HomeMy WebLinkAboutProjectGradingReport(Jul.7,2005)i•
~ PACIFIC SOILS ENGINEERING, INC.
710 E. PARKFIDGE AVENUE, SUITE 105, CORONA, CA 92879
TELEPHONE: (951) 582-0170, FAX: (951) 582-0176
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STANDARD PACIFIC HOMES
255 East Rincon Street, Suite 200
Corona, California 92879-1330
July 7, 2005
Work Order 700007-G
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Attention: Mr. Adam Smith
Subject: PROJECT GRADING REPORT,
Lots 1 through 68, Tract No. 29798-10,
Wolf Creek Project, City of Temecula,
County of Riverside, Califomia
References: See Appendix A
Gentlemen:
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Presented herein is a summary of Pacific Soils Engineering, Inc.'s (PSE) observations and test
results pertaining to the completion of rough grading of I,ots 1 through 68 in Tract 29798-10,
Wolf Creek Project, in the City of Temecula, County of Riverside, California. Rough grading
for the subject lots began in January 2004 and was completed in June 2005.
The enclosed 40-scale grading plan (Sheets 11 and 12 of 23) prepazed by Lohr and Associates
has been used as a base for this report, and has been designated as Plates 1 and 2 far the purposes
of this report. Lot 48 of Tract 29798-10 was reconfigured to the grades shown on Plate 3. Plates
1 through 3 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.
Based on the testing and observations conducted by PSE, the work as described in this document
is considered to be in genera] conformance with the City of Temecula Grading Code, the 40-
scale Rough Grading Plans, 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.
CORPORATE HEADOUARTERS LOSANGELES COUNTV SOUTH ORANGE COUNTV SAN DIEGO COUNTY
. TEL:~714)220-0770 TEL:~310)325-7272 or(323~775-6771 TEL:(71a)730-2722 TEL:(858J 560-1713
FAX:(714)220-9589 FAX:~714)220-9589 FAX:(714)730-5191 FAX:~858)560-0380
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Work Order 700007-G Page 2
July 7, 2005
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1.0 ENGINEERING GEOLOGY
1.1 Geoloeic Units
The geologic units encountered during the grading of the subject lots were
~ undocumented artificial fill and alluvium. The as-graded dish-ibution of these
units is presented on Plates 1 through 3.
1.1.1 Artificial Fill-Undocumented
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Undocumented artificial fill associated with unimproved dirt roads existed
onsite. Atl undocumented artificial fill was removed prior to fill
placement.
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1.1.2 Alluvium (Map Svmbol Qal)
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 prior to placement of compacted fill. Spot
elevations of approved removal bottoms aze shown on the enclosed plans.
1.1.3 Pauba Formation (Map Svmbol Oal
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Pleistocene-age Pauba Formation was encountered during grading of the
Lot 48 and consisted of silty sands and sandy silts. The upper five (5) feet
of the Pauba Formation was overexcavated and replaced as compacted fill.
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1.2 Groundwater
Groundwater was not encountered during this phase of grading.
~ 1.3 Structure
The alluvium was observed to be essentially flat lying. The Pauba Formation,
where encountered, was observed to be massive. No faults or joints were
observed during this phase of grading.
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PAGIFIC SOIL3 ENGINEERINO, INC.
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Work Order 700007-G
July 7, 2005
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Page 3
1.4 Conclusions
From an engineering geologic viewpoint, Lots 1 through 68 of Tract 29798-10 in
the City of Temecula, California are suitable for their intended residential use.
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2.0 SOIL ENGINEERING
Prior to fill placement reported herein, PSE representatives observed removals,
excavations, cleanouts and processing in preparing fill azeas. Fill materials were placed
~ and tested under the observation and testing of PSE personnel. The following is a
smmnary of our observations.
2.1 Removals
~ By design, shallow (1-2 feet) fills were proposed for the subject lots. All existing
fill and a minimum of the upper five (5) feet of natural soils were removed and
replaced as compacted fill prior to fill placement. The approximate removal
~ bottom elevations shown on the enclosed plans (Plates 1 through 3) were obtained
by the grading contractor personnel utilizing a laser and survey control points
provided by the Civil Engineer.
~ 2.2 Treatment of Removal Bottoms
Prior to compacted fill placement, the exposed surfaces at the bottom of removals
were scarified, moisture conditioned to neaz 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 maximum dry density (ASTM:D 1557-91). Compaction
• was accomplished utilizing seif-propelled, rubber-tired and sheepsfoot
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PACIFIC SOIL3 ENGINEEFIING, INC.
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Work Order 700007-G
July 7, 2005
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Page 4
compactors, along with heavy earth moving equipment. Each succeeding fill lift
was treated in a similar manner.
~ 2.4 Compaction 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 plan (Plates 1 through 3). Compaction testing was conducted utilizing the
~ Campbell Pacific nucleaz test gauges (ASTM D 2922 and D 3017).
2.5 Depth of Fill
Compaction testing was performed approximately for each one (1) to two (2) feet ~
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of fill placed. The approximate ma~cimum 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 23. The approximate ma~cimum vertical depth of fill placed on
~ individual lots is smnmarized in Table II(Appendix B).
2.6 Cut/Fill Transition Lot Overexcavation
The cut and shallow fill portions of cuUfill transition lots were overexcavated to
~~ provide a minimum of five (5) feet of compacted fill. Table 2.1 presents a
summary of the cut/fill transition lots.
Tract ` " Lot #
29798-10 1, 2, 5-7, 39, 40, 48, 52-54, 59, 61, 62, 67
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2.7 Cut Lot Overexcavation
The lots listed in Table 2.2 were originally designed as cut lots and were
overexcavated a minimum of five (5) feet and replaced with compacted fill.
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PACIFIC 301L3 ENOINEERINO, INC.
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Work Order 700007-G
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TABLE 2 2 ;~ ~
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Overexca~afed~"mnd Replaced wafh ;~; ;
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Fill
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TraM . ~ Lot #
29798-10 3,4,55-58,68
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2.8 Fill Slopes
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 aze considered to be grossly and surficially stable at this time, and should
~ remain so under normal conditions. As is the case with any graded slope, proper
drainage, maintenance, and landscaping are essential to long-term performance
and should be implemented as soon as possible.
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3.0 PROPOSED DEVELOPMENT
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.
4.0 DESIGN RECOMMENDATIONS
Materials utilized for compacted fill ranged from "very low" to "medium" in expansion
• potential. Sampling of the post-grading soil conditions was conducted to detemune the
expansion index per UBC Standazd No. 18-2. That evaluation revealed 'bery low" to
"medium" expansive materials on the subject building pads. A summary of the
laboratory test data is presented in Table 4.1, below.
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' PACIFIC SOILS ENGINEERING, INC.
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Work Order 700007-G
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Page 6
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"` u~ s, ~~~' ~ Sumriiar
r~ a~ ea~~ s~ ry~y~~y Y
.1i~~'' ...:rr~'A.'~?RH'~". ~~-_~~~`~`~;,'c~asr, a iM1~ ~ " t
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of,H d ome~er iE~~opzIndex~Sulfate Content~'estmg :'
; x ~Y~5 ~~+,~z~ ,~yP,,~ ~+~ ;;~ z~.. ~, ~-«r
~ey'iL~M1.~k~ K.Y"*O`,~~r :'&.~~. .IF ~EI . ~ . urSw rSF . ~.
Sample ;:
- : . , _:. . Eapausion
., .., Espansion ` Hydrometer Analyses (%a) Chemical
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Lot Numbers
,, Indea=,-'
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Potential -
r Sand Silt Clay Sulfate Content (%o weight) °
_ _ _ .
1-4 18 Very Low 54 31 15 <0.001
5-7 28 Low 46 36 18 0.006
8-10 28 Low 45 36 19 <0.001
11-13 2 VeryLow 71 20 9 0.002
14-16 11 Very Low 64 29 7 0.019
17-19 19 Very Low 55 31 14 <0.001
20-22 2 Very Low 57 26 17 <0.001
23-25 14 Very Low 56 32 12 0.002
26-28 12 Very Low 54 29 17 0.002
29-31 8 Very Low 52 31 17 0.008
32-34 16 VeryLow 56 29 15 0.002
35-37 51 Medium 43 28 29 0.026
38-40 20 Very Low 52 38 10 0.001
41-43 58 Medium 50 26 24 0.002
44-46 38 Low 46 30 24 0.002
47 52 Medium 50 25 25 0.004
48 15 Very Low 78 8 14 0.003
49-51 5 Very Low 76 9 15 0.001
52-54 6 VeryLow 57 28 IS 0.001 .
55-57 24 Low 48 33 19 0.018
58-60 19 Very Low 56 31 13 0.002
61-63 23 Low 56 31 13 0.004
64-65 19 Very Low 61 25 14 0.002
66-68 7 Very L.ow 58 26 16 0.009
4.1 Foundation Design 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 are presented.
• Foundations for structures may be designed based on the following values.
Allowable Bearing: 20001bs./sq.ft.
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PACIFIC 301LB ENGINEEFIiNG, INC.
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Work Order 700007-G
July 7, 2005
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Page 7
Sliding CoefCcient: 035
Lateral Bearing: 250 Ibs./sq.ft per foot of depth to a maacimum of
20001bs./sq. ft., based on level conditions at the toe•
~ Settlement: Static Settlement -%z 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
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conditions, such as wind or seismic.
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PACIFIC SOILB ENGINEERING, INC.
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Work Order 700007-G
July 7, 2005
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Page 9
4.3 Seismic Desian
No lrnown active faults exist within the project. The neazest known 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 lan west of the project. Seismic design should be
based on current and applicable building code requirements and the parameters
presented below in Table 4.3. Lot specific seismic soil profile types aze listed on
• Table II.
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` ~TABLE"43
~'~'~~ Se~sniic Design Yarameters • "~
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...a:~~.., , ~,~ _ ,.~ ._~_~,., . ._
Parame[er:
Sei
i . 1997 UBC
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sm
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Seismic Zone Factor, Z 0.4
Neaz Source Factor Na 13
Near Source Factor N„ 1.6
Seismic Coe~cient Ca 0.44Na
Seismic Coefficient C„ 0.64N~
Seismic Source T}pe B
4.3.1 Seismicallv Induced Dyaamic Settlement
~ T'here is the potential for dynamic settlement in the underlying soils. The
effects of the potenrial settlement can be mitigated by the use of post-
tensioned foundation systems designed in accordance with pazagraph 4.1
and Table 4.2.
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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, thiclrness, strength and
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PACIFIG SOILS ENGINEERING, INC.
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Work Order700007-G
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Page 10
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
techniques can be considered, at the discretion of the designer, provided the
system reduces the vapor transmission rates to acceptable levels.
4.5 Minimum Depth of Embedment
For the subject site, where foundations for residential structures are 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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FXCEED IS FI'. MAX
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FACE OF
4.6 Backvard Imurovements
Future improvements such as patios, slabs, pools, and perimeter screen walls can •
~ be constructed within the setback zones shown in Figure 1; however, a soil
engineer who is familiar with the site-specific conditions reported in the final
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PACIFIC 501L5 ENOINEERING, ING.
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Work Order 700007-G
July 7, 2005
Page 11
grading report should review the design and siting of all such improvements. All
walls should be structurally separated at twenty (20) foot, or less, increments and
at perpendiculaz corners.
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4.7 Retainina Wall Desi~n
Retaining walls should be founded on compacted fill or Pauba Formarion.
Foundations and may be designed in accordance with the recommendations
presented in Section 4.1. In general, conventional walls may be designed to either
retain 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 contain substantial
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
granulaz, very low to low expansive materials. The foliowing lateral earth
pressures are presented for "select" onsite soils for both level and 2:] sloping
ground.
Lateral Earth Pressure - Select Back£ll
Level Backfill 2:1 SlopinE Backfill
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Active = 36 pcf Active = 55 pcf
Passive = 300 pcf Passive = 150 pcf (Descending Slope)
At Rest = SSpcf At Rest = 84 pcf
Restrained retaining walls should be designed for "at-rest" conditions. Walls
should be waterproofed where staining would be considered unacceptable. The
walls should be backfilled with free draining material (SE>20) to within twelve
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(12) inches of grade extending horizontally the height of the wall and should be
compacted to project specifications. Native soiis should be utilized in the upper
twelve (12) inches. Drainage systems including, as a minimum, a four- (4) inch
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PACIFIC SOIL9 ENGINEERING, INC.
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Work Order 700007-G Page 12
July 7, 2005
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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
~ relieve hydrostatic pressure (see Figure 2).
Additional allowances should be made in the retaining wall design to account for
the influence of construction loads, temporary loads, and possible neuby
I~ structural footing loads. No backfill should be placed against concrete until
minimum design strengths aze achieved.
4.8 Exterior Slabs and Walkwavs
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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.
4.8.2 Slab Thickness
Concrete flatwork and driveways should be designed utilizing four- (4)
~ ~ inch minimum thiclrness.
4.8.3 Control Joints
Weakened piane 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.
I 4.8.4 Flatwork Reinforcement
~ Consideration should be given to reinforcing exterior flatwork.
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Ezpansion Potential ReiriforcemenY(minimum)
Low 6 inches b 6 inches, No. 10 b No. 10 W WM
Reinforcement should be placed neaz mid-height in the slab.
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PACIFIC SOILS ENGINEERING, ING.
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Work Order 700007-G
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4.9 Chemical Testina
Soluble sulfate testing has been conducted on the selected soil samples as reported
in Table 4.1. Laboratory tests indicate the site soiis possess "negligible" sulfate
~ concentrations as defined by Table 19-A-4 (iJBC 1997), indicating sulfate
resistant concrete is not required by that standard.
4.10 Preliminarv Pavement Desian
~ 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 wiil possess an R-Value in the range of 20-50. Final pavement
I~ 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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"' , . 4 ` ` Assumed' ' Pavement Section ~ .
-' Street
s Tcaffic Ind'ea , Inches of AC Inches of AB
All Interior Streets 5.0 3 6
AC = Asphalric Concrete; AB = Caltrans Class 2 Aggregate Base, or Crushed Miscellaneous
Base (CMB)
I~ Pavement subgrade soils should be at or near optimum moisture content 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. Aggregate
base should consist of Class 2(Caltrans) aggregate base, or Crushed
~• Miscellaneous Base (CMB) 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.
~• The asphalt pavement sections presented in Table 4.4 aze presented for estimating
purposes only. Sampling of the as-graded near surface subgrade soils will be
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PACIFIC SOILS ENOINEERINO, INC.
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Work Order 700007-G Page 14
July 7, 2005
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conducted after the installation of underground utilities. Final asphalt pavement
sections will be provided by PSE at that time.
I~ 5.0 OTHER DESIGN AND CONSTRUCTION CONSIDERATIONS
5.1 Site Draina¢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
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structures to approved disposal azeas. It is important that drainage be directed
away from foundations. The recommended drainage patterns should be
established at the time of fine grading and maintained throughout the life of the
I • structure.
5.2 Service Utilitv Trench Backfill
Service utility trench backfill should be accomplished in accordance with the
I• 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
f samples were tested for expansive soil chazacteristics 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 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 700007-G Page 15
July 7, 2005
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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 5rm 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. 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.
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,
~ PACIF C SOILS ENGINEERING INC. Reviewed by:
FES
S/p,~
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/ ~~~8'~S~
By: '3 . i92 ~
SCO T A. GRAY/RCE 7 ES B. L S/RGE 192 ¢ Exp.3l3vOB
Reg. Exp. 12-31-06 Q~,pfESSlO,y,~ 30280/Reg. Exp.: 3-31-06 * ~F p
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~ Civil Registered Civil E '~ a Gq9 ief Operations Officer lq~i~~~F ~
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PACIFIG 901L6 ENGINEERING, INC.
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APPENDIX A
References
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PACIFIC BOILB EN6INEERING, INC.
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Work Order700007-G
July 7, 2005
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APPENDIX A
Reference List
Page A-1
1. Pacific Soils Engineering, Inc., 2004, Review o£Foundation Plans, Tract No. 29798, Wolf
I~ Creek Specific Plan, CiTy of Temecula, California, dated March 17, 2004 (Work Order
I 700007-G).
2. Pacific Soils Engineering, Inc., 2003a, Seismic Design Parameters, Tract No. 29798, Wolf
Creek Specific Plan, City of Temecula, California, dated December 1, 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).
r 4. Pacific Soiis Engineering, Inc., 2001, Preliminary Geotechnical Study, Tentative Tract
29798, Wolf Creek Specific Plan, City of Temecula, California, dated March 21, 2003 (Work
Order 400622).
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PACIFIC SOILS EN6INEERING, INC.
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APPENDIX B
I~ Tables I and II
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PACIFIC SOILS ENOINEEFIINO, INC.
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Work Order 700007-G
July 7, 2005
Page B-1
TaBLE i
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Optimum Maximum Laboratory
Moisture Content Dry Density
Cl Dark Brown Silty Sand 9.4 129.2
D2 Red Brown Silty Sand 7.6 132.7
Fl Light Brownish Gray Silty Sand 10.0 121.0
G2 Brown Silty Sand 9.6 126.8
H2 Brown Silty Sand 9.8 124.9
I2 Gray Brown Silty Sand 9.0 129.2
J2 Red Brown Silty Sand 10.4 129.2
M2Light Brown Sandy Clay 12.2 121.8
N Dazk Brown Silty Sand 10.0 128.4
Q2 Gray Brown 9.7 124.0
S1 Brown Silty Sand 8.0 130.4
UI Light Brown Silty Sand 8.0 129.9
U2 Gray Brown Silty Sand 11.1 124.8
V 1 Brown Silty Sand 8.2 129.2
W1Brown Silty Sand 9.0 129.0
W2 Red Brown Silty Sand 83 1283
X1 Dazk Brown Sandy Silt 9.7 124.8
LeEend
Non-designated test indicates test in compacted fill
-FG indicates finish grade test
Test Tvpe
N- Indicates in-situ density and moisture content tests were conducted using a
Campbell Pacific Nuclear Testing Gauge.
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Work Order700007-G
July 7, 2005
Page B-8
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PACIFIC SOIL3 ENGINEERING, INC.
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APPENDIX C
~ Homeowner Maintenance &
Improvement Considerations
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' ~ PAGFIC SOIL8 ENOINEERINO, INC. •
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Work Order 700007-G
7uly ~, 2005
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HOMEOWNER MAINTENANCE AND IMPROVEMENT CONSIDERATIONS
General
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Homeowners purchasing property must assume a certain degree of responsibility for homeowner
improvements and for maintaining condirions azound their home. Maintaining drainage patterns
and minimizing the soii moisture variation below all lot improvements aze of primary
importance. Such design, construction and homeowner maintenance provisions may include:
- Employing contractors for homeowner improvements who design and build in recognition of
local 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.
- Avoiding the consttuction of planters adjacent to structural nnprovements. 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 "moisY' but not allowing the soil to become saturated.
- Maintaining positive drainage away from structures and providing roof gutters on all
structures with downspouts that aze designed to carry roof runoff directly 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 azound the perimeter of the structure during extremely
~ hoUdry or unusuaily 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
~~I,• PACIFIC 301L6 ENGINEERINO, WC. ~
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Work Order700007-G
July 7, 2005
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Page C-2
relating to their chemical composition. Some fertilizers have been laiown 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
I~ 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 Draina~e
- 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 imgation 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
• azeas.
- As part of site maintenance by the resident, all roof and pad drainage should be directed
away from slopes and azound structures to approved disposal areas. All berms were
constructed and compacted as part of fine grading and should be maintained by the resident.
Drainage pattems 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.
Sloae Drainaae
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- 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.
PlantinQ and Irri~ation of Sloues
I~ - 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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July 7, 2005
Page C-3,
- 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 properiy
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.
I~ - If automatic sprinkler systems aze installed, their use must be adjusted to account for
seasonal and natural rainfali conditions.
BurrowinQ Animals
I~ - Residents must undertake a program to eliminate burrowing animals. This must be an
ongoing program in order to promote slope stability.
Homeowner Improvement
• Homeowner improvements (pools, spas, patio slabs, retaining walls, planters, etc.) should be
designed to account for the tenain of the project, as well as expansive soil conditions and
chemical characteristics. Design considerations on any given lot may need to include provisions
I~ for differential bearing materials, ascending/descending slope conditions, bedrock structure,
perched (imgation) water, special geologic surcharge 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 maximum heights of approximately five (5) feet.
Manufacrixred slopes may be 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
I~ 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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July 7, 2005
Page C-4
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.
II ~ 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 a
professional engineer who is familiaz with hillside grading ordinances and design and
I~ construction requirements associated with hillside conditions design plans for such
improvements. 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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