HomeMy WebLinkAboutTract Map 3883 Lot 108 Preliminary Soils & Foundation
B&FSOILS
PRELIMINARY SOll..S INVESTIGATION a COMPACTION TESTING
PERCOLATION REPORTS
..
31174RrvE:RmNLAtE-TEMEcULA. CA 92591
PHONE (909) 699-1 499
RECEIVED
DEe 1 0 2002
CITY OF TEMECULA
ENGINEERING DEPARTMENT.
PREUMTNARY SOll"S INVESTIGATION AND
FOlJNDA TION RECOMMENDATIONS
A single-family residential building pad area including access drive and
parking area and a small out-building with cart path located on Via Norte,
Meadowview, California
Legal Description:
Lot 108 of Tract No. 3883;
A.P.N.919-072-006
.
Site LOcatiOii:-- --- Via ~orte-(MiiadoWview)
Temecula, CA 92591
Owner/Applicant:
Gerald Kenneth Clack
25073 Salford
Laguna, CA 92653
949581-8797 .
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Job No. PSF02-116
November 27, 2002
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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 PROCEDlJRES.......................,..........4
Maximum Density Determinations ..........................................................4
Expansion Tests ........................................................................................4
ALLOWABLE_BEARING VAUJE~_~ ~OUNDATION DESIGN..............5
ACTIVE EARTH PRESSURES FOR WALL DESIGN ....................................6 .
LA TERAL RESISTANCE...................................................................................6
SETILEMENT ANALySIS................................................................................6
.
SITE CLEANUP AND COMPACTION OPERATlONS...................................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 BackfiU ....................................................,.........................9
Foundation Recommendations.................................. ...............................9
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
SULFATE TEST RESUL TS...............................................................................16
e
GRADIN"G PLANS ...................................................................................Enclosed
B& FSOILS
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Job No. PSF02-116
November 27, 200f
Page 1
PRELIMINARY SOILS INVESTIGATION AND
FOUNDA TION RECOMMENDATIONS
A single-family residential building pad area including access drive and
parking area and a smaU out-building with cart path located on Via Norte,'
Meadowview, California
Legal Description:
Lot 108 of tract No. 3883;
A.P.N. 919-072-006
Via Norte (Meadowview)
Temecula, CA 92591
Gerald Kenneth Clack
Site Location:
Owner/Applicant:
INTRODUCTION
.
At the request of owner, Mr. Gerald Clack, and grading plan engineer Larry
Phelps, B & F Soils has conducted a complete preliminary soils engineering feasibility
study to determine the structural characteristics of the 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 ofTemecula grading codes and standards.
GENERAL SITE CONDITIONS
The grading project is restricted to a half-acre lot with a total elevation change of
approximately 45 feet.
.
The site has been recently cultivated and is sparsely vegetated with native grass
and weeds. No structures, rock outcrop pings, or trees, bushes or shrubs exist on the
project site and no evidence of dumping or other foreign materials were observed in the
area to be graded.
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Job No. PSF02-116
November 27, 2002
Page 2
FIELD INVESTIGATION AND EXPLORA TORY BORINGS
One 8-inch boring was located in the area of the proposed residence and two
surficial excavations were located in the area to be graded.
FAUl"T SYSTEMS
No evidence of any fracture zones, ground separations, or other structural failures
was observed throughout the project area.
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-ll6
November 27, 2002
Page 3
Probability of Gronnd Acceleration
Acceleration of Gravity
0.05
0.10
0.15
0.20
----
0.30
0.35
Probability of
One Occurrence
Per 100 Yea...
95%
.88%
65%
:>8%
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 Unit~d ~tates"}ndicates t~t we are in Zone 4, which is described as
those areas within Zone 3 detennined 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 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. PSF02-116
November 27, 2002
Page 4
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
Maximnm Density Determinations
A bulk sample was procured, representing the typical soils that will be involved in
the excavation and grading procedures. Maximum density detenninations were made in
accordance with AS.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 1/30 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 126.0
p.c.f. @ 9.6 % 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 of the Uniform
Building Code, are as follows:
Expansion Test ResnIts
Soil Type
Confining Load
ElQ)ansion Index
% ElQ)ansion
.
I
144 p.s.f.
13
1.3
.8 III F SOJt;S
(p
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Job No. PSF02-116
November 27,2002
Page 5
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.
AU,OWABLE BEARING VALUES AND ",:OUNDATION 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 detennined.
The results ofIaboratory 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 of32 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:
Square or Continuous Footing.~
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. PSF02-116
November 27, 2002
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.
ACTIVE EARTH PRESSURES FOR WALT, 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:fi1l 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.s.f 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 ANAI,YSIS
.
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.L) determined by laboratory testing of this undisturbed foundation
soil sample was 0.073.
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Job No. PSF02-116
November 27, 2002
Page 7
Calculations indicate that under these soil conditions a single-story structure could
have 1.0 inches of total settlement, and a two-story structure would have 1.2 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 as
. .compacted fills.
The keyways should be excavated into solid bedrock formation and the keyway
floor should be sloped into the fill slopes to provide maximum anchoring of the compacted
fills. All structural fills should be properly benched in and compacted in 6-inch to 8-inch
lifts using optimum moisture content.
Transitional graded building pads should be overexcavated a minimum of3 feet
below the footer bottoms and extending 5 feet beyond the house perimeter in order to
minimize the amount of differential settlement that may occur. All grading operations
should be observed in the field by a certified soils consultant.
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.
B Be F SOILS
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Job No. PSF02-116
November 27, 2002
Page 8
FOUNDA TION DESIGN RECOMMEND A TIONS
Soluble Snlfate 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 Slah 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"-10/1 0 welded wire mesh. The
advantage of this is that it does eliminate the possibility of any minor cracking and
separationsas sometimes occurs with heavy live loads. The original co~pacted 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.
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 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.
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Job No. PSF02-II6
November 27,2002
Page 9
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 Procednres
All surface runoff water must be directed away from all structures and channeled
into specifically designed water collection systems which protect against erosion.
.
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 wheelrolIing be undertaken so that at least 90% compaction has been
attained and no subsequent settlement will occur over these areas.
Foundation Recommendations
.
All of the trenches should be excavated into well compacted, non-expansive
equigranuIar soils. For adequate support we recommend that all single-story structures
have a minimum I2-inch deep footing and all two-story structures have at least an I8-inch
deep footing. All continuous bearing footings should be reinforced with not Jess than one
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Job No. PSF02-116
November 27, 2002
Page 10
#4 steel bar in the top arid 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~revailing 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.
RespectfulJy submitted,
B & F SOILS
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Peter H. Buchanan,
Soils Consultant
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BORIllG NO: :1
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TEST BORING LOG
B Be F SOILS
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TRANSITION LOT DETAILS
~.6^Io. P$r~2-11~
DerTe: 1//z7/I'J3--
CUT-FILL LOT
NATURAL.GROUND
1-
-
- -
-- --
-- --
_ -. _ s,.~
_ -- _- MIN.
- -
=-COMPACTED :: FILL ::---------::;.::::.--""1>,\r...~-::.;_ ~ ~---:-I-:-:---::::::--::: 30" MIN.
._------_::--_:..--=--::"'_-_-:-,,~"'---):.: - - - ------.-
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=-_-.= ~O'J----.;::;....~---
-~~~_- -...:;;...-0::-----:-- UNWEATHERED BEDROCK OR ~
__ ~~_ _~_ ,--- MATERIAL APPROVED BY
. 1 THE GEOTECHNICAL CONSULTANT
.
CUT LOT
--
- _.
_ ~ -REMOVE __----
_ _ - UNSUITABLE --...... _ - S' I~
__ _ .. 'MATERIAL _ M\N'.lt
-_______________-___-___-_~-------------.:----.:----....;-:..-- 30" MIN
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