HomeMy WebLinkAboutTract Map 30264-1 Lot 1-79 Project Grading Report~ PACIFIC SOILS ENGINEERING, INC.
^ TELEPFIONERl957) 582 01~70 FAXE(951) 582-ON s CA 92879
STANDARD PACIFIC HOMES
255 East Rincon Street, Suite 200
Corona, California 92789
Attention: Mr. Adam Smith
Subject: PROJECT GRADING REPORT,
Lots 1 through 79, Tract No. 30264-1,
Wolf Creek Project, City of Temecula,
County of Riverside, California
References: See Appendix A
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August 16, 2005
Work Order 700007-CG
Gentlemen:
Presented herein is a summary of Pacific Soils Engineering, Inc.'s (PSE) observations and test
I~ , results pertaining to the completion of rough g'ading of Lots 1 through 79 of Tract 30264-1,
Wolf Creek Project, in the City of Temecula, County of Riverside, California. Rough grading
' for the subject lots began in November, 2004 and was completed in July, 2005.
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The enclosed 40-scale grading plan (Sheets 3 and 4 of 21) prepared by Hall & Foreman, Inc. has
been used as a base for this report, and has been designated as Plates 1 and 2 for the purposes of
this report. Plates 1 and 2 depict the approximate locations of the compaction tests conducted
during rough grading operations, the geologic information, and the removal bottom elevations.
Also presented herein aze geotechnical recommendations for your use during the design and
construction of the foundations and infrashucture based on field and laboratory testing of as-
graded soil conditions.
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Based on the testing and observations conducted by PSE, the work as described in this document
is considered to be in general conformance with the City of Temecula Grading Code, the 40-
scale Rough Grading Pians, and the referenced geotechnical reports. Rough grading conducted
to date immediately adjacent to the area reported herein is considered to be sufficient to provide
lateral support to the subject lots.
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LOS ANGELES COUNTV SOUTH ORANGE COUNTV
ORPORATE MEADOUAHTERS 7E1: (714) 730-2122
TEL: (71<) 220-0770 TEL: (310) 325-72]2 or (323) 775-6771 F~. (7t4) 730-5191
FAX:~714)220-9509 FAX:(714)220-9589
SPN DIEGO COUNTV
TEL: (858) 560-1773
FAX:(858)560-0380
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Work Order 700007-CG
August 16, 2005
1.0 ENGINEERING GEOLOGY
Page 2
1.1 GeoloQic Units
The geologic units encountered during the grading of the subject lots were
undocumented artificial fill and alluvium. The as-graded distribution of these
units is presented on Plates 1 and 2.
1.1.1 Artificial Fill-Undocumented
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Undocumented artificial fill associated with unimproved dirt roads existed
onsite. All undocumented artificial fill was removed prior to fill
placement.
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1.1.2 Alluvium (Maa Svmbol Oal)
Holocene-age alluvium encountered during grading of the subject lots
consisted of silty sands and sandy silts. The upper five (5) feet of the
alluvial materials was removed (utilizing a combination of overexcauation
and processing a maacimum of one (1) foot in-place) prior to placement of
compacted fill. Spot elevations of approved removal bottoms are shown
on the enclosed plans. The remova] bottoms shown on the plans do not
reflect any soil that was scarified and compacted in-place.
1.2 Groundwater
Groundwater was not encountered during this phase of grading.
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1.3 Structure
The alluvium was observed to be essentially flat lying. No faults or joints were
observed during this phase of grading.
1.4 Conclusions
From an engineering geologic viewpoint, Lots 1 through 79, Tract No. 30264-1 in
the City of Temecula, Califomia aze suitable for their intended residentia] use.
~ PACIFIC SOILS ENGINEEFING, INC. ~
Work Order 700007-CG
August 16, 2005
Page 3
2.0 SOIL ENGINEERING
Prior to fill placement reported herein, PSE representatives observed removals,
excauations, cleanouts and processing in preparing fill azeas. Fill materials were placed
r and tested under the observation and testing of PSE personnel. The following is a
summary of ow observations.
2.1 Removals
y By design, shallow (1-2 feet) fills were proposed for the subject site. A minimum
of five feet of the native soils were removed and recompacted prior to fill
placement (utilizing a combination of overexcavation and processing a maximum
~ of one (1) foot in-place). The approximate removal bottom elevations shown on
the enclosed plan (Plates 1 and 2) were obtained by PSE personnel utilizing a
I hand level and survey control points provided by the Civil Engineer.
j• ~ 2,2 Treatment of Removal Bottoms
Prior to compacted fill placement, the exposed surfaces at the bottom of removals
were scarified, moisture conditioned to near optimum moisture content, and
compacted in-place to a minimum 90 percent of the laboratory maximum density
, ~ (ASTM D 1557-91).
2.3 Compacted Fill Placement
Fill consisting of the soil types indicated in Table I(Appendix B) was placed in
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thin lifts (approximately six- (6) to eight- (8) inches), moisture conditioned to
optimum moisture content or slightly above, and compacted to a minimum 90
percent of the laboratory maacimum dry density (ASTM:D 1557-91). Compaction
,• was accomplished utilizing self-propelled, rubber-tired and sheepsfoot
,, compactors, along with heavy earth moving equipment. Each succeeding fill lift
was treated in a similaz manner.
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` PACIFIC SOIL3 ENGINEEFi1NG, INC. ~
Work Order 700007-CG
August 16, 2005
Page 4
2.4 Comuaction Test Results
A summary of the compaction test results is presented in Table I(Appendix B),
and the approximate locations of these tests are shown on the enclosed 40-scale
grading plans (Plates 1 and 2). Compaction testing was conducted utilizing
Campbell Pacific nucleaz test gauges (ASTM D 2922 and D 3017).
2.5 Depth of Fill
f Compaction testing was performed approximately for each one (1) to two (2) feet
of fill placed. The approximate maacimum vertical depth of fill placed during
grading, within the limits of this report, is on the order of fifteen (15) feet in the
~ vicinity of Lot 73. The approximate maximum vertical depth of fill placed on
individual lots is summarized in Table II (Appendix B).
2.6 Fill Sloaes
I~ , Fill slopes were overfilled approximately 5 feet, measured horizontally. The
slope was then trimmed back to the compacted core upon completion of grading.
Finish slope surfaces have been probed and/or tested and are considered to satisfy
the project requirements and the grading codes of the City of Temecula.
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Based on the results of tests and observations collected during the rough grading
operations, it is PSE's opinion that all slopes constructed under the purview of this
report are considered to be grossly and surficially stable at this time, and should
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remain so under normal conditions. As is the case with any graded slope, proper
drainage, maintenance, and landscaping aze essential to long-term performance
and should be implemented as soon as possible.
• PAGIFIC SOIL3 ENGINEERING, INC. ~
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Work Order 700007-CG Page 5
August 16, 2005
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3.0 PROPOSED DEVELOPMENT
The subject site is scheduled for single-family residential use. One- and rivo-story, single
family dwellings will be constrttcted utilizing wood frame structures with slab-on-grade
~ foundation systems.
4.0 DESIGN RECOMMENDATIONS
Materials utilized for compacted fill ranged from "very low" to "low" in expansion
~ potential. Sampling of the post-grading soil conditions was conducted to determine the
expansion index per UBC Standazd No. 18-2. That evaluation revealed "very low" to
"low" expansive materials on the subject building pads. A sununary of the laboratory test
~ data is presented in Table 4.1, below.
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, ,_ , x t ; ;: , ~ 5 :; ~'ABLE 4 1 c [` ,-
` r'.' Summary of I3ydroinete'r;~apansion Indes,Sulfate Content Testing :
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'. Sample Expansion Eapansion '
- Hydromefer Analyses (%) ' . Chemical
,_ Lot Numbers_, .`
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Index :
_ .
PotenNal
_
Gravel'
Sand
Silt
Clay
Sulfate Content (% weight)
1-3 12 Very Low 0 57 28 15 0.003
4-6 8 Very Low 0 65 23 12 0.002
7-9 6 Very Low 0 64 23 13 0.006
10-12 15 VeryLow 0 5~ 27 16 0.014
13-15 18 VeryLow 0 60 25 IS 0.016
16-18 10 VeryLow 0 60 27 13 0.006
19-21 1 Very Low 0 80 12 8 <0.001
22-24 5 Very I.ow 0 72 20 8 0.003
25-27 3 Very Low 0 69 21 10 0.003
28-30 17 Very Low 0 52 33 15 0.008
31-33 27 Low 0 57 30 13 0.003
34-36 5 Very Low 0 68 20 12 0.004
37-39 24 Low 0 55 30 15 0.004
40-42 34 Low 0 53 32 15 0.001
43-45 10 Very Low 0 66 22 12 0.002
46-48 8 VeryLow 0 63 27 10 0.006
49-51 20 Very Low 0 55 30 15 0.004
52-54 2 Very Low 0 72 20 8 0.002
55-SS 6 Very Low 0 67 23 10 0.003
59-62 14 Very Low 0 55 30 15 0.004
63-65 2 VeryLow 0 80 IS 5 0.002
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PACIFIC SOILS ENOINEEFIING, INC. ~
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Work Order 700007-CG
Augttst 16, 2005
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Page 6
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Sample ,. Ezpans'ion Espansion Hydrometer Analyses (%) C6emieal.
Lot Numbers Indea Potential GraveT Sand Siit : Clay Sulfate Content (% weight)
66-68 29 Low 0 43 40 17 0.007
69-71 7 VeryLow 0 63 25 12 OA13
72-74 3 VeryLow 0 61 27 12 0.012
75-77 5 VeryLow 0 62 27 11 0.005
7g_79 2 Very Low 0 63 25 12 0.005
4.1 Foundation Desi~n Criteria
The subject site is scheduled for single-family residential use. One- and two-
story, single family dwellings will be constructed utilizing wood frame structures
with slab-on-grade foundation systems. Based on the data presented in Table 4.1,
the following foundation design criteria aze presented.
I~ `. Foundations for shuctures may be designed based on the following values.
Allowable Bearing: 2000 Ibs./sq.ft.
Sliding Coefficient: 035
Lateral Bearing: 2501bs./sq.ft per foot of depth to a maximum of
20001bs./sq. ft., based on level conditions at the toe
Settlement: Static Settlement -'/~ inch in 50 feet
Seismic Settlement - 2 inches in 50 feet.
Combined Settlement - 2 inches in 40 feet
The above values may be increased as allowed by Code to resist transient loading
conditions, such as wind or seismic.
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Work Order 700007-CG
August 16, 2005
Page 8
4.3 Seismic Desien
No known active faults exist within the project. The neazest lrnown active fault is
the Temecula Segment of the Elsinore Fault Zone, a seismic source type B fault,
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located approximately 0.6 km west of the project. Seismic design should be
based on current and applicable building code requirements and the pazameters
presented below in Table 4.3. I.ot specific seismic soil profile types are listed on
• Table II.
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<:~TABLE 4~3 '
.Seismic Des~gn Earametersu ;'
~~ _ ~, . _ _.
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P - 1997 UBC
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Seismic
.
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Seismic Zone Factor, Z 0.4
Neaz Source Factor No 13
Neaz Source Factor N~ 1.6
Seismic Coefficient Ca 0.44N,
Seismic Coefficient C~ 0.64N„
Seismic Source Type B
4.3.1 Seismicallv Induced Dvnamic Settlement
~ There is the potential for dynamic settlement in the underlying soils. The
effects of the potential settlement can be mitigated by the use of post-
tensioned foundation systems designed in accordance with pazagraph 4.1
and Table 4.2.
4.4 Moisture Retarder
A moisture and vapor retazding system should be placed below all slabs-on-grade
in living areas and other portions of the structures considered to be moisture
~ sensitive. The retarder should be of suitable composition, thickness, strength, and
low permeance to effectively prevent the migration of water and reduce the
transmission of water vapor to acceptable levels. Historically, a 10-mil plastic
~ membrane, such as Visqueen, placed between 2 to 4 inches of clean sand has been
used for this purpose. The use of this system or other systems, materials, or
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PACIFIC SOILS ENC+INEEFIING, INC.
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~ I RETAINING WALL BACKFILL
N.T.S.
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NATIVE "~ -"'~'E /
BAC K F I LL \~~~i~
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,, 12 IN. MIN. ~H/2 I~IN
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NATIVE oR SELECT `
SELECT BACKFILL gACKFILL
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~DRAIN LATERALLY, E.G, .< .?0 ~
~, OR PROVIDE WEEP ;4ND. SE?20.
II ~ HOLES , . .
AS REQUIRED
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TO DRAIN
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OR AS MODIF~ ;
qA. N.'p:.•.O. .; .M.O•:
ED '
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• BY A SPECIFI~ ,~~/~ ~/~ t
REPORT
PROVIDE
)RAINAGE
SWALE
H
O 4 INdIH PERFORATED PVC, SCHEDULE 40, SDR 35 OR APPROVED ALTERNATE,
~S PLACE PERFORATIONS DOWN AND SURROUND WITH 1 CU. FT. PER fT. OF
3/4 ~NCH ROCK OR APPROVED ALTERNATE AND MIRAFI 140 FILTER fABRIC OR
APPROVED EQUIVALENT
O OPTIdINAL -
PLAC DRAIN AS SHOWN WHERE MOISTURE MIGRATION IS UNDESIRABLE
~ FIGURE 2
~IppCIFIC SOILS ENGINEERING, INC .
0 710 E PARKRIDGE AVENUE, SUITE 105, CORONA, CA 92879
TELEPHONE: (951i 582-0170, FAX:.(95'I) 582A'176
~ - 0 DRAf'~fING/gredinS-ddaila/ntaiNng wall, plof< R ~
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Work Order 700007-CG
August 16, 2005
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Page 9
techniques can be considered, at the discretion of the designer, provided the
system reduces the vapor transmission rates to acceptable leveis.
~ 4.5 Minimum Depth of Embedment
For the subject site, where foundations for residential structures aze to exist in
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proximity to slopes, the footings should be embedded to satisfy the requirements
presented in Figure 1.
FIGURE 1
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FACE OF
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EXCEED IS FT. MAX
4.6 Backvard Imurovements
Future improvements such as patios, siabs, pools, and perimeter screen walls can
be constructed within the setback zones shown in Figure 1; however, the design
I~ and siting of all such improvements should be reviewed by a Soil Engineer who is
familiar with the site-specific conditions reported in the final grading report. All
walls should be structurally sepazated at twenty (20) foot, or less, increments and
r at perpendiculaz corners.
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PACIFIG SOILS ENGINEEFi1NG, ING.
Work Order 700007-CG
August 16, 2005
Page 10
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4.7 Retainina Wall Desien
Retaining walls should be founded on compacted fill. Foundations may be
designed in accordance with the recommendations presented in Section 4.1. In
~ general, conventional walls can be designed to either retain native materials or
select granulaz 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 contain fine-grained fractions,
' 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. The following lateral earth pressures are presented for
"select" onsite soils for both level and 2: 1 sloping ground.
Lateral Earth Pressure - Select Backfill
Level Backfill 2:1 Slopine Backfill
Active = 36 pcf Active = 55 pcf
~ Passive = 300 pcf Passive = 150 pcf (Descending Slope)
At Rest = SSpcf At Rest = 84 pcf
Restrained retaining walis should be designed for "at-rest" conditions. Walls
should be waterproofed where staining would be considered unacceptable. The
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walls should be backfilled with free draining material (SE>20) to within twelve
(12) inches of grade extending horizontally the height of the wall and should be
compacted to project specifications. Native soils should be utilized in the upper
• twelve (12) inches. Drainage systems including, as a minimum, a four- (4) inch
diameter perforated drain line surrounded by one (1) cubic feet per lineal foot of
three-quarters (3/4) inch to one (1) inch crushed rock wrapped with a suitable
filter fabric, should be provided to cantilever and restrained retaining walls to
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relieve hydrostatic pressure (see Figure 2).
• PACIFIC SOILS ENGINEERING, ING. \~
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Work Order 700007-CG
August 16, 2005
Page 11
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Additional allowances should be made in the retaining wall design to account for
the influence of construction loads, temporary loads, and possible neazby
structural footing loads. No backfill should be placed against concrete until
~ mnumum design strengths ue achieved.
4.8 Exterior Slabs and Walkwavs
4.8.1 Suberade Moisture
~ The subgrade below exterior slabs, sidewalks, driveways, patios, etc.
should be moisture conditioned to a minimum of 110 percent of optimum
moisture content prior to concrete placement.
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4.8.2 Slab Thickness
i Concrete flatwork and driveways should be designed utilizing four- (4)
inch minimum thickness.
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4.8.3 Control Joints
Weakened plane joints should be installed on walkways at intervals of
~ approximately ten (10) feet or less. Exterior slabs should be designed to
• withstand shrinkage of the concrete.
4.8.4 Flatwork Reiuforcement
Consideration should be given to reinforcing exterior flatwork.
; Eapansion PotenUal, ` ° Reinforcement'(minimum) ,
Low 6 inches b 6 inches, No. 10 b No. 10 W WM
Reinforcement should be placed neaz mid-height in the slab.
4.9 Chemical TestinQ
Soluble sulfate testing has been conducted on the selected soil sampies as reported
in Table 4.1. Laboratory tests indicate the site soils possess "negligible" sulfate
~ concentrations as defined by Table 19-A-4 (UBC 1997), indicating sulfate
resistant concrete is not required by that standazd.
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PACIFIC SOILS ENGINEERING, INC.
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Work Order 700007-CG
August 16, 2005
Page 12
4.10 Preliminarv Pavement DesiEn
This firm has calculated preliminary sections based upon an assumed R-value of
30 and an assumed Traffic Index of 5.0. It is estimated that the majority of
~ subgrade soils will possess an R-Value in the range of 20-50. Final pavement
design should be based upon specific testing of the subgrade soils. Preliminary
pavement sections are presented below in Table 4.4.
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> ` Assumed Pavement Section
$treet Traffic Indea Inches ot AC Inches of AB
All Interior Sheets 5.0 3 6
AC = Asphaltic Concrete; AB = Calhans Class 2 Aggregate Base, or Crushed Miscellaneous
Base CMB
Pavement subgrade soils should be at or near optimum moisture content and
should be compacted to at least 95 percent of the ma~cimum laboratory dry density
as determined in accordance with ASTM Test Method: D 1557-91. Aggregate
base should consist of Class 2(Caltrans) aggegate base, or Crushed
Miscellaneous Base (CMB) and should be compacted to at least 95 percent of the
maximum laboratory dry density as determined in accordance with ASTM Test
Method: D 1557-91.
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The asphalt pavement sections presented in Table 4.4 aze presented for estimating
purposes only. Sampling of the as-graded neaz surface subgrade soils will be
conducted after the installation of underground utilities. Final asphalt pavement
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sections will be provided by PSE at that time.
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PAGIFIG SOILS ENGINEERING, INC.
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Work Order 700007-CG Page 13
August 16, 2005
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5.0 OTHER DESIGN AND CONSTRUCTION CONSIDERATIONS
5.1 Site DrainaEe
Positive drainage away from structures should be provided and maintained. Roof,
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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. The recommended drainage pattems should be
• established at the time of fine grading and maintained throughout the life of the
structure.
5.2 Service Utilitv Trench Backfill
• Service utility trench backfill should be accomplished in accordance with the
prevailing criteria of the City of Temecula.
6A 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.
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 regazding 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 SOILB ENGiNEEFi1NQ, INC. "
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Work Order 700007-CG
August 16, 2005
Page 14
This report presents information and data relative to the mass grading and/or placement of
compacted fill at the subject site. A representative(s) of this tirm conducted periodic tests
and observations during the progress of the construction in an effort to determine whether
compliance with the project drawings, specifications, and Building Code were being
obtained. T6e 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.
PSE appreciates the opportunity to provide you with geotechnical consulting services. If you
have any questions or should you require any additional information, please contact the
undersigned at (951) 582-0170.
Respectfully submitted,
PACIFIC ILS ENGIN E G C
By:
SC TT A. Y/RCE 67391
Reg. Exp.: 12-31-06
Registered Civil Engin
Q~QP fi AS~~~i
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Reviewed by:
'LES/RGE 192
Exp.: 3-31-06
Officer
C. ARMSTRONG/CEG 11
Reg. Exp.: 9-30-06
Vice President
Distribution: (6) Addressee
700007-CG, August 16, 2005 (Tract 30264-1)
No.192
b~.313U06
~ G\N~G
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APPENDIX A
Selected References
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Work Order 700007-CG
August 16, 2005
Page A-1
APPENDIX A
Selected References
Pacific Soils Engineering, Inc., 2004, Review of Foundation Plans, Tract No. 29798, Wolf
Creek Specific Plan, City of Temecula, California, dated March 17, 2004 (Work Order
700007-G).
2. Pacific Soils Engineering, Inc., 2003a, Seismic Design Pazameters, Tract No. 29798, Wolf
Creek Specific Plan, City of Temecula, Califomia, dated December i, 2003 (Work Order
700007-G).
3. Pacific Soils Engineering, Inc., 2003b, Retaining Wall Foundation Design
Recommendations, Tentative Tract 29798, Wolf Creek Project, City of Temecula, California,
dated July 1, 2003 (Work Order 700007-G).
4. Pacific Soils Engineering, Inc., 2001, Preliminary Geotechnical Study, Tentative Tract
29798, Wolf Creek Specific Plan, City of Temecula, Califomia, dated March 21, 2003 (Work
Order 400622).
PACIFIC SOILS ENGINEERING, ING.
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APPENDIX B
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Tables I and II
PACIFIC 501L5 ENGINEERING, ING.
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August 16, 2005
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TABLEI
~ Optimum Maximum Laboratory
Moisture Content Dry Density
Soil Tvue & Description (%) (uctl
B Dazk Brown Silty Sand 8.9 129.7
C Dazk Brown Silty Sand 9A 128.4
G Dazk Brown Silty Sand 9.9 128.1
•
J Dark Brown Silty Sand 7.8 132.6
M Dark Brown Silty Sand 10.5 126.3
N Brown Silty Sand I 1.0 122.3
Q Brown Silty Sand 8.4 1303
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Leaend
Non-designated test indicates test in compacted fill
-FG indicates finish grade test
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Test Tvpe
N- Indicates in-situ density and moisture content tests were conducted using a
Campbell Pacific Nuclear Testing Gauge.
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PAGIFIG SOILS ENGINEERING, INC.
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~
Work Order 700007-CG
August 16, 2005
Page B-12
Lot .?
Number
Approzimate
Ma~mum Depth
' `. of~Fill ~ ~~~ ~ s'eiscmc"i
!Soil - -
Profile
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Lot `,
Numbe~" -
Approximate '
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Soil
Protile '
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1 9.5 Sp 36 13.5 SD
2 10.0 Sp 37 13.5 So
3 11.0 Sp 38 13.5 Sp
4 1 LS So 39 13.5 So
5 13.0 SD 40 12.5 So
6 12.5 Sp 41 13.5 So
7 12.0 Sp 42 13.5 So
8 14.0 Sn 43 14.0 Sp
9 14.0 Sp 44 13.5 Sp
10 14.0 So 45 12.5 Sp
11 14.5 Sp 46 12.0 So
12 13.5 Sp 47 I1.0 So
13 ~4.~ Sp 48 12.0 Sp
14 14.0 Sp 49 12.0 So
IS 12.5 SD 50 12.0 Sp
16 12.5 SD 51 13.0 Sp
1~ 13.0 SD 52 12.5 Sp
18 12.5 So 53 12.5 Sp
19 12.5 Sp 54 12.0 So
2O 1Z.O Sp SS 11.5 Sp
21 11.5 So 56 10.5 Sp
22 11.5 Sp 5~ 9.0 Sp
23 11.5 Sp 58 7.0 Sp
24 11.5 So 59 7.0 Sp
25 11.5 Sp 6~ g.~ Sp
26 ll.5 SD 61 8.5 Sp
27 11.5 SD 62 IO.S Sp
28 11.0 Sp 63 12.5 So
29 11.0 Sp 64 13.0 Sp
30 11.0 Sp 65 13.0 Sp
31 12.0 So 66 13.0 Sp
32 12.0 SD 67 13.0 Sp
33 12.5 Sp 68 12.5 Sp
34 13.0 SD 69 12.0 Sp
35 13.5 Sp 70 12.5 Sp
~
PACIFIC SOILS ENGINEERING, ING.
•
•
•
•
Work Order 700007-CG
August 16, 2005
PACIFIC SOtL3 ENGINEEWING, INC.
Page B-13
~~
APPENDIX C
Homeowner Maintenance &
Improvement Considerations
~
PACIFIC 601L3 ENGINEERING~ ING.
i•
Work Order 700007-CG Page G 1
August 16, 2005
•
HOMEOWNER MAINTENANCE AND IMPROVEMENT CONSIDERATIONS
General
Homeowners purchasing property must assume a certain degree of responsibility for homeowner
improvements and for maintaining conditions around their home. 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:
- Employing contractors for homeowner improvements who design and buitd in recognition of
! local building codes and specific site soils conditions.
~ - Establishing and maintaining positive drainage away from all foundations, walkways,
driveways, patios, and other hazdscape improvements.
- Avoiding the construction of planters adjacent to structural improvements. Altematively,
planter sides/bottoms can be sealed with an impermeable membrane and drained away from
the improvements via subdrains into approved disposal areas.
• ~
- Sealing and maintaining construction/control joints within concrete slabs and walkways to
reduce the potential for moisture infiltration into the subgrade soils.
- 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 soi] to become sariuated.
- Maintaining positive drainage away from structures and providing roof gutters on all
structures with downspouts that aze designed to cazry roof runoff direcUy into azea drains or
dischazged well away from the foundation azeas.
~ - Avoiding the placement of trees closer to the proposed structures than a distance of one-half
the mature height of the tree.
- Observation of the soil conditions around the perimeter of the structure during extremely
hobdry or unusually wet weather conditions so that modifications can be made in irrigation
programs to maintain relatively uniform moisture conditions.
Sulfates
Homeowners 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
~
PACIFIC SOILS ENGINEEqING, INC.
•
Work Order 700007-CG
August 16, 2005
Page C-2
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 Draina2e
- The homeowners 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 hazdscape 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 aliowed 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 azeas. All berms were
constructed and 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 pattems should be made
unless designed by qualified professionals in compliance with local code requirements and
site-specific soils conditions.
Sloae Draina~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, aze essential to slope and wall stability
and must be protected in-place. They should not be altered or damaged in any way.
Plantin¢ and Irriaation of Sloaes
- 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.
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PACIFIC SOILS ENGINEERING, INC.
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Work Order 700007-CG Page C-3
August 16, 2005
- 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 residenYs
risk.
~ - The resident is responsible for proper irrigation and for maintenance and repair of properly
installed irrigation systems. Leaks should be fixed immediately.
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- Sprinklers should be adjusted to provide maximum uniform coverage with a minimum of
water usage and overlap. Ovenvatering with consequent wasteful runoff and serious ground
saturation must be avoided.
- If automatic sprinkler systems are installed, their use must be adjusted to account for
seasona] and natural rainfall conditions.
Burrowin¢ Animals
~ - Residents must undertake a program to eliminate burrowing animals. This must be an
ongoing program in order to promote slope stability.
Homeowner Improvement
~ i Homeowner improvements (pools, spas, patio slabs, retaining walls, planters, etc.) should be
designed to account far 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 surchazge loading conditions, expansive soil stresses,
and long-term creep/settlement.
~ All homeowner 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 maacimum heights of approximately five (5) 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 aze produced as
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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.
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PACIFIC SOILS ENGINEERING, INC.
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Work Order 700007-CG
August 16, 2005
Page C-4
This zone is intended to locate and support the residential structures away from these slopes and
onto soils that aze not subject to the potential adverse effects of these natural phenomena.
~ 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 properiy engineered. It is suggested that plans for
such improvements be designed by a professional engineer who is familiaz 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.
~ Excavation Characteristics
Excavation of on site materials did not require heavy ripping or blasting for efficient excavation
and fill placement. Fill placed during grading of the subject lots consisted of soil comprised
~ predominantly of silty sand with some clay and gravel. Minor amounts of cobbles up to 4-inches
in diameter were also encountered.
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PAGIFIG 5DIL5 ENOINEERING, INC.
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