HomeMy WebLinkAboutTract Map 3929 Lot 19 Preliminary Geotechnical Investigation
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PREUMINARY GEOTECHNICAL INVESTIGATION
Single - Lot, Residential Development
Lot 19, Tract 3929, 28890 V"1lI Norte
A.P.N.921-111-004
Temecula, California
September 28, 2001
PROJECT NO. 21315-01
PREPARED FOR:
Mr. Kenneth Murphy
520 Roosevelt Avenue
Corona, California 92879
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Earth Technics P.O. Box 891989, Temecula, California 92589 (909) 699-5451 FAX (909) 767-1193
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September 28, 2001
, Project No. 21315-01
1.0 INTRODUCTION
At your request, we have performed a Preliminary Geotechnical
Investigation for the above referenced site. The purpose of our
investigation was to evaluate the underlying soil conditions with
respect to the proposed development and to assess the
geotechnical and engineering constraints that might exist
considering this development.
The 20-Scale Grading Plan prepared by Lakeshore Engineering,
Canyon Lake, dated April 10, 2001 was used to direct our field
work. Plate 1 presents our Geotechnical data obtained during our
field investigation.
ACCOMPANYING MAPS. ILLUSTRATIONS AND APPENDICES
Index Map - (2000-scale) - Pqge 2
Geotechnical Map - (20-scale) - Plate 1
Regional Fault Map - (1" = 20 ~iles) -'Plate 2
Appendix A - Geotechnical Trench Logs ,
1
Appendix B - Summary of Laboratory Test Results
Appendix C - General Earthwork and Grading Specifications
Appendix D - Slope Stability
Appendix E - References
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INDEX MAP
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SCALE
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2000
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INDEX MAP
feet 0 F
LOT 19, TRACT 3929
28890 VIA NORTE
TEMECULA, CALIFORNIA
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SOURCE: U.S.G.S. 7;' MIN. QUAD. 14URRIETA 1953 (1979)
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21315-01
Page 3
2.0 SITE LOCATION/CONDITIONS
The roughly trapizoidal-shap~d 0,56+/- acre property is located
on the north side of Via Norte, an improved paved road in the
City of Temecula. Via Norte bounds the the property to the
south, with existing houses to the east and west, and vacant land
in all remaining directions. The Index Map (Page 2) presents the
topographic and geographic relationships of the property to
surrounding areas.
Topographically, the site is uniformly descending 10-12 percent
to the north from Via Norte, A broad gentle swale in located in
the central portions of the lot, Total relief is 22 feet.
No improvements exist at the site, The pad is covered by light
grasses with a few weeds on the lower portions of the lot,
3.0 PROPOSED DEVELOPMENT
The current concept is to build a 1 & 2-story single-family
residence with access driveway from Via Norte.
Grading will consist of 7-8 foot cuts on the south and fills to
12 feet on north. All slopes will be constructed at finished face
inclinations of 2:1 (horizontal to vertical) or flatter, A 3 foot
high retaining wall is planned in the southwest corner of the
lot,
Approximately 750 yard of import fill will be required to
complete the pad.
On-site sewage disposal will be utilized on extreme northern
portions of the property not being graded.
4.0 SCOPE OF SERVICES
The scope of our investigation included the following:
1. A review of available data pertinent to the site,
2. Subsurface exploration of 'the site utilizing 2 exploratory
backhoe trenches to depths as great as 6,8 feet. The
trenches were logged, and these logs appear in Appendix A of
this report. The trenches were tested for in-place density
utilizing the Sand Cone Method (ASTM D1556-64).
Representative bulk samples were obtained for testing.
3, Laboratory testing of representative earth materials to
develop soil engineering parameters for the proposed
development.
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21315-01
Page 4
4. Preparation of this report presenting our findings,
conclusions and recommendations concerning site development
based upon an engineering analysis of the geotechnical
properties of the subsoils as determined by field and
laboratory evaluation.
5.0 LABORATORY TESTING
The following tests were performed for this project in our
laboratory in accordance with the American Society for Testing
and Materials, the State of California Standard Specifications or
contemporary practices of the soil engineering profession,
5,1 Maximum Densitv - Optimum Moisture Determinations
This test determines the density that a soil can be compacted to
at various contents. For each soil moisture, there is a maximum
dry density obtained and the associated optimum moisture content.
The results are used to evaluate the natural compaction, control
of the grading process and as an aid in developing the soil
bearing capacity. This is based on ASTM Standard D1557-78 (five
layer method). \
5.2 In-situ Moisture and Densitv
These tests consisted of performing Sartd Cone Density tests (ASTM
D1556-64) in the trenches to determine in-place moisture and
density. The results are used to analyze the consistency of the
subsoils and aid in determining the necessary grading to prepare
the pad area. '
5.3 Sieve Analvsis
This test determines the material grading of the individual
particle sizes and is used in generatirlg an engineering
classification,
5.4 Sand Equivalent Testinq
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This is a test for the rapid determination of the relative
portions of fine silt and clay materials within the soil samples,
and is used for a relative comparison of soils in the
determination of the adequate paving sections for driveways, etc.
5.5 Expansion Testinq
The expansion index of the soils are. determined by the U,B,C,
Method 29-2 and is used to design foundations for anticipated
expansion forces.
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21315-01
Page 5
5.6 Direct Shear
A direct shear strength test was perfo~med on a representative
sample of the on-site soils remolded to 90% relative compaction,
To simulate possible adverse field conditions, the sample was
saturated prior to shearing. A saturating device was used which
permitted the samples to absorb moisture while preventing volume
change. This test is used to determine soil strengths for slope
stability evaluations and for foundation bearing capacity.
5.7 Soluble Sulfate
A representative surface sample was tested to determine soluble
sulfate content. The test results are used to recommended the
type and strength of concrete to be used in construction.
6.0 SUBSURFACE CONDITIONS
The lot is underlain by a thin soil/colluvium 2,5-3.5 feet thick
that is soft and dry. In-place densities for the soil/colluvium
fill were from 112.5 pcf (85.'5% relatiVe' compaction) in T-2 (2.0-
2.5 feet) to 114.8 pcf (87.2% relative'cbmpaction) in T-1 (1.8-
2.4 feet) and moistures of 3-4 percent.1 .
The underlying pauba Formation bedrock 'was dense to very dense
with in-place densities of 121.8 pcf (92,6% relative compaction)
to 122,6 pcf (93,2% relative compaction) at depths of 3,5 - 4.0
feet,
7.0 GROUND WATER
,
No ground water seepage was encountered on the site to a depth of
6.8 feet. Historic high ground water is expected to be 57-60 feet
at the lowest elevations at the rear of the lot based on historic
ground water in nearby wells (DWR, 1978),
No evidence of seepage was seen in the natural slope faces
surrounding the property.
8.0 FLOODING
According to the Federal Emergency Management Agency and the
County of Riverside, the pad site is not located within the
boundaries of a 100-year flood plain.. The large swale area just
north of the rear property line had evidence of previous running
water in a channel approximately 110 feet horizontally and 12
feet vertically below the northern lot line. No flooding
potential exists at the site,
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21315-01
Page 6
9.0 GEOLOGY.
The entire proposed building pad area is underlain at depths
below 4 -5 feet by sedimentary bedrock identified as the pauba
Formation (Mann, 1955; Kennedy, 1977). The poorly-developed
bedding was oriented N15-20E and dipping 4-6 degrees NW, No
evidence of slope instability exists at the site or in the
adjoining cut slopes along Via Norte.
The site is not included in any state or County fault hazard zone
for active faulting.
10.0 SEISMIC SETTING/GROUND MOTION PARAMETERS
The regional seismic setting is shown on Plate 2. The nearest
active faults to the site include the wildomar Fault of the
Elsinore Fault Zone which is located approximately 5.3 miles to
the southwest, The Casa Loma branch of the San Jacinto Fault is
located 22 miles to the northeast.
The Elsinore Fault zone because of its proximity and seismic
potential to the site is the design fault when evaluating the
site seismic parameters.
11.0 HISTORIC SEISMICITY
During the last 100 years in the San' B~rnardino/Riverside area,
the greatest number of moderate to large earthquakes (greater
than 6,0 M) have occurred along the San Jacinto Fault (Hileman,
Allen and Nordquist, 1974; P~terson, et all, 1996). The most
significant earthquake epicenter of magnitude 6,OM on the
Elsinore Fault occured 12+ miles to the northwest in 1910 in Lake
Elsinore. Several earthquakes of magnitude 6.8M and 7.0M have
occurred on the Casa Loma and San Jacinto faults approximately
20-22 miles northeast.
12.0 SEISMIC EXPOSURE
Although no precise method has been developed to evaluate the
seismic potential of a specific fault, 'the available information
on historic activity may be projected to estimate the future
activity of the fault. This is usually done by plotting the
historic activity in terms on number of events in a given time
interval versus magnitude of the event, Based on such plots,
recurrence intervals for earthquakes o~ given magnitudes may be
estimated. A probabilistic evaluation of potential seismicity
for the site utilizing FRISKSP (Blake f998) indicates a 10%
probability of exceedance of 0.62g in ~O years assuming all
seismic sources. .
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21315-01
Page 7
We have utilized strain rates of 5.0 rom/year for the Elsinore
Fault suggested by Peterson, .et al (19~6) to estimate the maximum
moment earthquake. We estimate the maximum moment magnitude or
"design earthquake" to be 7.5 magnitude with a 10% possibility of
exceedance in 50 years. This is in agreement with the
probabilistic model by Blake, (1998).
12.1 1997 U.B.C. Seismic Parameters:
The following UBC seismic parameters should be incorporated into
seismic design:
Nearest Active Seismic Source (Type B Fault) - 8.5 km
Soil Type* - SD
Near Source Factor N, - 1.0
Near Source Factor N, - 1.1
* Soil type may be Sc but requires, additional field work to
verify.
13.0 GROUND MOTION CHARACTERISTICS
The ground motion characteristics which could affect the site
during the postulated maximum moment magnitude of 7,5 were
estimated. Available information in the literature about maximum
peak bedrock acceleration and its attenuation with distance
(Joyner and Borzognia, 1994), the effects of site-soil conditions
on surface ground motion parameters (Seed & Idress, 1982), and
site response criteria (Hays, 1980) were utilized,
The predominant period of bedrock acceleration is expected to be
0.30 seconds with 24 seconds of strong ground shaking (Bolt,
1973) .
14.0 SECONDARY SEISMIC HAZARDS
The dense well-cemented nature of the underlying sedimentary
bedrock in the area of the existing pad at depths as shallow as
4.0 feet, and the historic depth to ground water over 50 feet
precludes such secondary seismic hazards as liquefaction, lateral
spreading or settlement of the ground the house is being placed
upon, No rockfall hazard exists at the:building site, The
potential for seismically-triggered landslides is discussed in
detail under the slope stability sectidn.
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21315-01
Page 8
15.0 CONCLUSIONS AND RECOMMENDATIONS
15.1 Foundation Desiqn
A strip and spread footing foundation system should provide an
adequate foundation for one and two-story buildings in this site.
All exterior footings should be founded a minimum of 18 inches
below adjacent finished grade for two-story buildings, and 12
inches for one-story buildings. Interior footings may be founded
a minimum of 12 inches below finished grade.
When the footings are founded in properly compacted fill or dense
bedrock, an allowable bearing capacity ,of 1800 psf for 15 inch
wide footings is acceptable for dead plus live load. This value
may be increased by one-third for short term wind and seismic
loading conditions.
When foundations are placed in natural soils, no cobbles over 6
inches should be left within the base of the foundation. A
typical foundation design is included in Appendix C, Two No, 4
bars, 1 top and 1 bottom is recommended as a minimum design.
15.2 Settlement
Our subsurface investigation revealed that the underlying
sedimentary bedrock are dense and moisture conditioned, Based on
soil strength values and in-place densities, footings should
experience less than 1-inch settlement with less than 1/2 inch
differential settlements between adjacent footings of similar
sizes and loads over a distance of 50 feet horizontally,. This
settlement is based upon grading of up 'to 25 feet of engineered
and compacted fill, If thicker fills are proposed, settlement
could be greater and should qe evaluated prior to placement.
15.3 Concrete Slabs-On-Grade
Sufficient fine-grained materials exists within near surface
earth materials to possible create moisture problems, Therefore,
we recommend that a moisture barrier b~ placed under any concrete
slabs that might receive a moisture-sensitive floor covering.
This moisture barrier should consist of a 10-mil polyethylene
vapor barrier sandwiched between a 2-i~ch layer of sand, top and
bottom, to prevent puncture of the bar~ier and enhance curing of
the concrete. Reinforcement of the slabs with 6x6-6/6 welded
wire mesh centered in the 4 1nch slab is recommended, The
subgrade below the slab should be moisture conditioned and
properly compacted prior to placement of concrete.
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21315-01
Page 9
15.4 Expansive Soils - Soluble Sulfate'
Expansion testing of near-surface silty sand soils (T-1 ; 0-3
feet) possible at finished grades indicate that the soils in the
pad area are very low expansion. This is in accordance with the
U.B.C. Table 18-B-1. No special design provisions are necessary
for the foundation or concrete flatwork to resist expansion
forces.
The soluble sulfate content was 62 ppm allowing normal Type II
concrete with 2500 psi strength.
15.5 Earthwork Shrinkaqe and Subsidence
Shrinkage of the colluvium will occur during grading, estimated
as 8-10 percent when recompacted to compacted fill standards. The
sedimentary bedrock is expected to bulk 3-5% when placed as
compacted fill,
15.6 Retaininq Wall Desiqn
Retaining walls should be designed using the following
parameters: !
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Active pressure
Active pressure
Active pressure
(level backfill)
(2:1 backfill) .
(1 1/2:1 backfill)
42 lb/ft /ft
52 lb/ft /ft
58 lb/ft/ft
For purpose of lateral resistance, a value of 0.35 may be used
for frictional resistance. A value of 275 lb/ft /ft may be used
for passive resistance for footings placed into properly
compacted fill. Frictional and passive resistance may be
combined, provided the later is reduced by one-third,
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Special loads for dead plus actual loads should be considered in
the driveway/parking area that is retained,
15.7 Lateral Loads
Lateral loads in the near-surface soils are:
Active
At Rest
Passive
- 42 pounds per square foot of soil depth (psf/ft)
- 58 psf/ft
- 275 psf/ft (for wood shoring)
350 psf/ft (for concrete footings)
Active means movement of the structure away from the soil; at
rest means the structure does not move relative to the soil (Such
as a loading dock); and Passive means th~ structure moves into
the soil. The coefficient of friction between the bottom of the
footings and the native soil 'may be taRen as 0.35,
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21315-01
Page 10
15.8 Trench stability
The near-surface soil to a depth of 5 feet should stand
vertically when excavated, however, trenches in excess of 5 feet
in depth should have the sides laid back at 1:1 in accordance
with OSHA requirements.
15.9 SloDe stability
The proposed graded slopes are 8 and 12 feet respectfulyly for
cut and fill at finished face inclinations of 2:1 or flatter, The
high strength values allow 2:1 (horizontal to vertical) cut and
fill slopes up to 40 feet without gross or surficial instability.
Selection of Shear Strenqth Parameters
The following shear strength parameter utilized for our slope
stability analysis was determined by our laboratory test results
as presented below:
Material
(Cut or Fill)
Friction Angle
(Deqree)
Cohesion
Ib/ft2
Anticipated On-site Fill
27,0
350
We have utilized values of 27.0 degrees and 350 Ib/ft2 for
bedrock cut slopes although it represents a conservative number,
determined from a remolded saturated sample. Bedrock is expected
to be 20% + stronger (Coduto, 1989).
Even more critical to overall cut slope performance is the
orientation of joints and fractures and bedding. All measured
vague poorly-defined bedding was at a low angle,
No evidence of slope instability exists on the site and adjoining
areas, The bedrock and low angle into slope bedding orientation
make all the natural slopes stable.
Drainage and terracing should be in accordance with Uniform
Building Code Appendix Chapter 33 requirements. At no time
should water be diverted onto the slope face in an uncontrolled
and erosive fashion. Rapid erosion and rutting of the fill
slopes could occur, and they should be 'planted with drought
resistant landscaping as soon as possible.
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21315-01
Page 11
16.0 GENERAL SITE GRADING
16.1 Clearinq and Grubbinq
Any heavy brush and grasses or remaining trees that exist at the
time of grading should be stripped from any areas to receive fill
and removed off-site or stockpiled in landscape areas.
16.2 Preparation of Buildinq Pad Areas
The proposed building pad is underlain by a 2.5-3.0 feet of loose
soil/colluvium that should be removed. The pad is shown in
transition from cut to fill, and the cut areas should
over excavated to a depth of 3 feet to a distance of 5 feet
outside building foundation lines to a remove the transition.
16.3 Preparation of Surface to Receive Compacted Fill
All sufficiently dense (90 percent relative compaction) surfaces
which are to receive compacted fill should be scarified to a
depth of 6 inches, brought to near optimum moisture content and
compacted to 90 percent relative compaction. other softer areas
must be overexcavated to sufficiently dense material and
recompacted, "
16.4 Placement of Compacted Fill
Compacted fill is defined as'ttiat material which will be replaced
in the areas of removal due to root removal, the placement of
footings and paving, and also wherever their grade is to be
raised. All fill should be co~pacted tol a minimum of 90 percent
based upon the maximum density obtained in accordance with ASTM
D 1557-00 procedure. The area to be filled will be prepared in
accordance with the preceding section.
Fills placed on natural slopes 'of 5:1 (horizontal to vertical) or
steeper will require a key a~dbenching as shown in Appendix C.
16.5 Pre-Job Conference
Prior to the commencement of grading, a pre-job conference should
,
be held with representatives of the owner, developer, contractor,
architect and/or engineer in attendance. The purpose of this
meeting shall be to clarify any questions relating to the intent
of the grading recommendations and to verify that the project
specifications comply with recommendati.ons of this report,
16.6 Testinq and Inspection
During grading, density testing should ,be performed by a
representative of the soil engineer in:order to determine the
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21315-01
Page 12
degree of compaction being obtained. Where testing indicates
insufficient density, additional compactive effort shall be
applied with the adjustment of moisture content where necessary,
until 90 percent relative co~paction is obtained,
Inspection of critical grading control procedures such as keys,
installation or need for subdrains, should be made by a qualified
soils engineer.
Import soils to be utilized for fill should have very low
expansion potential equal to that of on-site native soils.
16.7 Development Impact
Provided the recommendations of this report are incorporated into
the design and construction of the residential project, both the
proposed development and off-site areas will be safe from
geotechnical hazards, including earth slippage and settlement.
17.0'GENERAL:
All grading should, at a minfmum, follow the "Standard Grading
and Earthwork Specifications" as outlined in Appendix C, unless
otherwise modified in the text of this report, The
recommendations of this report are based on the assumptions that
all footings will be founded in dense,native, undisturbed soil
or properly compacted fill soil. All footing excavations should
be inspected prior to the placement of ,concrete in order to
verify that footings are founded on satisfactory soils and are
free of loose and disturbed materials and fill, All grading and
fill placement should be performed under the testing and
inspection of a representative of the soil engineer.
The findings and recommendations of this report were prepared in
accordance with contemporary engineering principles and practice,
Our recommendations are based on an interpolation of soil
conditions between trench locations. Should conditions be
encountered during grading, that appear to be different that
those indicate by this report, this office should be notified.
Services
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APPENDIX A
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GEOTECHNICAL TRENCH LOG
I Project
PrOject
Neme MURPHY
Number 21315-01
Elevation 1089 + / -
E I t' CASE 590 SUPER L BACKHOE
qu pmen
Trench No, T -1
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i I .l! GEOTECHNICAL DESCRIPTION
- . I:: ~ L, "i
- ~ - g i
. t r:
.! u~ =.. i
0 ii . . W.L. SHERLING
~ .u Logged
c ; . . by Date 9/25/01
I:: - . . -.
0 D- o u . f:
- "i :> 14.L. SHERLI NG
Do E
! . to j - ~ ~ Sampled by
t- . I .
.. 0 ..
0 0
- MO B 14~8 4.2 ,SOIL/COLLUVIUM - Light yellow brown 10YR 6/4 sandy silt. -
c~ OS U
GS- L 87.2 I Soft, dry porous. Sand increases at lower contact. -
c~ EI K \ Gradational lower contact. I -
S04 22.6 6.1 -
93~2 j!
5- BEDROCK - PaubaFormation - Very pale brown 10YR 7/4 to r
- yellow 7/6. Interbedded sandy silts and silty sands -
- (40%). Very dense, sl.damp. Vague bedding nearly -
- ; horizontal., Occ. thin layers of clean medium sand w/.5% -
- fine gravel to l;;". I -
-
10- LD. 5.3' ~
- No Water / Mottling -
- -
- -
- -
15- ~
- -
- -
- -
GRAPHIC LOG trend - scale: 1""
- - · Test Symbols
- -
- - B - SUlk Somplo
- - R - Ring Semplo
I I I I , I I I SC - Soncl Cone
I I I I I I I I I I I I MD - Moxlmum Donllty
- -
- - GS - Groin Size
- - SE - Soncl Equl......t
- - E I - Expanolon Index
(90) - Rolollve Compaction
- -
- -
- - Ear h
- -
. I I , I , I I I I I I ~ .echnics
I I I . I , .
- ~-~
- ~~
- ~
~ \1
-
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GEOTECHNICAL TRENCH LOG
Elevation 1081 + /-
CASE 580 SUPER L BACKHOE Trench No.
Equipment
T-2
I Project
Project
Name MURPHY
N b 21315-01
um er
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i I R GEOTECHNICAL DESCRIPTION
- . 6: l~ 'i
- i ~ i '"
. ! ~ it! .
. u.,. i W.L. SHERLING
:- Cl .. . u Logged by Date 9/25/01
" ; . .
6: '0 . . -.
Q. ~ Cl - U . 6:
E . :l - W.L. SHERLING
! . e j - - ~ Sampled by
~ . I :l
.. Cl
0 w
.., 12.5 3.8 SOIl/COLLUVIUM - Pale brown 10YR 6/3 silty fine sand and -
c- sandy silt (30%). Soft, dry, porous. Sandier at lower
85.5 -
contact., Grad. lower contact.
c- 21.8 5.7
.15:( 92.6 -
5- -5
- -
- BED'DCK - P',,, F' - V"y p']' b,,," 1DY' 1/4 '0 Y']lO'~ =-
~ 1/6 "'''''dd,d ,i'dy ,f1t "d ,11 ty '"d (40%). M1 '" -
, clayey sand in 5-6 foot interval 1-3" thick. Occ.
- layers 1-2" thick clean to s1. silty sand w/5% fine -
10- gravel. Dense to very dense, sl. damp. -<<
- -
- LD. 6.8'
- No Water / Mottling
- -
15- ~
- -
- -
- -
GRAPHIC LOG trend - scale: 1""
- I- * Test Symbols
- I-
- I- B - Bulk Sample
I- R. Ring Sampla
I , , I I I I . SC - Sand Cone
I I I I , , I , I I I I MD - Maximum o.nllty
- -
- - as" Oraln SIz.
- - S E" Sand Equl......
- - E I . Expaftllon Index
(90l" Ralallve ~n
- -
- -
- . - Ear h
- -
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I I I I . I I ,
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7 .
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APPENDIX B
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MAXIMUM DENSITY - OPTIMUM MOISTURE DETERMINATION
The maximum density was determined in accordance with ASTM
standard D1557-78. The result by full laboratory curve is
Sample
Location
Depth
(Feet)
Soil Description
Maximum
Drv Densitv
Optimum
Moisture
T-1
0-3
(Soil Type A) Soil
light brown silty sand
with 5% gravel
131. 6
10.2
SUMMARY OF EXPANSION TESTING
U.B.C. METHOD 29-2
Sample Location
Depth
Expansion'Index Expansion Potential
T-1
0-3'
12 Very Low
SAND EOUIVALENT TESTING
Sample Location
Depth
Sand Equivalent
T-1
0-3'
22
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Project:
Murphy
Job Number:
21315-01
Date:
Direct Shear Test Data
Earg:c~hnll
~C.
9/28/01
.
5
.
./ V
./ /
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Normal Pressure-Kips/SQ, FT.
5
Excavation Number:
T-1
Depth: 0-3'
Saturated Test
t/J = 27.00 Degrees
c = 350 P.8.F.
. Actual
Values
- Best-Fit
Line
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- -
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10/6 8100 $11\\ i~8
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APPENDIX C
:2-3
,,;;,;;c.
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STANDARD GRADING AND EARTHWORK SPECIFICA nONS
These specifications present Earth Technics Inc., standard recommendations for grading
and earthwork.
No deviation from these specifications should be permitted ul1less specificaIly superseded
in the geotechnical report{)fthe projector by written communication signed by the
geotechnical consultant. 'Evaluations performed by the gyotechnical consultant during the
course of grading may result in subsequent recommendations which could supersede
these specifications or the recommendations of the geotechnical report,
1.0 Generai
1.1 The geotechnical consultant is the owner's or developer's representative on
the project. For the pwpose of these specifications, observations by the
geotechnical consultant include observations by the soils engineer,
geotechnical engineer, engineering geologist, and those performed by
persons employed by and responsible to the geotechnical consultant.
1.2 All clearing, site preparation, or earthwork performed on the project shall
be conducted and directed by the contractor under the supervision of the
geotechnical consultant.
1.3 The contractor should be responsible for the safety of the project and
satisfactory completion of all grading. During grading, the contractor shall
remain accessible,
1.4 Prior to the commencement of grading, the geotechnical consultant shaIl be
employed for the purpose of providing field, laboratory, and office services
for conformance with the recommendations of the geotechnical report and
these specifications. It will be necessary that the geotechnical consultant
provide adequate testing and observations so that he may determine that the
work was accomplished as specified. It shall be the responsibility of the
contractor to assist the geotechnical consultant and keep him apprized of
work schedules and changes so that he may schedule his personnel
accordingly.
1,5 It shaIl be the sole responsibility of the contractor to provide adequate
equipment and methods to accomplish the work in accordance with
applicable grading codes, agency ordinances"these specifications, and the
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2,0
.
STANDARD GRADING AND EARTHWORK SPECIFICATIONS
PAGE 2
approved grading plans. If, in the opinion of the geotechnical consultant,
unsatisfactory conditions, such as questionable soil, poor moisture
condition, inadequate compaction, adverse weather, etc., are resulting in a
quality of work less than required in these specifications, the geotechnical
"., . consultant will be empowered to reject the work an~ recommend that'
..'
construction be stopped until the conditions are rectified.
1.6 It is the contractor's responsibility to provide access to the g(lotechnical
consultant for testing and/or grading observation purposes. This may
require the excavation of test pits and/or the relocation of grading
equipment.
1.7 A final report shall be issued by the geotechnical consultant attesting to the
contractor's conformance with these specifications,
SITE PREPARATION
2.1 All vegetation and deleterious material shall be disposed of off-site, This
removal shall be observed by the geotechnical consultant and concluded
prior to fill placement.
2.2 Soil, alluvium, or bedrock materials determined by the geotechnical
consultant as being unsuitable for placement in compacted fills shall be
removed from the site or used in open areas as determined by the
geotechnical consultant. Any material incorporated as a part of a
compacted fill must be approved by the geotechnical consultant prior to fill
placement.
2,3 After the ground surface to receive fill has been cleared, tit shall be
scarified, disced, or bladed by the contractor until it is uniform and free
from ruts, hollows, hummocks, or other uneven features which may prevent
uniform compaction.
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STANDARD GRADING AND EARTHWORK SPECIFICATIONS
PAGE 3
The scarified ground surface shall then be brought to optimum moisture,
mixed as required, and compacted as specified, If the scarified zone is
greater than twelve fuches in depth, the excess shall be removed and placed
in lifts not to exceed six inches or less. '
Prior to placing fill, the ground surface to receive fill shall be observed,
tested, and approved by the geotechnical consultant.
2.4 Any underground structures or cavities such as cesspools, cisterns, mining
shafts, tunnels, septic tanks, wells, pipe lines, or others are to be removed or
treated in a manner prescribed by the geotechnical consultant.
. 2.5 In cut-fill transition lots and where cut lots are partially in soil, colluvium
or unweathered bedrock materials, in order to provide uniform bearing
conditions, the bedrock portion of the lot extending a minimum of 5 feet
outside of building lines shall be overexcavation a minimum of3 feet and
replaced with compacted fill. Greater overexcavation could be required as
determined by geotechnical consultant where deep fill of20+ feet
transitions to bedrock over a short distance. Typical details are given on
Figure D-1.
3.0 COMPACTED FILLS
3.1 Material to be placed as fill shall be free of organic matter and other
deleterious substances, and shall be approved by the geotechnical
consultant. Soils of poor gradation, expansion, or strength characteristics
shall be placed in areas designated by geotechnical consultant or shall be
mixed with other soils to serve as satisfactory fill material, as directed by
the geotechnical consultant.
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STANDARD GRADING AND EARTHWORK SPECIFICATIONS
PAGE 4
3,2 Rock fragments less than twelve inches in diameter may be utilized in the
fill, provided:
1, They are not placed in concentrated pockets,
2. There is a minimum of75% overall of fine grained material to
surround the rocks,
J, The distribution of rocks is supervised by the geo~echnical
consultant.
3.3!Rocks greater than twelve inches in diameter shall be taken off-site, or
placed in accordance with the recommendations of the geotechnical
consultant in areas designated as suitable for rock disposal. (A typical
detail for Rock Disposal is given in FigureD-2.
3.4 Material that is spongy, subject to decay, or otherwise considered
unsuitable shall not be used in the compacted fill.
3.5 Representative samples of materials to be utilized as compacted fill shall be
analyzed by the laboratory of the geotechnical consultant to detennine their
physical properties. If any material other than that previously tested is
encountered during grading, the appropriate analysis of the is material shall
be conducted by the geotechnical consultant as soon as possible,
3.6 Material used in the compacting process shall be evenly spread, watered,
processed, and compacted in thin lifts not to exceed six inches in thickness
to obtain a unifonnly dense layer. The fill shall be placed and compacted
on a horizontal plane, unless otherwise approved by the geotechnical
consultant.
3.7 If the moisture content or relative compaction varies from that required by
the geotechnical consultant, the contractor shall rework the fill until it is
approved by the geotechnical consultant.
3.8 Each layer shall be compacted to 90 percent of the maximum density in
compliance with the testing method specified by the controlling
governmental agency or ASTM 1557-70, whichever applies.
'2.1
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STANDARD GRADING AND EARTHWORK SPECIFICA nONS
PAGE 5
If compaction to a lesser percentage is authorized by the controlling
governmental agency because of a specific land use of expansive soil
condition, the area to receive fill compacted to less than 90 percent shall
either be delineated on the grading plan or appropriate reference made to
the area in the geotechnical report,
3,9 All fills shall be keyed and benched through all topsoil, colluvium alluvium,
or creep material, into sound bedrock or finn material where the slope
receiving till exceeds a ratio of five horizontal to one veI1icaJ, in .
accordance with the recommendations of the geotechnical consultant.
3.10 The key for side hill fills shall be a minimum width of 15 feet within
bedrock or firm materials, unless othelWise specified in the geotechnical
report, ( See detail on Figure D-3. )
3. I I Subdrainage devices shall be constructed in compliance with the ordinances
of the controlling governmental agency, or with the recommendations of the
geotechnical consultant. (Typical Canyon Subdrain details are given in
Figure D-4, )
3.12 The contractor will be required to obtain a minimum relative compaction of
90 percent out to the finish slope face offill slopes, buttresses, and
stabilization fills. This may be achieved by either over building the slope
and cutting back to the compacted core, or by direct compaction of the
slope face with suitable equipment, or by any other procedure which
produces the required compaction approved by the geotechnical consultant.
3,13 All fill slopes should be planted or protected from erosion by other methods
specified n the geotechnical report.
3.14 Fill-over-cut slopes shall be properly keyed through topsoil, colluvium or
creep material into rock or firm materials, and the transition shall be
stripped of all soil prior to placing fill. (See detail on Figure D-3. )
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STANDARD GRADING AND EARTHWORK SPECIFICATIONS
PAGE 6
4.0 CUT SLOPES
4.1 , The geotechnical consultant shall inspect all cut slopes at vertical intervals
not exceeding ten feet.
4.2 If any conditions not ?.nticipated in the geotechnical report such as perched
water; seepage, lenticular or confined strata of potentially adverse nature,
unfavorably inclined bedding, joints or fault planes encountered during
grading, these conditions shall be analyzed by the geotechnical consult;mt,
and recommendations shall be made to mitigate these problems. (Typical
. details for stabilization of a cut slope are given in Figures 0-3a and 0-5, )
4.3 Cut slopes that face in the same direction as the prevailing drainage shall be
protected from slope wash by a non-erodible interceptor swale placed at the
top of the slope.
4.4 Unless otheIWise specified in the geotechnical report, no cut slopes shall be
excavated higher or steeper than that allowed by the ordinances of
controlling governmental agencies,
4.5 Drainage terraces shall be constructed in compliance with the ordinances of
controlling governmental agencies, or with the recommendations of the .
geotechnical consultant.
5,0 TRENCH BACKFILLS
5, I Trench excavations for utility pipes shall be backfilled under the
supervision of the geotechnical consultant.
5.2 After the utility pipe has been laid, the space under and around the pipe
shall be backfilled with clean sand or approved granular soil to a depth of at
least one foot over the top of the pipe. The sand backfill shall be uniformly
jetted into place before the controlled backfill is placed over the sand.
5.3 The on-site materials, or other soils approved by the geotechnical
consultant shall be watered and mixed as necessary prior to placement in
lifts over the sand backfill.
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STANDARD GRADING AND EARTHWORK SPECIFICATIONS
PAGE 7
5.4 . The controlled backfill shall be compacted to at least90 percent of the
maxiinum laboratory density as determined by the ASTI D 1557-70 or the
controlling governmental agencies.
5,5' Field density tests and inspection of the backfill procedures shall be made
by the geotechnical consultant during backfilling to see that proper moisture
content and uniform compaction is being maintained" The contractor shall
provide test holes and exploratory pits as required by the geotechnical
consultarit to enable sampling and testing.
6,0 GRADING CONTROL
6.1 Inspection of the fill placement shall be provided by the geotechnical
consultant during the progress of grading.
6,2 In general, density tests should be made at intervals not exceeding two feet.
of fill height or every 500 cubic yards of fill placed. This criteria will vary
depending on soil conditions and the size of the job. In any evedt, an
adequate number of field density tests shall be made to verifY that the
required compaction is being achieved,
6,3 Density tests should also be made on the surface material to receive fill as
required by the geotechnical consultant.
6.4 All clean out, processed ground to receive fill, key excavations, subdrains,
and rock disposals should be inspected and approved by the geotechnical
consultant prior to placing any fill. It shall be the contractor's
responsibility to notifY the geotechnical consultant 'when such areas are
ready for inspection.
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STANDARD GRADING AND EARTHWORK SPECIFICATIONS
PAGE 8
7.0 CONSTRUCTION CONSIDERATIONS
7.1 Erosion control measures, when necessllI)', shall be provided by the
contractor during grading and prior to the completion and construction of
permanent drainage controls.
7.2 Upon completion of grading and termination of inspections by the
geotechnical consultant, no further filling or excavation, including that
. . necessllI)' for footings, foundations, large tree wells, retaining walls, or
other features shall be preformed without the approval of the geotechnical
consultant.
7.3 Care shall be taken by the contractor during [mal grading to preserve any
berms, drainage terraces, interceptor swales, or other devices of permarient
nature on or adjacent to the property,
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TRANSITION LOT DETAILS
CUT-FILL LOT
NATURAL GROUND
\ .
---
--
- -
--
--
.-
---
--
u ,
UNWEATHERED BEDROCK OR . 1
r-- MATERIAL APPROVED BY . ~
f THE GEOTECHNICAL CO.NSULTANT
CUT LOT
- ..--
NATURAL GROUND
~--
---
--
--
--
. --
---
-
.-
--
--
--
--
- REMOVE __ ---
__ _ _ -- ~UNSU1TABLE ______ _ - . 5' I,
_:..- _ .MATERIAL _ MIl'!-, r;
::::-::::_=_=_~_=:_--=-_-:_-:_-_-_-::_-_:..--~--: :------T---------:::--------:
:: _ __ ____."...-_,..y, V\ I^
. -COMPACTED :=-------=:-- \
~~~~~~~~ OVEREXCAVATE AND RECOMPACT
---
UNWEATHERED BEDROCK OR f
r-- MATERIAL APPROVED BY .
t THE GEOTECHNICAL CONSULTANT
NOTE:
,?eeper ov.erexcavalion and recamoactian shaH be p~rformed
If de!ermmed -0 be neces.scry by the geotec:,,,iccl consultant. 3Z-
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.
BENCHING DETAILS
'"
-------------""':.....:
_-_-_~_:= CaMP ACTED .------:...---.
-------=-==F1LL ..:..----=------=--
---------- -------
---------------------
-=---:==-:::=:::=:=~ ::::~:~-:-~--:=-~~
_______ __:..r__ __ ____
_________~4-------...-~...;.~... .
------------~---~ -
. ---------------=-----;..::-:...-------1 'I"r^'
, PROJECTED PLANE . _-_=_?=:::-::.::-z-:;::---::.,-~--
I to I maximum from roe _-=-_=__-_=_-=---;2'"'-=------=-;~~ \,A""':- .
of slope to aporoved gr-ound _-_=__-_=_...:z-.E----=--=-;.=-:--=--=- \ '
, __-_=__=_-=-...:;:=----=--=--=-~ ! - - ,,,,;~ REMOVE
, ___________..._ UN<:'JITAB' C
__.,~_____.,....--_. _I' L.._
_,;.-..c-----....;::'::":--- .~
, . ;~_-_-_=__-_=__.__,~ - ~ MATERIAL
-------.--- ~ 4
_ -_-.;::--=--=-- 4' MIN.
", --=-r--=--=---;...-~-------=- B,ENCH BENCH
t -r_=_;~-=----=--------=--=- I HEIGHT
-I- _:~~2% 'MTN:::---::- (typical) VARIES
T ------=:;;;..:---=--
~^~ '^V
2' MIN.\ 15' MIN. I
KEY h-OWEST BENCH-,
DEPTH. (KEY)
F1LL SLOPE
NATURAL
GROUND\
I'"
_-: COMPACTED :::::-:-:;::::-
FILL OVER CUT SLOPE ----------:F1LL.:---...;:-~-----
-' __-:=E:=:~=~~~~;t~
_-=-~=-==: =-=---:-=:.?i 4 :~/;:-
-----------~-~ I
_-:.;::-~_-_-_--_=_..-----2 ....
REMOVE. N -- ~, - --?:::""'_-_-_-_--..c:; ,~" -\
UNSUIT ABLE A I uKAL :z~--=-_-_-..::;:.7_~-_-:i
GROUND ----- - .' J
MATC~IAL '\ __ __ __ ~ -:_--f!J;-~Jf.j '8"" L~~~~~; I ~~1~~
_ ~ _ __ ~2%MIN_'::::-' \. (;ypiCGI~ \j~?IES
_ _ _ _ \ ___ ___ "A..,'V!"" 1 .'11'.......
. ,>\--- -- ~I 5' MIN.--J
___ .- --- . I LOW:=ST BENCH \
---
CUT
FACE
To be constructed prior
to fill plccement
.-
--
"",""i'<
NOTES:
LOWEST BENCH: Depth and width subject to fidd change
based Co" cOClsultant's inspecliOCl.
S~!:'QRAl~JAGE:. e",;: c~,:.:":; r.1<:y bo:: ro::quired at tho::
__..~~~; th.- ........r"ltt"'cnnirnt rnn~\1ttnn~_
3>3>
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FOUNDATION AND SLAB RECOMMENDATIONS
FOR EXPANSIVE SOILS
(ONE AND TWO-STORY RESIDENTIAL BUILDINGS)
I
EXPANSION INOEX
0-20
VERY lOW EXPANSION
EXPANSION INDEX
21 -: 60
LOW EXPANSION
EXPANSION INOEX
51 - gO
MEDIUM .EXPAHSION
EXPANSION INDEX
;1 - 130
HIQH EXPANSION
I
1-IIOftY fOOTtHOa
ALL FOOTING' 12 IHCHU
DEEr. ,00ItHO.
CONTtHUOUI. NO ITlll
IlfOUtftlD FOil UPAN:S10fC
fOften.
All fOOTlNOI 12 IHeHEI
0[('. rCOTIMOI . .
COtCTltfUOUI. '-NO." ."',
TO' AND lono...
UUftlOft fOOTINOI "
IHCHE_ DEE,.. IMTEft'Oft
fOOTINOI 12 IHCHE. DEE'.
'-NO. .. U." TO" AND
lonow.
IEXTEftlOft FOOTINGS 14 IHCttt:1
our. II(TE'UOft fOOTlNOS .12
IMeHU DEEI'. '-NO. I IAIl 10"
AND .OTTO....
I
,-nor'" f0011N0S
All ,.OOTINOS " ,"eHU
our. FOOTINGS
COKTINUOUS. NO nUL
ftEQUlftEO fOft UrANSlON
FOften.
All fOOTlNOS 11 tHeHEI
OU:,. fOOTINOI
CONT,"UOUS. '-NO. .. u..I'I
Tal' AND .OTTO....
ALL fOOTlNOS .. 'NCHES
OEEI". fOOTINO'
CONTINUOU'. ,-HO. .. 'A'"
Tal" AND .OTTO....
EXTEIlIOIl fOOTlNOS I. ,HCMEI
OUI". 'NTUIO" FOOTINOS "
,HCHEI DEE!". I-HO. . 'AIl TDI"
AHD lonow.
I
OA"AOE 000" O"ADE
.EA...
HOT RlQOlMO.
t2 INCHES DEEI". '-HO. ~4 'A"
Tal" AHD .OTTO.... ,-
" 'HCHES DEE'. '-HO. . 'AR
TO' AHD 'OTTOW.
U INt;HU OH'. '-HO. 15 UfI.
TO'.AHD 10TTOw.
I
LlVIHO A~.A FLOOR aLAIS ~ 112 INCHES THICI(. HO "UH S 112 INCHES THtCK. a 112 IHCNEI THICI(. . IHCHU THICK. . X I-III
e,., fl.EOUIRED fOf! U'AH3lOH I I '-'0110 WlfIlE WEIH AT . X 1-'01t0 WIRE IoIEIH AT WIRe WEIN AT 1,IID-HEIOHT.
fO"CES. NO USE RlOVtf{ED. IoUD-HEIOHT.2 IHCHES WIO-HEIOt:1. . INCHES NO. a DOWELLS f"OW. fOOTlNO
. loll\.. VlaOUIfEN 1oI0lSTUftt GII."VEl 011. 'ANO ."SE. . OIl."VEL 01, 'AHD "ASE. . TO SlAl AT S' IHCHU ON
'AIIIAIE" I"LUS , IHCH 'AND. loll\.. Y1SQUf;EN 1010" TUII.E lollL VlaOUEEN lolOISTURE CENUII.. . INCHEI GAAVEl 0"
."II.'UfA )olUI , IHCH IANO. 'A"fl.IE" PLUS' INCH lAND. 11..1'40 lASE. I IolIL VISOVEEH
lolOISTUftE SARAIE" 'lUS ,
IHCH lAND.
GA"AGE flOOR alAI a S "2 INCHEI THICK. NO WEIH S 112 IHCHES THICK. a 112 INCHES THICK. <I INCHES THICK. I X I -III
REOutAEO fOA U""HSlOH . X 1-'0110 WlftE IoIESH 011. . X '-'0/'0 WIRE welH OA WIRE WESH OR QUA-II.TEA
fOftCU. NO S"SE AEOUlAEO. OUAkTE'" alA. I. ISOLATE QUARTER aU.as. ISOLA.TE aLAIS. ISOLATE FROlol ITEW
NO IoCOISTURE BURIE" FROW ITEW WALL FOOTINOl. FRO,", STEIoC WALL FOOTlNOS. WALL FOOTINOS. .. INCHES
"EOUIREO. 2 INCHES "OCI(. Oll,AVEl OR ." INCHES. ROCK. ORAVEl OR ROCI(. ORAVEL 0" S"'ND ."'SE.
S"ND ."se. NO WOISTVRE S"'ND ....SE. HO 1ol0"TURE NO 1ol0lSTUAE ''''RRIEII;
I...RRIER REQUIRED. ....RRIER REQUIRED. REOUlREO.
"u:-aOU:'INQ or llVINQ NOT REOUlRED. 1ol0lSTEM SO"'K 10 U IHCHES DEPTH aOAK TO 11 INCHES OE"TH SO"'K TO 2. IHCHES OEPTH TO
AflE'" AHO QAII.AQE aLAI 'RIOR TO "OURIHO TO .... ABOVE OPTIMUM TO 6"1. A'OVE OPTll,IUl,I 6" "'60VE OPTIl,IlJU ..OISTURE
IOlll COHCRETE. 1ol0lSTURE COHTENT. ,",OISTURE CONTENT. CONTENT.
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NOTES: 1) "'lL OE'THS "'RE REl...TlVe'TO SLAI 3UBGR"'OE.
21 SPECI"'l oeSION IS REOUIREO FOR VERY HIGHLY [X..",HSIVE SOilS.
I
FOUNDATION AND SLAB DETAIL
(NOT TO SCALE)
I
DOWEl
3tA,e SUBGAA,OE\ ..,:::O[ ";:S.._\
(WHEN REOUIREOl,. \ St"', /
o~: . ...::.,..:...:.....:..,."...,-
~....:;..) -:-:::'..-.:).n.,,'-!'b
j-S"N'Jl"YEOI
/ /.V'",OUEEI'(
/ /. rQRA,VEl OR s"..a '''Sl I.....'.. ;::0..::,,'01(0)
/
I
/.,"...., :
. .
.~'-
'-8. g.
'":.:',.v...... f\~"':'. ,01'."'\'." ;'\" ,"0 'r",,'. .'-. ..~.:..~'.
~~
0" '.
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DEPTH or
EXTERIOR
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"EINfOIllCINO 1"'1'1
DEPTH OF (WH(M REOUIAEOI
Il-ITERIOA
OEPTH Of FOOTlNQ
PRE-SO"I((O I '
lOlL ~
l_____.NH.,=:~:..._____
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FOUNDATION AND SLAB RECOMMENDATIONS
I
JOB NO.:
'DATE:
FIGURE NO.:
-
EARTH TECHNICS
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APPENDIX D
, '
"7;>-5"
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SURFICIAL SLOPE STABILITY
S,F. = H (/fa) cos2o<tan ~ + c
lis H Sin C<<. coso<.
Sino) ~ 044G.
Co-(.1o( ~ 0.89 S
14n91 ~ 0.(;10
zone of
saturation
o
== 2b.S
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S.F. =
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H = Depth of saturation zone
~a = Bouyant weight of soil
! -
-I
25's = Total wet weight of soil =
~ = Angle of !internal friction =
C = Cohesion =
H' S.L
2- '3.85
-
<'\ '2. I')
-,
-
:= 1(::,,0
172,4
21,D
:JS"
=
p-s "- H(lO,ol(o.801)(O,C;lo)+ 350
It (1:>,24)( b, 44q (0,l\~0)
H (28~) +%0
t:=s ~
H (52.. II) )
Project No.:
Calc. by:
Chk. by:
Date:
2-\'7;1'5-0 I
ww
F-J
9/"-'7/0 I
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APPENDIX E
3>1
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PUBLISHED REFERENCES
Blake, T.F" 1998, Computer Services Software, A Computer Program
for the Probabilistic Evaluation Horizontal Acceleration from
California Faults, FRISKSP, July 1998
Blake, T,F., 1998, comnputer Services Software, A Computer
Program to Determine Historical Seismicity from Digitized
California Faults, EQSEARCH, July 1995
Bolt, B.A., 1973, Duration of Strong Ground Motion: Proc, Fifth
World Conference on Earthquake Engineering, Paper No. 2927
Clark, M,W., Harms, K., et al., 1984, Preliminary Slip-Rate and
Map of Late-Quaternary Faults of California, U,S.G.S. Open-File
Report 84-106, 12 p.
Coduto, D.P., 1987, Down to Earth Soils Engineering, Volume 4,
Slope Stability, Cal. Poly University, Pomona
, I
DWR, 1971 Water Wells and Springs in the Western Part of the
Upper Santa Margarita River Watershed, 'Riverside and San Diego
Counties, California", Bull, No. 91-20; 377
Hart, E.W., 1998, Fault Rupture Hazard ,Zones in California,
C,D.M.G. Special Report No, 42, 25p
Hays, W,W., 1980, Procedures for Estimating Earthquake Ground
Motions, U.S.G,S. Professional Paper 1114, 77p
Kennedy, M.P., 1977, Recency and Character of Faulting Along the
Elsinore Fault Zone in Southern Riverside County, California,
C.D.M.G. Spec, Report 131, 12 pages
Peterson,M.P., Bryant, W. A., Cramer, C.H., Reichle, M.S., 1996,
Probabilistic seismic Hazard Assessment for the State of
California, C.D.M.G. Open-File Rept. 96-08
Ploessel, R.J., and Sloson, J.E., 1974, "Repeatable High Ground
Accelerations from Earthquake", in California Geology, Sept, 1974
Seed, H,B" and Idriss, I.M., 1982, Ground Motion and Soil
Liquefaction During Earthquakes, E.E.R.I. Nomograph, 134p,
Berkley Press
Weber, F.H. Jr" 1977, Seismic Hazards ,Related to Geologic
Factors, Elsinore an d Chino Fault Zones, Northwestern Riverside
County, California, CDMG Open-File Report 77-5 LA, 96 pages
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