HomeMy WebLinkAboutParcel Map 22610 Parcel 2 Preliminary Soils
B&FSOILS
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PRELIMINARY SOILS INVESTIGAllON a COMPACTJON TESTING
PERCOLATlON REPORTS
31174 RfVERToN l..AJE. TEMEcu1.A. CA 92591
f'HONE (909) 699-1 499
PRET.TMTNARY son,s INVESTIGATION AND
FOUNDATION RECOMMENDATIONS
A single-family, residential, 1.8 acre parcel,located at 41965 CaUe Cedral,
Temecula, California
~al Description:
Parcel.1ofParcel Map 22610;
A.P.N. 955-050-023-5
.
Site Location:
41965 Calle Cedral
Temecula, CA 92592
Owner! Applicant:
Mr. Tony Berry
41837 Calle Cedral
Temecula, CA 92592
(909) 676-5349
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Job No. PSF03-104
February 14,2003
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'~:'l~Fi"VED
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p, if: 1 il 7003
CITY OF TEMECULA
:~'r.INEERING DEPARTMENT
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TABLE OF CONTENTS
IN"TRODUCTION ................................................................................................1
GENERAL SITE CONDmONS ........................................................................1
FIELD INVESTIGATION AND EXPLORATORY BORINGS........................2
FAULT SySTEMS...............................................................................................2
SEISMICITY .......................................................................................................2
LIQUEFACTION CRITERIA ............................................................................3
GENERAL LABORATORY TESTING PROCEDURES..................................4
Maximum Density Determinations ..........................................................4
Expansion Tests ........................................................................................4
ALLOW ABLE BEARING VALUES AND FOUNDATION DESIGN..............5
ACTIVE ~TRPRESSTTRES-F.DR W A T ,T ,DESIGN __...._..........................6
LATERA.L RESISTANCE...................................................................................6
.
SETTLEMENT ANALySIS................................................................................6
SITE CLEANUP AND COMPACTION OPERATIONS...................................7
COMPACTION SECTION DESIGNS ...............................................................7
FOUNDATION DESIGN RECOMMENDATIONS ..........................................8
Soluble Sulfate Testing .............................................................................8
Floor Slab Recommendations...................................................................8
Floor Slab Moisture Barrier .....................................................................9
Drainage Procedures.................................................................................9
Utility Trench Backfill..............................................................................9
Foundation Recommendations.................................................................10
CONCLUSIONS AND SUMMATION ...............................................................10
UNIFIED SOILS CLASSIFICATION SYSTEM ...............................................11
BORIN"G LOG .....................................................................................................12
SEISMIC FAULT ZONE MAP ..........................................................................13
CONSOLIDATION TEST PRESSURE CURVE ..............................................14
MAXIl\fUM DENSITY CURVE........................................................................15
.
SITE PLAN .........................................................................................................16
R- V ALUES..........................................................................................................17
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Job No. PSF03-104
February 14,2003
Page 1
PRELIMINARY son,s INVESTIGATION AND
FOTTNDA TION RECOMMENDATIONS
A single-family, residential, 1.8 acre parcel,located at 41965 Calle Cedral,
Temecula, California
Leglll Description:
Site Location:
Parcel 3 of Parcel Map 9197;
A.P.N. 955-050-023-5
41965 Calle Cedral
Temecula, CA 92592
Mr. Tony Berry
Owner/Applicant:
INTRODTTCTION
.
At the request of owner, Tony Berry, and in accordance with the City of Temecula
codes and requirements, B & F soils has conducted a complete preliminary soils
engineering feasibility study to determine the structural properties and strength parameters
of the existing soils which will be involved in the grading operations to construct a
single-family building pad area.
AU of our soils investigation was in complete accordance with the Uniform
Building Code, (Appendix Chapter 33) and in compliance with the Riverside County and
local City of Temecula grading codes and standards.
GENERAL SITE CONDmONS
The 1.8-acre site is covered With native winter grass. A naturally higher building
pad area is located along the north central portion of the parcel, which slopes gently away
to the south and east. No rock outcroppings, building structures, or foreign materials
were observed, and the existing moist, native granular soils appear suitable for grading
.
purposes.
The primary soil type consists of tan-brown coarse to fine sand and silt with some
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Job No. PSF03-104
February 14,2003
Page 2
clay-size component. Recent rains have provided sufficient moisture (3% to 4%),
resulting in near-optimum soil moisture content.
FJELD INVESTIGATION AND EXPLORATORY BORINGS
,
One eight-inch auger-type boring was drilled to a depth of 6.5 feet in the probable
building pad area. Two shallow excavations were used to obtain additional laboratory soil
samples.
FAULT SYSTEMS
There is no evidence of any significant escarpments or ground distortion. Current
.
geologic information does not indicate any active faults on the property. All building pad
areas will bear on structurally solid, well-compacted, properly-constructed, tested and
approved fills.
SEISMICITY
All of Southern California is within a zone of seismic activity. Some of the
potentially active fault systems of significant size would be the Newport-Inglewood Fault,
which is at a considerable distance of about 30 miles northwest along the Pacific Coast.
For this general area the most consistently active zone within a IOO-mile radius would
include the San Jacinto Fault Zone, and the closest main active fault would be the southern
extension of the Whittier-Elsinore Fault. The Chino Fault southern extension is
approximately 15 miles away and is considered to have a maximum magnitude of7.5,
which would also apply to the Whittier Fault, which is more distant.
The overall area is considered to have a Richter magnitude of7.0. The possibility
of ground acceleration at this area would be approximately equal to the general Southern
. California region. Past information indicates the probability of ground acceleration as
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follows:
Probability of Ground Acceleration
Acceleration of Gravi1y
0.05
0.10
0.15
0.20
0.30
0.35
Probability of
One Occurrence
Per 100 Years
95%
88%
65%
38%
20%
4%
.
Southern California is considered susceptible to a large earthquake, and design
should be in accordance with the Uniform Building Code, latest edition. The "Seismic
Risk Map of the United States" indicates that we are in Zone 4, which is described as
those areas within Zone 3 determined by their proximity to certain major fault systems to
be deemed Zone 4.
LIQUEFACTION CRITERIA
Soil liquefaction is caused by loss of soil strength, which is a result of increased
pore water pressures related to significant seismic activity. This phenomenon occurs
primarily in loose to somewhat dense cohesionless soils, which are located within a
groundwater zone. A rearrangement of the soil particles takes place, putting them into a
denser condition, which results in localized areas of settlement, sand boils and/or flow
failures.
.
The subject site will be cut down into solid, undisturbed well compacted soils
which will have adequate drainage both naturally and mamnade for the final building pad.
The soil particles will be in a dense, well compacted condition. There will be no
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Job No. PSF03-104
February 14,2003
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groundwater surfaces remotely close to the building pad elevation, either permanent or
perched. Final drainage design will provide permanent and positive drainage flow away
from all structures. Therefore, it is concluded that the subject building pad and the
proposed foundations will be considered to be nil with respect to liquefaction.
GENERAL LABORATORY TESTING PROCEDURES
Maximum Density Determinations
A bulk sample was procured, representing the typical soils that will be involved in
the excavation and grading procedures. Maximum density determinations were made in
.
accordance with AS.T.M. DI557-70T, modified to use 25 blows on each offive layers
with a 1 O-pound hammer .falIingJ 8. incbesin aJDold of J/30 cubic foot volume.
Soil Type 1: Tan-brown coarse to fine sand and silt with minor clay-size component and
abundant rock fragments; SM & SC according to the U.S.C.S.; Maximum
Density 131.5 @ 8.9% Optimum Moisture.
Expansion Teds
The results of expansion tests performed on the remolded samples of the typical
foundation soils, compacted to over 90% and set up to be equal to 50% saturation, and
then measured to full 100% saturation after a period of several days and until no further
expansion occurred in a 24-hour period in accordance with Table 29-C of the Unifonn
Building Code, are as follows:
Expansion Test Results
Soil Type
Confining Load
Exp~n.ion Index
. % Rxp~n.ion
.
1
144 p.s.f
16
1.6
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All of the typical earth materials that will be involved in the grading operations
have low to nil expansive properties and will not present any structural foundation
problems with respect to soil moisture variations.
ALLOWABLE BEARING VALUES AND FOUNDATION DESIGN
The typical earth materials on the site were procured for laboratory analysis and
based on saturated direct shear tests, an allowable soil bearing pressure was determined.
The results oflaboratory analysis and direct shear testing on the typical foundation soils
utilized a controlled rate of strain of. 050 inch per minute under varying normal loads.
The test results calculated graphically to an angle of internal friction of 32 degrees with
120 p.s.f available cohesion. Utilizing the Terzaghi Bearing Capacity Equation with a
. factor of safety of3.0, the following calculations have been determined:
Sqnare or Continuous Footings
q = CNc + wDfNq + wBNw
= 150(20) + 100(1.0)14 + 100(0.5)12
= 3000 + 1400 + 600
= 5000 p.s.f. (ultimate)
.
q. = 1650 p.s.f (allowable for square or continuous footings 12" wide
and 12" deep);
q. = 1750 p.s.f (allowable for square or continuous footings 18" wide
and 12" deep);
q. = 1850 p.s.f (allowable for square or continuous footings 24" wide
and 12" deep);
q. = 1850 p.s.f (allowable for square or continuous footings 12" wide
and 12" deep).
q. = 1950 p.s.f (allowable for square or continuous footings 18" wide
and 18" deep).
q. = 2650 p.s.f (allowable for square or continuous footings 24" wide
and 18" deep).
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NOTE:
Job No. PSF03-104
February 14, 2003
Page 6
Allowable soil bearing pressures may be increased by a factor of one-third
when considering momentary wind and seismic loadings which are not
considered to act simultaneously and is in accordance with the Uniform
Building Code.
..t"
ACTIVE EARTH PRESSURES FOR WALL DESIGN
For design of retaining walls where native soils or comparable import soils are
utilized which are fine-grained and not clays, we recommend that active pressures be 35
p.c.f. equivalent fluid pressure where there is a level back:fill against the retaining wall.
If a rising slope occurs behind the wall at a 2: 1 angle, then the active pressure
should be increased to 45 p.c.f. equivalent fluid pressure.
LA TERAL RESISTANCE
.
For determining lateral resistance and foundation design, passive pressures of300
p.sJ. per foot of depth may be used, up to a maximum of2400 p.s.f. A coefficient of
friction of 0.35 can be used for lateral resistance for all foundations making contact with
the approved building pad. If this value is used in conjunction with the passive pressure,
then the coefficient of friction may be left at 0.35, but the passive pressure should be
reduced to 225 p.s.f. per foot of depth.
The lateral resistance from coefficient of friction is determined by taking the actual
load of the building on the soils, times the foundation area, times the coefficient of friction.
SETTLEMENT ANALYSIS
Consolidation testing was performed on an undisturbed soil sample which is
representative of the foundation soils in the general building pad area. The resulting
compression index (C.I.) determined by laboratory testing of this undisturbed foundation
. soil sample was 0.116.
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Calculations indicate that under these soil conditions a single-story structure could
have 0.8 inches of total settlement, and a two-story structure would have 1.0 inches of
total settlement. These values would be based on no additional compaction being
undertaken and the total settlement that would occur, including that which takes place
during the actual construction of the building, plus all final settlement.
After the compaction of the project area has been completed, the total settlement
which will result is V2 inch and the total differential settlement will be 1/4 inch.
SITE CLEANUP AND COMPACTION OPERATIONS
The area to be graded must first be stripped of all vegetation and any otherwise
.
deleterious materials which cannot be used in the grading operations.
All fill slope areas must be keyed in with keyway bottom areas being excavated
down to solid bedrock formation. The fill slopes should be properly benched back into
solid bedrock, establishing a stairstep formation which provides a stable bearing,
non-slipping footing hold for the compacted fill slope soils to bear on.
The actual building pad area must be overexcavated to a minimum depth of 3 feet
and extending 5 feet beyond the building perimeter.
All grading operations and field inspections must be observed and approved by a
certified soils person.
COMPACTION SECTION DESIGNS
.
All fill and/or cut areas receiving concrete or asphaltic concrete surfacing must be
compacted to a minimum 90% relative compaction using the existing native soils as the
subgrade.
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All fill areas should otherwise be compacted to 90% relative compaction and all
building sites bisected with daylite lines must be over-excavated a minimum of3 feet and
extending 5 feet beyond the building perimeter.
FOUND A TION DESIGN RECOMMENDA nONS
Soluble Sulfate Content
.
The existing site soils consist of coarse to fine sand and silt derived from the
decomposition of granite and granodiorite, and these soil types typically contain almost no
p. p.m. sulfate and consequently extra strength concrete is not required.
Floor Slab Recommendations
Normal concrete floor slabs should be 4 inches in thickness (3-5/8"). The typical
soils are in the low expansive range; however, we would suggest that some minor
reinforcement be considered in the slabs, such as 6" x 6"-10/10 welded wire mesh. The
advantage of this is that it does eliminate the possibility of any minor cracking and
separations as sometimes occurs with heavy live loads. The original compacted building
pad area is adequate, but with the trenching of utility lines and the plumbing risers, there is
sometimes difficulty in getting uniform compaction throughout all areas.
Horizontal reinforcement of the slabs can be in the form of 6" x 6"-10/10 welded
wire mesh, or #3 bars be placed each way on centers between 18 inches and not more than
. 24 inches.
'P
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Job No. PSF03-104
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Floor Slab Moisture Barrier
For all areas that will receive floor covering, or where any form of moisture or
dampness could result in an undesirable situation, the use of a moisture banier such as a
6-mil visqueen-type membrane is recommended which is lapped or sealed at alljoints. For
garage areas or sheds other than living quarters, the moisture banier is considered
optional; however, it does serve a useful purpose. In all instances good drainage should
be maintained away from all structures.
All of the polyethylene membranes should be protected with a few inches of sand
placed on top and below them for protection; it will also help in curing the cement when
the floor slabs are poured. All of the sand should be kept moist up to the time the slabs
are poured.
.
Drainage Procedures
The final building pad will be properly elevated and all drainage patterns will most
likely be directed toward the adjoining flood control channel. It is important that all
surface runoff be directed away from all building foundations.
Utility Trench Backfill
All utility trenches traversing the building pad and/or subgrade areas should be
backfilled with clean, sandy native soils that are moistened to optimum moisture and
compacted to a minimum 90% compaction value to insure against any subsequent
settlement in these areas. For deep trenches, the pipes can be filled in by jetting so that
voids are eliminated. However, for the upper four feet we recommend that mechanical
.
tamping and/or wheelroUing be undertaken so that at least 90% compaction has been
attained and no subsequent settlement will occur over these areas.
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Job No. PSF03-104
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Foundation Recommendations
All of the trenches should be excavated into well compacted, non-expansive
equigranular soils. For adequate support we recommend that all single-story structures
have a minimum 12-inch deep footing and all two-story structures have at least an IS-inch
deep footing. All continuous bearing footings should be reinforced with not less than one
#4 steel bar in the top and one #4 steel bar in the bottom. We also strongly recommend
that a field inspection of the footing trenches be made prior to concrete emplacement.
CONCLUSIONS AND SUMMATION
All of our field work, exploration, soil sampling, laboratory testing, and
. engineering analysis have been conducted in complete accordance with the Uniform
Building Code and with accepted engineering techniques and prevailing grading and
engineering code requirements.
We will remain available at this time for any additional soils information or any
clarification of the report that might be required. We will present a Final Report of
Compacted Fill for the remaining grading and compaction testing necessary to acquire a
building permit.
We appreciate this opportunity to be of service.
~1hi_J~
Peter H. Buchanan,
Soils Consultant
-.,.._-~-..
~
Respectfully submitted,
B & F SOILS
.
B&FSOILS
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Page 1/
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