HomeMy WebLinkAboutAsGradedMassGrading(Jun.30,2004)'
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AS-GRADED REPORT OF MASS GRADING FOR TRACT 29639-2,
NEIGHBORHOODS 29 AND 30, SERVICE COMMERCIAL,
HARVESTON, CITY OF TEMECULA, CALIFORNIA
Prepared For:
Lennar Communities
391 N. Main Street, 5uite 301
Corona, California 92880
Project No. 110231-023
June 30, 2004
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Leigh~on ~nd Associates, Inc.
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A LE{GHTQN GRDUP COMPAhlY
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, Leighton and Associates, Inc.
A IEiGHTON GR4UP CoMPFlNY
' June 30, 2004
Project No. 1 1 023 1-023
' To: Lennaz Communities
' 391 N. Main Street, Suite 301
Corona, Califomia 92880
' Attention: Mr. Kevin Lynch
Subject: As-graded Report of Mass Grading for Tract 29639-2, Neighborhoods 29 and 30
' Service Commercial, Harveston, City of Temecula, California
' In accordance with your request and authorization, Leighton and Associates, Inc. (L.eighton} has been
pmviding geotechnical observation and testing services during mass grading operations of Lots 39-52
in Neighborhoods 29 & 30 of Tract 29639-2, located in the City of Temecula, California (See Figure
' 1). The accompanying as-graded report summarizes our observations, field and laboratory test results
and the geotechnical conditions encountered during the mass-grading of Tract 29639-2 within the
Harveston Community.
' ff you have any questions regazding this report, please do not hesitate to contact this office, we
appreciate this opporhmity to be of service.
Respectfully submitted,
LEIGHTON AND
IZoberf F. Riha, CEG 1921 (Exp.a'
Vice PresidenUPrincipal Geologist
RFR/AXT/dlm
110231-023/~naVas-~d Ipt tract 29639-2
Distribulion:
Senior Project
(5) Addressee (1 Unbound)
(1) Harveston Jobsite; Attention: Mr. Andy Hendrickson
v
41715 Enterprise Circle N., Suite 103 ^ Temecula, CA 92590-5661
909.296.0530 • Fax 909.296.0534 ^ www.leightongeo.com
, 110231-023
June 30, 2004
' TABLE OF CONTENTS
Section paae
~ 1.0 INTRODUC'fiON ........................................ ......................................................1
.................
2.0 SUMMARY OF ROUGH-GRADING OPERATIONS ...................................................................2
' 2.1 Site Preparation and Removals .................................................................................2
2.2 FeidDensityTestin9 ...............................................................................................Z
' 2.3 Expansion Testing of Soils .......................................................................................2
2.4 Laboratory Testin9 ..................................................................................................3
2.5 Fill Placement .........................................................................................................3
' 2.6 Canyon Subdrains ...................................................................................................3
2.7 Interim Borrow Site .................................................................................................3
2.8 Interim Drainage Channel ........................................................................................4
' 2.9 Raised Grades ........:.............................................................................................. 4
3.0 ENGINEERING GEOLOGIC SUMMARY .................................................................................5
' 3.1 As-Graded Geologic Conditions .................................................................................5
3.2 Geologic Units ........................................................................................................5
' 3.2.1 Artificial FII (map symbol A~ ...............................................................................5
3.2.2 Artificiai Fill Petra (map symbol AfP) ....................................................................5
3.23 Artifiaal Fill Leighton (map symbol Afll) ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,
.............................. 5
, 3.2.4 Artificial FlII Others (map symbol Afo/Ra~) ............................................................6
3.2.5 Quaternary Atluvium (map symbol QaI) ................................................................(
3.2.6 Pauba Formation (maP ~~~ QP) .....................................................................6
' 3.3 Geologic Structure and Faultin9 ................................................................................6
3.4 Landslides and Surficia~ Failures ................................................................................7
3.5 Groundwater ..........................................................................................................~
I 4.0 CONCLUSIONS .....................................
............................................................................ 8
' 4.1 Generel .................................................................................................................$
4.2 Summary of Conclusions ..........................................................................................8
, 5.0 RECOMMENDATION5 ......................................................................................................10
5.1 Earthwork ............................................................................................................10
' S.1.1 Excavations .....................................................................................................10
5.1.2 Backfill, Fill Placement and Compacdon,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, iD
' S.2 Preliminary Foundation and Structure Design Considerations ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,10
5.3 Foundation Setback from SloPes ............................................................................. l l
' S.3.1 Structural Setback, Lot 41 ...........................................................................11
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June 30, 2004
Table of Contents (cont)
5.4 Structure Seismic Design Parameters ...................................................................... li
5.5 Corrosion ............................................................................................................12
5.6 Lateral Earth Pressures and Retaining Wall Design Considerations,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,12
5.7 Concrete Flatwork ................................................................................................. 13
5.8 Control of Surface Water and Drainage Control ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, 13
5.9 Graded Slop~ ......................................................................................................14
5.10 Irrigation, Landscaping and Lot Maintenance,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,14
5.11 Post-Grading Geotechnicai Review ,,,,,,,,,,,,,, ,,,,,,,,, ,,,,,,,,, ,,,,,,,,, ,,,,,,,,,,,,,14
5.11.1 Rough-Grade Review .......................................................................................14
5.11.2 Construction Review .......................................................................................14
5.11.3 Plans and Specifications ..................................................................................15
6.0 LIMITATIONS .................................................................................................................16
Accompanyinq Figures Tables Plates and A~pendices
F ures
Figure 1- Site Location Map Rear of Text
Fgure 2- Retaining Wall Drainage Detail Rear of Text
Tables
Table 1- Lateral Earth Pressures Rear of Text
Plates
Plates 1 through 2- As-Graded Geotechnicai Map In Pockets
Plates 3 through 4- Field Density Test Location Map In Pockets
Aqpendices
Appendix A - References
Appendix B- Summary of Field Density Tests
Appendix C- Laboratory Testing Procedures and Test Results
Appendix D- Lot Maintenance 6uidelines for Owners
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1.0 INTRODUCTION
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In accordance with your reguest and authorization, Leighton has prepared this as-graded report
' summarizing our geotechnical observations, field and laboratory test results and the geotechnicai
conditions encountered during the recent mass gading of Lots 39-52 in Neighborhoods 29 & 30 of
Tract 29639-2. In addition, this report provides geotechnical conclusions and recommendations
' for continued development of the subject neighborhoods.
The referenced 100-scale grading plans for Tract 29639-2 (RBF, 2003a & 2003b) were annotated
, and utilized as a base map (Plates 1 through 4) to plot the encountered geotechnical conditions
and the approximate locations of the field density tests taken during mass grading operations.
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2.0 SUMMARY OF ROU6H-GRADING OPERATIONS
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Rough-grading to the approved design configuration (RBF, 2003a & 2003b) was conducted by
ACI, Inc. in June through December of 2003, under the geotechnical observation and tes6ng
services of Leighton. Leighton field technician(s) and geologist were onsite on a full-time and
as-needed basis, respectively, during grading operations. Grading involved the removal of
existing desiccated fill, alluvium, and weathered bedrock to competent previously-placed compacted
fill or competent Pauba Formation, and the placement of compacted artificial frll to a maxirnum
depth of appmximately sixty-four feet to create the design sheet graded super pads and associated
roadways.
2.1 Site Preparation and Removais
Prior to grading, deleterious materials were removed from the areas of proposed
development and disposed of offsite. Grading of the subject neighborhoods was
accomplished by removal of unsuitable surficial material in accordance with the
recommendations of the project geotechnical reports (Appendix A). The removals were
completed when dense, generaliy non-porous, Pauba Formarion or competent previously-
placed compacted fill was encountered in accordance with the recommendarions of the project
geotechnical reports (Appendix A) and the geotechnical recommendations made during grading
operations. Approximate removal bottom elevations are depicted on the enclosed As-Graded
Geotechnical Map (Plates 1 and 2).
2.2 Field Densitv Testinq
Field density testing was performed using the nucleaz gauge method (ASTM Test Methods
D2922 and D3017). Tested areas appear to meet the minimum required 90 percent relative
compaction with neu optimum moisture content. Areas of fill that were deeper than 50 feet
were compacted and tested to 95 percent relative compaction below the 50-foot depth. Areas
that tested less than the required 90 or 95 percent relative compaction, were reworked,
moisture conditioned as necessary and compacted until the minimum 90 or 95 percent was
obtained. 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 Map (Plates 3 and 4).
2.3 Expansion 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 Society for Testing and
Materials (ASTM) Test Method D4829 or UBC Standard 18-2. Additional testing should be
performed based on specific site development and future precise grading plans. A brief
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summary of test procedures and results of tests performed during the subject neighborhoods
, mass grading are presented in Appendix C.
2.4 L.~~boratory Testina
' Laboratory compaction characteristics (maximum dry density and optimum moisture),
expansion index, Atterberg limits, and soluble sulfate tests of representative onsite soils were
' performed during the course of mugh-grading. The test resuits and a brief description of the
laboratory testing procedures aze presented in Appendix C.
, 2.5 Fill Placement
, Fill materials consisting of the soil types listed in Appendix C were placed in thin lifts
processed and moisture conditioned to near optimum moisture content, and compacted in
place to a minimum of 90 percent of the laboratory derived masimum density. Areas of fill
, that were deeper then 50 feet were compacted and tested to 95 percent relative compacfion
below the 50-foot depth. Due to the presence of alluvial soils left in place along the southern
boundary of Lot 41 during the previous grading of Tract 19677 (Leighton, 1986a), a
~ structural setback is recommended as shown on the As-Graded Geotechnical Map (Plates 1
and.2). Fill placement and compaction was accomplished with the use of heavy earthwork
equipment.
~ 2.6 Canyon Subdrains
' Canyon subdrains were constructed at the base of canyon alluvial removals per the
recommendations of the project geotechnical report (Leighton, 2003a). The subdrains
' consisted of perforated PVC pipe encased in approximately 9 cubic feet per lineal foot of'/4-
inch crushed rock, which was in turn encased in Mirafi 140N filter cloth or equivalent. The
approximate locations of the subdrains are presented on the As-Graded Geotechnical Maps
' (Plates 1 and 2). The 6" and 8" subdrains and subdrain outlet risers constructed during the
rough grading of Tract 29b39-2 should be protected in place at the eazliest convenience
(Leighton, 2004). The approximate location of the subdrain outlets aze shown on the As-
, Graded Geotechnica] Map (Plates I and 2). Canyon subdrains, as constructed, were surveyed
by RBF for line and grade.
' 2.7
Lots 39 through 41 are praposed to be an interim borrow site in order to fill the interim
, drainage channel (portions of Lots 42, 43, and 52) north of Date Street. The grades for the
interim borrow site were changed during the coarse of grading resulting in alluvium not being
completely removed, see Plate 2. Undocumented artificial fili in the form of enddump
' stockpiles has also been placed on the interim bonow site, approximate limits are shown on
Plate 2. As of the date of this report undocumented stockpiles continued to be place. During
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the future grading of the subject neighborhoods, the ailuvium and undocumented artificiai fill
' needs to be removed and processed according to the Supplemental Geotechnical
Investigation, (I,eighton, 2003a).
' 2.8 Interim Drainage Channel
Removals were completed beneath the interim drainage channel (portions of Lots 42, 43, and
1 52) north of Date Street during the recent phase of grading. During the future grading of the
interim drainage channel saturated soils and the unconsolidated soil materiais deposited
, within the channel should be removed and processed according to the Supplemental
Geotechnical Tnvestigation, (Leighton, 2003a). Additional grading recommendations may be
required to mitigate this condition.
, 2.9 Raised Grades
' Lots 44 through 51 were sheet graded to the original design configuration, (RBF, 2003a)
established eazly in the project. Once it was decided that the project would be long on dirt
quantities, the elevation grades for I,ots 44 through 51 were raised (RBF, 2003b). Placement
' of additional fill across these lots range in thickness from approximately 1.0 to 4.0 feet.
Therefore, previously designed "cuY' areas may have a relatively thin veneer of compacted
fill. Rough grading plans should be reviewed by L,eighton to provide remedial recommendations
~ for fill differenrials, if necessary.
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3.0 ENGINEERING GEOLOGIC SUMMARY
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3.1 As-Graded Geoloaic Conditions
110231-023
June 30, 2004
The as-graded conditions encountered during grading of the subject neighborhoods were
essentially as anticipated. A summary of the geologic conditions, including geologic units,
geologic structure and faulting is presented below.
3.2 Geologic Units
The geologic units observed during grading of the subject neighborhoods consisted of
Artificial Fiil (?.f), Artificial Fill Petra (Afp), Artificial Fill Leighton (Afll), Artificial Fill
Others/Quatemary Alluvium (Afo/Qa1), Quaternary Alluvium (Qal), and the Pauba
Fonna6on (Qp), which aze discussed below:
3.2.1 Artificial FiII (ma~ymhol Afl -- L,ocally derived artificial fili soils generally
consisted of olive gray to olive brown silty sand to locaily slightly ciayey silty sand.
Artificial fill soils were placed under the observation and field density testing by
Leighton representatives during this phase of grading. After moisture conditioning and
thorough mixing, the artificial fill soils were piaced in relatively thin lifts and
compacted utilizing heavy duty construction equipment.
3.2.2 Artificial Fill Petra (~aR~ym6ol Afol -- Artificial fill was encountered at the
terminus of Ynez Road along the northern property boundary (Petra, 2002). It
generally consisted of light bro«m to dark brown, damp to moist, medium dense to
dense silty sand to fine to coarse sand. As encountered during grading, the artificial fiil
was generally moderately dense neaz the surface, becoming dense with depth. The
artificial fill was benched into and reused as compacted fill during grading.
3.2.3 Artificial Fill L~ghton (mgp,~ mbol Afl11 -- Artificial fill was encountered along
the southern boundary of Lot 41, Neighborhood 29 (Leighton, 1986a). This material
generally consisted of brown to dark brown, moist, medium dense to dense silty sand.
As encountered during grading, the artificiai fili was generally moderately dense near
the surface, becoming dense with depth. The artificial fili was underiain by alluvium
that was left in place during previous grading (L,eighton, 1986a). This alluvium, based
on observations made during the recent grading operations, extends under the existing
fill slope area southerly and superjacent to L.ot 41. Planned grades may impose
embanlunent loads, which may produce some settlement. Due to the existing RCWD
easement, removals of underlying alluvium were limited and a structural setback is
recommended. See Plate 2 for limits of recommended structural setback. The artificial
fill was benched into and reused as compacted fill during grading.
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3.2.4 Artificial Fill Others (map~ymbol Afo/~all -- Artificial fill placed by others was
encountered along Interstate 15, likely placed during highway construction. This
material generally consisted of light brown to brown, dry to moist, medium dense to
dense silty sand. As encountered during grading, the artificial fill is underlain by
alluvium. This aliuvium, based on observations made during the grading operarions,
extends under the existing Interstate 15 fill embaiilanents along the western boundary
of the subject neighborhoods. Due to the existing CalTrans right-of-way, removals
were limited to the right-of-way boundary. Due to the height of the fi11 embanlanent,
no structura] setbacks from the top of slope are reconunended in this area. The
alluvium and artificial fill was benched into and reused as compacted fill during
grading.
3.2.5 Ouaternary Alluvium (ma~ymbol Oal] -- The Quaternary-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 moderately porous throughout. The alluvium was removed in the azea of fill
placement and re-used as compacted fill. However, the grades for the interim borrow
site were changed during the coarse of grading, resulting in alluvium not being
completely removed in the area of Lots 39-41, see Plate 2. With the exception of the
previously mentioned alluvium that was left-in-place, the alluvium was removed and
reused as compacted fill during grading.
3.2.6 Pauba Formation {man svm6ol Ool -- The late Pleistocene-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. The Pleistocene-Aged formation where
' encountered in design cut azeas was moisture conditioned and re-used as compacted
fill.
' 3.3 Geqiogic Structure and Faulting
, Based on our geologic observations during site grading, the Pauba Formation is massive with
localized bedding, which is generaliy flat lying. No faulting or indications of active faulting was
anticipated nor observed within the subject neighborhoods during rough-~ading operations. The
, neazest "zoned" actice fault as discussed 'vi the project supplementa] geotechnicat investigation
report by Leighton (I,eighton, 2003a) is the Temecula Segnent of the Elsinore Fault Zone located
approximately 1.4 miles (2.6 km) to the southwest.
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3.4 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 surficial failures within the subject neighborhoods. It should be noted that
unplanted or unprotected slopes aze subject to erosion and subsequent surficial instability.
3.5 Groundwater
Groundwater was locally encountered in the aliuvial soils during grading at neaz the contact
with the underlying Pauba Formation. Canyon subdrains were constructed in general
accordance with the project geotechnical reports (Appendix A) and our field
recommendarions. However, unforeseen conditions may occur after the complerion of
grading and establishment of site imgation and landscaping. Perched groundwater may
accumulate at layers of dif£ering permeability or at bedrock/fill contacts. If these conditions
should occur, the owner should take steps to mitigate any resulting seepage. Presently, the
majority of the subject neighborhoods drain generally towazds the south and any surface
runoff will tend to collect at ]ow points until such time that the proposed design drainage
facilities are constructed. If water is allowed to pond in these areas for any length of time the
subgrade in these areas may become saturated and additional grading recommendations 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-fill.
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4.0
110231-023
)une 30, 2Q04
The grading of the subject neighborhoods was performed in general accordance with the
project geotechnical reports and geotechnical recommendations made during the course of
mass-grading. It is our professional opinion that the subject neighborhoods are suitable for
their intended commercial purpose provided the recommendations included herein and in the
project geotechnical reports (Appendix A) are incorporated into the design and construction
of the commercial structures and associated improvements.
4.2 Summarv of Conciusions
• Geotechnical conditions encountered during grading of the subject neighborhoods were
generally as anricipated.
. Excavations were made to dense, moist (near optimum moisture content), non-porous,
Artificial Fill Leighton (Afll), Artificial Fill Petra (Afp), or competent Pauba Formation
(Qp) during the grading for the subject neighborhoods.
• Transitions from cut Pauba Formation to compacted fill soils as well as shallow fill soils
above Pauba Formation exist at various locations throughout the neighborhoods. Rough
grading pians should be reviewed by Leighton to provide remedial recommendations for
the transition overexcavation and fill differentials, if necessary.
. Cut and fill slopes within the subject neighborhoods range up to approximately 13 and 37
feet in height, respectively. It is our opinion that the compacted fil] slopes on the subject
neighborhoods aze surficially and grossly stable (under normal irrigation/precipitation
patterns) provided the recommendations in the project geotechnical reports and
memorandums are incorporated into the post-grading, consriuction and post-construction
phases of site development, (Leighton, 2003c}. Slopes aze inherently subject to erosion.
As such, measures should be taken as soon as possible to reduce erosion for both short
term and long term slope integrity.
Laboratory testing of soils encountered during the course of ~ading indicates site soils to
possess a very low to very high expansion potential and have a negiigible concentration
of soluble sulfate. Some expansive soil related distress to flatwork should be anticipated.
Laboratory test results are explained and contained in Appendix C.
Testing for minimum resistivity, chloride concentrates, and pH was not conducted during
the course of mass grading. A licensed corrosion engineer should be contacted in regard
to determining the potential for corrosion if corrosion sensitive buried improvements are
to be instailed.
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. The potential for ground-swface rupture on the site due to a seismic event is considered
, to be low; however, as in most of southern California, strong ground shaking should be
anticipated during the life of the structures. The standard design of structures to meet the
seismic design requirements of the Uniform Building Code (UBC), Seismic Zone 4 will
, be required.
. Where tested, fill material placed during grading of the subject neighborhoods was placed
' at a minimum of 90 or 95 percent relative compaction, where required (based on our
geotechnical recommendations), near the optimum moisture content. Field testing of
compaction was performed by the nuclear gauge method (ASTM Test Methods D2922
, and D3017).
. Foundations should be designed and constructed in accordance with Leighton's
, recommendations herein, the requirements of the City of Temecula and the applicable
secrions of the 1997 UBC or most recently adopted building code.
' . Due to the relatively dense nature of the bedrock materials that underlie the subject
neighborhoods, the density of compacted filis, as well as the lack of permanent shallow
groundwater, the potential for liquefaction on the site is considered very low. However,
, the southem portion of L.ot 41and the western portions of I.ots 42 through 47, overlying
left-in-place alluvium associated with the previous grading of tract 19677 (Leighton,
1986a) and Interstate 15, have a potential for settlement. As such, a structural setback is
' recommended at the southern portion of Lot 41, as depicted on the As-Graded
Geotechnical Map, (Plates 1 and 2). Additional evaluation of the left-in-place alluvium
will likely be required for the proposed Date Street/Interstate I-I S interchange.
' . The seven canyon subdrains that terminate along the western and northem property
boundaries should be protected in place. See the As-Graded Geotechnical Map (Plates 1
' and 2) for the approximate locations.
. During the future grading o£ the subject neighborhoods, alluvium and undocumented
artificial fill located within the interim bonow site needs to be removed and processed
' according to the Supplemental Geotechnical Investigation, (Leighton, 2003a).
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, 5.0 RECOMMENDATIONS
, 5.1 Earthwork
' We anticipate that future earthwork at the site will consist of additional rough-grading,
foundation installation, trench excavation and bac~ll, retaining wall backfill and
construction of street sections. CuUfill transitions should be overexcavated based on the
' review of rough grading plans and recommendations by Leighton. We recommend that any
addiUonal earthwork on tt~e site be performed in accordance with the reference reports, the
following recommendations, and the City of Temecula grading requirements.
, 5.1.1 Excavations -- Temporary excavarions with vertical sides, such as utility trenches,
should remain stable to depths of 4 feet or less for the period required to construct
, the utility. However, in accordance with OSHA requirements, excavations greater
than 4 feet in depth should be shored, or laid-back to inclinations of 1:1 (horizontal
to vertical), if workers are to enter such excavations.
' S.1.2 Backfil~, Fill Placement and Com aR ction -- All backfill or fill soils should be
brought to at least optimum moisture conditions and compacted in uniform lifts to
~ at least 90 percent retative compaction based on the laboratory ma~cimum dry
density (ASTM Test Method D1557). The optimum lift thickness 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 thickness.
' 5.2 Preliminarv Foundation and Structure Desian Considerations
It is Leighton's understanding that the subject neighborhoods will be further developed for
' commercial use. Specific foundaUon and structural design recommendations should be
determined 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:
Foundation footings may be preliminarily designed with the following pazameters:
t Allowable Bearing Capacity: 2000 psf at a minimum depth of embedment of 12
inches, plus an additiona] 250 psf per 6 inches of
, additional embedment to a maximum of 4,000 psf.
(per 1997 UBC, capacities may be increased by 1/3 for
short-terrn loading conditions, i.e., wind, seismic)
, Sliding Coe~cient: 0.35
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Settlement Potential: TotaL•
Differential:
i Inch
1 Inch in 40 Feet
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5.3 Foundation Setback from Slo~es
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We recommend a minirnum liorizontal setback distance from the face of slopes for all
swctural footings (retaining and decorative walls, building footings, etc.). This distance is
measured from the outside bottom edge of the footing horizontally to the slope face (or to
the face of a retaining wall) 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.
Please note that the soils within the structural setback area possess poor lateral stability and
improvements (such as retaining walls, sidewalks, fences, pavements, etc.} constructed
within this setback azea may be subject to lateral movement and/or differential settlement.
The potential for distress to such improvements may be mitigated by providing a deepened
footing or a pier and grade-beam foundation system to support the improvement. The
deepened footing should meet the setback as described above. Modifications of siope
inclinations neaz foundations may reduce the setback and should he reviewed by the design
team prior to completion of design or implementation.
5.3.1 St!~!c!~~rat SetbacE~, 0 4~ -- Based on our observations during the coarse of
~ mass grading and previous experience at the Harveston project site, it was
determined that some localized settlement along the existing fill embankrnent for
Tract 19677 is possible.
, A structural setback has been established along the top of slope in these azeas.
Habitable or critical structures should not be constructed within the setback zone
' presented on Plate 2.
~ 5.4 Structure Seismic Design 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-art
seismic design parameters of the Structural Engineers Association of Califomia. This site
is located with UBC Seismic Zone 4. Seismic design parameters in accordance with the
, 1997 UBC are presented beJow. Please refer to the Supplementaf Geotechnical
Investigation (Leighton, 2003a, Appendix A} for additionai information.
, Seismic Source Type = B
Neaz Source Factor, Na =13
Near Source Factor, N„ = 1.6
, Soi] Profile Type = SD
Horizon[al Peak Ground Accelerarion = 0.7g
(10°/a probability of exceedance in 50 yeazs)
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5.5 Corrosion
A licensed conosion engineer should be contacted in order to determine the potential for
conosion 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 Table 1(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 that 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
sheaz strength of the soil cannot be mobilized and the earth pressure will be higher. Such
walls should be designed for "at resY' conditions. If a stmcture moves to~vard 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 are anticipated, equivalent fluid
, weights should be provided on a case by case basis by the geotechnical engineer. Surcharge
loading effects from adjacent structures should be evaluated by the structural engineer. All
retaining wall structures should be provided with appmpriate 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 detern-ined using the values provided in Table L In
combining the tota] lateral resistance, the passive pressure or the frictional resistance should
' 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 durarion, including wind or seismic loads. The horizonta)
' distance between foundation elements providing passive resistance should be a minimum of
three times the depth of the elements to allow full development of these passive pressures.
The total depth of retained earth 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 heel of the footing for overtuming and sliding.
, Foundations for retaining walls in competent formational soils or properly compacted fill
shouid 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 maximum of
4,000 psf.
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Wall backcut excavations less than 5 feet in height can be made neaz vertical. For backcuts
' greater than 5 feet in height, the backcut should be flattened to a gradient not steeper than
1:1 (horizontal to vertical). Backfill soils should be compacted to at least 90 percent relative
compaction (based on ASTM Test Method D1557). Backfill should extend horizontally to a
' minimum distance equal to one-half the wall height behind the walls. The walls should be
conshucted and backfilled as soon as possible after backcut excavation. Prolonged
exposure of backcut slopes may result in some localized slope instability.
~ 5.7 Concrete Flatwork
' The reinforcement of driveways, sidewalks, or other concrete flatwork may reduce the
potential 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 Institute (ACI)
guidelines.
~ 5.8 Control of Surface Water and Drainage Control
Positive drainage of surface water away from structures is very important. No water should
, be allowed to pond adjacent to buildings. Positive drainage may be accomplished by
providing drainage away from buildings at a gradient of at least 2 percent for a distance of
at least 5 feet, and further maintained by a swale on drainage path at a gradient of at least 1
1 percent. Where limited by 5-foot side yards, drainage shou]d be directed 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 azea 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
sliould not be designed adjacent to huildings unless provisions for drainage, such as catch
~ basins and pipe drains, are made. No ponding of water from any source (including
irrigation) should be permitted onsite as moisture infiltration may increase the potential for
moisture-related distress. Experience has shown that even with these controls for swface
' drainage, a shallow perched ground water or subsurface water condition can and may
develop in azeas where no such condition previously existed. This is particularly true where
a substantial increase in surface water infiltration 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.
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, 5.9 Graded Slooes
' 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 velocity. Deep-rooted
vegetation should also be established to provide resistance to surficial slumping.
, Oversteepening of existing slopes should be avoided during fine grading and construction.
Retaining structures to support graded slopes should be designed with structural
considerations and appropriate soil pazameters provided in Section 5.6.
' S.10 I~igation Landscaping and Lot Maintenance
, Site imgadon should be controlled at all times. We recommend that only the minimum
amount of irrigation necessary to maintain plant vigor be utilized. For irrigation of trees
, and shrubs, a drip irrigarion system should be considered. We recommend that where
possibie, landscaping consist primarily of drought-tolerant vegetation. A landscape
consultant should be contacted for proper piant selection. Far large graded slopes adjacent
~ to open space areas, we recommend native plant species be utilized and that irrigation be
utilized only until plants are well established. At that time, irrigation could be significantly
reduced.
, Recommendations for the maintenance of slopes and property are included in Appendix D
for your review and distribution to future owners and/or owner's associations.
' S.11 Post-Grading Geotechnical Review
t 5.11.1 Ro~gh-Crade Review -- Leighton should be provided the opportunity to review
rough-grading plans to determine azeas of needed remedial earthwork. This work
~ may include removal of recompaction of alluvium and undocumented fill soils as
well as the overexcavation of shaltow fills or transition cut to fill azeas.
~ 5.11.2 Con~± ~c+ion R vi w-- Construction observation and testing should be
performed by the geotechnical consultant during future excavations, utility trench
backfilling and foundation or retaining wall construction at the site. Additionally,
' footing excavations should be observed and moisture determinarion tests of
subgrade soils should be performed by the geotechnical consultant prior to the
pouring of concrete.
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5.11.3 Plans and c~cificationc -- The geotechnical engineer should review foundation
t plans to evaluate if the recommendations herein have been incorporated.
Foundation design plans and specifications should be reviewed by the geotechnical
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 deficiencies or deviations from project
specifications, we do not guarantee the contractor's work, nor do our services relieve the
contractor or his subcontractor's work, nor do our services relieve the contractor or his
subcontractors of their responsibility if defects are subsequently discovered in their work. Our
responsibilities did not include any supervision or direction of the actual work procedures of the
contractor, 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 Lennar Communities, based on their needs, directions, and
requirements at the time. This report is not authorized for use by, and is not to be relied upon by
any party except, Lennar Communities, 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 &om
and against any liability which may arise as a result of such use or reliance, regazdless of any
fault, negligence, or strict liability of Leighto~ and Associates.
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Base Map: The Thomas Guide Digital Edition Inland Empire 2004, Not To Scale
Harveston, Service Project No. ~
Commercial, Tract 29639-2, SITE LOCATION 110231-023 ~ y~
Temecula, California Date
Riverside County, California MAP
June 2004 F~~ ~_ ~
SUBDRAIN OPTIONS AND BApCFILL WHEN NATIVE MATERIAL HAS EXPANSION INDEX OF S50
OPi10fV 1: PIPE SURRWNDED WITH
CLA55 2 PERMEABLE M4iERWL OPT10N 2: GRAVEL WRAPPED
IN FILTER FP&21C
WRH PROPER WflH PflOPER
SURFACE DRAPlPbE SURFACE DRAINAGE
SLDPE SIDPE
OR LEVEL OR LEVEL
ir~ iz•
NATNf NATIVE
WATERPROORN6
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N.
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(SEE GENERAL NO7E5) FILTERFABit(C
12" MINIMUM (5EE NOTE 4J
QA55 2 PERMEABLE 32' MINIMIJM
W EEP HOLE FIL7ER MpTERL1L W EEP NOLE Y~ ro l+h u~d 5¢E
(SEENOTES) (SEEGRpDATfON) (SEENOTES) GRAYfLwRMPEDUIFa~ER
F~~
4lNQI DtAMEfER
LEVELOR PERFORATEDpiPE ~EyE~p(t
SIAPE - (SEE NUfE 3) SIDPE
Clas 2 Filter PertneaWe Material Gradation
Per Caltrans Specifications
Sieve Slre Percent Pa~na
1^ S00
3(4" 90-100
3/6~~ 40-300
No.4 25-40
No. B 18-33
No.30 5-15
No.50 ~'~
No.200 0-3
6ENERAL N6TE5:
' Waterproofing should be provided where moisture nulsance problem through the wall is undesirable.
* Water proofing of the walls is not under purview of the geotechnical engineer
* Ail drains should have a gradient of 1 percen[ minimum
*Outlet port7on of the subdrain should have a 4-inch dameter sdid pipe disrharged into a suitable disposal area designed by the project
engincer. The subdrdin pipe should be accesslbie for mainbenance (rodding)
*O[her subdrain bacldill optlons are wbject to the review by the geotechnical engineer and modification of design parameters.
Notes.
1) Sand should have a sand equivalent of 30 or greaterand may bedensiFled bywater jetting.
2) 1 Cu. ft. per ft. oF 1/4- W 1 1/2-inch size gravel wrapped in filter fabric
3) Pipe type should be ASTM D1527 Acrylonitrile Butadiene Styrene (ABS) SDR35 or AS7M D1785 Pdyvinyl Chlwide plastic (PVC), Schedule
40, Armco A2000 PVC, a approved equivalerd. Fipe should be installed with perforaUons down. Perforations should be 3/8 inch in
diameter placed at the ends of a 12o-degree arc in two rows at 3-inch on center (s~ggered)
4) Fiter fabric Should be Mirafi 140NC or apprwed equivalmt.
5) Weephole shauld be 3-Inch minimum diameter and provided at 10-foot ma~dmum intervals. If e~asure is permitted, weepFwlesslmuld
be located 12 inthes above finished grade. If exposure is not pertnit[ed such as for a wall adjacent to a sidewalk/curb, a pipe under the
sidewalk to be discharged through the cur6 face or equivalent should be prwided. For a basement-type wall, a proper subdrain outlet
system shouid be provided,
6) Retaining wall plans should be reviewed and approved hy the geotechnical engineer.
7) Walls over six feet in he(ght are subject to a special review by the geote[hnical engineer and modificatlons to the above requirertients.
RETAINING WALL BACKFILL AND SUBDRAIN DETAIL
FOR WALLS 6 FEEi' OR LESS IN HEIGHT
WHEN NATIVE MATERIAL HAS IXPANSION INDEX OF <50
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Figure No. 2
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Equivalent Fluid Weights3
Equivalent Fluid Weight (pc~
Conditions Level BackfillZ 2:1 Slope Back£~l
Active 45 67
At-Rest 65 9S
Passive3 300 125 (Sloping Down)
210231-023
June 30, 2004
~Assumes drained condition (See Figure 1)
, ZAssumes a level condition behind and in front of wall foundation of project.
3Maximum passive pressure = 2000 psf, level conditions.
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Appendix A
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, APPENDIX A
References
' Converse Consultants, 1988, Liquefaction Evaluation, Winchester Hills, Tentative Parcel Map
23136, Rancho Califomia, California, Converse Consultants Inland Empire
' (CEIn Project Number 88-81-1 ] 7-Ol, dated September 9, 1988.
Converse Consultants, 1999, Summary of Geotechnical Conditions, Sweetwater Specific Pian,
~ Approximately 560-Acre Site, Temecula, California, Converse Project
Number 98-81-104-O1, dated June 21, 1999.
, Leighton and Associates, 1979, Geotechnical Feasibility Study, "I-15 Corridor", Rancho
California, County of Riverside, Califomia, Project Number 679204-O1,
dated June 26, 1979.
' Leighton and Associates, 1986a, Final Compaction Report Of Rough Grading Tract 19677,
Industrial Pazk V, Rancho California, Riverside County, Califomia, Project
~ Nwnber 6851870-01, dated May 27, 1986.
Leighton and Associates, 1986b, Preliminary Geotechnical Investigation And Liquefaction
, Study, Proposed Commercial Site 70+ Acres, Parcel Map 21361, Northeast
Of Winchester And Ynez Roads, Rancho California, Califomia, Project
Number 6860619-O1, dated July 11, 1986.
' Leighton and Associates, 1986c, Final Compaction Report OfRough Crrading Parcel Map 213b1,
Rancho California, Riverside County, California, Project Number 6860619-
, 02, December 9, 1986.
Leighton and Associates, 2001a, Supplemental Geotechnical Investigation and Geotechnical
, Review of 100-Scale Mass Grading Plan, Tentative Tract No. 29639,
Harveston, Temecula, California, LDO1-058GR, Project No. 110231-003,
dated August 15, 2001.
' Leighton and Associates, 2001b, Supplemental Geotechnical Investigation And Geoteclu~ical
' Review Of Interim Arroyo Mass Grading Plan, Tentative Tract No. 29639,
Harveston, Temecula, California, LDOI-OSSGR Project Number 110231-
004, dated December 10, 2001.
, Leighton and Associates, 2003a, Supplemental Geotechnical Investigation and Geotechnical
Review of 100-Scale Mass Grading Plan, Tentative Trac[ No. 29639 - Phase
' 2, Harveston, Temecula, California, Project No. 110231-017, dated January
17, 2003.
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June 30, 2004
, References (cont'd)
' Leighton and Associates, 2003b, As-Graded Report of Mass Grading Harveston, Tract 29639-1,
City of Temecula, Califomia, Project No. 110231-006, dated February 5,
, 2003.
Leighton and Associates, 2003c, Revised Slope Design Review, Tract 29639 Phase 2, Harveston,
' Temecula, California, Project No. 110231-023, dated October 28, 2003.
Leighton and Associates, 2004, Existing Subdrain to be Outletted and Protected, Tract No.
I 29639 - Phase 2, Harveston, City of Temecula, Riverside County,
California, Project No. 1 1023 1-025, dated January 29, 2004.
, Naval Facilities Engineering Command, 1986a, Soil mechanics design manual 7A1, Change 1:
U.S. Navy, September.
' Naval Facili6es Engineering Command, 1986b, Foundations and earrh structures, design manual
7.02, Changes 1: U.S. Nary, September.
, Petra, 2002, Geotechnical Report of Rough Grading of Tract 29548 (The Arboretum} and Mass
Grading of Tract 30563 (Curta Bella), City of Murrieta, Riverside County,
, Califomia, J.N. 417-99, dated June 20, 2002.
RBF Consulting, 2003a, Harveston Mass Grading Tract No. 29639 - Phase 2, as submitted on
' April 14, 2003, 10 Sheets.
RBF Consulting, 2003b, Harveston Mass Grading Tract No. 29639 - Phase 2, revised on October
' 21, 2003, Sheet 3.
RBF Consuiting, 2003c, Harveston Mass Grading Tract No. 29639 - Phase 2, revised on December
' 29, 2003, Sheet 4a.
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June 3Q 2004
Exolanation of Summary of Field Densitv Tests
A: Retest ofpreviously failing compaction test.
B: Second retest of previously failing compaction test.
Compacfion tests taken during mass grading (some tests reported are outside the limits of this as-
graded report} 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 Method: Compaction test by Nuclear Gauge (ASTM 2922) unless indicated by
S: Sand Cone Method (ASTM 1556).
Test Elevation: Approximate elevation above mean sea level.
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Appendix D
~~a
1
' 110231-023
June 30, 20Q4
' '
APPENDIX D
' Lot Maintenan uidplines f~r A~~~ners
' Development azeas, in general, and hillside lots, in particular, need maintenance to continue to
function and retain their value. Many owners are unaware of this and allow deterioration of the
' property. It is important to familiarize owners with some guidelines for maintenance of their
properties and make them awaze of the importance of maintenance.
' Some goveming agencies require hillside property developers to utilize specific methods of
engineering and conshuction to protect those investing in improved Home Sites or constructed
homes. For example, the developer may be required to grade the property in such a manner that
,~ rainwater will be drained away from the building/lots and to plant slopes so that erosion will be
minimized. They may also be required to install per[nanent drains.
' However, once the site is purchased, it is the buyer's responsibility to maintain these safety features
by observing a prudent program of the property caze and maintenance. Failure to make regular
inspection and maintenance of drainage devices and sloping azeas may cause severe financial loss.
' In addition to their own pmperty damage, they may be subject to civil liability for damage occurring
to neighboring properties as a result of his negligence.
' The following maintenance guidelines aze provided for the protection of the owner's investment.
' a) Care should be taken that slopes, terraces, berms (ridges at cmwn of slopes) and proper site
drainage are not disturbed.
b) In general, roof and yard runoff should be conducted to either the street or storm drain by
' nonerosive devices such as sidewalks, drainage pipes, ground gutters, and driveways. Drainage
systems should not be altered without expert consultation.
c) Ali drains should be kept cleaned and unclogged, including gutters and downspouts. Terrace
' drains or gunite ditches should be kept free of debris to allow proper dtainage. During heary
rain periods, performance of the drainage system should be inspected. Problems, such as
, gullying and ponding, if observed, should be corrected as soon as possible.
d) Any leakage from pools, water lines, etc. or bypassing of drains should be repaired as soon as
practical.
' e) Animal burrows should be eliminated since they may cause diversion of surface runoff,
promote accelerated erosion, and even trigger shallow soil flowage.
, ~ Slopes should not be altered without expert consultation. Whenever a significant topogaphic
modification of the site or slope, is desired a qualified geoYechnical consultant should be
contacted.
1 ~~°~
D-1
, 110231-023
June 30, 2Q04
,
g) If the owner plans to modify cut or nahual slopes aze proposed, an engineering geologist
' should be consulted. Any oversteepening may result in a need for expensive retaining devices.
Undercutting of a toe-of-slope would reduce the safety factor of the slope and should not be
undertaken without expert consultation.
' h) ff unusual cracking, settling or earth slippage occurs on the property, the owner should consult
a qualified soil engineer or an engineering geologist unmediately.
' i) The most common causes of slope erosion and shallow slope failures aze as follows:
• Gross neglect of the caze and maintenance of the slopes and drainage devices.
, • Inadequate and/or itnproper planting. (Barren areas should be replanted as soon as
possible.)
' • Excessive or insufficient irrigaUon or diversion of runoff over the slope.
j) Hillside property owners should not let conditions on their property create a problem for their
neighbors. Cooperation with neighbors could prevent problems, promote slope stability,
' adequate-drainage, proper maintenance, and also increase the aesthetic amactiveness of the
community.
' k) Owner's shoutd be aware of the chemical composirion of imported soiis, soil amendments, and
fertilizers to be utilized for landscaping purposes. Some soils, soil amendments and fertilizer
can leach soluble sulfates, increasing soluble sulfate concentrations to moderate or severe
' concentrarions, negatively affecting the performance of concrete improvements, including
foundations and flatwork.
1
,
~
,
'
'
' ~~
' D-2