 9-09-05 FG 10.2 119.9 90N 1 "
12 9-09-05 FG 11.1 116.5 91N 3 "
13 9-09-05 FG 11.0 116.5 91N 3 "
14 9-09-05 FG 10.9 117.0 91N 3 "
SEE PLAN FOR TEST LOCATIONS
SC - Sand Cone ASTM 01556; DC-Drive Cylinder ASTM D2937; Ii-Nuclear ASTM 3017;
NG-Natural Ground + 85% = Passing Test; FG-Finish Grade **TEST FAILED, SEE RETES
TilE SOILS COMPANY, INC.
w. O. No. 945501.22
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