HomeMy WebLinkAboutTract Map 9833-2 Lot 19 Compaction Results
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ALPINE ENGINEERING
P.O. Box 2155
Alpine, California 91903
Technical Assistance (619) 445-2024
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SOIL ENGINEERING
CIVIL ENGINEERING
Surveyi"9
SubdIViSIons
California Civil Engineer RCE 27697
Apr il 1, 2004
,Gary & Linda Hum
44768 Rhiannon Way
Temecula, Ca. 92592
RE: Hum Residence
43330 San Fermin Place, Temecula
A~P.N. 945 - 020 - 013
In accordance with your request, this report has been
prepared to present the results of the field observations and
relative compaction tests performed at the subject site by
this firm. These services were per formed between March 25,
2004 and April 1, 2004.
.SITE DESCRIPTION
The Subject site is an irregularly shaped 2 plus acre parcel
,of land located on the Northerly end of San Fermin Place and
bounded on the North by Santiago Road in the City of Temecula
ICa1ifornia. The house pad on said property is located in the
Northeasterly portion of the parcel approximately 60 feet
from the edge of Santiago Road.
Prior to the grading operation presented in this report the
grading area was a vacant portion of the property with
sloping terrain of about 1% to 20%, with no rock out
croppings in the pad area.
Existing vegetation prior to grading consisted of Brush and
low Grass.
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43330 San Fermin Place
Page 2
April 1, 2004
iPROPOSED GRADING AND CONSTRUCTION
The subject site is being developed to receive a one and or
two story single family residence, Swimming Pool, septic area
,and associated parking. It is anticipated that the proposed
residence will be of Wood frame construction founded on
shallow foundations and a conventional slab-on-grade floor
system.
,AVAILABLE PLANS
To assist in determining the location and elevations of our
field density tests and to define the general extent of the
,site grading for this phase of work, we used a Grading Plan
,prepared by Manning Engineering and approved by the City of
Temecu1a, by the issuance of a Grading Permit.
,FIELD OBSERVATION AND TESTING
.Observations and field density tests were performed by a
representative of Alpine Engineering, during the mass grading
,operations perform by Bill Lackey Grading. The density tests
,were taken ,according to A.S.T.M. Test 1556-91 and the
results of these tests are shown on the attached plates.
,PREPARATION OF AREAS TO RECEIVE FILL
All vegetation, brush, trees and debris derived from clearing
operations were removed, and disposed of Legally. Soils were
removed to firm natural ground which possesses an in-situ
'density of :at least 90% of its maximum dry density. All
,Rocks over '8" in diameter were removed from the compacted pad
:area.
The original ground was stepped or benched. Benches were cut
into firm competent soil conditions. The lower bench or
,keyway was ,graded and sloped back into the hillside at a
,gradient of not less than two percent. The horizontal
,portion of :the bench was compacted prior to receiving fill as
specified herein for compacted natural ground.
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.43330 San Fermin Place
Page 3
April 1, 2004
CONCLUSIONS
The following conclusions and recommendations have been based
upon our analysis of the data available from the testing of
t,he soils compacted on this site. Included in these analysis
,are our visual inspection of the grading operation while in
,progress, field and laboratory testing of the typical bearing
soil and our general knowledge and experience with the
natural ground soils and compacted fill soils on this site.
1. The soils material utilized for the grading
operation were from existing on-site materials
excavated, placed and compacted. These materials
consist primarily of Silty, fine to Coarse Sandy
D.G. The soils in the vicinity of the foundation
has an expansive index of 7.0, which falls in to the
low classification for expansive potential. The
expected total settlement is 0.5 inches and the
differential settlement is 0.5 inches.
2. Shallow foundations may be used for the support of
the proposed structure. The footings should have a
minimum depth below Pad Grade of 12 x 12 inches for
one story and 15 x 18 inches for two story
structure. A minimum width of 12 inches for
continuous footings and 24 X 24 X 18 inches for
isolated footings is recommended.
A bearing capacity of 2400 psf may be assumed for
said footings. This bearing capacity may be
increased by one-third when considering wind and/or
seismic fores. Footings located adjacent or within
slopes should be extended to such that a minimum
distance of seven feet exists between the face of
the slope and the footing. Retaining wall footings
adjacent or within slopes should be individually
reviewed by this office.
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43330 San Fermin place
Page 4
April 1, 2004
3. The concrete slab-on-grade should be a minimum of
4 inches in thickness of 2500 psi, Type II Cement in
the Foundation and be underlain by a 4 inch blanket
of clean Poorly Graded Sand or Clean Native
Material.
Both exterior and interior continuous footings
should be reinforced with one #5 bar positioned near
the bottom of the footing and one #5 bar positioned
near the top of the footing.
The slab should be reinforced with No.3 bars @ 24"
O.C. in each direction. However, it is imperative
that the rebar be placed approximately at the middle
of the slab. The reinforcement is based on soil
characteristics and is not intended to be in lieu of
reinforcement necessary to satisfy structural
considerations. Where moisture sensitive floor
coverings are planned, a visqueen barrier should be
placed in the middle of a blanket of clean Poorly
Graded Sand or Clean Native Material.
4. It is our understanding that any building will be
constructed utilizing conventional type foundations,
footings and conventional type building materials
in conformance with the Uniform Building Code, 1997
edition.
5. Any backfill soils placed in utility trenches or
behind retaining walls which support structures or
other improvements shall be compacted to at least 90
percent relative compaction. We will accept no
responsibility for damage to structures as a result
of improperly backfilled trenches, etc.
6. Compacted fill soils that occur within 7 feet of
the face of slope possess poor lateral stability,
even though they have been certified to a relative
compaction of 90 percent or better. Proposed
structures and other improvements that are located
within 7 feet of the face of compacted fill slopes
could suffer differential movement as a result of
the poor lateral stability of these soils.
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43330 San F,ermin Place
Page 5
April 1, 2004
7. Therefore, foundations and footings for the proposed
structures or other improvements should be placed
at least 7 feet back from the top of these slopes.
Foundations placed closer to the top of slope than 7
feet should be deepened such that the face of
foundation at the level of the bottom is at least 7
feet back from the face of slope at that level.
8. Adequate measure shall be undertaken to properly
finish grade the site after the structures and other
improvements are in place, such that the drainage
waters from within the site and the adjacent higher
properties are directed away from the foundations,
footings, floor slabs and tops of slopes via surface
swales and subsurface drains towards the lower level
of the building site onto the natural drainage
direction for this area. Proper surface and
subsurface drainage will insure that no water will
seek the level of the bearing soils under the
foundations, footings and floor slabs which could
result in undermining and differential settlement to
the structures and other improvements.
9. Drainage should be maintained such that surface
waters are not permitted to flow over the top of
exposed fill slopes.
10. Water should not be allowed to pond adjacent to
footings. The site should be graded and maintained
such that surface drainage is directed away from the
structures and the top of slopes into swales or
other controlled drainage devices.
11. The results of our test and observations indicate
that the fill soils placed on the subject site have
been compacted to at least 90 percent of maximum dry
density, and to the best of my knowledge, the work
within the area of my responsibilities is accordance
with the applicable provisions of the U.B.C.
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1503 Riverview Drive
Page 6
May 3, 2004
12. All statements, recommendations and conclusions made
in this report are applicable only for grading
operation which we inspected and are representative
of the site at the time our report was prepared.
The Engineer is not to be responsible for fill
soils placed at a future time or subsequent changes
to the site by others which directly or indirectly
cause poor surface or subsurface drainage and/or
water erosion which could alter the strength of the
compacted fill soils.
If you have any question concerning this letter, please feel
free to call me at your earliest convenience.
,Sincerely,
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,Wallace M. :Beron
Civil Engineer
R.C.E. 27697
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,43330 San Fermin Place
Page A-I
April 1, 2004
LABORATORY TEST RESULTS
The maximum dry densities and optimum moisture contents of
the fill materials as determined by the A.S.T.M. 1557-91,
,Method A, which uses 25 blows of a 10 pound hammer falling
from a height of 18 inches on each of 5 layers in a 4 inch
,diameter 1/30 cubic foot compaction cylinder, are presented
as follows:
Soil Description
Maximum
Dry Density
Optimum
Moisture
1. Light~Reddish Brown
Clayey, Silty, Medium
Sand, Classification SM
126.4
9.3
2. Light~Brown to Tan Silty
Medium to Coarse Sandy
D.G. Classification SM
132.4
8.7
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ALPINE ENGINEERING
P.O. Box2155
Alpine, California 91903
Technical Assistance (619) 445-2024
SOIL ENGINEERING
CIVIL ENGINEERING
Surveyjng
SubdIVisIons
California Civil Engineer RCE 27697
43330 San Fermin Place
CompactionlInspection
Report Continued:
April 1 , 2004
1 1 -11 11.2 126.4 116.9 93.6
2 I -9 10.7 126.4 118.9 92.5
3 1 -7 11.7 126.4 116.9 94.1
4 1 -5 11.4 126.4 118.9 93.8
5 1 -3 10.9 126.4 118.6 92.7
6 2 -2 10.6 132.4 124.1 94.1
7 2 -2 9.8 132.4 123.8 93.7
8 2 F.G. 9.6 132.4 124.3 93.5
9 2 F.G. 10.2 132.4 124.7 93.9
10 2 F.G. 10.4 132.4 124.2 94.2
PAGE "A-2"
TABLE OF FIELD DENSITY TEST RESULTS
AS T M 1557-91
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FIeld Technician .Report
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Figure No.L
Alpine Engineering
FieldlLaboratory- Testing/Analyses
P. O. Bclor 2155. AlpIne. CA. 91903
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