HomeMy WebLinkAboutAsGradedMassGrading(Jul.28,2004)AS-GRADED REPORT OF MASS GRADING FOR TRACT 29639-2,
LOTS 1 THROUGH 6 AND 38, FUTURE RESIDENTIAL,
HARVESTON, CITY OF TEMECULA, CALIFORNIA
Prepared For:
lennar Communities
391 N. Main Street, Suite 301
Corona, California 92880
Project No. 110231-025
July 28, 2004
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Leighton and Associa#es, Inc. ,~^
A LEIGHTON GROUP COMPANY
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A LEIGHTqN GROUP COMPANY
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, To: Lennaz Communities
, 391 N. Main Street, Suite 301
Corona, Califomia 92880
~ Attention: Mr. Kevin Lynch
Subject: As-graded Report of Mass Gra
, Future Residential, Harveston,
~ In accordance with your request and authonzah
provided geotechnical observation and testin
through 6 and 38 of Tract 29639-2, located in
' ~mP~Y~-S ~-~~ ~rt siurunarizes o
geotechnical conditions encountered during th
Commiurity.
' If you have any questions regarding this repo
appreciate this opporhuiity to be of service.
t Respectfully submitted,
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uly 28, 2004
Project No. 110231-025
ding for Tract 29639-2, Lots 1 Through 6 and 38,
City of Temecula, Califomia
..on, Leighton and Associates, Inc. (I.eighton) tias
g services during mass gading operations of Lots 1
the City of Temecula, Califomia (See Figure 1). The
~s observations, field and laboratory test results and the
e mass-grading of Tract 29639-2 within the Harveston
rt, please do not hesitate to contact this ofTice, we
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LEIGHTON AND AS30CIATES, RVC. ,y'~`~ R7 ~;~"rp
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~~~ 'k ENGINEERINQ
OEOL0019T
obert . Riha, CEG 1921 (Exp. 02/28/Ob) ~ ~ T ~
Vice President/Principal Geologist ~ ~~' Senior Project Engineer
RFR/AXT/dtmlmm iy Nt
11D231-025/fmaVas-pd ~pt tract 296J9-2 ~'~ ~
EXP,
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IJistribution: (5) Addressee (1 Unbound) ~,s~
(I) Harveston 7obsite; Attenlion: Mr. Andy Hendrickson
2
, 41715 Enterprise CirGe N., Suite 103 ^ Temecula, CA 92590-5661
909.296.0530 ^ Fax 909.296.0534 0 ~,leightongeo.com
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110231-025
Juy 28, 2004
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5.1 Earthwork ..............................................................................................................9
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Section
2.1 Site Preparation and Removals 2
2.2 ...............................................................................
Field Density Testin9
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2.3 ...
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Expansion Testing of Soils ................................................................................ ..
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2.4 .....
Laboratory Testin9 ..............
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2.5 ..
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Fill Placement ..................................................................................................... ..
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2.6 ..
Canyon Subdrains ..
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2.7 .................................................................................................
Undocumented Artificial FlII ................................................................................... ..
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2.8 Temporary Reservoir 3
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1.0 INTRODUCfION ...............................................................................................................1
2.0 SUMMARY OF ROUGH-GRADING OPERATIONS ................................................................... Z
7'ABLE OF CONTENTS
Paae
GEOLOGIC SUMMARY .................................................................................5
3.1 As-Graded Geologic Conditions ................................................................................. ~
3.1.1 Artifidal Fill (map symbol A~ .....................................................................
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Ar~fiaal Fill Leighton (map symbol Afl2) .......................................................... .
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3.1.3 ...
Artifida~ Fil Petra (maP symbol AfP) ....................................................... .
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3.1.4 ............
Artifidal Fill Leighton (map symbol Afli) ................................................ .
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3.1.5 .............
Quaternary Ailwium (map symbol Qal) ...............................................
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3.1.6 .......
Pauba Formation {map symbol QP) .................................................................... .
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3.2 Geologic Structure and Faultin9 ................................................................................6
3.3 l.andslides and Surficial Failures ................................................................................6
3.4 Groundwater ..........................................................................................................6
4.0 CONCLUSIONS .................................................................................................................~
4.1 General ................................................................................................................. ~
4.2 Summary of Conclusions .......................................................................................... ~
5.0 RECOMMENDATIONS ........................................................................................................9
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5.1.1 Fxcavations .......................................................................................................9
5.1.2 Bacidll, FII Placement and Compaction ................................................................9
5.2 Preliminary Foundation and Structure Design Considerations ,,,,,,,,,,,;,,,,,,,,,,,,,,,,,,,,,,,,,,,9
5.3 Foundation Setback from SIoP~ .............................................................................10
5.4 Structure Seismic Design Parameters ......................................................................10
5.5 Corrosion ............................................................................................................10
5.6 Lateral Earth Pressures and Retaining Wall Design Considerabons,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,10
5.7 Concrete Fiatwork ..............................................
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Table of Contents (cont)
5.8 Controi of Sufiace Water and Drainage Control ........................................................12
5.9 Graded Slop~ ......................................................................................................12
5.10 Irrigation, Landscaping and Lot Maintenance,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,13
5.11 Post-Grading Geotedinical Review .............. ......... ......... ......... 13
5.11.1 Rough-Grade Review 13
5.11.2 ..................................................................................
Construction Review
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5.11.3 .................................................................................
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Plans and Specifications .............................................................................. ....
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6.0 LIMITAlIONS .................................................................................................................14
Accompan~n_c~Fiqures, Tabies. Plates and Aooendices
F ures
Fgure 1- Site Location Map Rear of Text
Fgure 2- Retaining Wall Drainage Detail Rear of Text
Tables
Tab~e 1- Laterat Earth Pressures Rear of Text
lates
Plates 1& 2- As-Graded Geotechnipl Map In Pocket
Plates 3& 4- Feid Density Test Location Map In Podcet
Aopendices
Appendix A - References
Appendix B- Summary of Feld Density Tests
Appendix C- Laboratory Testing Procedur~ and Test Results
Appendix D- Lot Maintenance Guidelines for Homeowners
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1.0 IN7RODUCTIQC~I
' In accordance with your request and authorization, Leighton has prepared Uvs as-graded report
~ summarizing our geotechnical observations, field and laboratory test results and the geotechnical
conditions encountered during the recent mass grading of Lots 1 through 6 and 38 of Tract 29639-
2. In addirion, this report provides geotechnical conclusions and recommendations for continued
, development of the subject I,ots.
The referenced 100-scale grading plans for Tract 29b39-2 (RBF, 2003) were annotated and
, utilized as a base map (Plates 1 through 4) to plot the encountered geotechnical conditions and the
appmximate locations of the field density tests taken during mass grading operations.
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110231-025
July 28, 2004
2.0 SUMMARY OF ROUGH-GRADING OPERATIONS
Rough-grading to the approved design configuration (RBF, 2003) was conducted by ACI, Inc. in
July through December of 2003, under the geotechnica] observation and testing services of
Leighton. Leighton 5eld technician(s) and geologist were onsite on a fuli-time and as-needed
basis, respectively, during gading operations. Grading invoived the removal of existing
desiccated 811, alluvium, and weathered be~ock to competent previously-placed compacted fill or
competent Pauba Formation, and the piacement of compacted artificial5ll to a maximum depth of
approximately thirty-nine feet to create the design sheet graded super pads and associated
madways.
2.1 Site Prenaration and Removals
Prior to grading, deleterious materials were removed from the areas of proposed
development and disposed of offsite. Grading of the subject Lots was initiated hy removat of
unsuitable surficial material in accordance with the recommendations of the project
geotechnicai reports (Appendix A). The removals were considered complete when. dense,
generally non-porous, Pauba Formation or competent previously-placed compacted fiit was
encountered in accordance with the recommendations of the pmject geotechnical reports
(Appendix A) and the geotechnical recommendations made during grading operarions.
Approximate removal bottom elevarions are depicted on the enclosed. As-Graded
Geotechnical Map (Ptates 1 & 2).
2.2 Feld Densitv Testing
Field density testing was performed using the nucleaz gauge method (ASTM Test Methods
D2922 and D3017). Tested areas meet the minimum required 90 percent retative
compaction with neaz optimum moisture content. The results of the field density tests are
summarized in Appendix B. The approximate locations of the field density tests are depicted
on the enclosed Field Density Test Location ~Iap (Plates 3& 4).
2.3 Exqansion Testing of Soils
Expansion index testing performed throughout the course of grading indicates that very low
to very high expansive soils exist on site at various depths and locations. Expansion index
testing was performed in general accordance with American 3ociety for Testing and
Materials (ASTM) Test Method D4829 or UBC Standazd 1$-2. Additional testing should be
performed to address specific future site development. A brief summary of test results
performed during the mass grading is presented in Appendix C.
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2.4 laboratory Testina
Laboratory compaction chazacteristics (maxunum dry density and oprimum moisture),
expansion index, Atterberg limits, and soluble sulfate tests of representative onsite soils were
performed during the course of rough-grading. The test results and a brief description of the
laboratory tesring procedures are presented in Appendix C.
, 2.5 Fill Placement
' Fiil materials consisting of the soil types listed in Appendix C were placed in thin lifts,
processed and moisture condi6oned to near oprimum moisture content, and then compacted
in place to a minimum of 90 percent of the laboratory derived maximum density. Areas that
~ tested less than the required 90 percent relarive compaction, were reworked, moishue
conditioned as necessary and compacted until the minimum 90 percent was obtained. Fill
placement and compaction was accomplished with the use of heavy earthwork equipment.
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Canyon subdrains were constructed at the base of canyon alluvial removals per the
recouunendadons of the project geotechnical report (Leighton, 2003a). The subdrains
consisted of perforated PVC pipe encased in approximately 9 cubic feet per lineal foot of'/,-
inch crushed rock, whioh was in tum encased in Mir~ 140N filter cloth or equivalent. 1'he
approximate locations of the subdrains aze presented on the As-Graded Geotechnical Maps
(Plates 1& 2). The ouUets to the canyon subdrains constructed during the rough gading of
adjacent Tract 29111 (I,eighton, 2001a) were combined into one pipe and outletted into the
permanent azroyo park, Lot 38. 1`he appmximate locarion of the subdrain outlets are shown
on the As-Graded Geotechnical Map (Plates 1& 2). Canyon subdrains, as constructed, were
surveyed by RBF for line and gratle.
2JUndocumented Artificial Fill
Undocumented arti$cial fill in the forrn of enddump stockpiles has been placed in the
vicinity of Lot 3 north of Date Street. As of the date of this report undocumented stockpiles
generated from homesite construction within the Harveston Community continue to be
placed. During future grading of the subject Lots, the undocumented artificial fill will require
processing according to the Supplemental Geotechnical Investigation, (Leighton, 2003aj.
2.8 Temporarv Reservoir
A portion of Lot 6, also referred to as Lot 7 on some plans, {See Figure 1) was utilized as a
temporary construcdon water reservoir during mass grading operations, (Leighton, 2003c).
When the temporary reservoir was removed and the area was graded to near the proposed
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grade, several areas of saturated soils were observed. These azeas were located primarily on
' the northeast side of Lot 6. The saturated sail was subsequently removed until dense,
competent, and non-saturated soii material was encountered. The removal bottom was then
thoroughly scarified to a minimum depth of 6 inches and recompacted prior to the placement
' of fill soils that were placed according to Section 2.5.
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3.0 ~NGINEERING GEOLOGIC SUMMARY
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3.1 As-Greded Geoloaic Conditions
The as-graded conditions encountered during grading of the subject Lots were essentially as
anticipated. A summary of the earth materials encountered is presented below:
3.1.1 Artiflcial Fill (map svmbol Afi - Locally derived artificial fill soils generatly
consisted of olive gray to olive brown silty sand to locally slightly clayey silty sand.
Arkificial fill soils were placed under the observation and field density testing by
Leighton represeniarives during this phase of gading. After moisture conditioning and
thorough mixing, the artificial fill soils were placed in relatively thin lifts and
compacted utilizing heavy construction equipment.
3.1.2 Artificiai Fill Leiahtan (mao svmbol Afl21 -- Artificial fili was encountered along
the northwest comer of the intersection of Date Street and Lakeview Road (Leighton,
, 2003b). This material generally consisted of brown, moist, medium dense to dense
silty sand As encountered during grading, the artificial fill was generally moderately
, dense neaz the sutface, becoming dense with depth. The artificial fill was benched into
and reused as compacted fill during grading.
' 3.1.3Artificiai Fiil Petra (map svmbol Afnl -- Artificial fill was encountered at the
terminus of Ynez Road along the northem property boundary (Petra, 2002). This
material generally consisted of light brown to dark brown, damp to moist, medium
' dense to dense silty sand to fine to coarse sand. As encountered during grading, the
artificial fill was generally moderately dense near the surface, becoming dense with
' depth. The artificiai fill was benched into and reused as compacted fill during grading.
3.1.4 Artificial Fili Leig ton (~nap svmbol Aflil -- Artificial fill was encountered along
' the northeast boundary of Lots 4, 5, and 38 (Leighton, 2Q02a}. 'This material generally
consisted of brown to dazk bmwn, moist, medium dense to dense silty sand. As
encountered during grading, the artificial fill was generally moderately dense near the
' surface, becoming dense with depth. The artiScial fill was benched into and reused as
compacted fill during grading.
~ 3.1.5 SZuaternarv Aliuvium (map~.ymbel Oall -- The Quatemary-Aged alluvium
encountered generally consisted of dazk brown to red brown, dry to moist, loose to
medium dense, porous, silty to clayey sand. As encountered during grading, the
' alluvium was generally loose near the surface, becoming moderately dense with depth
and was moderately porous tl~roughout. The alluvium was removed in the azea of fill
placement and re-used as compacted fill. The alluvium was removed and reused as
' compacted fill during grading.
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3.1.6 Pau6a Formation (~an svmboi ~~u,l -- The late Pieistocene-Aged Pauba
Formation generally consists of light brown to olive-brown to medium brown, damp to
moist, medium dense to dense, siitstone, sandstone and silty claystone. Fractures are
locally lined with calcium cazbonate. Pauba formation materials, where encountered in
design cut azeas, was moisture conditioned and re-used as compacted fill.
3.2 ~eoloaic Structure and Faultiny
Based on our geologic observations during site gading, the Pauba Foanation is ruassive with
localized bedding, which is genezalty flat lying. No faulting or indications of active fautting was
az-ricipated nor observed within the subject Lots during mugh-grading operations. 1'he nearest
"wned" active fault is the Temecula Segment of the Elsinore Fault Zone located approximately
1.7 miles {2.71mt) to the southwest.
3.3 Landslides and Surficial Failures
Based on our review of the project geotechnical reports (Appendix A) and our geologic
observations during the course of grading operations, there were no indications of landslides
or other significant surficiai failures within the subject Lots.
3.4 Groundwater
Groundwater was locally encountered in the alluvial soils during grading at neaz the contact
with the underlying Pauba Formation. Canyon subdrains were constructed in general
accordance with the project geotechnicai reports (Appendix A) and our field
recommendations. Future establishment of site irrigation and landscaping may create local
azeas of perched groundwater accumulating at layers of differing permeability or at
bedrock/Sll contacts. If these conditions should occur, the owner may need to mitigate any
resulting seepage. Presently, the majority of the subject Lots drain generally towards the
south and any surface runoff will tend to collect at low points until such tune that the
proposed design drainage facilities aze constructed. If water is allowed to pond in these areas
for any length of time the subgrade in these areas may become saturated and addirional
grading may be required to mitigate this condition. We recommend that the project erosion
control program be designed and implemented as soon as possible to limit the potential of
erosion damage or adverse effects to compacted-fiil.
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4.0 ~ONCLUSI~NS
4.1 General
The grading of the subject Lots was performed in general accordance with the project
geotechnical reports.and geotechnical recommendations made during the course of mass-
grading. It is oar professiona} opinion that the subject sheet graded lots aze suitable for their
intended residential pwpose provided the preliminary recommendations included herein and
in the project geotechnical reports (Appendix A) aze incorporated into the design and
construction of the residential structiu~es and associated improvements.
4.2 Summarv of Cflnclusions
' . Geotechnical conditions encountered during grading were generally as anricipated.
' . Removal of loose, dry surficial soils were made to dense, moist (neaz optimum moisture
content), non-porous, Artificial Fill Leigirton (Afll), Artificial Fill Leighton (Afl2),
Artificiai Fi11 Petra (Afp), or competent Pauba Formation (Qp} during the,gading for the
, subject Lots.
. Transitions &om cut Pauba Formation to compacted fill soils as well as shallow fill soiTs
' above Pauba Formation exist at various locations throughout the Lots. Reriew of the
mugh grading plans by Leighton will be required to provide remedial recommendations
for the transition overexcavation and fill differentials, if necessary.
' • Cut and fill slopes within the subject Lots range up to appmximately l5 and 29 feet in
height, respectively. The slopes are considered surficially and grossly stable (under
' norma} irrigationJprecipitation pattems) provided the recommendations in the project
geotechnical reports and memorandums (Appendix A) aze incorporated into the
construction and post-construcrion phases of site development. Siopes constructed of
' granular site soils aze inherently subject to erosion and, thus, will iequire erosion
reduction measures to maintain both short term and long term slope integrity.
, . Site soils possess a very low to very trigh expansion potential and have a negligible
concentration of soluble sulfate.
' . The potenrial for site ground-surface rupture due to a seismic event is considered to be
low; however, as in most of southern California, strong ground shaking shouid be
anticipated during the life of the structures. The standazd design of structures to meet the
' seismic design requirements of the Uniform Building Code (UBC), Seismic Zone 4 wiit
be required.
, . Where tested, •fiil material placed during grading of the subject Lots was placed at a
minimum of 90 percent reladve compaction, where required (based on our geotechnical
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recommendations), near the optimum moisture content. Field testing of compaction was
' performed by the nuclear gauge method (ASTM Test Methods D2922 and D3017),
. Due to the relaHvely dense nature of the bedrock materiais that underlie the subject Lots,
, the density of compacted fills, as well as the lack of permanent shatlow groundwater, the
potenrial for liquefaction on the site is considered very low.
' . The eight subdrains that terminate into the permanent Arroyo Park, Lot 38 will need to be
protected in place. See the As-Graded Geotechnical Map (Plates 1& 2) for the
approximate locations. This includes. the retaining wall subdrains previously constructed
' at the base of the keyways for the retaining walls in Lots 24 and 25 of Tract 29111
(Lzighton, 2002).
. During future grading of the subject Lots, undocumented artificial fill located within the
, site will need to be removed and recompacted.
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5.1 Eatthwork
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We anticipate that future earthwork at ihe site will consist of addidona7 rough-grading,
foundation, retaining wall, and trench excavation and backfill, and construction of street
sections. CuUfill transitions should be overexcavated based on the review of rough grading
plans and recommeadations by Leighton. We recommend that any additional earthwork on
the site be performed in accordance with the reference reports, ;the following
recommendarions, and the Cit}t of Temecula grading requirements.
5.1.1 Ex~vations -- Temporary excavations wiffi vertical sides, such as utility trenches,
should remain stable to depths of 4 feet or less for the period required to construct
the utilit}t. However, in accorclance with OSHA requirements, excavarions greater
than 4 feet in depth should be shored, or laid-back to inclinations of 1:1 (horizontal
to vertica]), if workers are to enter such excavations.
5.L2 Ba~ll. Fill Placement and Com ction - All backfill or fill soils should be
brought to at least optimum moisture conditions and compacted in uniforrn litis to
at least 90 percent relative compaction based on the laboratory maximum dry
density (AST'M Test Method D1557). The optimum lift thiclmess required to
, produce uniform compaction will depend on the type, size and condition of
compaction equipment used. In general, the onsite soils should be placed in :lifts
not exceeding 8 inches in compacted thiclrness.
, 5.2 Preliminarv Foundation and Structure Design Considerations
' It is Leighton's understanding that the subject Lots will be further graded and. developed for
residential use. Specific foundation and structural design recommendarions should be
detennined based upon future development plans, site specific soil conditions and
' estimated settlement values. The following general geotechnical recommendations may be
utilized for preliminary planning purposes:
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Foundation footings may be preluninarily designed with the following pazameters:
Allowable Bearing Capaciry:
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Sliding Coefficient:
Settlement Potential:
2000 psf at a minimum depth of embedment of 12
inches, plus an additional 250 psf per 6 inches of
additional embedment to a maximum of 3,000 psf.
(per 1997 UBC, capacities may be increased by 1/3 for
short-term loading conditions, i.e., wind, seismic)
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Total:
Differential:
1 Inch
1 Inch in 40 Feet
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' 5.3 Foundation Setback from Slo~
' We recommend a minimum horizontal setback distance from the face of slopes for ail
structural footings (retaining and decorative walls, building footings, etc.). This distance is
measured from the outside bottom edge of the footing horizontaily to the sIope face (or to
the face of a retaining wali) and should be a minimum of H/2, where H is the slope height
, {in feet). The setback should not be less than 7 feet and need not be greater than 10 feet.
' S.4 ~4vcture Seismic Desian Parameters
Structures should be designed as required by provisions of the Uniform Building Code
' (IJBC) for Seismic Zone 4 or most recently adopted building code and state-of-the-azi
seismic design pazameters oFthe Structural Engineers Associarion of California. Ttus site
is located with UBC Seismic Zone 4. Seismic design parameters in accordance with the
, 1997 UBC aze presented below. Please refer to the Supplemental Geotechnical
Investigation (Leighton, 2003a, Appendix A} for additional information.
, Seismic Source Type = B
Near Source Facior, N, =13
' Near Source Factor, NY =1.6
Soil Profile Type = Sp
Horizontal Peak CrroLmd Accelerarion = 0.7g
, (10% piobability of exceedance in 50 years)
5.5 Corrosion
' A licensed coaosion engineer should be contacted in order to determine the potential for
corrosion if corrosion-sensitive buried improvements are planned.
, 5.6 Lateral Earth Pressures and Retaining Wall Design Considerations
' The recommended equivalent fluid weights for very low to low expansive site soil
(expansion index less than 51} and level or sloping backfill are presented on Tabie i(rear
of text).
' Embedded structural walls should be designed for lateral earth pressures exerted on them.
The magnitude of these pressures depends on the amount of deformation ihat the wall can
' yield under load. If the wall can yield enough to mobilize the full shear strength of the soil,
it can be designed for "active" pressure. If the wall cannot yield under the applied load, the
' shear strength of the soil cannot be mobilized and the earth pressure will be higher. Such
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walls shouid be designed for "at rest" conditions. If a structure moves towazd the soils, the
' resulting resistance developed by the soil is the "passive" resistance.
The equivalent fluid weights of Table 1 assume very low to low expansive, free-draining
, conditions. If conditions other than those assumed above aze anticipated, equivalent fluid
weights should be provided on a case by case basis by the geotechnical engineer. Surchazge
loading effects from adjacent shuctures should be evaluated by the structural engineer. All
' retaining wall shuctures should be provided with appropriate drainage and waterproofing.
The outlet pipe should be sloped to drain to a suitable outlet. Typical wall drainage design
is illustrated in Figure 2.
' Lateral passive pressures may be detemvned using the values provided in Table i. In
' combinuig the total lateral resistance, the passive pressure or the frictional resistance shoukt
be reduced by 50 percent. Wall footings should be designed in accordance with structural
considerations. The passive resistance value may be increased by one-third when
' considering loads of short duration, including wind. or seismic loads. The horizontal
distance between foundation elements providing passive resistanoe should be a minimum of
fhree times the depth of the elements to allow fuli development of these passive pressures.
' The total depth of retained eatth for design of cantilever walls should be the vertical
distance below the ground surface measured at the wall face for stem design or measured at
the heei of the footing for overturning and sliding.
' Foundations for retaining walls in competent formaflonal soils or progerly compacted fill
should be embedded at least 18 inches below the lowest adjacent finish grade. At this
' depth, an allowable bearing capacity of 2,250 psf may be utilized. The bearing capacity
may be increased by 250 psf for each additional six inches of embedment to a maacimum of
3,000 psf.
, Wall backcut excavations less than 4 feet in height can be made neaz vertical. For backcuts
greater than 4 feet in height, the backcut should be flattened to a gradient not steeper than
' 1:1 (horizontai to vertical). Backfill soils should be compacted to at least 90 percent relative
compaction (based on ASTM Test Method D155'7}. Backfill should extend horizontally to a
' minimum distance equal to one-half the wall height behind the walls. The walls should be
consttvcted and backfilled as soon as possibie after backcut excavation. Prolonged
exposure of backcut slopes may result in some localized siope instability.
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5.7 Concrete Flatwork
' The reinforcement of driveways, sidewalks, or other concrete flatwork may reduce the
potenrial for excessive cracking or differential movement. Welded wire mesh (WWM)
' reinforcement (6" by 6", no. 10 by no. 10} or No. 3 rebars at 24 inches on center (each way)
aze suggested along with keeping sub-grade soil at or above optimum moisture content
prior to placing concrete. Some expansive soil related distress should be anticipated.
' Additional exterior slab details aze suggested in the American Concrete Insritute (ACn
guidelines.
' S.8 Control of SurFace Wa#er and Drainage ntrol
~ Positive drainage of surface water should be maintained away from structures. No water
should be allowed to pond adjacent to buildings. Posirive drainage may be accomplished by
providing drainage away from buildings at a gtadient of at least 2 percent for a distance of
' : at least 5 feet, and fiuther maintained by a swale on drainage path at a gadient of at least 1
percent. Where limited by 5-foot side yards, drainage should be d'uected away from
foundations for a minimum of 3 feet and into a collector swale or pipe system. Where
, necessary, drainage paths may be shortened by use of area drains and collector pipes and/or
paved swales. Eave gutters also help reduce water infiltration into the subgrade soils if the
downspouts are properly connected to appropriate outlets.
' Planters with open bottoms adjacent to buildings should be avoided, if possible. Planters
should not be designed adjacent to buildings uniess provisions for drainage, such as catch
' basins and pipe drains, aza made. No ponding of water from any source (including
irrigation) should be permitted onsite as moisture infiltration may increase the potenriat for
moisture-related distress. Experience has shown that even with these controls for surface
, drainage, a shallow perched ground water or subsurface water condition can and may
develop in areas where no such candition previously existed. This is particulazly true where
a substantial increase in surface water infiliration resulting from site irrigation occurs.
' Mitigation of these conditions should be performed under the recommendations of the
geotechnical consultant on a case-by-case basis.
, 5.9 Graded Siopg
' It is recommended that all slopes be planted with drought-tolerant, ground cover vegetation
as soon as practical to protect against erosion by reducing runoff vetocity. Deep-rooted
vegetation should also be established to provide resistance to surficial slumping.
' Oversteepening of existing slopes should be avoided during 5ne grading and conshuction.
Retaining struchues to support graded slopes should be designed with structural
considerations and appmpriate soil parameters provided in Section S.b.
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~ 5.10 Irriaation Lands ing and Lot Maintenance
, Site irrigation should be controlled at all times. We recommend that only the minimum
amount of irrigarion necessary to maintain plant vigor be utili2ed. For irrigation of h~ees
t and shrubs, a drip irrigation system should be considered. We recommend that where
possible, landscaping consist primarily of drought-tolerant vegetation. A landscape
~ consultant should be contacted for proper plant selection. For lazge graded slopes adjacent
' to open space areas, we recommend native piant species be utilized and that irrigation be
utilized only until plants aze well established. At that time, irrigation could be significanfly
reduced.
' Recommendations for the maintenance of slopes and property aze included in Appendix D
' for your review and distriburion to future Homeowners andJor Homeowner's associations. .
5.11 Post-Grading Geotechnical Review
' 5.11.1 Rough-Grade Review -- Leighton should be provided the opportunity to review
rough-grading pians to deternvne azeas of needed remedial earthwork. This work
, may include removal and recompaction of undocumented fill soils as~ well as the
overexcavation of shallow fitls or transition cut-to-fill areas.
, 5.11.2 Cons±r~r±ion Review -- Conshvction observation and testing should be
performed by the geotechnical consultant duang future excavations, utility irench
backfilling and foundation or retaining wall construction at the site. Additionally,
' footing excavadons should be observed and moistute determination tests of
subgrade soils should be performed by the geotechnical consukant prior to the
pouring of concrete.
~ 5.11.3 Plans and Snec~cationc -- The geotechnical engineer should review foundation
' plans to evaluate if the recommendations herein have been incorporated.
Foundation design plans and specifications should be reviewed by the geotectuucal
consultant prior to excavation or installation of residential development.
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The presence of our field representative at the site was intended to provide the owner with
professional advice, opinions, and recommendations based on observations of the contractor's
work. Although the observations did not reveal obvious deSciencies or deviations from project
specifications, we do not guarantee the contractor's contractor or his subcontractors' work, nor
do :our services relieve the contractor or his subcontractors of their responsibility if defects aze
subsequently discovered in their work. Our responsibilities .tiid not include any supervision or
direction of the actual work procedures of the coniractor, his personnel, or subcontractors. The
conclusions in this report are based on test results and observations of the grading and earthwork
procedures used and represent our engineering opinion as to the compliance of the results with
the project.specifications.
This report was prepazed for Lennaz Communities, based on their needs, directions, and
requirements aY the rime. This report is not authorized for use by, and is not to be relied upon by
any party except, Lennar Commwuties, with whom Leighton contracted for the work. Use of or
reliance on this report by any other party is at that party's risk. Unauthorized use of or reliance
on this Report constitutes an ageement to defend and indemnify Leighton & Associates from
and against any liability which may arise as a result of such use or zeliance, regardless of any
fault, negligence, or strict liability of Leighton & Assaciates.
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Base Map: The Thomas Guide Digital Edition Inland Empire 2004, Not To Scale
Harveston, Future Residential, Project No. ~
7ract 29639-2, Lots 1-6 and 38 $ITE LOCATION 110231-025
Temecula, California ~~
MAP oate
Riverside County, Califomia July 2004 F'igure No.1
SUBDRAIN OPIIONS AfVD BACKFILL WHEN NATIVE MATERIAL HAS D~ANSION INDIX OF 550
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OVRpN 1: P7pE SURROUNDED WRN
CLASS 2 PERMEAHP 7MTERIAL
WIfH PRWE0.
SIAlFA(E URAINAGE
StAPE
OR IEVEL
32"
NATIYE
wAT9tNt00F[NG I
(SEE GENERAL NOTES) ~ . •
4
wffv ~
(SEE NOTE ~
LEVEIOR
SLAPE
OP'fION 2: GRAVEL WRAPPED
iN FR7ER FABRIC
WRM PRdPEA
SURFA~ DRAIIUGE
SIAPE
00. LEVEL
ir
. . NATNE
WATERHt00FlNG r.
(SEEGENERAI.NOfES) _
12' MINQAUM
CU55 2 PERMFABIE
FII7ER MATERNL W
(SEE GRADAT~N) ~~
~ ~ INpi DIAMETER ~
VERFORA7EDPllE LEVELOR
(Sff NOTE ~ SLOfE
Cla~ 2 FUter Perm~ble MaOerial Gradatlm
Per Caltrans Spaificatbns
51eve Slae Peroent Pa~a
1" 100
3/4" 9o-100
3/8" 4o-100
Na 4 ~
Na 6 1833
Na 30 5-15
Na 50 a~
No.200 a-3
Fn~R Fnmiu
(SEE NOTE 4)
l2" MtNA1W~
w m iva pa s¢e
6M4FLNWMPEDp FLL7EA
FABR7C
* Waterproofirg should be provided where moisture nuisance problem through ihe wall is undesirahle. •
Wat~ p~ng of the walls is not under purview of the geoted~nical engineer
All dral~s shou~ have a gradlent of 1 pe~cent min(mum
'Outlet patlon of ffie wbdrain should ha~,~e a 4tinch dlame[er solid pipe ~schart~ed iMO a witable disposal area d~igned by the projed
~ngineer. The subdrain pipe stauld be aa~sfde for maintenarxe {rodding}
Other svbdrdin bacldill optlons are subject [o the rev(ew by the geotechnicat engineer and mad'rfication of design parart~etss.
Notes:
) Sand shouid have a sand equivalent of 30 or greater and may be densified by waber Jetting.
~) i Cu. ft. per ft. af 1/4- to 1 1/2-inch siae grdvel wrapped in filter fabric
) Pipe type should be A57M D1527 AcryloniMle Butadiene Styrene (ABS) SDR35 or A57M D1785 Pdyvinyl CAlaide plastlc (PVC), Sd~edule
40, Artnco A200D PVC, or app~aved equlvalent. Pipe should be installed with perfomtlons down. Perfora[ions should be 3/8 inth in
iameter placed at the ends of a 12D-degree arc in two rows at 3-inch m center (staggered)
) Flter fabric shouid be MiraFl 140NC or approved equivalent
) Weephde should be 3-inch minlmum diameter and provaded at 10-foot ma~dm~n inee~vals. If e~oeure is pemiitted, weephdes shwld
be located 12 inches above finished grade. If exposu re fs not pertnitted wch as fa a wall adjacent ta a sidewalk/curb, a p{pe undertfie
dewalk to be dlscharged through the curb face or equlvalent shouid be provided. For a basmient-type wall, a proper wbdrain outlet
m should be prwided.
6) RetatNng walt plans should be reviewed and apprrned by the geobedinical engineer.
~) Watls over sfx feet in height are sub)ect M a special review by the geotechnkal ergi~reer ard madiflratlons W the abae requirert~.
^
RETAINING WALL BACKFILL AiVD SUBDRAIN DETAIL
' FOR WALLS 6 FEET OR ~.ESS IN HEIGHT ~
WHEN NATIVE MATERIAL HAS IXPANSION INDIX OF <50
Figure No. 2
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Equivalent Fluid Weigh~
Equivatent Fluid Weight (pc~
Condidons Level Back!'illZ 2:I Slope Backfill
Active 45 67
At-Rest 65 95
Passive3 300 125 (Sloping Down}
110231-025
July 28, 2004
~Assumes drained condition (See Figure 1)
, ZAssianes a level condition behind and in front of wall foundation of project.
3Maximum passive pressure = 2000 psf, level conditions.
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July 28, 2004
'
1 APPENDIX A
RPfa~anroe
' Converse Consultants, 1999, Suxnmary of Geotechnical Conditions, Sweetwater Specific Plan,
1 Appmximately 560-Acre Site, Temecula, Califomia, Converse Project
Number 98-81-104-O1, dated June 21, 1999.
, Leighton and Associates, 2001a, As-Gnded Report of Rough Grading For Tract 29111, Planning
Area 2, Lots 1 Through 58, Murrieta Hot Springs Area, Riverside County,
California, Project No. 11980158-005, dated July 20, 20D1.
r L.eighton and Associates, 2001b, Supplemental Geotechnicai Investigation and Geotechnical
Review of 100-Scale Mass Grading Plan, Tentative Tract No. 29639,
' Harveston, Temecula, Califomia, LDOI-058GR, Project No. 110231-OQ3,
dated August 15, 2001.
, Leighton and Associates, 2001c, Supplementai Geotechnical Investigation And Geotechnical
Review Of Interun Arroyo Mass Grading Plan, Tentarive Tract No. 29639,
Harveston, Temecula, California, LDOl-058GR Project Number 110231-
' 004, dated December 10, 2001.
L,eighton and Associates, 2002, Segmental Retaining Wall and Reinforced Slope Backfill
, Compacrion Letter, Lots 24 and 25 of Tract 29111, Woodside PA-2, County
of Riverside, California, Project No. 11980158-006, dated May lo, 2002,
Revised November 22, 2002.
, Leighton and Associates, 2003a, Supplemental Geotechnical Investigation and Geotechnicai
Review of 100.Scale Mass Grading Plan, Tentarive Tract No. 29639 - Phase
' 2, Harveston, Temecula, California, Project No. 110231-017, dated January
17, 2043.
' Leighton and Associates, 2003b, As-Graded Report of Mass Grading Harveston, Tract 29639-1,
City of Temecula, Califomia, Pmject No. 110231-006, dated February 5,
, 2003.
Lzighton and Associates, 2003c, Geotechnical Observations During the Removal of Temporazy
, Reservoir, Tentative Tract No. 24639-2, Lot 7, Harveston, City of Temecula,
Riverside County, California, Project No. 110231-024, dated September 24,
2003.
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, 110231-025
~uy zs, zooa
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References (conYdl
1 Leighton and Associates, 2004, Existing Subdrain to be Outletted and Protected, Tract No.
29639 - Phase 2, Harveston, City of Temecula, Riverside County,
, California, Project No. 110231-025, dated January 29, 2004.
Petra, 2t?02, Geotechnical Report of Rough Grading of Tract 29548 (The Arboretum) and Mass
~ Grading of Tract 30563 {C~rta Bella), City of Mumeta, Riverside County,
California, J.N. 417-99, dated June 20, 2002.
, RBF Consulting, 2003, Harveston Mass Grading Tract No. 29639 - Phase 2, as submitted on April
14, 2003,10 Sheets.
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Explanation of Summarv of Field Densitv Tests
A: Retest of previously failing compacrion test.
B: Second retest of previously failing compaction test.
Compacrion tests taken during mass grading of site unless indicated by:
FG: Compaction tests taken on rough finish grade.
SF: Compaction tests taken on slope face.
Test Location: Indicated by lot number.
Test MeYhod: Compaction test by Nuclear Gauge (ASTM 2922) unless indicated by
S: Sand Cone Method (ASTM ISSb).
Test Elevation: Approximate elevation above mean sea level. '
110231-025
July 28, 2004
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APPENDDCD
'
r
,
110231-025
)uly z8, 2004
Development azeas, in general, and hillside lots, in pazticular, need maintenance to continue to
function and retain their value. Many Homeowners aze unaware of this and aUow deterioration of
the property. It is important to familiarize Homeowners with some guidelines for maintenance of
their properties and make them aware of the importance of maintenance.
' Some goveming agencies require hillside pmperty developers to utilize specific methods of
engineering and construc#ion to protect those investing in improved Home Sites or constructed
homes. For example, the developer may be re~uired to gade the property in such a manuer that
~ rainwater will be drained away from the building/lots and to plant slapes so that etosion will be
minunized. They may also be required to instali permanent drains.
' However, once the site is purchased, it is the buyei's responsibility to maintain these safety features
by observing a prudent prograzn of the property care and maintenance. FaiSure to make regulaz
, inspection and maintenance of drainage devices and sloping areas may cause severe financial loss.
In addition to their own propeRy damage, they may be subject to civil liability for damage occurring
to neighboring pmperties as a result of his negligence.
, The following maintenance guidelines are provided for the protection of the Homeewner's
investment. ~
' a) Cue should be taken that slopes, terraces, bemis (ridges at crown of slopes) and proper site
drainage are not disturbed.
, b) In general, roof and yatd nwoff should be conducted to either the street or storm drain by
nonerosive devices such as sidewallcs, drainage pipes, ground gutters, and driveways. Drainage
systems should not be altered without expert consuhation.
' c) All drains should be kept cleaned and unclogged, including gutters and downspouts. Terrace
dYains or gunite ditches should be kept free of debris to allow proper drainage. During heavy
, rain periods, performance of the drainage system should be inspected. Problems, such as
gullying and ponding, if observed, should be coirected as soon as possible.
d) Any leakage from pools, water lines, etc. or bypassing of drains should be repaired as soon as
, pracdcal.
e) Auimal bwrows should be eliminated since they may cause diversion of surface runoff,
' promote acceleratad erosion, and even trigger shallow soil flowage.
fl Slopes should not be altered without expert consultation. Whenever a significant topog~aphic
' modificarion of the site or slope, is desired a qualified geoteckmical consultant should be
contacted.
, D-1
1
8y
' 110Z31-025
]uly 28, 2004
,
g) If the owner plans to modify cut or natural slopes are proposed, an engineering geologist
' should be consulted. Any oversteepening may resuit in a need for expensive retaining devices.
Unde~utting of a too-of-slope would reduce the safety factor of the slope and should not be
undertaken without expert consultation.
' h) If unusual cracking, settling or earth slippage occurs on the property, the owner should consuit
a qualified soil engineer or an engineering geologist immediately.
, i) The most common causes of slope erosion and shallow slope failures are as follows:
• Gross neglect of the care and maintenance of the slopes and drainage devices.
~ • Inadequate and/or improper planting. (Barren areas should be replanted as soon as
possible.)
' • Excessive or insufficient urigation or diversion of runoff over the slope.
j} Hillside property Homeowners shouid not let conditions on theu property create a problem for
their neighbors. Cooperation with neighbors could prevent problems, promote slope stability, .
, adequa#e drainage, pinper maintenance, and also increase the sesthetic attractiveness of the
community.
~ k) Homeowner's should be aware of the chemical composition of imported soils, soil
amendments, and fertilizeis to be utilized for landscaping purposes. Some soils, soil
amendments and feitilizer can leach soluble sulfates, increasing soluble sulfate,concentrations
~ to modeiate or severe concentradons, negarively affecting the performance of concrete
improvements, including foundations and flatwork.
,
~
'
~
~I
~
~
,
'
D-2
~r33
'
~~c~ivED
JAN 3 ~ ~AA5
61TV p~ fi~M~6Ul~
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