HomeMy WebLinkAboutTract Map 9833-2 Lot 22 Rough & Precise Grading (Oct.15,2004)
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REPORT OF OBSERVATION AND FIELD DENSITY TESTING
ROUGH & PRECISE GRADING
Single Family Residential Development
Lot 22, Tract No. 9833-2, A.P.N.945-020-016
San Fermin Place, Temecula Area
Riverside County, California
PROJECT NO. 24731-01
October 15, 2004
Prepared For:
Mr. David Delmoral
43520 San Fermin Place
Temecula, California 92592
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Earth Technics P.O. Box 891989. Temecula. California 92589 (951) 767-2242 FAX (951) 767-1193
October 15, 2004
Project No. 24731-01
Mr. David
43520 San
Temecula,
Delmoral
Fermin Place
California 92592
SUBJECT:
REPORT OF OBSERVATION AND FIELD DENSITY TESTING
ROUGH & PRECISE GRADING
Single Family Residential Development
Lot 22 Tract No. 9833-2
A.P.N. 945-020-015
San Fermin Place, Temecula
Riverside County, California
LD04-098GR
1.0 INTRODUCTION
This report presents the results of our observation and testing
performed during construction and grading for the single-family
residential development, and appurtenances.
Grading was performed on the east side San Fermin Place, an
improved paved road in the Temecula area of Riverside County. The
results of our Field Density Tests obtained during grading are
tabulated in Table I, Results of Compaction Tests. The
approximate locations of the tests are shown on the plot Plan,
Plate 1. The 40-scale Grading, Sediment & Erosion Control Plan
was prepared by Megaland Engineers & Associates, Temecula, dated
July 14, 2004, and was used to plot our data and guide the
grading, along with field staking.
1.1 Proiect Description
The proposed development consisted of enlarging the existing
house pad with daylight cuts to 4 feet and cuts and fills to a
maximum of 12 feet. The driveway access from San Fermin Place was
improved with minor cuts of less than 2 feet. The cut material
from the central and northwest portions of the pad was placed as
fill to a maximum depth of 12 feet on the east side of the house
pad. All cut and fill slopes were constructed at finished face
inclinations of 2:1 (horizontal to vertical) or flatter.
1.2 Purpose of Gradinq
The purpose of the grading was to prepare a building pad for the
1 & 2-story residential house and to provide driveway access from
San Fermin Place.
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INDEX MAP
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2000
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feet INDEX MAP
OF
LOT 22, TRACT NO. 9833-2, APN 945-020-016
SAN FERMIN PLACE, TEMECULA
RIVERSIDE COUNTY, CALIFORNIA
N
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SCALE
SOURCE:
U.S.G.S. 7~ MIN QUAD. PECHANGA 1968 (1988)
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24731-01
Page 3
2.0 GRADING PROCEDURES
2.1 Gradinq Procedures
The area of fill east of the pad was cleared and grubbed, and the
material removed off-site. The fill slope was provided with a key
as shown on Plate 1. The key was excavated through the near-
surface colluvium to a maximum depth of 3.8 feet until the dense
underlying sedimentary bedrock achieved a minimum of 90% relative
compaction, as determined by density testing. The fill materials
were brought to near optimum moisture utilizing a 3/4-inch water
hose when necessary, and benched as placed to remove all
remaining soft colluvium. The fill was compacted with John Deere
450 bulldozer.
The house pad was designed in cut, but the entire cut portion of
the pad was overexcavated to provide ease of utility installation
to a minimum depth of 3 feet, and a uniform foundation material.
The grading contractor was Shawn Mahood Construction, Temecula.
3.0 TESTING
3.1 Field Densitv Testinq
Field density testing was performed in accordance with ASTM
D1556-91 (Sand Cone Method). The elevations and the results of
the field density tests are presented in Table I of this report.
The approximate location of the tests are shown on the Grading
Plan, Plate 1.
3.2 Maximum Densitv Determinations
Maximum density/optimum moisture determinations were made from
representative samples of on-site soils used in the fill
operations. The tests were performed in accordance with ASTM D
1557-00 which consist of compacting 5 equal layers of soil in a
1/30 cubic foot volume mold with 25 blows of a 10 pound hammer
falling 18 inches. The results of the Maximum density/optimum
determination are presented herein as Table II, Laboratory Test
Results.
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24731-01
Page 4
3.3 Expansion Testinq
A finished grade sample was obtained and tested for expansion
utilizing the U.B.C. 29-2 method. The test yielded an expansion
index (E.I.) of 9 which is very low per UBC Table 18-1-B.
3.4 Sulfate Testinq
A finished grade sample was obtained and tested for water soluble
sulfate. The results were 66ppm indicating normal Type II - 2500
psi concrete may be used for foundations and slabs.
3.5 Settlement
Based on the grading performed, the compaction and soil strength
values, total settlement would be less than 1 inch with less than
1/2 inch differential settlement between footings of similar size
construction and loads over a horizontal distance of 50 feet.
3.6 Foundation Recommendations
The footings will be founded entirely within dense very low
expansion engineered fill. Accordingly, the structures may
utilize continuous or isolated pier footings with an allowable
maximum bearing capacity of 1800 psf. All exterior footings
should be founded a minimum of 12 inches for 1-story and 18
inches for 2-story buildings from nearest adjacent grades.
This value may be increased by one-third for short term wind and
seismic loading conditions.
The foundation should have a minimum of one No. 4 bar top and
bottom, for a total of 2 bars as reinforcement. The slab may
utilize 6 x 6 - 6/6 welded wire fabric as reinforcement. A
moisture barrier should consist of a 10-mil polyethylene vapor
barrier sandwiched between a 1-inch layer of sand top and bottom
to prevent puncture of the barrier and enhance curing of the
concrete.
-5"
24731-01
Page 5
4.0 SUMMARY
Our description of grading and backfill operations, as well as
observations and testing services, were limited to those grading
operations performed between October 1 and 10, 2004. The
conclusions and recommendations contained herein have been based
upon our observation and testing as noted. To the best of our
knowledge, the work preformed in the areas denoted, has been
accomplished in accordance with the recommendations of the U.B.C.
Appendix Chapter 33, the City of Temecula Grading Code, and the
requirements of the regulating agencies and is acceptable for its
intended purpose.
The cut and fill slopes are stable as constructed. The cut slopes
are composed of sedimentary bedrock, and are stable as
constructed.
No conclusions or warranties are made for areas not tested or
observed. 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.
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24731-01
Page 6
Respectfully Submitted,
LJF/WLS:ss
Attachments:
Sherling
of Geotechnical Services
Testing
Distribution: Addressee (3)
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TABLE I
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RESULTS OF COMPACTION TESTS
JOB NO. 24731-01 NAME: Teffenhart
DATE: 10/14/04
TEST DATE DEPTH MOISTURElI UNIT DRY RELATIVE SOIL DESCRIPTION
NO CONTENT DENSITY COMPACTION TYPE
(%) (pCF) (%)
1 10/01/04 1198 5.5 123.8 93.8 A BOTTOM KEY EAST
2 1 % 1/04 1200 8.6 121.9 92.1 A 1 H. LIFT
3 10/02/04 1203 9.4 122.3 92.4 A FILL
4 10/02/04 1205 10.2 123.1 93.0 A FILL
5 10/04/04 1208 9.6 122.8 92.8 A FILL
6 10/04/04 1210 8.4 120.8 91.3 A FILL
7 10/05/04 1212 9.1 121.0 91.5 A FILL
8 10/06/04 1214 9.3 119.8 90.6 A FILL
9 10/06/04 1216 8.6 120.4 91.0 A PAD FINISH
10 10/10/04 1216 7.9 121.1 91.5 A OVER-EX/FINISH
SC-Sand Cone ASTM 01556-64 DC-Drive Cylinder ASTM 02937-71
--Test Failed. See Retest.
N-Nuclear ASTM 3017-78
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TABLE II
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LABORATORY TEST RESULTS
JOB NO. 24731-01
NAME: TEFFENHART
DATE: 10/14/04
SOIL TYPE CLASSIFICATION MAXIMUM OPTIMUM
DENSITY (pFC) MOISTURE (%)
A ON-SITE REDDISH BROWN SILTY 132.3 10.2
SAND WITH TRACE OF GRAVEL
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