HomeMy WebLinkAboutParcel Map 35039 Parcel 1 Limited Geotechnical
1 T .H.E. Soils Co., Inc.
- PllOne: (951) 894-2121 FAX: (951) 894-2122
141548 Eastman Drive, Unit G . Murrieta, CA 92562
,LDt/6-~E6tf
E-mail: thesoilsco@aol.com
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August 3, 2006
Ms. Yvette Anthony
43135 Avenida De San Pasqual
Temecula, California 92595
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SUBJECT: LTMTTF,D C.F.OTF.cHNTC:AT lNVFSTTC.ATTON
Proposed 3 Parcel Residential Development
Tentative Parcel Map No. 35039
Santiago Road at John Warner Road
City of Temecula, Riverside COllllty, California
Work Order No. 650601.00
Dear Ms. Anthony:
In accordance with your request, T.H.E. Soils Company, Inc. has performed a lirnited geotechnical
investigation for the proposed 3 parcel single-family residential development at the above-referenced
site in the city of Temecula. The purpose of our investigation was to evaluate the engineering
parameters of the onsite soils and provide design parameters. For our investigation we were
provided with a 40-scale topographic "Tentative Parcel Map No. 35039", which was utilized to
loc~te the subject site and as a base for our Geotechnical Map, Plate 1.
1.0 TNTROOTj(,TTON
1.1 Propo.erl Development
The proposed development calls for the construction of three separate single-family
residential pads with associated driveways and landscape areas. It is our understanding that
the proposed residences will consist of wood-framed, stucco-sided structures with
conventional footings.
1.2 Site De.eription
The subject site is an irregular-shaped 4. 17-acre parcel of land located along Santiago Road at
John Warner Road in the city of Temecula in southwest Riverside County, California. The
subject site is bordered on the north and west by large parcel residential development, on the
east by vacant land, and on the south by Santiago Road and large parcel residential
development. The geographical relationships of the site and surrounding area are shown on
our Site Location Map, Figure 1.
Prior to grading, the subject site was in a relatively natural condition. Topography on the
subject site varied from gently sloping to moderately steep terrain with natural gradients of 10
T.H.E. Soils Company, Inc.
W.o. NO. 650601.00
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WTopoQlIodo~41u,,1leLonH y.........MI!ll4OJlI _ilia: tlSGS . IllaOft _I: 25,000 D.llllldU o.a.: WGSlU FIG U R E 1
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Ms. Yvette Anthony
August 3, 2006
Page 2
to 40 percent. At the time of our investigation, vegetation on the subject site consisted of a
low new growth of armual weeds and grasses up to approximately 6-inches in height. Overall
relief on the subject site is approximately 80-ft,
2.0 SITE TNVF,STTC.ATTON
2.1 RsU"kgrnllnrl R~~p.Dr~h and T .iteratnre Review
Several published and unpublished reports and geologic maps were reviewed for the purpose
of preparing this report. A complete list of the publications and reports reviewed is presented
in Appendix A.
2.2
Field T nve~tigslfinn
c
Subsurface exploration, field reconnaissance, and mapping of the site were conducted on July
19, 2006. Two exploratory trenches were advanced utilizing a New Holland No. B-95
extenda-backhoe equipped with a 2-ft bucket. Exploratory Trench T-1 was advanced to the
maximum depth explored of 15.8-ft below the ground surface (bgs). Additionally, three
exploratory borings were previously advanced to the maximum depth explored of 50.0-ft
below the ground surface (bgs) during our percolation investigation of the subject site (see
references).
Information collected during our field mapping and the approximate location of our sample
locations is presented on our Geotechnical Map, Plate 1. Our field geologist mapped the site
and obtained bulk soil samples for laboratory testing. Copies of our exploratory trench and
boring logs are presented in Appendix B.
2.3 T ,ilhoM1tO-r:y Teding Program
Representative bulk samples of soils encountered during our investigation were obtained for
laboratory testing. Laboratory testing to determine the engineering parameters of
representative soils included maximum density/optimum moisture, remolded direct shear,
sieve analysis, corrosivity suite including soluble sulfate and expansion index,
Laboratory testing was conducted in accordance with ASTM, Caltrans, and Uniform Building
Code (UBe) test specifications, where applicable. The results of our laboratory tests are
presented in Appendix B of this report. Prime Testing, Inc., of Temecula, California
performed direct shear testing and corrosivity suite testing.
T.H.E. Soils Company, Inc.
W.O, NO. 650601.00
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'Ms. Yvette Anthony
August 3, 2006
I Page 3
3.0 SIffiSlJRF AC'F, C'ONOITIONS
Locally, sedimentary bedrock units of the late Pleistocene-age Pauba formation are exposed
both at the ground surface and at shallow depths throughout the subject site (Kennedy, 1~77
& Tan & Kennedy, 2000). Minor arnounts of alluvial soils (:t5-ft) were encountered within
the drainage swale located on Parcel 3. ~ .
3.1
Reeent Allllvi91 Soil. (M9P Symhol--Q91~
:.1
. ~. ' ('.~:'
(u
. ' .
Approximately :t5-ft of alluvial soils were encountered within the drainage swale located o~
the easterly portion of Parcel 3. This unit generally consists of silty Sand (Unified Soils
Classification - SM) that can be described as dark gray brown, fine to coarse grained, rninor .
gravel, abundant fines, moderately sorted, dry (top I to 2-ft) to slightly moist, loose with
abundant pinpoint pores and fine roots.
.3.2 Serliment9t:}' Rerlroek (MllP Symhol - Qp'~
..
Sedimentary bedrock units of the late Pleistocene-age Pauba formation were observed both
at the ground surface and at shallow depths throughout the subject site and extended to the
maximum depth explored of 50-ft bgs (T.H.E., 2006). The bedrock materials can be
described as interbedded silty Sands (Unified Soils Classification - SM), Sands (SW), and
Silts (ML). The silty Sands encountered during our subsurface investigation can generally be
described as medium brown, fine to coarse grained, minor gravel, moderately to well graded,
weakly cemented and moderately permeable. The Silts can be described as olive brown,
moist, dense, and rnicaceous and clayey in part,
Minor amounts of colluvial soils consisting of dark gray brown sandy Silt (ML) that can be
described as dark grayish brown, sandy in part, with numerous pinpoint pores and fme roots.
. 3.3 (;rollnrlw~1ter
Groundwater was not encountered during our subsurface exploration to the maximum depth
explored of 50-ft below the existing pad surface within exploratory boring B-1. The silty
sands were damp between 25 to 35-ft bgs above the silts encountered from approximately 40
to 50-ft bgs. However, no free water was encountered within the exploratory borings. Based
on our review of historic groundwater data (Rancho Water District, 1984), historic high
groundwater is anticipated to be a minimum of 60-ft below the lower elevations of the subject
site.
T.H.E. Soils Company, Inc.
W.O. NO. 650601.00
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'3.4 F.xeavation C'haraeteridie.
We anticipate that the alluvial/colluvial soils can be excavated. with ease utilizing
conventional grading equipment (Caterpillar D-9 bulldozer or equivalent) in proper working
condition. We anticipate that the sedimentary bedrock materials can be excavated with .
moderate ease to moderate difficulty utilizing conventional grading equipment (Caterpillar D-
9 bulldozer or equivalent) in proper working condition.
4.0 SF.TSMWITV
.4.1 Regional Sei.mieil;y
The site is located in a region of generally high seismicity, as is all of souihern California.
During its design life, the site is expected to experience strong ground motions from
earthquakes on regional and/or local causative faults, The subject site is not loc::ated within
a State of California Alquist Priolo Fault Rupture Hazard Zone (Hart, 1997 & CDMG,
2000). The Elsinore Fault zone (Temecula segment) is located approximately 2.0-
kilometers southwest of the subject site. No active or inactive faults are known to traverse
the site (Kennedy, 1977 & Tan & Kennedy, 2000).
The Elsinore fault zone (Temecula segment) is characterized as a right lateral strike slip fault
with a total length of approximately 42-kilometers (CDMG, 1996). The State of Califomia
has assigned the Elsinore Fault (Temecula segment) a slip rate of 5 rnrnIyr. (+/- 2 rnrnIyr.)
with a recurrence interval of 240 years (CDMG, 1996). This fault segment has been assigned
a maximum moment magnitude of 6.8.
Historically, significant earthquakes causing strong ground shaking have occurred on local
and regional faults near the site. To evaluate historical seismicity, we have utilized a
computer software program titled EPI, which utilizes an earthquake database compiled by
California Technical Institute to analyze earthquakes of various magnitude that have
occurred within a specified radius about the site.
A total of 135 earthquakes of magnitude 5.0 or greater have occurred within 160.9-
kilometers (lOO-miles) of the site since 1932. The closest earthquake was a 5.1 magnitude
event, which occurred approximately 30.6-kilometers (l9-miles) northeast of the subject
site on Monday, September 23, 1963. The largest earthquake recorded within the specified
search area occurred on Sunday, June 28, 1992, located approximately 99.8-kilometers (62-
miles) to the northeast as a 7.3 magnitude earthquake. A graphical representation of the
historical seismicity is shown on Figure 2.
'T.H.E. Soils Company, Inc.
W.o. NO. 650601.00
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+ 100 ml'le radl'us + + W
Seismicity 1932-2006 (Magnitude 5.0+) ~
N
EPI SoftWare 2000
SITE LOCATION: 33.4933 LAT. -117.12625 LONG.
MINIMUM LOCATION QUALITY: C
TOTAL # OF EVENTS ON PLOT: 251
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50
MILES
100
TOTAL # OF EVENTS WITHIN SEARCH RADIUS: 135
MAGNITUDE DISTRIBUTION OF SEARCH RADIUS EVENTS:
5,0- 5.9: 120
6.0- 6.9: 13
7.0- 7,9: 2
8.0- 8.9: 0
CLOSEST EVENT: 5.1 ON MONDAY, SEPTEMBER 23,1963 LOCATED APPROX. 19 MILES NORTHEAST OF THE SITE
LARGEST 5 EVENTS:
7.3 ON SUNDAY, JUNE 28,1992 LOCATED APPROX. 62 MILES NORTHEAST OF THE SITE
7.1 ON SATURDAY, OCTOBER 16,1999 LOCATED APPROX. 90 MILES NORTHEAST OF THE SITE
6.7 ON MONDAY, JANUARY 17,1994 LOCATED APPROX. 94 MILES NORTHWEST OF THE SITE
6.7 ON SUNDAY, MAY 19,1940 LOCATED APPROX. 108 MILES SOUTHEAST OF THE SITE
6,6 ON TUESDAY, FEBRUARY 09, 1971 LOCATED APPROX. 96 MILES NORTHWEST OF THE SITE
1
FIGURE 2
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4.2 2001 C'HC' Sei.mie ]?lIetoro .peeifie to t~e ,"hje.et .ite lire ", follow.'
The site is located approximately 2-kilometers from the Elsinore fault (Temecula segment)
(ICBO, 1998).
The Elsinore fault (Temecula segment) is reported as a TypeB fault (ICBO, 1998; and 2001
. CBC Table 16-U) in the vicinity of the subject site.
The site is within Seismic Zone 4 (2001 CBC Figure 16-2, Table 16-1),
The soil profile for the site is SD (200 I CBC Table 16-1).
The near source aeceleration (N.) an,d velocity (Nv) with respect to the subject site are 1.3 and
1.6, respectively (200 I CBC Tables 16-S and 16- T).
The site seismic coefficients of acceleration (C.) and velocity (Cv) are 0.44N. and 0.64Nv,
respectively (2001 CBC Tables 16-Q and 16-R).
Based on the above values, the coefficient of acceleration (C.) is 0.57 and a coefficient of
velocity (Cv) is 1.024 for the subject site.
5.0 SF,C'ONDARV SF.TSMTC HAZARDS
5.1 T ,iqueflletion
Soil liquefaction is the loss of soil strength due to increased pore water pressures caused by a
significant ground shaking (seismic) event. Liquefaction typically consists of the re-
arrangement of the soil particles into a denser condition resulting, in this case, in localized
areas of settlement, sand boils, and flow failures. Areas underlain by loose to medium-dense
cohesionless soils, where groundwater is within 30 to 40 feet of the surface, are particularly
susceptible when subject to ground accelerations such as those due to earthquake motion.
The liquefaction potential is generally considered greatest in saturated loose, poorly-graded
fine-grained sands with a mean grain size (Dso) in the range of 0,075 to 0.2mm. Typically,
liquefaction has a relatively low potential at depths greater than 45-ft and is virtually
unknown below a depth of 60-ft.
Procedures outlined in two publications, I) The Guidelines for Evaluation and Mitigation of
Seismic Hazards in California, Special Publication 117: Department of Conservation,
Division of Mines and Geology (1997); and 2) Recommendations for Implementation of
DMG Special Publication 117: Guidelines of Analyzing and Mitigation, Liquefaction
Hazards in California: Southern California Earthquake Center University of Southern
California (1997), provide for a "screening study" in lieu of a complete liquefaction analysis.
T.H.E. Soils Company,.Inc.
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It is our opinion that, due to the absence of shallow (:!:60-ft) groundwater (Rancho California
Water District, 1984), as well as the medium-dense to dense sedimentary bedrock underlying.
the subject site at the ground surface, liquefaction and other shallow groundwater related
hazards are not anticipated, and further analysis appears to be unwarranted at this time.
The proposed building pads will be founded entirely in engineered fill overlying sedimentary
bedrock. Based on the above information, the liquefaction potential is anticipated to be .
negligible. ;, _ /: ,;+k
5.2 C.ronnrl RlIph.re
Ground rupture during a seisrnic event normally occurs along pre-existing faults. Owing to
the absence of known faulting on the subject site (Kennedy, 1977 & Tan & Kennedy, 2000),
breaking of the ground during a seisrnic event is anticipated to be low.
5.3 Seiomielllly lnrlneerl Soil Settlement
Any proposed structures will be founded in medium dense to dense engineered fill compacted
to 90% relative compaction (as determined by ASTM 1557). The settlement potential, under
seismic loading conditions for these onsite materials is anticipated to be negligible,
5.4 l,lInrldirling
No geomorphic expression of landsliding or slope instability was noted during our aerial
photograph examination or site mapping. In general, the potential for 'andsliding during a
seismic event is considered negligible under current conditions.
5.5 Roekfllll Potential
The subject parcels are underlain by sedimentary bedrock units (Kennedy, 1977 & Tan &
Kennedy, 2000) that are free of large rocks. The potential for rockfall is anticipated to be
low.
5.6 Sp.i~he~ and T~lInSlmi
Considering the location of the site in relation to large bodies of water, seiches and tsunamis
are not considered potential hazards of the site,
6.0 C'ONC'l,lISTONS
, The proposed development is feasible from a geotechnical standpoint provided the
recommendations presented in the following sections are adhered to during site development.
TH.E. Soils Company, Inc.
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W.O. NO. 650601.00
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August 3, 2006
Page 7
,
Locally, sedimentary bedrock units of the late Pleistocenecage Pauba formation are exposed
both at the ground surface and at shallow depths throughout the subject site (Kennedy, 1977
& Tan & Kennedy, 2000). Minor amounts of alluvial soils (:t5-ft) were encountered within
the drainage swale located on Parcel 3.
.
Groundwater was not encountered during our subsurface exploration to the maximum depth
explored of 50-ft below the existing pad surface within exploratory boring B-1. The silty
sands were damp between 25 to 35-ft bgs above the silts encountered from approximately 40
to 50-ft bgs. However, no free water was encountered within the exploratory borings. Based
on our review of historic groundwater data (Rancho Water District, 1984), historic high
groundwater is anticipated to be a minimum of 60-ft below the lower elevations of the subject
* .~
.
We anticipate that the alluvial/colluvial soils can be excavated with ease utilizing
conventional grading equipment (Caterpillar D-9 bulldozer or equivalent) iri proper working
condition. We anticipate that the sedimentary bedrock materials can be excavated with
moderate ease to moderate difficulty utilizing conventional grading equipment (Caterpillar D-
9 bulldozer or equivalent) in proper working condition.
.
The subject site is not located within a State of California Alquist Priolo Fault Rupture
Hazard Zone (Hart, 1997 & CDMG, 2000). The Elsinore Fault zone (Temecula segment)
is located approximately 2.0-kilometers southwest of the subject site. No active or inactive
faults are known to traverse the site (Kennedy, 1977 & Tan & Kennedy, 2000).
.
Ground rupture during a seisrnic event normally occurs along pre-existing faults. Owing to
the absence of known faulting on the subject site (Kennedy, 1977 & Tan & Kennedy, 2000),
breaking of the ground during a seismic event is anticipated to be low.
.
The potential for seisrnically induced settlement, landslides, rockfall, tsunamis, and seiches
are considered negligible.
.
The potential for liquefaction during a local seismic event is considered low.
7.0 RF.C'OMMRNDATTONS
. 7.1 C.eneral F.arthwork
Recommendations for site development and design are presented in the following sections of
this report. The recommendations presented herein are preliminary and should be confirmed
during construction.
T.RE. Soils Company,lnc.
w.o. NO. 650601.00
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Prior to the commencement of site development, the site should be cleared of any vegetation,
existing asphalt driveways, concrete walkways, concrete foundations, water lines, electric
lines, etc., which should be hauled off-site. The client, prior to any site preparation, should
arrange and attend a meeting among the grading contractor, the design engineer, the soils
engineer and/or geologist, a representative of the appropriate goveming authorities as well as
any other concerned parties, All parties should be given at least 48 hours notice. Earthwork
should be conducted in accordance with the recommendations specified in this report, - ,
7.2 Preparation ofF,Yioting C.rollnrl
Prior to placement of fill, all alluvial/colluvial soils, and weathered bedrock should be
removed until dense sedimentary bedrock that is free of pinpoint pores and fine roots (+85%'
relative compaction as determined by ASTM D-1557) are achieved. Depths of alluv1al
removals within the drainage swale on the easterly portion of Parcel 3 and the southwesterly
portion of Parcel 1 are anticipated to vary from a minimum of 4.5 to 5.5-ft below the original
ground surface.
A keyway should be established along the toe of any proposed fill slope. The outside edge
of the keyway should be founded a minimum of 2-ft into dense sedimentary bedrock
(+85% relative compaction as determined by ASTM D-1557) and inclined into the hillside
at a minimum 2% gradient. The keyway excavation should expose sedimentary bedrock
that is free of pinpoint pores and fine roots. Any loose topsoil/colluvial soils should be
completely removed by benching during rough grade operations. Depths of alluvial removals
within the keyway areas are anticipated to vary from a minimum of 4.5 to 5.5-ft below the
original ground surface on the outside edge of the keyway.
Where fill is planned over the existing high pressure gas lines located along the easterly
portion of the subject site, the top 6 to 12-inches should be scarified, moisture conditioned to
near optimum moisture and recompacted to a rninirnum of 90-percent of the maximum dry
density as determined by ASTM D-1557. Care should be taken to keep heavy equipment off
of the existing gas lines whenever possible.
Prior to placement of any fill materials onsite, the exposed earth materials should be scarified,
moisture conditioned, and recompacted to a minimum of 90-percent of the maximum dry
density as determined by ASTM D-1557.
7.3 Fill Plaeement
Approved fill material should be placed in 6 to 8-inch lifts, brought to at least optimum
moisture content, and compacted to a minimum of 90% of the maximum laboratory dry
density, as determined by the ASTM D 1557 test method. No rocks, chunks of asphalt or
T.H.E. Soils Company, Inc.
W.o. NO. 650601.00
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concrete larger than 6 inches in diameter should be used as fill material. Rocks larger than
6 inches should either be hauled off-site or crushed and used as fill material.
, 7.4 C'lItfFiII Tr..noiiiono
Cut-to-fill transitions should be eliminated from building pads where the depth offill exceeds
12-inches, This showdbe accomplished by overexcavating the cut portion and replacing the
materials as properly compacted fill. Limits of excavation should be verified by the project
civil engineer. The building pad should be overexcavated a rninimum of 5' beyond the
building footprint or equal to the overexcavation depth, whichever is greater, Recommended
depths of overexcavation are as follows:
Depth of
Fill on "Fill" Portion
o to 6-ft
> 6-ft
Depth of
Ovp-rex~::tv:ltion "rut" Portion
3.0-ft
y, Depth of Fill to Maximum
Depth of 15-ft
. 7.5 Slope St..hilii;y & C'ondn.etion
We anticipate that cut/fill slopes constructed at a 2: I (horizonta1:vertical) slope ratio, to a
maximum height of approximately 30-ft, will be surficially and grossly stable if constructed
in accordance with the recommendations presented in this report and in Appendix C of this
report.
The proposed :t40-cut slope planned on Parcel 2 is anticipated to expose dense sandy silts
and silty sands of the late Pleistocene age Pauba formation that are rnedium dense to dense
and generally massive with no out of slope bedding. No adverse geotechnical conditions are
anticipated within the proposed 40-ft high 2: I (horizonta1:vertical) cut slope. The project
engineering geologist should map the proposed cut slope during rough grading operations and
a slope stability analysis should be performed on as-built conditions at that time.
Proper seeding and planting of the slopes should follow as soon as practical to inhibit erosion
and deterioration of the slope surfaces. Proper moisture control will enhance the long-term
stability of the finish slope surface.
, 7.6 F.xp..noion Inrlex Teoting
An expansion index test was performed on a representative onsite soil sample collected
during our investigation. The results, which are listed in Appendix C, indicate that the
expansion potential for the onsite soils was a 0, which corresponds to a VERY LOW
expansion potential (0 to 20 - 2001 CBC, Table 18-I-A). Expansion testing should also be
TH.E. Soils Company, Inc.
W.o. NO. 650601.00
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performed on the earth materials exposed within the upper few feet of the pa,d ~urfaces at -the
completion of grading and on imported soils prior to their approval as structural fill materiaL
7.7
Soluhle Sulf9te C'ontent
,'.:"-- .
::t
Based on our sulfate content testing, it is anticipated that, from a corrosivity standpoint, Type- ,
II Portland Cement can be used for construction. Laboratory analysis results indicated: non,
detected (NO) percentage by weight sulfate content, which equates to a NEGLlGIBLE
sulfate exposure (Table 19-A-4, 2001 CBC). Sulfate content testing should 'be conducted
within the building pads at the completion of grading. Prime Testing, Inc. (PTi) of Murrieta,
California performed the laboratory analysis.
7.8 C'orrn~ion Potp.nti~l
COITOsivity test results, which are summarized in Appendix C, indicated a saturated
resistivity of 5,900 ohmslcm for the onsite near surface soils, which indicates the onsite soils
are mildly corrosive (NACE International, 1984). Results for pH and Chlorides are included
in Appendix C. T.RE. Soils Company, Inc. does not practice corrosion engineering. If
specific information or evaluation relating to the corrosivity of the onsite or any import soil is
required, we recommend that a competent corrosion engineer be retained to interpret or
provide additional corrosion analysis and mitigation. Prime Testing, Inc. (PTi) of Murrieta,
California performed the laboratory analysis.
7.9 r ,9t"r91 1,09<1 Reoid9nee
The following parameters should be considered for lateral loads against permanent structures
founded on fill materials compacted to 90 percent of the maximum dry density. Soil
engineering parameters for imported soil may vary.
F<ptiv91"nt Fluid Pre"lIf" fnr T p.vd R9"kfill
Active: 35 pcf
Passive: 483 pcf
Coefficient of friction (concrete on soil): 0.42
If passive earth pressure and friction are combined to provide required resistance to lateral
forces, the value of the passive pressure should be reduced to two thirds of the above
recommendations. These values may be increased by one third when considering short-term
loads such as wind or seismic forces.
T.H.E. Soils Company,Inc.
W.O. NO. 650601.00
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'7.10 .AllowlIhle Slife Rellring C'lIplleity
. For footings founded in competent engineered fill, an allowable safe bearing capacity of
2,700 pounds per square foot (pst) may be used for design of continuous footings ~at
maintain ,a minimum width of 12-inches and a minimum depth of at least 12-inches below. .
the lowest adjacent grade. The bearing value may be increased by 10% for each additional ' ..
" foot of depth and/or Width to a maximum of 3,700 psf. The bearing value may be increased
. by one-third for seismic or other temporary loads. .. - -. . ~
Total settlements under static loads of footings supported on properly compacted fill and/or
in-place bedrock materials and sized for the allowable bearing pressures are not expected to
exceed about 1/2 to 3/4 of 1 inch for a span of 40-ft. Differential settlements between'
footings designed for the maximum recommended bearing value are expected to be-less than
1/2-inch for a span of 40-ft. These settlements are expected to occur primarily during
construction. Soil engineering parameters for imported soil may vary.
7.11 FOllndlltion OeoigJI
Foundation elements should be placed entirely in medium dense to dense engineered fill
compacted to a minimum of 90 percent of the maximum dry density as determined with
ASTM D-1557. For one-story or equivalent structures, continuous spread footings should be
a minimum of 12-inches wide and 12-inches below the lowest adjacent grade. For two-story
or equivalent structures, continuous spread footings should be a minimum of 12-inches wide
and IS-inches below the lowest adjacent grade. As a rninimum, all footings should have one
No. 4 reinforcing bar placed at the top and bottom of the footing. Footings should be
founded entirely in engineered fill.
Concrete slabs, in moisture sensitive areas, should be underlain with a vapor barrier
consisting of a minimum of six-milliliter-thick polyvinyl chloride membrane with all laps
sealed. A 2-inch layer of clean sand should be placed above the moisture barrier. The 2-
inches of clean sand is recommended to protect the visqueen moisture barrier and aid in the
curing of the concrete.
The structural engineer should design footings in accordance with the anticipated loads, the
soil parameters given in this report, and the existing soil conditions.
7.12 lltility Treneh RlIekfill
Utility trench backfill should be compacted to a minimum of 90 percent of the maximum dry
density determined in laboratory testing by the ASTM D 1557 test method. It is our opinion
that utility trench backfill consisting of onsite or approved sandy soils can best be placed by
T.H.E. Soils Company, Inc.
W.O. NO. 650601.00
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mechanical compaction to a minimum of90 percent of the maximum dry density. All trench
excavations should be conducted in accordance with Cal-OSHA standards as a minimum,
. 7.13 SlIrfaee Orainage
..J__ 0;.'....
Surface drainage should be directed away from foundations of buildings or appurtenanJ
structures. All drainage should be directed toward streets or approved permanent drainage
devices. Where landscaping and planters are proposed adjacent to foundations, subsUrface
drains should be provided to prevent ponding or saturation of foundations by landscape
irrigation water. .
"j
, 7.14 C'ondn.erion Monitoring
Continuous observation and testing under the direction of qualified soils engineers and/or
engineering geologists is essential to verify compliance with the recommendations of this
report and to confirm that the geotechnical conditions found are consistent with this
investigation. Construction monitoring should be conducted by a qualified engineering
geologist/soil engineer at the following stages of construction:
.
During excavation of keyway.
During placement of fill.
During overexcavation of the building footprint.
Following excavation of footings for foundations.
During utility trench backfill operations.
When any unusual conditions are encountered during grading.
.
.
.
.
.
; Our investigation was performed using the degree of care and skill ordinarily exercised, under sirnilar
. circumstances, by reputable Geotechnical Engineers and Geologists practicing in this or similar
I localities. No other warranty, expressed or implied, is made as to the conclusions and professional
advice included in this report.
The samples taken and used for testing and the observations made are believed representative of the
. entire project, however soil and geologic conditions can vary significantly between test locations.
The findings of this report are valid as of the present date. However, changes in the conditions of a
property can occur with the passage of time, whether due to natural processes or the works of man on
: this or adjacent properties. In addition, changes in applicable or appropriate standards may occur,
. whether they result from legislation or the broadening of knowledge.
T.H,E. Soils Company, Inc.
W.O. NO. 650601.00
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Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our
control. Therefore, this report is subject to review and revision as changed conditions are identified.
!This opportunity to be of service is sincerely appreciated, If you have any questions, please call.
,Very truly yours,
rT,H,E. Soils,Compaoy, Ioe,
n.~.!RUM~f?~(
~':s R. Harrison
Project Manager
JPF/JTR/JRH:jek
AC'C'OMPANVTNC. MAPS, TT.T,TTSTRATTONS, ANn APPFNOTC'F.S
Figure I - Site Location Map (2,000-scale)
Figure 2 - Historic Seismicity Search (264,000-scale)
Plate 1 - Geotechnical Map (40-scale)
APPENDIX A - References
APPENDIX B - Exploratory Trench & Boring Logs
APPENDIX C - Laboratory Test Results
APPENDIX D - Standards of Grading
T.H.E. Soils Company, Inc.
W.O. NO. 650601.00
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T.H.E. Soils Company, Inc.
APPENDIX A
.
References
W.O. NO. 650601.00
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RF.FF,RF.NC.F.S
Califomia Division of Mines & Geology, 1997, "Guidelines for Evaluating and Mitigating Seismic
Hazards in California", Special Publication 117.
. California Division of Mines & Geology, 1996, "Probabilistic Seismic Hazard Assessment for the
State of California", DMG Open File Report 96-08, USGS Open File Report 96-706.
California Division of Mines & Geology, Effective January I, 1990, "State of California Special .
Studies Zone Maps, Pechanga, California", Scale I" = 2,000'. '.
Coduto, Don, p" 1994, "Foundation Design Principles and Practice", Prentice Ball, pages p37~p~5.,
Department of Water Resources, August 1971, "Water Wells and Springs in the Western Part of the .
IJpper Santa Margarita River Watershed, Riverside and San Diego Counties, California", Bulletin
No. 91-20. >1
Hart, E.W., and Bryant, William A., 2000, "Fault-Rupture Hazard Zones in California", California
Division of Mines and Geology Special Publication 42, CD-ROM Version.
International Conference of Building Officials, 2001, "California Building Code".
Intemational Conference of Building Officials (lCBO), February 1998, "Maps of Known Active
Fault Near-Source Zones in California and Adjacent Portions of Nevada to be Used with 1997
Uniform Building Code" prepared by California Department of Conservation Division of Mines
and Geology.
International Conference of Building Officials, 1997, "Uniform Building Code" (UBe).
Jennings, Charles W., 1994, "Fault Activity Map of California and Adjacent Areas with Locations
and Ages of Recent Volcanic Eruptions", California Division of Mines and Geology, Geologic
Data Map No.6, scale 1 :750,000.
Kennedy, Michael P., 1977, "Recency and Character of Faulting Along the Elsinore Fault Zone in
Southem Riverside County, California", USGS Special Report 131.
Rancho California Water District, March 1984, "Water Resources Master Plan".
Rodgers, Thomas H., 1965 (fifth printing 1985), "Geologic Map of California, Santa Ana Sheet",
California Division of Mines & Geology, Scale: 1:250,000.
Tan, Siang S and Kennedy, Michael, 2000, "Geological Map of the Temecula 7,5' Quadrangle,
San Diego and Riverside Counties, California", U. S. Geological Survey in Cooperation with the
California Geological Survey, Scale: 1" = 2,000'.
T.H.E. Soils Company,lnc.
w.o. NO. 650601.00
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RF.FF.RF,NC'F.S (,rONTTNTlF,O)
U,S.G.S., 1997 "Pechanga, CA., 7.5 Minute Series Topographic Quadrangle Map", Scale I" =
2,000'.
U,S.G.S., 1968 (photorevised 1975) "Temecula, CA., 7.5 Minute Series Topographic Quadrangle.
Map", Scale I" = 2,000'. - -.... ;: ~,',,,,';J
A F.RTA I, PHOTOC.RA PHS TIT" .T7.F.O
, 1GENCY ._u
YEAR/SCALE FLIGHT #/FRAME #
1939/1 "=1,667' C-5750/211-74,211-75 Fairchild Collection
-
1962/1 "=2,000' Co. Flight/3-401, 3-402 Riv Co Flood Control
1974/1 "=2,000' Co. Flight/1039, 1040 Riv Co Flood Control
1980/1 "=2,000' Co. Flight/l057, 1058 Riv Co Flood Control
1983/1 "= I ,600' Co. Flight/200, 201 Riv Co Flood Control
1990/1 "=1,600' Co. Flight/19-21,19-22 Riv Co Flood Control
1995/1 "= 1 ,600' Co. Flight/19-17,19-18 Riv Co Flood Control
T.H.E. Soils Company, Inc.
WoO. NO. 650601.00
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APPENDIX B
Exploratory Trench & Boring Logs
T.H.E. Soils Company. Inc.
W.O. NO. 650601.00
zP
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LOGGED BY: JPF METHOD OF EXCAVATION: NEW HOLLAND #B-95 EXTENDA-BACKHOE DATE OBSERVED: 7/19/06
EQUIPPED WITH A 2' BUCKET
ELEVATION: LOCA liON: SEE GEOTECHNICAL
MAP
to ~ ~ " "'
8 a g
if ~ ~ '" TEST PIT NO. 1
~ a z ~ SOIL TEST
. ~ 0 w
~ ~ ~ ~ . DESCRIPTION
z
a 0 z
w ~ w
0 m m Q 0
V ALLUVIAL SOILS MAXIMUM DENSITY/OPTIMUM MOISTURE
I SILTY SAND (8M): DARK GRAY BROWN, FINl: rQ.COARSE GRAINED, MINOR GRAVEL, CONTENT, REMOLDED DIRECT SHEAR,
I ABUNDANT FINES, MODERATELY SORTED, DRY (TOP 1-2 FT) TO SUGHTl Y MOIST, SIEVE ANALYSIS, EXPANSION INDEX,
I ABUNDANT PINPOINT PORES , CORROSlVIh SUITE ::,
^ .- I
5 ~ " I
- 'j
- PAUBA FORMATION .:.:..... :f=':~
i - , I _u_ --- -
Sll TV SAND (8M): DARK BROWN, FINE GRAINED, MINOR MEDIUM AND COARSE,. MOIST. ,
- , , I ,
- I , ,
- MEDIUM DENSE, RARE PINPOINT PORES IN TOP 1.FT, TRACE OF CLAY I
- , I ,
10 I i
- .1 ,
i I
- I ,
- ,
,
- i
- ,
~ AT 15-FT DARK BROWN, SILTY SAND. AS ABOVE, INCREASING IN MEDIUM AND <;;OARSE ! I
:
GRAINS ,
"'- I
f- , I
l- I
,
f- I
,
~ TOTAL DEPTH = 15.8' ,
NO GROUNDWATER ,
f- ,
f- ,
,
r-
f-
pi
f-
f- ,
,
,
I- ,
,
I- ,
~ ,
,
35
40
JOB NO: 650601.00 LOG OF TEST PIT FIGURE: T-1
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LOGGED BY: JPF METHOD OF EXCAVATION: NEW HOLLAND #B-95 EXTENDA-BACKHOE DATE OBSERVED: 7/19/06
EQUIPPED WITH A 2' BUCKET
ELEVATION: LoeA liON: SEE GEOTECHNICAL
MAP
. " ~ wiii >"
w 8 :5~
!!: . ~~ TEST PIT NO. 2
,
~ ~ ~~ SOil TEST
z ~ "W
~"
" ~ oz 5. DESCRIPTION
. 9 ,0 .z
w 0 zW
0 . . 0 -0
I- COLLUVIUM ~ .',
I
I- SANDY SilT (Ml): DARK GRAY BROWN, SANDY IN PART, NUMEROUS PINPOINT PORES i
AND FINE ROOTS ;S
- - i
I- - ,
::1
~ PAUBA FORMATION ' ' - - - .
- - .
- ......... SILT (ML): DARK BROWN. DRY, MINOR SAND GRAINS. OCCASIONAL PINPOINT PORES .
~ - ,
... , '. ;
I- AND OCCASIONAL SUB ROUNDED COBBLES TO 4" IN DIAMETER '.
! -. ~
I I - ..
" I , . - , '"-
I- "- SILT (ML): DARK YELLOWISH BROWN, DENSE, SLIGHTLY MOIST, NO PINPOINT P;Of!.ES I
~
; ,
I- ;
I- TOTAL DEPTH = 8.0' ; , -
NO GROUNDWATER , ; 1
l- I I =<.
I-
~ ! j
-
!
I- !
l- .
l- I
I- ,
~ ,
I-
,
l-
I- I
I-
~
I--
l-
I--
I--
~
I--
I--
I--
I--
~
l-
I--
l-
I-
~
I
JOB NO: 650601.00 LOG OF TEST PIT FIGURE: T-2 7Y
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LOGGED BY: JPF METHOD OF EXCAVATION: MOBILE NO. B-61 TRUCK MOUNTED DRILL DATE OBSERVED: 3/30/06
RIG EQUIPPED WITH 4" HOLLOW STEM AUGERS
ELEVATION:! 1130 lOGA liON: SEE PLOT PLAN
10 " ~ wil >C2
w 8 ~ l5~ 1
!1. ~ ~ ~~ BORING LOG NO.
! ~ ~ ~~ SOIL TEST
x ~ ~~
" ~ '5 oz s. DESCRIPTION
~ ~o ~z
w 0 zw
0 . . u -0
- PAUBA FORMATION
- SILTY SAND (SM):' DARK BROWN, FINE TO COARSE GRAINED, MODERATELY GRADED, r.~~~~fDS!J!~?~~.,\
- SUGHTL Y MOIST ~(;:.{;);:~tN.1. r".,1;.N_ ..~,;;;./..,,,
: ,- fl,.,<c.J "r:-l" "< ; 8'~-;~,~,
- - - ,1I::t:'. ~ ';:;;,:\~)
; :>Jl
..2 '. : No Fir'-. \
~ *'--~
SilTY SAND (8M): MEDIUM BROWN, FINE TO MEDIUM GRAINED, MINOR COARSe; . *
- - ~~Sl'2~~1'~=
MODERATELY -GRADED . ; ; ,
- -
j ! ,
- ; , , ! ~CAIJ!,9,~'"
,
-
.1.!! !
.
,...
f- SilTY SAND (8M): MEDIUM BROWN. AS ABOVE
. , J
f-
f12
I- SAND (SW): MEDIUM TO LIGHT BROWN, MEDIUM TO COARSE GRAINED, MODERATELY
I- GRADED, MOIST"DENSE, MODERATE DRILLING
l-
I-
~
-
l-
I- Sit TY SAND (8M): MEDIUM TO DARK BROWN, FINE TO COARSE GRAINED. GRAVEllY IN
PART, MOIST, SUBANGULAR TO SUBROUNDED, MODERATlEY GRADED
25
-
~
-
- SilTY SAND (8M): MEDIUM BROWN. AS ABOVE, BECOMING VERY MOIST. MODERATELY
- GRADED, NO FREE MOISTURE
-
~
-
-
-
-
~
SilT (ML): OLIVE BROWN, VERY MOIST. CLAYEY IN PART
JOB NO: 650601.00 LOG OF BORING FIGURE: B-1 '/;?7
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LOGGED BY: JPF METHOD OF EXCAVATION: MOBILE #B-61 TRUCK MOUNTED DRILL RIG EQUIPPED DATE OBSERVED: 3/30/06
4" HOLLOW STEM AUGERS
ELEVATION:!: 1130 LOCATION: see PLOT PLAN
fO 8 ~ ii >"
w w . ~~
w " , " BORING LOG NO. 1
'" ~ . < % ~~ SOIL TEST
, , . w
> ~ ~ > S. DESCRIPTION
%
. 9 0 .%
w 0
0 m m u %w
-0
V
I i
I CLAYEY SilT (ML): OLIVE BROWN, CLAYEY IN PART, MOIST, DENSE ' SIEVE ANAL ~SIS'
- ,
I 1
- J
45 I " :, ~i5~~
-
I i;
, : , ~ ",~i.R!:!N"}~
-
I --;-~.........; .,p ''',~
1- '-- -- - - -- - IQ :.' ~
I . . '"
, .' . * No. ACE 23464
, ,
I SIL TV SAND (SM): LIGHT BROWN. FINE TO MEDIUM GRAINED. MODERATEL Y G~DED. , *
, Expires 12.31.(2]--
50 ^ SliGHTLY MOIST ~~'- ' ~~
- ; OF CAL\rO~
'- ,
- , I
- j
i
- TOTAL DEPTH = 50.0'
~ ,
..
-
-
-
'--
~
-
-
-
-
~
-
-
....
'--
iI2
I--
I--
I--
I--
~
I--
I--
I--
I--
~
JOB NO: 650601.00 LOG OF BORING FIGURE: B,1 1A
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II LOGGED BY: JPF
I
METHOD OF EXCAVATION: MOBILE NO, B.61 TRUCK MOUNTED DRILL
RIG EQUIPPED WITH 4" HOLLOW STEM AUGERS
ELEVATION::t 1128
DATE OBSERVED: 3/30/06
LOCATION: see PLOT PLAN
I
z co
Gi 0 8 ~ w;C
" w ~ U
W < ~~ "- BORING LOG NO. 2
'" u I . ,
~ ~ ~ SOil TEST
z " , !Q~
~ ~ ~ < oz <; DESCRIPTION
. z
w 0 ,0 w
0 '!' . u 0
u
PAUBA FORMATION
I
I 5
"..+
I -
-
I !.!!
-
I -
-
-
I ~
-
-
I -
20
I -
I-
-
I -
~
I -
I 30
I
I ~
-
- +-
I -
-
40
I
~I~~ SAND (8M): DARK BROWN, FINE TO MEDIUM GRAINED, MINOR COARSE AND GRAVEL,
MODERATELY GRADED. SLIGHTLY MOIST, MEDIUM DENSE
,- -1--
I-I-
I
JOB NO: 650601.00
I
-----
-~;~
SILTY SAND (8M): MEDIUM BROWN, FINE TO COARSE GRAINED, ABUNDANT FINES.
-
\
MODERATELY TO POORLY GRADED
!-
! .
.
-
: i
SAND (8M); LIGHT BROWN, FINE TO MEDIUM GRAINED, MINOR COARSE. MODERATELY
GRADED. DENSE, MOIST
Sll TV SAND (8M): MEDIUM BROWN, FINE TO MEDIUM GRAINED, ABUNDANT COARSE,
MOIST, MODERATELY GRADED
-
---
t----- ---_____
Sll TV SAND (8M): DARK BROWN, FINE TO COARSE GRAINED, MODERATElY GRADED,
VERY MOIST, MINOR CLAY
...... ..tE-LA~ILT(~lIVEB~,MO~NSE~YIN~
---
TOTAL DEPTH = 40.0'
LOG OF BORING
:;<~~3CI~"
40,"~-,'-'""-<* -
//....c..v~.t:. \..18r,:0.!% ~
,'Ce> d:" ".,~.~f,.*
;/~'r,;: ,'.A~~
'/<>:: i ."
'* i No. geE 2~16'
*
, E>l1ires 12'31,Q]-
~;,... .. ~
?P OF CAI..\~\j
FIGURE: B,2
7?
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II
LOGGED BY: JPF
z I
0 , >'"
Iii 0 ~ w , ~ w.
~ 8 &!~ . ~~
if " o. ~ ~~ ~~
z " ~ ~~ !:2~
~ W ~ oZ ~W
0 g ,0 ~z
w ~ z 0 Zw
0 m 0 m U -0
0
I
1=
-
I~
-
1--
-
-
I~
-
-
I ~-
I-
I~
I-- I
II--
~
-+ --
I
I
-t -- -
METHOD OF EXCAVATION: MOBILE NO. B-61 TRUCK MOUNTED DRILL
RIG EQUIPPED WITH 4" HOLLOW STEM AUGERS
ELEVATION:! 1137
BORING LOG NO.
DESCRIPTION
3
PAUBA FORMATION
SlL TV SAND (8M): MEDIUM BROWN, FINE TO MEDJUM GRAINED, MINOR COARSE,.
MODERATELY GRADED. SUGHTL Y MOIST, DENSE
~
--
.
J i
-
_ _ _ _ _ _ ...1..-._'
,-
CLAYEY SilTY SAND (8M); YELLOW BROWN. FINE TO COARSE GRAINED. MODEF0T~LY<.
GRADED. SLIGHTLY MOIST, CLAYEY IN PART
------------
SIL TV SAND (8M): YElLOW BROWN, FINE TO MEDIUM GRAINED, MODERATELY SORTED,
SLIGHTLY MOIST. MINOR GRAVEL
I---.._~- -_ - __
- ---------
I:
I 25
1
I 30
I
-
1 ~
-
I =
40
I
-- ---
1-1-- I ~I-
- -
JOB NO: 650601.00
1
SILTY SAND (SW): MEDIUM BROWN. MEDIUM TO COARSE GRAINED, MODERATELY
SORTED, MOIST. NO FREE WATER
- ----- ---
--
GRAVELLY SILTY SAND (8M): MEDIUM BROWN, FINE TO COARSE GRAINED, MINOR
GRAVEL. WELL SORTED. SLIGHTLY MOIST
----- ------
"'-------------
CLAYEY SILT (ML): OLIVE BROWN, MOIST, DENSE, MINOR SAND
.~
-~
- ~.
SILTY SAND {SM): MEDIUM BROWN, FINE TO MEDIUM GRAINED, MOIST, MODERATelY
GRADED
TOTAL DEPTH = 40.0'
LOG OF BORING
DATE OBSERVED: 3/30/06
LOCATION: SEE PLOT PLAN
SOIL TEST
A~:!bQ~~t-
Rc:\~)~;'~!:J~;"'~it?-~~.
//{:;i ,.,,,\'\.rd"..'>i~,,
l~ tJ" ~.~~);;.:(t;~
,0:0 ! '0<:'!
1* ! No. Ref 2~t.iG,i. I
. *'
~~'res12'31,QJ-; .
<P~k ~'r:-
"'~,,,oF CAlI'Ycf;i
,
: ,
FIGURE: B-3
7J,
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APPENDIX C
Laboratory Test Results
T.H.E. Soils Company, inc.
W.O. NO. 650601.00
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I.A ROR A TORV TF,STINC.
A. CJa~~ifi{"atinn
Soils were visually classified according to the. Unified Soil. Classification System
(USCS). Classification was supplemented by index tests,' such as particle size analysis
and moisture content.
B. K\:panoion Inrle..
An expansion index test was performed on a re~r:sentative samp~e of ~e onsi~e. s~ils
remolded and tested under a surcharge of 1441b/ft , m accordance WIth Umform BUlldmg
Code (UBe) Standard No. 29-2. The test result is presented on Figure C-l, Table I.
C. Ma..imnm Oenoity/Optimnm Moidnre C'ontent
A maximum density/optimum moisture content relationship was determined for a typical
sample of the onsite soils. The laboratory standard used was ASTM I 557-Method A. The
test results are summarized on Figure C-l, Table II, and presented graphically on Figure
C-2.
D. Partil'lp. Si7P. ,netermin~lfinn
Particle size determination, consisting of mechanical analyses (sieve), was performed on
a representative sample of the onsite soils in accordance with ASTM D 422-63. Test
results are shown on Figure C-3.
E. Oireet Shear
A direct shear strength test was performed on a representative sample of the on-site
undisturbed soils. To simulate possible adverse field conditions, the samples were
saturated prior to shearing. A saturating device was used which permitted the samples to
absorb moisture while preventing volume change. Test results are graphically displayed
on Figure C-4.
F. Cnrrn~ivity Suite
Corrosivity suite testing including resistivity, soluble sulfate content, pH and chloride
content was performed on a representative sample of the onsite soils. The laboratory
standards used were CTM 643, CTM 417 & CTM 422. The test results are presented on
Figure C-l, Table III and Figure C-5.
T.H.E. Soils Company, Inc.
W.O. NO. 650601.00
1Jb
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I TABLE I I
EXPANSION INDEX
TEST LOCATION EXPANSION INDEX EXPANSION POTENTIAL
T-I @ 0-5 ft 0 VERY LOW, -
,
i
II
TABLE II H
. Ii
MAXIMUM DENSITY/OPTIMUM MOISTU.RE RELATIONSHIP ..
ASTM D 1557 "
.R
MAXIMUM DRY DENSITY OPTIMl;JM MOISTURE
TEST LOCATION (pcf) (%)
I T-I @0-5 ft I 123.3 I :! 4.9 I
TABLE III
CORROSMTY SUITE
SATURATED CHLORIDE SULFATE
TEST LOCATION RESISTIVITY pH CONTENT CONTENT
T-I @0-5 ft 5,900 6.3 140 ppm NO % by weight
Figure C-I
T.H.E. Soils Company, Inc.
W.O. NO. 65060:'00
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COMPACTION TEST REPORT
Project No.: 650601.00
Project: YVETfE ANTHONY
Date: 7/19/06
Location:
Elev./Depth: 0-5
Remarks:
Sample No. T-I
i
MATERIAL DESCRIPTION
j
Description: DARK GREY SILTY SAND
Classifications.
Nat Moist.=
Liquid Limit =
%>No.4= %
USCS:
AASHtO:
Sp.G. = 2.60 !
1
Plasticity Index =
,
% < No.200 = '
. ~ - '.' -
TEST RESULTS
Maxim~m dry density = 123.3 pef
Optimum moisture = 4,9 %
, .
90
I'\. Test specification:
t.. '\.! ASTM D 1557-00 Method A Modified
'\.
'\. "
.'\.
I I\. '\.
"- " '\.
!" "
-.... "- "-
I' "-
II' '- r.... "- 100% SATURATION CURVES
/ "- '\. FOR SPEC. GRAV. EQUAL TO:
./ ... " 2.8
"- " 2.7
"- "-
2.6
"
" "
'" "
"-
!"\. .....
..... "- .....
..... .....
..... ......
...... .....
"- ..... "-
..... ...... .....
..........
..... ..... ....
....
-
- c- -- -
- - - - - - - - -
- - c- ,- -
5
10
15 20 25
Water content, %
30 35
40
140
130
120
'R 110
~
'iij
c:
Ql
'0
B 100
80
70
o
Plate
C-2
?O
T.H.E. Solis Company, Inc
" - - " -
, , ,I I
~-- - ---'-' --
II~
,U ,
- --
I ,
. ,
! , ..
,
; , : ,
, ,
I ! ; ,
i ! i -=
i , -
; : i , , ,
, I I i i '-'
Ii i ! : , i
! : i I i l ; .-
, 1 I ,
, ; ; I ,
Ii , i i : ,
I i -
Ii I I I
j I ; i , i
II ! i N i
,
i I I i ,
I[ I , ; II 1 1 , I
, I
1 , i
! ! i i
, i I , i
, I i i I II I , ,
, I I i Ii ! , i ! !
I i II , ! !
, i ! i I Ii!
, , i
I
II
100
I
I
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I
I
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I
I
I
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I
I
I
I
90
80
70
0::
w 80
Z
u:
!z 50
w
o
0::
W 40
lL
30
20
10
o
500
% COBBLES
SIEVE
SIZE
3/4 in.
1/2 in.
3/8 in.
#4
#10
#30
#50
#100
#200
Particle Size Distribution Report
.5
~ 5" ~ ~ c
.5 E
~ ~
"
o 0 0
~ ~ ;.
Ii
8 :i g
.. .. ~
;
o
.
100
1 0.1 0.01 0.001
GRAIN SIZE - mm
% SAND % FINES
CRS. MEDIUM FINE SILT CLAY
2.1 36.7 32.8 25.4
10
0.0
% GRAVEL
CRS. FINE
0.0 3.0
PERCENT
FINER
100.0
99.2
98.9
97.0
94.9
74.8
42.0
28.3
25.4
SPEC.'
PERCENT
Material DescriDtlon
DARK GREY SIL TV SAND
PASS?
(X=NO)
USCS=
Atterbera Limits
LL=
Coefficients
060= 0.440
D15=
Cc=
Classification
AASHTO=
050= 0.36\
D10=
PL=
PI=
085= 0.8\7
D30= 0,179
Cu=
Remar1<s
F.M.~1.59
(no specification provided)
Sample No.: T-l
Location:
Source of Sample:
Date: 8/1/06
Elev./Depth: 0-5
T.H.E, Soils Company, Inc.
Murrieta, CA
Client: YVETIE ANTHONY
Project: YVETfE ANTHONY
Pro ect No: 650601.00
Plate
C-3
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DIRECT SHEAR
ASTM D 3080
T.H.E. Soils Company
PN: 650601.00 Yvette Anthony, Sample: T-1 @ 0-5'
Soil Description: (SM) Very Dar!< Grayish Brown, Silty Fine-Coarse Sand
Displacement Rate: 0.050
Remold Target Data: 91. % "
'As Received Mc: 5.6 %'
in/m Box Gap: 0.025 in Max Data: 123.3 @ 4.9%
112.2 pcf ~%MC(.NO.l0) ~Gs(assumed)
Adjusted Mc: ~ % "After Shear Mc: .%.
o Undisturbed
*Existing Gradation fOf undisturbed specimens, .No.10 fraction for remolded specimens
*'!'Test 1 Specimen (Highest Normal Stress)
. Remolded Test 1 Test 2 , Tes! 3
SHEAR RECORD: Provo Ring. Vert. Dial Provo Ring Vert. Dial Provo Ring Vert. Dial
Displacement (int 0.010 32 -35 22 -9 ~7. . .. ,. -2 , ,
0.020 75 -54 46 -14 38 3
0.030 99 -66 66 -19 , 53 23
0.040 118 -71 81 -15 ' 60 50
0.050 134 -72 90 1 62 79
0.060 145 -72 95 - 17 62 107
0.070 153 -72 98 36 . 60 128
0.080 160 -70 97 54 56 144
0.090 164 -65 97 70 53 152
0.100 165 -59 96 83 51 157
0.110 165 -54 94 92
0.120 164 -49 91 100
0.130 163 -45
0.140 161 -43
0.150 159 -42
0.160
0.170
0.180
0.190
0.200
0.210
0.220
, 0.230
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I 0.240
I 0.250
,
'SHEAR STRESS: Divisions Pounds psf
Test 1: 165 68 2149
Test 2: 98 42 1310
Test 3: 62 27 859
*Peak Values
NORMAL STRESS (pSt):
Test 1: 2764
Test 2: 1382
Test 3: 691
Proving Ring
SN:1155-16.11938C
Calibrated 25.Jan.06
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dr,/~
~:I 31.60 I
439psf .
8/1/00
Reviewe<:l By, Date
Form No. 40R
Rev. 03/06
4000
3500
3000
~
S: 2500
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..
!: 2000
.,
~
..
11500
.,
1000
500
o
o
1000 2000 3000
Nannal Stress (pst)
4000
C-4
AUG-lc2006 09:52A FROM:PRIME TESTING
(951)892-2683
TO:9B942122
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Prime Testing, Inc.
38372 Innovation Ct Ste 102 Murrieta. CA 92563
ph (951) 894-2682 ' fx 1951) 894.2683
Client: T.H.E. Soils Company
Report Date: August 1, 2006
Client No: COl
Work Order: 6GS
Project No: 650601.00
Project Name: Yvette Anthony
C::::-ri.
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Laboratorv TestIs) Results Summary
The subject soil sample was processed in accordance with California Test Method
CTM 643 and tested for pH I Minimum Resistivity (CTM 643), Sulfate Content (CTM 417)
and Chloride Content (CTM 422). The test results follow:
Client Data Minimum Sulfate Sulfate Chloride
Sample Sample Depth pH Resistivity Content Content Content
No. Location (ft) (ohm-em) (mg/kg) (% by wgt) (ppm)
- T-1 0-5 6.3 5900 ND ND 140
"ND=No Detection
We appreciate the opportunity to serve you. Please do not hesitate to contact us with any
questions or clarifications regarding these results or procedures.
tNVf K.,~
Ahmet K. Kaya. Laboratory Manager
/U'__'.___' ..
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,;t~.r;
Form No. 63R
Rev.OS/06
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TH.E. Soils Company, Inc.
APPENDIX D
Standard Grading and Earthwork Specifications
W.O. NO. 650601.00
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STANDARD GRADING AND EARTHWORK SPECIFICA nONS
Th... specificatioos presall T .H.E. Soils Company. _dan! recomm<ndations. for grading ODd eanhworlc
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No deviatioo. from these specifiClltioos should be permitted Lmless specifically supeneded in the ge<<edmical rq>ort of the projecl or by written cormmmicatioo si{1led by the
Soils Consultant. Evaluations performed by the Soils Consultant during the course of grading may resuh in subsequent recommendations whidt could suptnede these
specifications or the recommendations of the get:tedmical report.
1.0 GENERAL
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2.0 SITE PREPARATION
A final rq>ort shall be issued by the Soils Coosullanllllelling to the Cootra<1or's ccofonnance with th... specifications.
The Soils Coosultant is the Owner's or Developer's rq>resentative on the projel1 I:or the.pwpose of these. specifications, observations by the Soils
Coosu1tant include observtItioas by the Soils Engineer, Soils Engineer, F.ngineaing Geologist. and others a:q>loyed by and responsible to the Soils
Consuhant. ~ - - - .
All clearing. site prqJaf8lion, or earthwork perfonned an the projed. shan be CJOl1du(;1ed and directed by the Contractor under the allowance or
lIIIJ'ft"'lsIo of the Soils Coosullonl. ..
The Cootrntor li10uld be _ble for the saf<ly of the JlIIlied ODd satisfadory ...,.,Iwoo of all grading. I>uringcgJoding..the Cootra<tor shall
ranain accessible. ".- ;::-:::". :;:;';.:--~::-'1e.. . . .
Prior to the commencement of grading. the Soils Coosullanl iha1I be _Ioyed forthe ~ ofproviding field, Iabontory, ODd office services for
ccofonnance with the """'""""'dations. of the ge<<edmical rq>ort ODd th.... specifications. h will be necessary tbet the Soils Coosullanl provide
adequate testing and observations ao that he may provide an cpinion as to ddcnnine that the work was accomplished as specified. h shan be the
nopoosibility of the Cootrntor to assist the Soils Coosullanl ond keql him apprised of work sd1eduIea ..d d1anges so tbet he may sd1eduIe his
persconeI aooordingIy. .
h shall be the sole n::spons1Dility of the Contractor to provide .~ cqu.ipmmt and mdhods to. aooomplisb the work in acoordance with
applicable grading e<>de>. agency ordinODces, th... specificatioos, ..d lbe approved grading pi.... I( iti the opinioo of the Soils Coosultont,
unsatisfactory. oanditions, sum as questimable soil. poor moisture condition., inadequate ~adiCJll, advcneweathel', etc.. are resuhing in a quality
ofwodc I<lls than noquirod in th.... specificatioos, the Soils Coo.~'.'" will be _<nod to Rjed the work ond ..""..""",d tbet consIIUdion be
stopped uotiI the oooditioos....nll1ffied.
h is the Contractor's relpoosibility to provide safe aoct'SS to the Soils Coosuhant for testing and/or grading observatim pwposes. This may require
the excavation of test pits ~d1or1he relocation of grading equipment
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All vegetlltion and deleterious Dlltleti.al shall be disposed of off...... This f<ItIOVlll shan be o1=ved by the Soils Coosullanl ODd coocluded prior to
fill placement.
Soi1, allovium, or bedrock Dlltleti.als ddermined by the Soils CoosuIlant os being llIISUitable for placement in oompoded fills shall be removed from
the site or used in opal areas as ddmnined by the Soils CmsuItant. Any material incorporated as a part of a ~aded fill must be approved by
the Soils Coosultant prior to fill plaoemen.t.
Afte.the gJOOtld surfilceto receivefill has been cleared. it shall be scarified, disced ..clIor bladed by the C-><tor uotiI it is uniform..d fio: from
ruts, hollows. hUlDllllXb. or dher uneven features which may prevatt uniform o:mpadion.
Thelaltified gJOODd surfilce sha11 Ibm be brougjJt to optimum moislure, mixed os required, ..d ~ded os specified. If the scarified ....e is
greaterthan twdvc indies in cIqJth. the exocss on be n:moved..d placed in lifts nct to exceed six inches or- less.
Prior to placing fi11. the gJOOtld surfilce to receive fill shan be obsaved, tested, and approved by the Soils Coosullonl.
Any undetgrolmd!ltJudWes or cavities such as cesspools. cisterns. mining shafts. tunnels, aqrtic tanks. wells. pipe lines, or others are to be removed
or trested in a IDIIIIler prc:saibed by the Soils Consultant.
In all.filllnDlsitioolds ..d _ all I... .... partially in soil, colluvium or lDlWeathered bedrock Dlltleti.als, in onIer to provide uniform bearing
conditions.,1he bedrod<. portioo of the lot exl.ending a minimum of S fed. outside ofbuilding lines shalt be overexcavated a minimum of 3 feet and
rq>laced with compad.ed fill. Oreata- overexcavation could be required as dctennined by Soils Consuhant. Typical details are attadted.
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3.0 COMPACTED FILLS
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Material to beplaoedas fill dtaD be free of organic IDItta' and cdtcr deleterious substances. and shan be approved by the Soils Consultant. Soils of
poor &r.adation. cxpt:DSion., or.strmgth dtarad.eriSiai shall be p1aoed in areas desi~ by Soils Consultant or shall be mix.ed with tdler soils to
serve as satisfactory fill material, as diredoo by the Soils Consuhant.
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Standard Grading and Earthwork. Spccitlcations
Page 2.
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Rock fragments Jess than six indu::s in dianKt-fr may be utilized in the fill. provided:
They are nd. plaa:d or ne;t.ed in <XlD.oentrated pockds.
There is a sufficient amount of approved soil to SUITOlUld the rocks.
The dislribution of rocks is supervised by the Soils Consuhanl
Rocks greater than twelve inches in diameter shaU be taken off..site. or plaa:d in aocordanoe with the reoommcndations of the Soils Consuhant in
oreas c\esil}14led as suitable fouoduful'osal. (A typical_a for Rock ~I is attached) .' .,
Material that is spongy. subjed to decay, or otherwise ooosidcn::d unsuitable libaD net be used in the ~aded fill.
Rq>rescntative samples of materials to be utilized as compacted fill shall be anJ!lyze4 by ~e laboratory of the Soils Coosult.an1 to dd.ennine their
physical propeIlics. \fillY -..w olh...1han thBt previouslyl<olecl is ~ during gjading. the appropriote analysis ,of this _I shall be
<XlD.dudedbytheSoilsOwtalltMltbeforebcingtpproVCdasfiDmBleria1,. ._. _. _ _.. .i" . -.."., ~ . "._ . :-. - :
Material used in the oompac1ing prooess shall be evenly spread. w8lel'ed, processed, and COOIpacted in thin lifts not to exceed six U:;d1~ ill thickness
10 obtain . unifonnly dense I.~. The fill shaU beplaced and compad<d ooa horizootal plane, unless olh<nvise approved by the Soi1s CoosuJtant.
\fthe moi!lttiIl 001II<II1 or rdative compadioo varies liom thBt required by the Soi1s CoosuIlaDl. the Coolraaor shall rework the fill uini1 it is
_approvedbytheSoilsC~~lIlt.m . .
Each lay... shall be oomp.d<d 10 at least 90 pe=n1 of the maximum dmsity in oomplilllce with thetesling mdhod specified by the -...Uing
govemDlElllal.llIllICY or ASTM ISS7-70. which..... applies.
\f <:ompa<tioolo. _~is authoriud by the -.olliog ~ agency becauae of. specific land use or expanaive soil cooditioo,
the area to receive fill ~ to less than 90 pa'OCI1l d1aD. c:iIhcr be delineated <G the g,:ading plan andfor IlppJ'Opriat.e reference made to the area
in the geotechnical rq>OIt-
All fills .n.ll be keyed and bmched througllall tcpsoiJ. ooUuvium, .Uuvium, or =<p material. into sound bedrock or firm _1 wh.... the slope
receiving fiU exceeds a ratio of five horizontal to me vertical or in aooordancewith the teOOl1lI11ffldatioos of the Soils CcnsuhanL
The key for side hill fills shall be a minimum wUkh of 1 S Ii:d; within bedrock or firm materials, unless olh<nvise specified in the geolechnicaI rq>OIt-
(See_a attached)
Subdrainage devices shall be oonstroded in compliance with the ordinances of the controlling govanmmtalagency, or with the reoommmdatioos of
the Soils ConsuIlaut. (1)pical Canyon Subdrain cktails are attached.)
The oontrad.or will be required to obtain a minimum relati\le ~adiQO of... least 90 pcrcad. out to the fmish slope face of fill slopes, buttresses,
IIld ...biliDlioo fills. This may be achieved by eith... ""'" huildingthe slope IIld culling bad< 10 the oompacte" oore, or by dire<1 oomp.ctioo of the
slope face with ...n.ble ~ or by IIlY.......prooedur<, which produoes the required 00Ill"'1i00 ~ by the Soi1s Como,....
All fill sJopes &bould be planted or proteded from. crosim by oIher methods specified in the Soils tq)Ort.
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3.14 Fi1I~~ slopes &ball be properly keyed throuJ#l topsoil. ooUuvium or aeep material into rock or firm materials, and the tnnsition &ball be
lIIripped ofall soil prior 10 placing fil1. (See attached _il.)
4.0
CUT SWPES
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The Soi1s ConsuIlIDl shall inspect .U.... .Iopes at vcrtical......1s exceeding five f....
If any oonditims n<< anticipated in the geOCedmical fq)Orl such as perched water, seepage. lmticular or confined strata of a p<UI1tiatly adverse
natwe, unfavorably inclined bedding. joints or mult planes ~ during wading. these cooditioos shall be analyzed by the Soi1s Coosu1taDt,
and .~.~._ .nail be madelo miliJlllletheseprobl..... (I'ypical_i1s for ...biliDlioo of. portion of. .... slope are attached)
Cut slopes that face in the same direction as the prevailing dninage shall be prttated from slope wash by a non-erodible intecceptor &wale pJaced at
thetcp of the slope.
Unless otherwise specified in the geotedmical rqKlrt, no ca slopes shan be excavated hiJ#l<< or lIleeper than that allowed by the ordinances of
controlling govemmmtal agencies.
Drainage terraces shall be oonstruaed in oompliance with the ordinances of controlling govemmmtal agencies. or with the reoommendations of the
Soils CoosuJtant.
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Standard Grading and Earthwork Specifications
Page 3
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S.\
TRENCH BACKFILLS
Trench excavation !ban be inspected priorto strudureplaoement for convetent bottom.
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6.0
Trench excavations for utillty pipes shall bebackfilled underthe supervision of the Soils Consuhant.
After the utillty pipe has been laid, the space lUlder and MOlUld the pipe shall be badditIed with clean sand or approved granular soil to a dqrth of at
leut ooe fO(( overthetop of the pipe. The sand backfill shan be wifoonly jd1ed into place before,the cootrolled baddiU is placed ov<<the sand
The on..site materials, or <dier soils approved by the.Soils Cnn"II1fIlnf. shall be watered and mixed, as ~ec:essary. prior to plac:anent in lifts over the
sand baddill.
iE.
The cootrolled baddill shaU be compad.ed to 8t least 90 percent of the maximum labonrtory dalsity, as ddemUned by the ASTM DISS7~70 or the
controlling go""""""",lagmcy.
Field _y ..... and iospedim of the baddill proaxhues ....0 be made by the Soils ComuIlan1 during baddiIling to ... that propa' moisture
_ and UDifonn .".,.,aaim is being maintained. The -..aor diaD providete\t holes and explonlolypils as roquirod by the Soils Consu\tant.
to enablesampling and...,;"g.
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GRADING CONTROL
\nspedim of the fill pia........ shall be provided by the Soils Consultant during the progress of ll/llding.
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7.0
In pcm, dcosily tests shoold be made at inteIvaIs nol ex=ding two feet offill hei#d or ev<:s:y SOO wbic yards offill placed. This aikria will
vary dq>ending m soil OOIlditims and the size of the job. In any evaIl, an adequate nwnber of field dcosily tests shaD be made to vailY that the
roquirod ~m is being achieved.
Density tests shoold also be made m the native swfaco material to receive 611. as roquirod by the Soils Consultant.
All clean..... processed yound to received 611. key excavations, subdrains, and rock disposals should be impeded and approved by the Soils
Consultant prior to placlng any fill. h shall be the Contndo(s respmsibility to n..ny the Soils ComuIlan1 whal sucl1 areas will be ready for
insped.ion.
7.\
CONSTRUCTION CONSIDERATIONS
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Erosion control measures, when necessary, shall be provided by the Ccotrad.or during grading and prior to the compldioo and cmstrudion of
permanent drainage controls.
Upon ~ldioo of grading md t.cnnination of inspedions by the Soi1s Coosuhant., no fiuther filling or excavating, including that necessary for
f~ foundatioos, Iarge_ wells, n:taining walls, or...... features....1I be performed without the approval of the Soils Coosuhant.,
Care dlall be Uk<n by the Cootnldor during final ll/llding to pn:scrve any berms, clnlinage tmaces, inl<rceptor swales, or other devices of
pamanent n8tUre on or adjacent to the property.
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OVER EXCAVATE
AND RECOMPACT
OVERBURDEN
OR UNSUITABLE
MATERIAL
SIDE HILL
CUT PAD DETAIL
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FINISHED CUT PAD
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UNWEATHERED BEDROCK OR "
~ MATERIAL APPROVED BY ---.J
r THE GEOTECHNICAL CONSULTANT
SUB DRAIN AND KEY WIDTH REOUIREMENTS
DETERMINED BASED ON EXPOSED SUBSURFACE
CONDITIONS AND THICKNESS OF OVERBURDEN
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ROCK
DISPOSAL DETAIL
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--------------------
----:--------:..::-=~-----:::-:-:::-:-=:-:::-:-:COMP ACTED :::-:--:::--::
_-_-:-:-:__:::-:::_:::_:-~J.Q....M!!::!=_. -:::-:__:::-:-:::.-_-: :-_-_:...:::_ :-~
---- ---------:-t---------- FILL
---===:========:=~::=~~~==--:::-====:-:-:~~==~~~~==--:::~~J:-- '-,
----------::----:.7----~-::...----:----:...-----:...0-_-_-__:...-__:...-__:...-0r_ -
_ _-_--:....-_-_-_-_-_-C_--:....-_-g_-_-_-_-_-_-_~....:- - -- ---- --"...",,--
---CJ~~I~~~~~i*i1~!i~El~~~~~!2~!~~===~:-..
----____:z'_____________4 MIN.-_ -15' MIN ~-------:-
- -----:::t;...,.....------------- - -- .-=1----
:..:-:-:-:-:====~~=~--=~:::=:=-=::::=-==-=:-- - -~=-==-==:-::~==-==-=:==-==--_-:-
~~=~=~~~~3lE======3=:~=t===:::::====~===::~:::='":.J=-=-:-:-:-=-::----:....- --
. - - - ~---------------: -O-VE-R-S-'Z-E:----:....---:: - - --
-=----...-""--------- .
WINDROWl
FINISH GRADE
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SLOPE
FACE
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GRANULAR SOIL'
. To filT voids,
densified by
flooding
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PROFILE
ALONG WINDROW
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TRANSITION LOT DETAILS
CUT-FILL lOT
NATURAL GROUND
1-
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!
. ;
';
-
--
--
....
- -. -- -.--
--
--
- ....
....... --,
....
- -\.:' -,.- - --
:co'MP ACTED =-:FJLi.;-=-=-::::~--:::':'-~~~-:...:::.::-~----:...---:+--------------- 36" MIN.
------------------.,"-"\ ---j;.: " -r
.--------___-.c..____a_\~'r='-~- ,'\"r': . lI\ .. \ .
----------~---.~E---- --- I
-:-:::-=-=--:...-=~~=-~S0\"\F'~--..;;:;-~------ . OVER EXCAVATE AND RECOMPACT
-~-::Z":\lt__:..- _ . '^'-"'A _
---....0"''''' -----.-
---,,~ .------
-":.~t;. --:::;..r- - ---
UNWEATHERED BEDROCK OR 1
,-- MATERIAL APPROVED BY ---.J
1 THE GEOTECHNICAL CONSULTANT
CUT LOT
--- -- --- ,..
-- --
_ --.- REMOVE __ -
_ -- --UNSUITABLE~_- 5' L
_- - 'MATERIAL _ MIN.ri
:... ---------:...------------~--- ---------------:...-:...- 36" MIN
:..-----_-:...-::::--:...---------~ ---------~------------ .
-~CriMPACTED::-_-_-~-= i" ~ ^. T
:..-=~~~~~~ OVEREXCAVATE ANDRECOMPACT
. UNWEATHERED BEDROCK OR J
,-- MATERIAL APPROVED BY ---1
t THE GEOTECHNICAL CONSULTANT
--
-
--
--
- . ._.. -
NATURAL GROUND
1-
--
--
-
NOTE:
Deeper overexcovatian and recomoaction sholl be performed
if de!ermined -0 be necesscry by the geotechniCOI consultant.
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SLOPE BUTTRESS OR ,
R E P LAC E MEN T FILL 0 ETA I L 1= ~fN.-1 1
~ -__.L_______
~---:...-:...-:...-:...-,L': -,
-----~1 ..
_-:::-=~~==~-~ FILL BLANf
-----:...-:...-:...- J(J" MIN
--------~. .
----:...---:...-:...---:...- BACK CUT
----=-=-:::-:::-:::~ - -'A I: I OR FLA HE
----------:...-----:... - BENCHING
OUTLET PIPES
4" fll'Jonperforated Pipe,
100' Max. O.c. Horizontally,
30' Max. a.c. Vertically
"~SU8DRAJN
, _-::.:t-::t=3:f=~=~3:f===~~~/ SEE AL TERNA TES
----------:f:----------:...------- V /
---=====~~~=~=~~=~~~~~~v-=-- 0 .
-----------~-----~-
KEY I';: --------:...-------:...------/----..:--:...- -
D. ~P-,:,; 1 ~-:...-:...---:...-------:...-"o;:-:...---..:r-----_:...--Z_U>_
"- I~ -n . ._L.O_ _ -;.-~:'{
::A! _ ___:...__________
--:...---..:.-:...-:... -..:2%"Mi~:;- -- - - - ~
b KEY WIDTH ' ,
eouIP.'.':NT 51I: - CENE."AU. Y IS rC:T I
A 6
"
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2' MIN.
PERF ORA TE:J ?IFC
- 4"DMlN: -
AL TERNA TE A
. -- - RECOMPACTEO Fill
'.flu. - --
, ~"FIN;SElECT .BEDDING
BACKFill
. 0 M~'l. NONPEilFQRA TED /
PIPg ,/
S" MIN. OVEP.lA?
'POSITlve seAL\. .
SHOULD ae Y2 I~" MIN.
PROVIDED ~ GRAVEL OR
AT THE JOONT , ~' 4 <.APPROVED
S # ..,.. ct"\U~'A' eL'T
%M~ ~ - .-- .-.
. ,--..:;a . "...
OUTLET " ~ ~ .,..
PIPE.-."t:'_""
'-CIAArl 1",,0 Fit TE~
FABRIC OR APPROvED
EOUIVALENT
DETAIL A-A'
AL TERNA TE B
,
NOTES:
.. Fill blanket, back cut, key width and
key depth are subject to field change,
per report/plans.
.. . Key .heel subGrain, blanket drain, or
vertical drain may be required at the
discretion of the geotechnical consultant.
. SUBDRAIN INST ALlA TION - Subdrain
pipe shall be instolled with perforations
Gown or, at locations designated by
the geotechnical consultant, shall be
nonpedorated pipe.
,. ~ SUBDRA/N TYPE - Subdrain type sholl
be ASTM 02751, SDR 23.5 or ASTM 01527,
Schedule 40 Acrylonibile Butadiene Styrene
, (ABS) or ASTM 03034 SOR 23.5 or ASTM
01785, Schedule 40 Polyvinyl Chloride Plastic
,_.,-~ . . ..' -. .
FILTER MATERIAL:
Filter material shall be
Class 2 permeable material
per State of California
Standard Specifications,
. or approved alternate.
Class 2 grading as follows:
SIEVE SIZE
PERCENT PASSING
I"
3/4"
3/8"
No.4
No.8
No. 30
No. SO
No. 200
100
~O-I 00
40-100
25-40
18-33
5-15
iJ-7
0-3
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1
1
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1
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BENCHING DETAILS
FiLL SLOPE
'"
_-:::::_::::COMPACTED ::-=--=--=--:..::
_-_-=-=-=-=~~~ l'!..L_L:"'~':=-=-=-:::_=-::'
------------------~_.
-----------------~~----
-=-------_""":-------,.:- - - - --::::- - - --~ -...::...-=:::
.' -----....:---------_-:...-:...-:>.---~-- "'" ",",,'"
- -------- -_:-~--_.~---::::"'"_--j"'"
_-_-==3==:=:==3E:z~-=*:&==~~ /~'Y^' '"
_ _-_-_-_-_-_--;z_-_-_-_-;~
of slope to cpproved ground _-=-=-:-:-:::?~:-:----;..?::"'_-:
----'-'-........-----....... .
""- . --::..::??~:::-:~=--::-:-4$'"
. ~-=~-=-3=~=~?I'~ MIN. j~' .
,/ ,_~:=_::::-~:-::=-:-:::-=-: """BENCH' BENCH
A; . r-_--------- , . HEIGHT
--'- _-C-:::_::2%MIN::::-:-:::- (typicol) VARIES
-----~----
T ^' .
2' MIN. I 15' MIN. I
KEY t'LOWEST BENCH -->J
DEPTH (KEY)
PROJECTED PLANE
I to I moximum from toe
'\ . REMOVE
UNSUITA8l-E
MATERIAL' .
NATURAL
GROUND \
'FILL OVER CUT SLOPE
_-: COMPACTED ::-:-=-~
------,;,.--1 FI LL =---;..:::.----:;;..
--=-=-=-:-:-:-:~-~-~-::::-- ..?:
--=-=====~===:=:::=-:---::.-=~-=-
----~-----
-------------~-
-------------~---
--~----------
REMOVE. NATURAL z-::-_-:-:-::::-::;..: ...
UNSUITABLE GROUND '- :2___~______~. I
MATERIAL ~ - ..-- L 4' MIN.
_\- - - - - ~-~-~t~~~: ,. · I-~~~i~~
_- 1"
--- ~ ~
---- ~15IMIN'il
__ - LOWEST BENCH
-
BENCH
HEIGl;lT
V ARIES
--
CUT
FACE
T Q be constructed prior
to fill placement
.--
--
NOTES:
LOWEST BENCH: Depth and width subject to field change
based C~ consultant's inspection.
S;';!!ORAI~JAGE:. E:~k ,:::;.,~ mcy be required at the
jiscretlon or the geotechnical con3ultanL
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CANYON SUBDRAIN DETAIL
SU8DRAlN Perforated Pipe Surrounded With
ALTERNATE A: Filler Malerial
FILTER MATER IAL
3
9 ft. 1ft.
COVER
6"MIN.~
. Alternate A-1
..... ,'lv ;.<
:'~: ::: :.... ~
o. .._ _.
8EDDING
PERFORATED PIPE
6"OMIN,
SU8DRAIN 1 1/2" Gravel Wrapped
AL TERNA TE 8: in Filter Fabric
I!
, MIR:'FI 140 FILTER
FABRIC OR
APPROVED
EOUIV ALENT
11'2" MIN. GRAVEL OR
APPROVED EOUNALENT
9 ft, 31ft.
./
FILTER MATERIAL:
Filter material sholl be
Closs 2 permeable maTeriel
per State of California
Standard Specifications, ;
or approved Qlt~rnQte. I
Closs 2 grading os (ollows:
SIEVE SIZE
PERCENT PASSING
I"
3/4"
3/8"
No.4
No.8
No. 30
No. 50
No. ZOO
100
90-100
40-100
25-40
18-33
5-15
0-7
0-3
NOTE:
In addition to the wrapped
gravel, outlet portion of the
subdrain should be' equipped
with a minimum of 10 feet
long' perforated pipe con-
nected to a nonperforoted pipe
having 0 minimum of 5 feet in
length inside the wrapped
gravel.
,. SUBDRAIN INST ALLA TION - Subdroin pipe sholl be installed with perforations down or,
at locations designated by the geotechnical consultant, shall be nonperforoted pipe.
SUBORAIN TYPE - Subdrain type shall be ASTM 02751, SOR 23.5 or ASTM 01527, Schedule 40 1/
Acrylonitrile Butadiene Styrene (ABS) or ASTM 03034 SOR 23.5 or ASTM 01785, Schedule 40 ~
POlyvinal Chloride Plastic (PVC) pipe or approved equivalanl
'.