HomeMy WebLinkAboutTract Map 3883 Lot 465 Preliminary Soils & Foundation
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B&F50ILS
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PRELIMINARY SOILS INVESTIGATION a COMPACTION TESTING
PERCOLATION REPORTS
31174R1vERToN LANE-TEMEcULA,CA92591
PHONE (909) 699-1 499
PRELIMINARY SOILS INVESTIGATION AND
FOUNDATION RECOMMENDATIONS
A large, single-family residential building lot located on the north side of
Via Media in the Meadowview area, Temecula, California
Legal Description:
Lot 465 of Tract No. 3883
Meadowview Development
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Site Location:
Via Media
Temecula, CA 92591
Owner! Applicant:
Dan and Laurie Pike
32088 Cala Gerona
Temecula, CA 92592
RECEIVED
AUt; 1 2002
CITY OF TEMECULA
ENGINEERING DEPARTMENT
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Job No. PSF02-107
July 30, 2002
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TABLE OF CONTENTS
INTRODUCTION ................................................................................................1
GENERAL SITE CONDmONS ........................................................................1
FIELD INVESTIGATION AND EXPLORATORY BORINGS........................2
FAULT SySTEMS...............................................................................................2
SEISMICITY.......................................................................................................2
LIQUEFACTION CRITERIA ............................................................................3
GENERAL LABORA TORY TESTING PROCEDURES..................................4
Maximum Density Determinations ..........................................................4
Expansion Tests ........................................................................................4
ALLOWABLE BEARING VALUES AND FOUNDATION DESIGN ..............5
ACTIVE EARTH PRESSURES FOR WALL DESIGN ....................................6
LATERAL RESISTANCE...................................................................................6
SETTLEMENT ANAL YSIS................................................................................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 .....................................................................8
Drainage Procedures.................................................... .............................9
Utility Trench Backtill..............................................................................9
Foundation Recommendations......................................................... ........1 0
CONCLUSIONS AND SUMMATION ...............................................................10
UNIFIED SOILS CLASSIFICATION SYSTEM ...............................................11
BORING LOG .....................................................................................................12
SEISMIC FAULT ZONE MAP..........................................................................13
CONSOLIDATION TEST PRESSURE CURVE ..............................................14
MAXIMUM DENSITY CURVE........................................................................15
SULFA TE TEST RESUL TS...............................................................................16
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Job No. PSF02-107
July 30, 2002
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PRELIMINARY SOILS INVESTIGATION AND
FOUNDA TION RECOMMEND A TIONS
A large, single-family residential building lot located on the north side
of Via Media in the Meadowview area, Temecula, California
Legal Description:
Lot 465 of Tract No. 3883
Meadowview Development
Via Media
Temecula, CA 92591
Dan and Laurie Pike
Site Location:
Owner! Applicant:
INTRODUCTION
At the request of owner Dan Pike, and in accordance with prevailing code
requirements, we have conducted a complete preliminary soils engineering feasibility study
to determine the structural characteristics ofthe native soils to be used in the grading of
the building pad and to provide soils information pertaining to the foundation design.
All 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 CONDITIONS
This generally sloping lot has been recently cultivated to cut down weed growth so
the natural underlying soils consist of tan-brown coarse to fine sand and silt with sufficient
clay-size component to provide optimum moisture retention and good compaction results
during the grading operations. The finished cut-and-fill areas will approximate 6 to 7 feet
in depth and the total elevation change for the complete building pad area is estimated to
be I3 feet.
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Job No. PSF02-107
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FIELD INVESTIGATION AND EXPLORATORY BORINGS
One 8-inch boring was located in the area of the proposed residence and three
surficial excavations were located throughout the entire project.
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. The complete
building pad will be cut down into solid, undisturbed soil formations.
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 100-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
follows: (Page 3)
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Job No. PSF02-107
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Probability of Ground Acceleration
Acceleration of Gravity
0.05
0.10
0,15
0.20
0.30
0.35
Probability of
One Occurrence
Per 1 00 Years
95%
&8%
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.
LIOlJEFACTION 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 manmade 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. PSF02-107
July 30, 2002
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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. T.ABORATORY TESTING PROCEDURES
Maximnm 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 A.S.T.M, DI557-70T, modified to use 25 blows on each offive layers
with a 10-pound hammer falling 18 inches in a mold of I/30 cubic foot volume.
Soil Type I: Light tan-brown coarse to fine sand and silt with some clay-size
component; SM & SC according to U.S.C.S.; Maximum Density 127.1
p,c.f. @ 8.2 % Optimum Moisture.
Expansion Tests
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 ofthe Uniform
Building Code, are as follows:
Expansion Test Resnlts
Soil Type
Confining Load
144 p.s.f.
Expansion Index
% EX.j)ansion
I
12
1.2
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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 of 3.0, the following calculations have been determined:
Sqnare or Continnons Footings
q = CNc + wDfNq + wBNw
=
150(20) + 100(LO)14 + 100(0.5)12
3000 + 1400 + 600
5000 p.s,f (ultimate)
=
qa = 1650 p.s.f (allowable for square or continuous footings 12" wide
and 12" deep);
qa = 1750 p.s.f (allowable for square or continuous footings 18" wide
and 12" deep);
qa = 1850 p.s.f (allowable for square or continuous footings 24" wide
and 12" deep);
qa = 1850 p,s.f (allowable for square or continuous footings 12" wide
and 12" deep).
qa = 1950 p.s.f (allowable for square or continuous footings 18" wide
and 18" deep).
qa = 2650 p.s.f (allowable for square or continuous footings 24" wide
and 18" deep).
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NOTE:
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.
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 backfill against the retaining wall.
If a rising slope occurs behind the wall at a 2: I angle, then the active pressure
should be increased to 45 p.c.f equivalent fluid pressure.
LATERAL RESISTANCE
For determining lateral resistance and foundation design, passive pressures 0000
p.s.f per foot of depth may be used, up to a maximum of2400 p,s.f A coefficient of
mction 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 met ion 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 mction is determined by taking the actual
load of the building on the soils, times the foundation area" times the coefficient of mction.
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
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Job No. PSF02-107
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compression index (C.!.) determined by laboratory testing of this undisturbed foundation
soil sample was 0.108.
Calculations indicate that under these soil conditions a single-story
structure could have 1.5 inches of total settlement, and a two-story structure would have
1.7 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 1/2 inch and the total differential settlement will be 1/4 inch.
SITE CLEANUP AND COMPACTION OPERATIONS
All fill soils to be used in the grading operations must be pre-watered and
thoroughly processed and pre-mixed to optimum moisture prior to emplacement in the
designated fill slope areas.
Proper keying and benching should be completed prior to any fill placement. All
field grading operations should be closely monitored and observed in the field by a
certified soils person.
The properly moistened fill soils must be placed in minimum 6 to 8-inch lifts with
constant wheel and track rolling in multiple directions until the required 90% compaction
test results are attained.
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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.
FOUNDA TION DESIGN RECOMMEND A TIONS
Solnble Sulfate Testing
Numerous laboratory testing of the soluble sulfate content of typical decomposed
granitic-type soils indicates minimal p.p.m. soluble sulfate, thereby permitting the use of
Type II cement (minimum 2500 p.s.i.).
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"-1011 0 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 reinfor<:ement of the slabs can he 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.
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Floor Slab Moistnre 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 barrier such as a
6-mil visqueen-type membrane is recommended which is lapped or sealed at all joints, For
garage areas or sheds other than living quarters, the moisture barrier 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 wheelrolling be undertaken so that at least 90% compaction has been
attained and no subsequent settlement will occur over these areas.
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Fonndation 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 18-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.
Respectfully submitted,
B & F SOILS
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Peter H. Buchanan,
Soils Consultant
Randolph F. Fleming,
R.C.
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M.cisture Content in Per Cent of Dry Weight
130
LOCATION . I
ao.i"9 No. ::t.
Depth.in lut ~ 2 I
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MAXIMUM DIY DENSITY, III Pounds "r Cubic foot
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SOIL CLASSIfICATION
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Soil Type and Description _
METHOD OF COMPACTION
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BENCH I NG 0 ETA I LS .:EoNa: ;&?s'~t)2-I07
Ode: .JUly 3D ZoO'Z.
PROJECTED PLANE
I to I maximum from toe
---------------- - - --,
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of slope to cpproved ground ----------;;;;.?--------;.?':--: \
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I, _/____------ If- BENCH'
I^ '-L -_-2-:::-:-:-:-:-::::-:-- I BEN,CH HEIGHT
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~ ~^' ~
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KEY 1'1-0WEST BENCH'"
DEPTH (KEY)~
_-_-_-:-:-.COMPACTED :-:::-::::::::
---------------=-~ FILL =-'-:---:------
---------------------
FILL SLOPE
NATURAL
GROUND \
.,.
.
_-: COMPACTED :-=-=~--:
FILL OVER CUT SLOPE ---------~FILL:---,;:.:----~
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REMOVE NATURAL z~=-:~-...?'_"S '^'~--"\""
UNSUITABLE GROUND ~-----------~ ~ \
MATERIAL \ _ '\- - _~-::::;::-c_- " L 4' MIN. BENCH
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--
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_ - ..... -- LOWEST BENCH'
.....
-
------------
-
CUT
FACE
To be constructed prior
to fill placement
-
-
.
NOTES:
LOWEST BENCH: Depth and width subject to field change
bcsed c,., consultant's inspection.
S~!:CFlAI:jAGE:. E.--,' .:;~",: ~::y be re-:::uired at the
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