HomeMy WebLinkAboutParcel Map 7556 Parcel 2 Grading Report
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RECEIVED
APR 1 4 2004
CITY OF TEMECULA
ENGINEERING DEPARTMENT.
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I~ II PACIFIC SOILS ENGINEERING, INC.
f!JIl 7715 CONVOY COURT, SAN DIEGO, CALIFORNIA 92111
~ TELEPHONE: (858) 560-1713, FAX; (858) 560-0380
MR. TROY JUVE
29745 Ramsey Court
Temecula CA 92951
March 15, 2004
Work Order 400940
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Attention:
Mr. Troy Juve
Subject:
Grading Report For the Juve Residence,
Riverton Lane, Parcel 2 of Parcel Map 7556,
in the City of Temecula, California
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References:
See Appendix A
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Gentlemen:
Presented herein is Pacific Soils Engineering, Inc.'s (PSE) grading report for the Juve residence,
Riverton Lane, Parcel 2 of Parcel Map 7556, in the City of Temecula, California.
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Cut and fill grading operations were utilized to develop the subject lot under the testing and
observation ofPSE during December of2003. Data and test results developed during this phase
of grading are summarized in the text of this report, on the enclosed 40-scale grading plan (Sheet
2 of 3) prepared by Huber & Associates, and in Table 1. Also presented herein are the foundation
and slab design recommendations, based on field and laboratory testing of as-grades soil
conditions.
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Cuts, fills and processing of original ground covered by this report have been completed under
PSE's testing and observation. Accordingly, the work is considered to be in general compliance
with the City of Temecula grading code criteria, the 40-scale grading plans and the referenced
geotechnical reports.
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CORPORATE HEADQUARTERS
TEL: (714) 220-0770
FAX: (714) 220-9589
LOS ANGELES COUNTY
TEL: (310) 325-7272 or (323) 775-6771
FAX: (714) 220-9589
RIVERSIDE COUNTY
TEL: (909) 582-0170
FAX: (909) 582-0176
SOUTH ORANGE COUNTY
TEL: (714) 730-2122
FAX: (714) 730-5191
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Work Order 40940
March 15,2004
Page 2
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Slopes are considered surficially and grossly stable and will remain so under normal conditions.
To reduce exposure to erosion, landscaping of graded slopes should be accomplished as soon as
possible. Drainage berms and swales should be established and maintained to aid in long-term
slope protection.
1.0 ENGINEERING GEOLOGY
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1.1
Geolol!ic Units
Geologic units encountered during the grading ofthe subject lot consisted of
Colluvium (map symbol Qcol), and Quaternary-age Pauba Formation (map
symbol Qp). The as-graded distribution of these units is shown on Sheet 2 of3.
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1.1.1 Colluvium (Map Symbol Qcol)
Colluvium encountered on the subject site consists of sandy clays. They
are dark reddish brown to brown, soft to firm, dry and rooted. These soils
are typically less than five (5) feet thick. Complete removals of colluvium
soils were accomplished prior to the placement of compacted fill.
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1.1.2 Pauba Formation (Map Symbol Qp)
Quaternary-age Pauba Formation directly underlies the compacted fill.
This bedrock unit consists of interbedded siltstones and sandstones. The
unit is yellowish brown to reddish brown, coarse-grained sandstones and
brown siltstones, slightly moist to moist and hard. Highly weathered
portions were removed prior to fill placement. The Pauba Formation is
locally massive.
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PACIFIC SOILS ENGINEERING. INC.
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Work Order 40940
March 15,2004
Page 3 .
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1.2
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1.3
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Structure
The Pauba Formation bedrock was observed to be massive. Based upon site
geologic field mapping, literature research, and analyses of aerial photographs,
faulting is not known to occur onsite.
Subdrains
A four- (4) inch subdrain was placed at the heel of the fill key on the eastern edge
of the pad. See Sheet 2 of3 for drain location.
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1.4 Groundwater
Groundwater was not encountered during grading of the subject site.
1.5
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1.6
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Corrective Gradinl!
Corrective grading such as stabilization fills or buttresses were not required.
Conclusions
From an engineering geology viewpoint, the pad for the Juve residence is suitable
for its intended residential use.
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2.0 SOIL ENGINEERING AND PROJECT GRADING
2.1
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Compaction Test Results
Compaction test results are presented in Table 1. Approximate test locations are
shown on the enclosed 40-scale grading plan (Sheet 2 of 3). Compaction testing
was conducted utilizing the Campbell Pacific Nuclear Test Gauges
(ASTM:D2922 and D 3017).
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Work Order 40940
March 15,2004
Page 4
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2.2 Removal Excavations
The removal of unsuitable material to Pauba Formation was accomplished in fill
areas during grading.
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2.3
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2.4
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2.5
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Prior to placement of compacted fill the exposed surface was scarified, moisture
conditioned to a minimum of optimum moisture or slightly above, and compacted
in-place to a minimum of90 percent of the laboratory maximum dry density
(ASTM:D 1557-91).
Fill Construction
Fill, consisting of the soil types indicated in Table I, was placed in thin lifts
[approximately six (6) to eight (8) inches], moisture conditioned to a minimum of
optimum or slightly above, and compacted in-place to a minimum of90 percent of
the laboratory maximum dry density (ASTM:D 1557-91). This was accomplished
utilizing heavy earth moving equipment. Each succeeding fill lift was treated in a
similar manner.
Benchinl!
During this phase of grading, fill materials placed on slope gradients steeper than
5-horizontal to I -vertical were keyed and benched into competent bedrock. The
upper soils were stripped and benched out on the shallow slopes in such a manner
that compacted fill, reported herein, is in contact with bedrock.
Fjeld Observation
During this grading, removals, excavations, cleanouts and processing in preparing
fill areas were observed by this firm's representative prior to placement of fill.
Based on those observations, fills are supported by bedrock.
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Work Order 40940
March 15,2004
Page 5
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2.6
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2.7
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2.8
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2.9
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Compaction and Depth of Fill
Compaction testing was performed for approximately each one (I) to two (2) feet
of fill placed. The approximate maximum vertical depth of fill placed during this
phase of grading is on the order of five (5) feet on the building pad.
Fill Slope Construction
The fill slopes were built to grade. Upon completion of grading, slopes were
compacted by track-walking.
Slope Protection
Finish slope surfaces have been probed and/or tested and the slopes are considered
to satisfy the project requirements, and grading codes of the City of Temecula.
The slopes are subject to erosion. As such, landscaping and irrigation
management are important elements in the long-term performance of slopes and
should be established and maintained as soon as possible.
Nnisance Slope Seepal!e
2.9.1 Cut Slopes
Owing to the existence of fractures within the bedrock, it is possible for
seepage to develop from precipitation and/or landscape irrigation.
Seepage conditions on cut slopes may require collection devices to be
installed by the homeowner. This can be mitigated by constructing
interceptor drains and should be handled on a case-by-case basis.
2.9.2 Fill Slopes
The fill slopes onsite are comprised of relatively permeable fills. As with
the cut slope condition, post-grading precipitation and/or landscape
irrigation may cause localized nuisance seepage to develop on slope faces.
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Work Order 40940
March 15,2004
Page 6
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This condition can be mitigated by construction of interceptor drains by
the homeowner and should be handled on a case-by-case basis.
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3.0
PROPOSED DEVELOPMENT
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The subject site is scheduled for the construction of a one- to two-story single-family
residential structure utilizing a conventional slab-on-grade foundation system with
shallow footing elements.
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4.0 FOUNDATION DESIGN RECOMMENDATIONS
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Materials encountered during the grading of the subject lot and utilized for compacted fill
ranged from "very low" to "medium" in expansion potential. Sampling of the post-
grading soil conditions was conducted to determine the expansion index per UBC
Standard No. 18-2. That evaluation revealed "low" expansive materials on the subject
building pad. Laboratory test data are presented in Table 4.1.
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TABLE 4.1
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SAMPLE
NO.
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EXPANSION EXPANSION
INDEX POTENTIAL
lUBe TABLE 18-1-8)
23 Low
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Based on the data presented in Table 4.1, the following foundation design criteria are
presented.
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4.1
Foundation Desil!n Criteria
Foundations for structures may be designed based on the following values:
Allowable Bearing:
2000 lbs.lsq. ft.
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Work Order 40940
March 15,2004
Page 7
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Lateral Bearing:
250 lbs./sq. ft. at a depth of 12 inches plus 100
Ibs./sq. ft. for each additional 12 inches
embedment to a maximum of2000 Ibs./sq. ft.
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Sliding Coefficient: 0.35
Settlement:
Total = 3/4 inch
Differential = 3/8 inch in 20 feet.
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The above values may be increased as allowed by code to resist transient loading
conditions, such as wind or seismic.
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4.2
Conventional Foundation Systems
Conventional foundation systems should be designed in accordance with Table
4.1 and Table 4.2.
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Work Order 40940
March 15,2004
Page 8
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TABLE 4.2
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CONVENTIONAL FOUNDA TION DESIGN PARAMETERS
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Expansion Potential Very Low to Low
Soil Category I
Footinl! Depth Below Lowest Adiacent Finish Grade
One-Story Interior 12 inches
One-Story Exterior 12-inches
Two-Story Interior 12-inches
Two-Story Exterior 18-inches
Footinl! Width
One-Story 12 inches
Two-Story 15 inches
Footinl! Reiuforcement
One-Story & Two-story No.4 rebar, one (1) on top, one on bottom.
Slab Thickness 4 inches (actual)
Slab Reinforcement No.3 rebars spaced 18 inches on center, each way.
Under-Slab Requirement 2 inches of clean sand over 10-mil Visqueen, underlain with 2 inches of clean sand.
Slab Subl!rade Moisture Minimum of 110 percent of optimum moisture prior to placing concrete.
Footine Embedment Next to Swales and Slopes
If exterior footings adjacent to drainage swales are to exist within five (5) feet horizontally of the swale, the footing should be
embedded sufficiently to assure embedment below the swale bottom is maintained. Footings adjacent to slopes should be
embedded such that at least seven (7) feet are orovided horizontallv from edee of the footine to the face of the slone.
Garal!es
A grade beam reinforced continuously with the garage footings shall be constructed across the garage entrance, tying together the
ends of the perimeter footings and between individual spread footings. This grade beam should be embedded at the same depth
as the adjacent perimeter footings. A thickened slab, separated by a cold joint from the garage beam, should be provided at the
garage entrance. Minimum dimensions of the thickened edge shall be six (6) inches deep. Footing depth, width and
reinforcement as well as slab thickness, reinforcement and under-slab treatment should be the same as the structure.
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PACIFIC SCILS ENGINEERING. INC.
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Work Order 40940
March 15,2004
Page 9
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4.4 Seismic Desil!n
Seismic design should be based on current and applicable building code
requirements and the parameters presented in Table 4.3. The nearest known
active fault is the Elsinore Fault Zone. It is approximately two and three-tenths
(2.3) miles from the subject site.
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TABLE 4.3
Seismic Design Parameters
Reconnnended Values
Seismic Parameter (1997 UBC)
SD
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Seismic Zone Factor Z
Seismic Coefficient Co
Seismic Coefficient Cv
Near Source Factor No
Near Source Factor Nv
Seismic Source Type
0.4
0.40 Na
0.56 Nv
1.2
1.4
B
4.4.1
Seismically Induced Liquefaction or Dynamic Settlement
Based upon PSE's observations during grading, and the competency and
density of the compacted fills and supporting bedrock unit, the potential
for seismically induced liquefaction or dynamic settlement is considered to
be very low.
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4.5
Moisture Barrier
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Slab-on-grade foundation systems should be underlain with a moisture barrier to
minimize the potential for moisture migration from the sub grade soils through the
slab. It is recommended that the moisture barrier should also be placed below the
garage slab. Minimally, it is recommended that the moisture barrier should
consist of a 10-mil polyvinyl membrane. Care should be taken during
construction so that the 10-mil polyvinyl membrane (see Under-Slab
Requirements Table 4.2) is not punctured or violated. Further, it is recommended
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PACIFIC SOILS ENGINEERING. INC.
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Work Order 40940
March 15,2004
Page 10
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that the polyvinyl membrane should be overlapped or glued at the joints to further
reduce the potential of moisture vapor migration.
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4.6 Deepened Footinl!s and Setbacks for Residential Structures
It is generally recognized that improvements constructed in proximity to properly
constructed slopes can, over a period of time, be affected by natural processes
including gravity forces, weathering of surficial soils, and/or long-term
(secondary) settlement. Most building codes, including the Uniform Building
Code (UBC), require that structures be set back or footings deepened, where
foundations of residential structures are to exist in proximity to slopes, the
footings should be embedded to satisfy the requirements presented in Figure I.
Consideration of these natural processes should be undertaken in the design and
construction of the other improvements.
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FACE OF
FOOTING
TOP OF
SLOPE
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FACE OF
STRUCTURE
H/J BUT NEED NOT
EXCEED 40 rL
MAX.
H
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TOE OF
SLOPE
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HI2 BUT NEED NOT
EXCEED 15 FT.
MAX.
4.7
Backvard Improvements
Future improvements such as patios, slabs, pools, and perimeter screen walls can
be constructed; however, the design and siting of all such improvements should be
reviewed by a soil engineer.
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Work Order 40940
March 15,2004
Page II
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4.8 Retaininl! Wall Desil!n
Retaining walls should be founded on compacted fill or bedrock. Foundations
may be designed in accordance with the recommendations presented in Section
4.2. In general, conventional walls can be designed to retain either native
materials or select granular backfill, although the design for non "free-draining"
and expansive native material will produce a relatively costly wall system. Due to
the fact that some of the native onsite soils are relatively fine-grained and may be
expansive, specifications for the quality of backfill soils should be defined. It
should be anticipated that suitable backfill material will have to be imported or
selectively produced from onsite sources and should consist of granular very low
to low expansive materials.
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4.8.1 Rankine Earth Pressure Coefficients
The following earth pressure coefficients are presented for "select" onsite
soils for level ground.
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Level Backfill
Ka = 0.32
Kp = 3.12
Ko = 0.48
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Equivalent fluid pressure can be calculated utilizing a soil unit weight of
Y = 125 pcf. Restrained retaining walls should be designed for "at-rest"
conditions, utilizing Ko.
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4.8.2 Retaininl! Wall Backfill
Retaining walls should be backfilled with free draining materials (SE ~
30) within one-half (1/2) the height of the wall, measured horizontally
from the back of the wall, and compacted to project specifications. The
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PACIFIC SDILS ENGINEERING. INC.
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Work Order 40940
Page 12
March 15,2004
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upper twelve (12) inches of backfill should consist oflocally derived soils.
Drainage systems should be provided to walls to relieve potential
hydrostatic pressure (Figure 2).
FIGURE 2
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RETAINING WALL BACKFILL
N.T.S.
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;'i:i:."':J7:;:t,~-;.\:;.
T
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H
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~_I~~e:~1
'"' OR AS MOOFED
B'fASPECFICREPORT
<D 4 INCH PERFORATED PVC, 6CHEOULE<Il, SDR 350RN'MOVED .-.LTEANATE.PLACE
PERFORATIONS DOWN AND SURROUND WITH 4 cu. n. PER FT. OF :JI.4INCM
ROCKOR N'PROVEDALTERNATEAND hlIRAFI140FLTER FABRIC OR APPROVED
EQUrJAlENT
<D OJITIONAI.. PLACE DRAIN AS SHOWN WHERE MOISTURE MIGRATION IS UNDESIRABLE
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4.8.3
Inspection
Footing excavations for retaining walls should be observed by the project
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soil engineer or their representative.
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4.8.4 Additional Loads
Additional allowances should be made in the retaining wall design to
account for the influence of construction loads, temporary loads, and
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Work Order 40940
March 15,2004
Page 13
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possible nearby structural footing loads. No backfill should be placed
against concrete until minimum design strengths are achieved.
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5.0 NON-STRUCTURAL CONCRETE FLATWORK
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The following additional design recommendations are for non-structural concrete
flatwork to be constructed outside the proposed structures (Table 5.1).
TABLE 5.1
Recommendations for Non-Structural Concrete F1atwork
(Low to Medium Expansion Potential Soils)
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4 inches
: "~PtY: ;;,': ,,; .
"Sidewalks':'
Per City
Standard
'. !,~ivatf
SidewalkS
","." Minimum;.,.'.
, S 'ecillcations'
Thickness
4 inches
4 inches
Subgrade
Preparation
120% of optimum
moisture to a depth
of 12 inches
Per City
Standard
Deep tool at 6 feet
SpaClllg
maximum)
120% of optimum
moisture to a depth
of 12 inches
Deep tool at 8 feet each
way (maximum)
120% of optimum
moisture to a depth of
12 inches
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Crack
Control
Deep tool at lO-feet
on center, each way
Per City
Standard
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5.1 Corrosivity
Onsite soils are not anticipated to be aggressive to buried metallic construction
materials.
5.2
Fences and Screen Walls
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Block walls, ifused, should be embedded a minimum of two (2) feet below the
lowest adj acent grade. In the vicinity of descending slopes, the foundations
should be embedded to provide for a minimum horizontal distance of seven (7)
feet from the face of the slope to the outside edge of the bottom of the footing.
Construction joints [not more than sixteen (16) feet apart] should be included in
the block wall construction. The surficial slope soils are subject to weathering
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PACIFIC SOILS ENGINEERING. INC.
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Work Order 40940
March 15,2004
Page 14
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and associated creep. The depth of the creep-affected zone is dependent on many
factors including slope gradient, height, and soil type as well as maintenance and
irrigation levels. For the subject site-specific conditions, it is the opinion ofPSE
that the depth of the creep zone for the subject tract is on the order of three (3) feet
(vertical).
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Walls at the top of the slopes need to be designed to withstand the effects of these
phenomena. This includes designing the walls to support an active force
associated with the creep-affected soils. The homeowners should be advised that
improvements constructed in the rear yard in proximity to the slopes should
account for these potential movements.
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6.0
OTHER DESIGN AND CONSTRUCTION CONSIDERATIONS
6.1 Site Drainal!e
Positive drainage away from structures should be provided and maintained. Roof,
pad and slope drainage should be collected and directed away from the proposed
structures to approved disposal areas. It is important that drainage be directed
away from foundations. This is especially true in patio areas and green belt areas.
The recommended drainage patterns should be established at the time of fine
grading and maintained throughout the life of the structure.
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6.2
Service Utility Trench Backfill
Service utility trench backfill should be accomplished in accordance with the
prevailing criteria of the City of Temecula.
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PACIFIC SOILS ENGINEERING, INC.
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Work Order 40940
March 15, 2004
Page 15
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7.0
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6.3
Seismic Desil!n
Seismic design should be based upon current and applicable building code
requirements.
HOMEOWNER CONSTRUCTION AND MAINTENANCE RESPONSIBILITIES
During and upon completion of mass grading of the subject site, representative soil
samples were tested for expansive soil characteristics and soluble sulfate concentrations.
The results of these tests are presented in Table 4.1 and Appendix B, respectively, of this
report. In addition, certain lots contain manufactured slopes within or adjacent to the
building pad area. All of these conditions should be considered in design, construction,
and maintenance of homeowner improvements. The homeowners should be advised of
certain responsibilities they must accept in consideration of these factors. Suggested
information to educate the homeowners regarding these responsibilities is presented in
Appendix C. We suggest that this information be provided to all homeowners as part of
an information packet during the sales process.
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PACIFIC SOILS ENGINEERING. INC.
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Work Order 40940
March 15,2004
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Page 16
This report presents iuformation and data relative to the mass grading and/or placement of
compacted fill at the subject site. A representative(s) of this firm conducted periodic tests
aud observations during the progress of the construction in an effort to determine whether
compliance with the project drawiugs, specifications and Building Code were being
obtained. The presence of our personnel during the work process did not involve the
direction or supervision of the contractor. Technical advice and suggestions were provided
to the owner and/or his representative based upon the results of the tests and observations.
Completed work under the purview of this report is considered suitable for the intended
use. Conditions of the reference reports remain applicable unless specifically superseded
herein.
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Respectfully submitted,
PACIFIC SOILS ENGINEERING, INC.
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B,&itW ~:$:
RICHARD A. TIPTON,
Civil Engineering Associate
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Dist: (6)
Addressee
RAT/JAC/JMP/JAH:bm:400940, March 15,2004
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Reviewed By:
JO A. HANSON,
Vice President
PACIFIC SOILS ENGINEERING. INC.
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APPENDIX A
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Work Order 400940
March 15,2004
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REFERENCES
Gregory, Garry H., 1999, GSTABL7 with STEDwin, slope stability analysis system.
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lCBO, 1997, Uniform Building Code, Whittier, California: International Conference of Building
Officials, 3 volumes.
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Kennedy, M. P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in
Southern Riverside County, California: California Division of Mines and Geology,
Special Report 131.
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Pacific Soils Engineering, Inc., 2003, Geotechnical Foundation Investigation for the Juvi
Residence, Riverton Lane in the City of Temecula, California, dated July 21,2003 (Work
Order 400940).
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APPENDIX B
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PACIFIC SOILS ENGINEERING, INC.
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~ Dell\llar Analytical
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Pacific Soils Engineering,lnc.
7715 Convoy Court
San Diegc., CA 92111
Attention: Ron Buckley
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Analyte
Sample 10: INB0089-01 (EI-I - Soil)
Reporting Units: <II.
Soluble Sulfate
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Del Mar Analytical, Irvine
Heather Bean For Chariya Heang
Project Manager
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Project ID: 400940
Report Number: INB0089
IN ORGANICS
Method
Batch
Reporting
Limit
EPA 300.0
4804043 0.00050
2852 Alton Av~., Irvine CA 92606 (949) 261-1022 FAX (949) 261-1228
1014 E. Cooky Or., Suite A. CollOn. CA 92324 (909)370-4667 FAX (949) 370.1046
9484 Chesapeak.e Dr.. Suile 805. Sail Diego. CA 92123 (858) 505-8596 FAX (858) 505-9689
9830 SouIIl 51st SI.. Suite B-12o.Phocnix. AZSSD44 (480)785.0043 FAX (480)7115-01151
2520 E. Sunset Rd./lJ, Las Vegas. NV 89120 (702) 798.J62{) FAX (702) 79&-3621
Sampled: 01/18/04
Received: 02/03/04
Sample
Result
Dilution Date
Factor Extracted
Date
Analyzed
0.00068
2/4/2004
2/412004
The re.l"lllis jJl'rtoin nJ1~l"1n 1/1.' "\<lIII/'/I.'S ft's/t'd ;lIlhe /ahoralOry" This 1"t'f)(JI"I ~'Jz(JII'WI /J" reprmfllcl.'d.
".\"Cepl ill/ill/, l1"ill1ml/ l1"r;1I1'11 permiss;oll/i"lJIII &1 Mllr Al!a~l"liC(ll.
Data
Qualifiers
1/'1'80089 <Puge 2 of5>
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APPENDIX C
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APPENDIX C
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PACIFIC SOILS ENGINEERING. INC.
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Work Order 400940
March 15,2004
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OWNER MAINTENANCE AND IMPROVEMENT CONSIDERATIONS
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General
Owners purchasing property must assume a certain degree of responsibility for owner improvements
and for maintaining conditions around their property. Of primary importance are maintaining
drainage patterns and minimizing the soil moisture variation below all lot improvements. Such
design, construction and homeowner maintenance provisions may include:
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. Employing contractors for owner improvements who design and build in recognition oflocal
building codes and specific site soils conditions.
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. Establishing and maintaining positive drainage away from all foundations, walkways, driveways,
patios, and other hardscape improvements.
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. A voiding the construction of planters adjacent to structural improvements. Alternatively, planter
sides/bottoms can be sealed with an impermeable membrane and drained away from the
improvements via subdrains into approved disposal areas.
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. Sealing and maintaining construction/control joints within concrete slabs and walkways to reduce
the potential for moisture infiltration into the subgrade soils.
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. Utilizing landscaping schemes with vegetation that requires minimal watering. Watering should
be done in a uniform manner, as equally as possible on all sides of the foundation, keeping the
soil "moist" but not allowing the soil to become saturated.
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. Maintaining positive drainage away from structures and providing roof gutters on all structures
with downspouts that are designed to carry roof runoff directly into area drains or discharged
well away from the foundation areas.
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Work Order 400940
March 15, 2004
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. Avoiding the placement of trees closer to the proposed structures than a distance of one-half the
mature height of the tree.
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. Observation of the soil conditions around the perimeter of the structure during extremelyhotJdry
or unusually wet weather conditions so that modifications can be made in irrigation programs to
maintain relatively uniform moisture conditions.
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Sulfates
Owners should be cautioned against the import and use of certain inorganic fertilizers, soil
amendments, and/or other soils from offsite sources in the absence of specific information relating to
their chemical composition. Some fertilizers have been known to leach sulfate compounds into soils
otherwise containing "negligible" sulfate concentrations and increase the sulfate concentrations to
potentially detrimental levels. In some cases, concrete improvements constructed in soils containing
high levels of soluble sulfates may be affected by crystalline growth or mineral accumulation, which
may, in the long term, result in deterioration and loss of strength.
.
.
.
Site Drainal!e
. The owners should be made aware of the potential problems that may develop when drainage is
altered through construction of retaining walls, swimming pools, paved walkways, patios or other
hardscape improvements. Ponded water, drainage over the slope face, leaking irrigation systems,
overwatering or other conditions which could lead to ground saturation must be avoided.
.
. No water should be allowed to flow over the slopes. No alteration of pad gradients should be
allowed that would prevent pad and roof runoff from being directed to approved disposal areas.
.
. As part of site maintenance by the resident, all roof and pad drainage should be directed away
from slopes and around structures to approved disposal areas. All berms were constructed and
.
1,1\
PACIFIC SDILS ENGINEERING, INC.
.
Work Order 400940
March 15,2004
.
.
compacted as part of fine grading and should be maintained by the resident. Drainage patterns
have been established at the time of the fine grading should be maintained throughout the life of
the structure. No alterations to these drainage patterns should be made unless designed by
qualified professionals in compliance with local code requirements and site-specific soils
conditions.
.
Slope Drainal!e
. Residents should be made aware of the importance of maintaining and cleaning all interceptor
ditches, drainage terraces, downdrains, and any other drainage devices, which have been installed
to promote slope stability.
.
.
. Subsurface drainage pipe outlets may protrude through slope surfaces and/or wall faces. These
pipes, in conjunction with the graded features, are essential to slope and wall stability and must
be protected in-place. They should not be altered or damaged in any way.
.
Plantinl! and Irril!ation of Slopes
. Seeding and planting of the slopes should be planned to achieve, as rapidly as possible, a well-
established and deep-rooted vegetal cover requiring minimal watering.
.
. It is the responsibility of the landscape architect to provide such plants initially and of the
residents to maintain such planting. Alteration of such a planting scheme is at the resident's risk.
.
. The resident is responsible for proper irrigation and for maintenance and repair of properly
installed irrigation systems. Leaks should be fixed immediately.
.
. Sprinklers should be adjusted to provide maximum uniform coverage with a minimum of water
usage and overlap. Overwatering with consequent wasteful runoff and serious ground saturation
must be avoided.
.
1P
PACIFIC SOILS ENGINEERING. INC.
.
Work Order 400940
March 15,2004
.
. If automatic sprinkler systems are installed, their use must be adjusted to account for seasonal .
and natural rainfall conditions.
.
.
Burrowinl! Animals
. Residents must undertake a program to eliminate burrowing animals. This must be an ongoing
program in order to promote slope stability.
.
Owner Improvements
Owner improvements (pools, spas, patio slabs, retaining walls, planters, etc.) should be designed to
account for the terrain of the project, as well as expansive soil conditions and chemical
characteristics. Design considerations on any given lot may need to include provisions for
differential bearing materials, ascending/descending slope conditions, bedrock structure, perched
(irrigation) water, special geologic surcharge loading conditions, expansive soil stresses, and long-
term creep/settlement.
.
.
All owner improvements should be designed and constructed by qualified professionals utilizing
appropriate design methodologies, which account for the on-site soils and geologic conditions. Each
lot and proposed improvement should be evaluated on an individual basis.
.
.
Setback Zones
Fill slopes have been manufactured on site to maximum heights of approximately forty (40) feet.
Manufactured slopes maybe subject to long-term settlement and creep that can manifest itself in the
form of both horizontal and vertical movement. These movements typically are produced as a result
of weathering, erosion, gravity forces, and other natural phenomenon. A setback adjacent to slopes
is required by most building codes, including the Uniform Building Code. This zone is intended to
locate and support the residential structures away from these slopes and onto soils that are not
subject to the potential adverse effects of these natural phenomena.
.
.
v
PACIFIC SOILS ENGINEERING, INC.
.
Work Order 400940
March 15, 2004
.
.
The homeowner may wish to construct patios, walls, walkways, planters, swimming pools, spas, etc.
within this zone. Such facilities may be sensitive to settlement and creep and should not be
constructed within the setback zone unless properly engineered. It is suggested that plans for such
improvements be designed by a professional engineer who is familiar with hillside grading
ordinances and design and construction requirements associated with hillside conditions. In
addition, we recommend that the designer and contractor familiarize themselves with the site specific
geologic and geotechnical conditions on the specific lot.
.
.
.
.
.
.
.
.
1/"
PACIFIC SOILS ENGINEERING. INC.
.
Work Order 400940
March 15,2004
TABLE I
.
Soil Tvpe
Laboratory Maximum Density ASTM:D 1557-91 (All Soil Types)
.
.
Soil Tvpe & Description
A - Brown Silty Sand
Optimum
Moisture
(% dry wt.)
9.6
Maximum
Dry Density
(Ibs.lcu.ft.)
131.8
.
LEGEND
Non-Designated Test - Test taken in compacted fill.
Test Location - See Plan.
Elevation - Indicated by approximate field elevation (feet) above mean sea level.
R, R2, etc. - Indicates retest of previously failing test in compacted fill.
.
TEST TYPE
N - Indicates test by Campbell Pacific Nuclear Test Gauge (per ASTM:D 2922-91
and D 3017-88).
.
.
.
.
PACIFIC SOILS ENGINEERING. INC.
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