HomeMy WebLinkAboutTract Map 3883 Lot 122 Preliminary Soils
SOUTH
CLST
CIVIL
EN'NEERING
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RECEIVED
MAR - 7 1996
CITY OF TEMECULA
ENGINEERING DEPARTMENT
A PRELIMINARY SOILS REPORT
PREPARED FOR: DUANE NILES
LOT 122 TRACT 3883
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11315 Rancho Bernardo Rd, ste 131, San Diego, CA 92127
(619) 675-9097
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March 06, 1996
'Duane Niles
30060 Corte San Luis
Temecula, CA 92591
:RE: Niles Residence, 30098 Via Norte, Temecula, CA
Lot 122 Tract 3883
SUBJECT:
Preliminary Soils Investigation
Per the request of Duane Niles this firm has performed a
subsurface investigation of the soils found at the above
referenced site. This report contains the findings of that
investigation and makes recommendations for the development
the site.
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SCOPE OF REPORT
Explore the subsurface conditions to the depths influenced by the
~roposed construction.
Evaluate, by laboratory tests, the pertinent engineering
properties of the various strata which will influence the
development, including their bearing capacities, expansive
characteristics and settlement potential.
Define the general geology at the site.
Develop soil engineering criteria for the site grading and
provide design information regarding the stability of cut/fill
slopes.
.Determine potential construction difficulties and provide
recommendations concerning these problems.
Develop soil engineering criteria to be used by the structural
.engineer to design an appropriate foundation system.
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THE SITE
The project site is an irregularly shaped parcel of 1.5t acres
created by tract 3883.
It is located on a small ridge line, north of via Norte (a public
street) in Temecula, California. Geologically, it is within the
foot hills of the Peninsular range mountains of the western
margin of the Southern California Batholith. The underlying soil
is weathered rock of the cretaceous age.
The parcel slopes moderately to the north and west. The high
point on the parcel is along the southerly boundary at 1200t MSL.
The low point lies near the north west corner of the parcel at
1135t MSL.
The natural slope gradient of the parcel varies from 5%t to 30%t.
The southerly property line has frontage on Via Norte. The
vegetation on the lot consists of grass and shrubs and trees that
are typical of this region.
The existing land use is vacant residential. The surrounding
parcels are being developed with large single family estates.
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FIELD INVESTIGATION
In December of 1995, I conducted a field investigation of the
subject site. Exploration excavations were made to depths of 8't
in the proposed fill and cut locations on the site utilizing a
tractor mounted back hoe with an 18" bucket. Soil profiles were
visually examined. Soils encountered, in general, consist of
dark brown silty sands changing to tan, coarse, dense sandy
,decomposed granite at 2-4 feet below the natural surface.
.Excavation became increasingly more difficult with depth. Bulk
samples were taken for laboratory analysis to help evaluate
pertinent soil characteristics. These boring logs are included
at the end of this report.
No ground water was encountered during this investigation, and
naturally occurring ground water is not likely to be a problem
during or after the grading operation. (See recommendations for
perched ground water due to over-irrigating in "Grading
.Recommendations" )
No rock was encountered in the borings themselves, and there is
no visual evidence of rock out cropping on the site. However
:there is alMays the potential that non-rippable rock can be
encountered during the grading operation. If blasting becomes
necessary,a special blasting permit shall be required.
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LABORATORY TESTS
Laboratory tests were performed in accordance with generally
accepted test methods of the American Society for Testing and
Materials (ASTM).
A Proctor Analysis was performed on the predominate on site soil
(occurring below the top soil layer) according to ASTM D1r57.
The maximum dry density was determined to be 131.0 lbs/ft at an
optimum moisture of 9.0%.
A direct shear test was performed on a sample remolded to 90%
relative density. The friction angle was determined to be 420.
and the cohesion was 131 psf. A summary of these tests are
contained at the end of this report.
Due to the very granular, non-plastic nature of the soils
encountered, it is my opinion that a visual observation is
sufficient to determine that the soil is non-expansive.
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GRADING RECOMMENDATIONS
The site shall be cleared of all vegetation and foreign debris
within the grading envelope shown on the approved grading plan.
This debris is to be removed from site prior to rough grade
approval.
As is typical with this region, the site has relatively thin lens
of loose top soil which will need to be removed and recompacted
prior to placing fill. The anticipated depth of removal is 2.5'-
3' for the majority of the site, but the actual depth shall be
determined by the soils engineer at time of grading. A key
trench is to be excavated along the toe of the fill to the depths
as mentioned above. This key trench is to be inspected and
approved by the soils engineer prior to placement of any fill
material.
All fill material is to be compacted into a dense uniform
embankment of 90% minimum relative density. The moisture content
of the soil should be between 1% and 4% over optimum moisture.
Based upon a review of the currently proposed development of this
parcel, the foundation will cross over the cut/fill transition
line (or "daylight line") of the building pad. Therefore, it
will be required to remove and recompact 3.0 feet below finish
grade on the cut side of the pad in order to minimize the
potential for differential settlement of the foundation. This
under cut shall extend at least 10' outside of the foot print of
the proposed structure. If the ultimate size, location, or
configuration of the proposed structure is changed, additional
undercutting may be necessary to accommodate this change. Also
in order to mitigate the potential effects of over-irrigation the
bottom of the under cut shall be sloped 2% toward the daylight
line of the pad.
Cut and fill slopes are to be provided with appropriate surface
drainage features and landscaped with drought-tolerant, slope-
stabilizing vegetation as soon as possible in order to minimize
potential for erosion. Berms are to be provided at the top of
all slopes and lot drainage directed such that runoff on slope
faces is minimized.
.AII grading shall be performed in accordance with the attached
"Recommended Grading Specifications" and the City of Temecula
grading ordinance.
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FOUNDATION RECOMMENDATIONS
The following foundation recommendations shall be considered a
minimum, and shall be reviewed by the project structural engineer
for their adequacy: For two story construction, the minimum
foundation shall be 15 inches wide and founded 18 inches below
grade. For the single story construction, the minimum foundation
shall be 12 inches wide and founded 12 inches below grade. Both
types of construction shall have two #4 bars of reinforcing
steel. One bar shall be placed 3 inches below the top of
foundation, and the other bar shall be placed 3 inches from the
bottom of foundation.
These recommendations are based upon soil characteristics only
and do not reflect any special considerations imposed by the
building design which may require a stronger foundation. The
proposed foundations may be designed utilizing an allowable
bearing pressure of 2000 lb/sf. This value may be increased by
1/3 for the design of loads that include wind and seismic
analysis.
Slab on grade shall be at least 4" thick and reinforced with
number 3 rebar placed in a grid on 24" centers. It shall be
poured on four inches of clean washed bedding sand (native sands
are not acceptable) with a 6 mil. visqueen vapor barrier placed
at mid-depth in the bedding sand. In addition, in order to avoid
drying shrinkage cracks or minor settlement cracks from occurring
in aesthetically or structurally sensitive areas the architect
for this pr~ject should provide a schematic diagram of the
locations nf the saw cut control joints in the house. The
maximum aUowable square footage of monolithic concrete for the
interior slab (with out saw cuts) should not exceed 144 sf.
(These sections shall be more or less square in shape with the
lengths not exceeding 1.5 times the width.) The depth of these
saw cuts should be 1/5 of the thickness of the slab, and be
installed Mithin 24 hours of the pour. Tooled control joints Cas
opposed to saw cut) are preferable for garage slabs and exterior
flat work.
All utility trenches shall be properly backfilled and compacted
with a mechanical compacting device prior to placement of any
concrete. All foundation excavations shall be inspected by this
engineer prior to placement of concrete. These recommendations
al:e made based upon the assumption that the soils found on the
site will be used for foundation embankment. In the event that
addition soil is imported to the site, these recommendations will
need to be updated accordingly.
Additional or final foundation recommendations will be made and
contained in the final "As Graded Report" when a more complete
evaluation of foundation soils can be made.
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RETAINING WALL RECOMMENDATIONS
The theoretical laboratory soils data for the following retaining
wall recommendations is contained at the end of this report.
However due to non-uniformity of soil conditions throughout a
site and the inexact nature of soils engineering the following,
more conservative, values should be used in the design of
retaining walls for this project.
Retaining walls, which are not fixed at the top and have a level
backfill are to be designed for an active soil pressure
equivalent to a fluid pressure of not less than 32.0 pcf. This
value is based on the assumption of a drained backfill condition.
Wall drainage details are to be provided by the project
architect. When retaining walls are restrained at the top an at-
rest soil pressure of not less than 48.0 pcf shall be used for
design of the wall.
A passive soil pressure value not greater than 300 pcf shall be
used. A coefficient of friction not greater than 0.35 may be
assumed for resistance of sliding between concrete and soil.
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CONCLUSIONS
In general no soil conditions were encountered which would
preclude the proposed development of the site, provided that the
'recommendations of this report are followed and that this firm
monitors the grading operation.
The predominant soils to be encountered by residential grading
are considered to be non-expansive and no special design
considerations will be necessary.
The anticipated total and/or differential settlements for the
proposed structures may be considered to be within the tolerable
limits provided the recommendations presented in this report are
followed.
~lthough no large rocks were encountered in the exploration
excavations, there is always a chance that unrippable rock will
be encountered during the grading operation. In the event that
.blasting becomes necessary, a special blasting permit will be
required.
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LIMITATIONS AND UNIFORMITY OF CONDITIONS
1. The recommendations of this report pertain only to the site
investigated and are based upon the assumption that the soil
conditions do not deviate from those disclosed in the
investigation. If any variation or undesirable conditions
are encountered during construction, or if the proposed
construction will differ from that anticipated herein, South
Coast Civil Engineering must be notified so that
supplemental recommendations can be given.
2. This report is issued with the understanding that it is the
responsibility of the owner, or of his representative, to
ensure that the information and recommendations contained
herein are brought to the attention of the architect and
other engineers for the project and incorporated into the
plans, and the necessary steps are taken to see that their
contractor and subcontractors carry out such recommendations
in the field.
3. The findings of this report are valid as of the present
date. However, changes in the conditions of a property can
occur Mith 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. Accordingly,
the findings of this report may be invalidated wholly or
partially by changes outside of our control. Therefore,
this report is subject to review and should not be relied
upon after a period of two years.
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R ssell Bergen~
RCE 44641 Exp. 3/31/98
31("/9 (
Date
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RECOMMENDED GRADING SPECIFICATIONS
1. General
These specifications have been prepared for Lot 122 Tract
3883.
1.2 The grading contractor shall be responsible for performing
the gradin9 operation in strict conformance with these
specifications. All fill placement shall be done under the
observation of the Soil Engineer. The Soil Engineer shall
be consulted if the contractor or owner wishes to deviate
from these specifications.
1.3 The grading shall consist of clearing, grubbing, and
removing from the site all material the Soil Engineer
designates as "unsuitable": preparing areas to be filled;
properly placing and compacting fill materials; and all
other work necessary to conform with the lines, grades, and
slopes on the approved plans.
2. Preparation of Areas to be Graded
2.1 All trees and shrubs not to be used for landscaping,
structures, weeds, and rubbish must be removed from the
grading envelope prior to commencing any excavating or
filling operations. This debris must be removed from site
prior to rough grade approval.
2.2 All buried structures (such as tanks, leach lines, and
pipes) not designated to remain on the site shall be
removed, and the resulting depressions must be properly
backfilled and compacted prior to any grading or filling
operations.
2.3 All water wells shall be treated in accordance with the
requirements of the Riverside County Health Department. The
owner shall verify the requirements.
2.4
All vegetation and soil designated as "unsuitable" by the
Soil Engineer shall be removed under his observation. The
exposed surface must then be plowed or scarified to a depth
of at least 12 inches until the surface is free from ruts,
hummocks, or other uneven features that would prevent
uniform compaction by the equipment used.
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Where the slope ratio of the original ground is steeper than
6.0 horizontal to 1.0 vertical, or where recommended by the
Soil Engineer, the bank shall be benched in accordance with
the following illustration:
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{FILL SLOPE
2:1 MAXIMUM SLOPE
RATIO
NOTES
(1) "A" should be 2' wider
than the compaction
equipment (10' -min.).
(2)
"B" should be 1.5 the
width of the compaction
equipment (15' min.).
The outside toe should be
at least 2' into dense,
formational material
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B ,/
2.6 After the areas have been plowed or scarified, the surface
shall be disced and bladed until they are free from large
clods; brought to the proper moisture content by adding
water or aerating; and compacted as specified in Section 4
of these specifications.
3. Materials Suitable for Use in Compacted Fill
3.1 Material that is perishable, spongy, contains organic
matter, or is otherwise unsuitable must not be used in
compacted fill.
3.2 The Soil Engineer shall decide what materials, either
imported to the site or excavated from on-site cut areas,
are suitable for use in compacted fills; the Soil Engineer
shall approve any import material before it is delivered to
the site. During grading, the contractor may encounter soil
types nther than those analyzed for the soils investigation.
The Soil"Engineer shall be consulted to evaluate the
sui tabi~,i ty of such soi Is.
3.3 Any material containing ,rocks or hard lumps greater than 12
inches in diameter must be placed in accordance with Section
6 of these'specifications.
3.4 The Soil Engineer is to perform laboratory tests on
representative samples of material to be used in compacted
fill. Such tests are to be performed to evaluate the
maximum dry density and moisture content of' the samples.
The tests are to be performed in accordance with the
accepted test methods of the American Socie,ty of Testing and
Materials (ASTM).
4. Placinq, Spreadinq, and Compactinq Fill Material
4.1 Unless otherwise specified, fill material shall be compacted
while ,at +~% to +4% of the optimum moistUrE' content and to a
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4.2 Fill materials shall be placed in 8" layers so that, when
compacted, they have a relative compaction in conformance
with the project specif~cations. Each layer shall be spread
evenly and mixed thoroughly to provide uniformity of
materials in each layer.
4.3 Fill slopes shall be compacted by sheepsfoot rollers or by
track-walking with a dozer. Compaction tests shall be taken
on the slope face to verify the 90% minimum relative
density.
5. Observation of Gradinq Operations
5.1 The Soil Engineer shall be on site during all filling and
compaction operations.
5.2 The Soil Engineer is to perform in-place density tests at 2
foot elevation intervals in accordance with accepted ASTM
test methods; such density tests are to be made in the
compacted materials below the disturbed surface. When
results of tests taken within any layer indicate a relative
compaction below that recommended, that layer or portion
thereof shall be reworked until the recommended relative
compaction is obtained.
6. Disposal of Oversize Rock
6.1. Rock greater than 12" in diameter is considered oversized
and shall either be exported, or used for landscaping or
rip-rap.
6.2 If rock blasting is necessary a special blasting permit will
be required.
7. Protection of Work
7.1 During construction, the contractor is to grade the site to
provide positive drainage away from structures and to
prevent water from ponding adjacent to structures. Water
should not be allowed to damage adjacent properties or
finished work on the site. Positive drainage must be
maintained by the contractor until permanent drainage and
erosion control facilities are installed in accordance with
project plans.
7.2 No additional grading shall be done, except under the
observation of the Soil Engineer.
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BORING LOG #1
LOT 122, TRACT 3883
12/8/95
DATE
DEPTH BELOH
EXISTING
GROUND DESCRIPTION DENSITY
0' TO 2 ' SAND, VERY SILTY, BROWN LOOSE
2 ' TO 8 ' SAND, TAN, COARSE, HOIST VERY DENSE
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BORING LOG #2
LOT 122, TRACT 3883
12/8/95
DATE
DEPTH BELOW
EXISTING
GROUND
DESCRIPTION
DENSITY
o' TO 2'
SAND, VERY SILTY, BROWN
LOOSE
2' TO 8'
SAND, TAN, COARSE, MOIST
VERY DENSE
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.VINJE & MIDDLETON ENGINE.G, INC.
, .0 Vineyard Avenue, #102 ., .
ondido, California 92029-1229
phone (619) 743-1214 -
Fax (619) 739-0343 -
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DIRECT SHEAR TEST
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JOB if : 95-102L
DATE
12-15-1995
TD
JOB NAME: SOUTH COAST CIVIL ENG SAMPLE:
DUANE NILES RES./ TEMECULA SOIL TYPE:
DESCRIPTION: ORANGEISH TAN BROWN SILTY ,SAND
*** CAUTION *** THE BEARING CAPACITY SHOWN BELOW IS JUST
ONE TOOL OF SEVERAL USED BY THE GEOTECHNICAL ENGINEER
TO DETERMINE IF THE FOUNDATION IS ADEQUATE!
Friction Angle (degrees) = 42
Wet Density(pcf) = 127.800
Moisture content(%) = 8.900
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Cohesion (psf) = 131
Dry Density (pcf) = 117.3554
Factor of Safety = 3
LATERAL LOAD PARAMETERS
ACTIVE PRESSURE (psf) =
PASSIVE PRESSURE (psf) =
AT REST PRESSURE (psf) =
Ka = 0.20 Kp =5.04
COEFFICENT OF FRICTION = 0.53
25.3
644.7
42.3
Ko =0.33
BEARING CAP(psf) DEPTH/FTG. WIDTH/FTG.
2680.162 1 1
2802.572 1 1. 25
2924.982 1 1.5
3047.391 1 1. 75
3169.801 1 2
3223.866 1.5 1
3346.276 1.5 1.25
3468.685 1.5 1.5
3591. 095 1.5 1. 75
3713.504 1.5 2
3767.569 2 1
3889.979 2 1. 25
4012.389 2 1.5
4134.798 2 1. 75
4257.208 2 2
NC = 37.9 NQ = 25.5 NG = 23.0
JOB # :95-102L LOCATION :DUANE NILES RES./ TEMECULA
X1= 99 X2= 197 X3= 369
F1= 30.69 F2= 61.07 F3= 114.39
T1= 999.2512 T2= 1988.409 T3= 3724.482 TB= 1907.661
ROOT MEAN SQUARE ERROR IS : 37.37884
PERCENT, AGREEMENT T2 AND TB = 95 FR2= 42 C2= 90
PROVING RING SERIAL NUMBER = 13012
FRICTION ANGLE = 4;!' COHESION = 131
\lb
JOB NO._?b - /Od.L
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DESCRIPTION
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