HomeMy WebLinkAboutTract Map 30669 Lot 1-67 As Graded Rough Grading. .~
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AS-GRADED REPORT OF ROUGH GRADING
FOR HARVESTON TRACT 30669
CITY OF TEMECULA, CALIFORNIA
Prepared For:
Lennar Communities
391 N. Main Street, Suite 301
Corona, California 92880
December 17, 2003
Project No. 110231-024
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APR 1 2 2004
CITY OF
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Leignton and ~,ssociates, Inc.
q LEIGHTON GROUP COMPFGI'
December 17, 2003
Project No. 110231-024
To: Lennaz Communities
391 N. Main Street, Suite 301
Corona, California 92880
Attention: Mr. Bill Storm
Subject: As-Graded Report of Rough Grading for Harveston, Tract 30669, City of Temecula,
Califomia.
In accordance with your request and authorization, Leighton and Associates, Ina (Leighton) has been
providing geotechnical observarion and testing services during mugh gading operarions of Tract
30669, located in the City of Temecula, Califomia (See Figure i). The accompanying as-gaded
report sununarizes our observations, field and laboratory test results and the geotechnical wnditions
encountered during the rough grading of lots 1 through 67 of Tract 30669 within the Harveston
Community.
If you have any questions regazding this report, please do not hesitate to contact this office, we
appreciate this opportunity to be of service.
Respectfully submitted,
LEIGHTON AND ASSOCIATES, INC.
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Robert F. Riha, CEG 1921 (Exp. 0
Vice President/Principal Geologist
RFR/ATG/mm
110231-024/finaVazgd rpt tract 30669
Associate Enaneer
Distribution: (8) Addressee, (1 Unbound)
(2) Harveston Jobsite; Attention: Mr. Bob Hall
2
41715 Enterprise Circle N., Suite 103 ~. Temecula, CA 92590-5661
90° ~ 296, 0530 : Fax 909.296.0534 ~ www.leightongeo.com
:
110231-024
December 17, 2003
TABLE OF CONTENTS
Section
Paae
1.0 INTRODUCTION ............................................................................................................... i
2.0 SUMMARY OF ROUGH-GRADING OPERATIONS ...................................................................2
2.1 Site Preparation and Removals ................................. ...................................................2
2.2 Field Density Testin9 ................................................ ...................................................2
2.3 Laboratory Tesdn9 ................................................... ...................................................z
2.4 FII Placement .......................................................... ...................................................3
2.5 Canyon Subdrains .................................................... ...................................................3
3.0 GEOTECHNICAL SUMMARY ...............................................................................................4
3.1 /ls-Graded Geologic Conditions ....................................................................................4
3.2 Geologic Units ...........................................................................................:................4
3.2.1 Artifidal FII ~~ ......................................................................................................4
3.2.2 Artifidal FII Leighton (Afl) ........................................................................................4
3.2.3 Alluvium ~Qa~) ........................................................................................................4
3.2.4 Pauba Formation ~QP) ............................................................................................4
33 Geologic Structure and Faultin9 ...................................................................................4
3.4 Landslides and Surficial Failures ...................................................................................5
3.5 Groundwater .........................................................................................:....................5
3.6 Expansion Testing of Fnish Grade Soils ........................................................................5
4.0 CONCLUSIONS .................................................................................................................6
4.1 General ......................................................................................................................6
4.2 Summary of Conclusions .............................................................................................6
5.0 RECOMMENDATIONS ........................................................................................................8
5.1 Earthwork ..................................................................................................................$
5.1.1 F~ccavations ........................................................................................................... $
5.1.2 Utiliry Backfill, FlII Placement and Compaction ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,8
5.2 Foundation and Structure Design Considerations ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,, ,,8
5.3 Foundation Setback from SloPes ................. ......... ......... ..... .... ................ 10
5.4 Structure Seismic Design Parameters ................................................. ........................ 10
5.5 Corrosion ......................................................................................... ........................ 11
5.6 Lateral Earth Pressures and Retaining Wall Design Considerations ,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,, 11
5.7 Concrete Flatwork ............................................................................. ...............
......... 12
5.8 Control of Surtace Water and Drainage Control,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,, 13
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December 17, 2003
Table of Contents (cont)
5.9 Graded SIoP~ ..............................:...........................................................................i3
5.l0Irrigation, Landscaping and Lot Maintenance,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,13
5.11 Post-Grading Geotechnical Review ............................................................................14
5.11.1 Construction Review ..........................................................................................14
5.11.2 Plans and Specifications .....................................................................................14
6.0 LIMifATIONS .................................................................................................................15
Accompan~a Fcaures Tables Plates and Appendices
Fi~C ures
Fgure 1- Site Location Map Rear of Text
Fgure 2- Retaining Wall Drainage Detail for Low Expansive Soils Rear of Text
Tables
Table 1- Lot by Lot Summary of As-graded Geotechnical
Conditions and Recommendations Rear of Text
Table 2- Minimum Conventional Foundation Design Recommendations Rear of Text
Table 3- Minimum Post-Tensioned Foundation Design Recommendations Rear of Text
Table 4- Lateral Earth Pressures Rear of Text
Plates
Plates 1& 2- As-Graded Geotechnical Map In Pocket
A~pendices
Appendix A - References
Appendix B- Summary of Fleld Density Tests
Appendix C- Laboratory Testing Procedures and Test Results
Appendix D- Lot Maintenance Guidelines for Owners
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December 17, 2003
1.0 INTRODUCTION
In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has
performed geotechnical observation and testing services duting the most recent phase of rough-
grading operations of Lots 1 tluough 67 of Tract 30669 within the Harveston Community. Portions
of the subject tract had been previously "sheeP' mass graded under the observation and testing of
Leighton (Leighton, 2003b).
This as-graded report summarizes our geotechnical observations, field and laboratory test results
and the geotechnical conditions encountered during the recent rough grading of the subject lots.
In addition, this report provides conclusions and recommendations for the proposed residential
development of the subject lots.
The reference 40-scale grading plans for Tract 30669 (RBF, 2003) were annotated and utilized as a
base map (Plates 1& 2) to plot geotechnical conditions and the approxunate locations of the Seld
density tests taken during mugh-grading operations.
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December 17, 2003
2.0 SUMMARY OF ROUGH-GRADING OPERATIONS
Portions of Tract 30669 were initially sheet graded as Tract 29639-1 under the observation and testing
of Leighton (I.eighton, 2003b). During the sheet grading of Tract 29639-1, Older Alluvium was
encountered within the channel bottom of the southem arroyo. The Older Alluvium was left-in place
when appazently non-porous, and the in-place rela[ive compaction and degree of saturation were
greater than 90% and 85%, respectively. For a location of the Older Alluvium:see the As-Graded
Report of Mass Grading Harveston (Leighton, 2003b). Rough grading to the appmved design
configuration (RBF, 2003) was conducted by ACI,1nc. in July through September: of 2003; under the
geotechnical observation and testing services of Leighton. Leighton field technician(s) and geologist
were onsite on a full-time and as-needed basis, respectively, during gading operations. Grading
involved the removals of desiccated fill, alluvium, and weathered bedrock to competent previously-
placed compacted fill or competent Pauba Formation and the placement of additional compacted
artificial &11 to (I.eighton, 2003b) depths of approximately 20 feet to create the design residential lots
and associated roadways.
2.1 Site Prenaration and Removals
Prior to grading, deleterious materials were removed from the areas of pmposed development
and disposed of offsite. Grading of the subject site was accomplished by removal of unsuitabie
surficial matedal. The removals were completed until dense, damp to moist (near optimum
moisture content), non-porous, Pauba Formation or competent previously-placed compacted
fill (Leighton, 2003b) was encountered in accordance with the recommendations of the project
geotechnical reports (Appendix A) and the geotechnical recommendations made during grading
operations. Approximate removal bottom elevations aze depicted on the enclosed As-Graded
Geotechnical Map (Plates 1 & 2). .
2.2 Field Density Testina
Field density testing was performed using the nucleaz gauge method (ASTM Test Methods
D2922 and D3017). Tested areas appear to meet the miiumum required 90 percent relative
compaction with optimum moisture content or above. Areas that tested less than the required 90
percent relative compaction, were reworked, moisture conditioned as necessary and compacted
until the minimum 90 percent was obtained. The results and approxunate locations of the Seld
density tests aze summarized in Appendix B. The approximate locations of the field density tests
are depicted on the enclosed As-Graded Geotechnical Maps (Plates 1& 2).
2.3 Laboratory Testing
Laboratory compaction characteristics (m~imum dry density and optimum moisture),
expansion index, Atterberg limits, and soluble sulfate tests of representative onsite soils were
performed during the course of rough-grading and aze presented in Appendix C. A description
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December 17, 2003
of the laboratory test procedures are also presented in Appendix C. The interpretation of the
laboratory data for each lot is presented in Table 1 at the reaz of text.
2.4 Fill Placement
Fill consisting of the soil types listed in Appendix C was placed in thin lifts of
approximately eight inches, processed and moisture conditioned to optimum moisture
content or above, and compacted in place to a minimum of 90 percent of the laboratory
derived maximum density. During the previous site mass grading (Leighton, 2003b) areas of
fill that were deeper than 50 feet were compacted and tested to 95 percent relative
compaction below the 50-foot depth. Fill placement and compaction was accomplished with
the use of heavy earthwork equipment. For a description of the removal criteria refer to the
Supplemental Geotechnical Investigation Report (Leighton, 2003a).
2.5 Canvon Subdreins
The existing canyon subdrain cons~tructed during rough grading of Tract 29639-1 (Leighton,
2003b) was connected to the existing storm drain at "Lateral A". The approximate location of
the subdrain is presented on the As-Graded Geotechnical Maps (Plates 1& 2). Canyon
subdrains, as constructed, were surveyed by RBF.
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3.0 GEOTECHNICAL SUMMARY
3.1 As-Graded Geologic Conditions
The as-gaded conditions encountered during grading of the subject lots was 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 gading of the subject lots consisted of Artificial Fill (?,~
previously-placed compacted fill (Afl), alluvium (Qal), and the Pauba Formation (Qp) which
aze discussed below:
3.2.1 Artificiai i_, Fi117pf1- LACally derived aztiScial fill soils generdlly consisted of olive gray to
olive brown silty sand to locally slightly clayey silry sand. ArtiScial fill soils were placed
under the observation and Seld density testing by Leighton representatives during this
phase of gr-dding. After moisture conditioning and thomugh mixing, the ar[ificial fill soils
were placed in relatively thin (8-10 inches) lifts and compacted utilizing heary duty
construction equipment.
3.2.2 Artificiai Fill Leigh on (Afll - The artiScial fill encountered from our previous phase of
grading 2002/2003 generally consisted of bmwn to dark brown, moist, medium dense to
dense silty sand. As encountered during gading, the artificial Sll was generally moderately
dense neaz the surface, becoming dense with depth. The weathered artificial fill materials
were scatified to a depth of 6 inches, moisture conditioned and thoroughly mixed and re-
used as compacted fill.
3.2.3 Alluvi_um fOall - The alluvium generally consists of porous medium bmwn to dazk red-
brown, medium dense, fine sand to silty sand. The alluvium was moisture conditioned
and re-used as compacted fill.
3.2.4 Pauba Formation" fOnl -- The late Pleistocene-aged Pauba Formation generally
consists of light brown to olive-brown to medium brown, damp to moist, medium dense
to dense, siltstone, sandstone and silty claystone. Fractures aze locally lined with calcium
cazbonate. The Pleistocene-aged formation was moisture conditioned and re-used as
compacted fill.
3.3 Geoloaic Structure and Faulting
Based on our geologic observations during site grading, the Pauba Formation is massive with
localized bedding, which is generally flat lying. No faulting or indications of faulting were
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December 17, 2003
anticipated or observed within or immediately adjacent to the subject tract. No faulting or
indications of active faulting was anticipated nor observed within the subject lots during rough-
grading operations. The neazest "zoned" active fault is the Temecula Segment of the Elsinore
Fault Zone located approximately 0.9 miles (1.41an) to the southwest.
3.4 Landslides and Su~cial 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 sur5cial failures within the subject tract. It should be noted that unplanted or
unprotected slopes are subject to erosion and subsequent surficial instability.
3.5 Groundwater
Groundwater was not encountered during recent or previous (Leighton, 2003b) rough
grading. Canyon subdrains were construcled in general accordance with the project
geotechnical reports (Appendix A) and our field recommendations during the previous
grading (L.eighton, 2003b). However, unforeseen conditions may occur after the completion of
grading and establishment of site irrigation and landscaping. Perched :goundwater may
accumulate at layers of differing permeability or at bedrock/fill contacts. If these conditions
should occur, methods should be taken to mitigate any resulting seepage. Presently the majority
of the subject site drains towards the south and any surface runoff will tend to collect at low
points until such time that the proposed design drainage facilities aze conshvcted. If water is
allowed to pond in these areas for any length of time the subgrade in these areas may become
saturated and additional gading 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 lunit the potential of erosion damage or adverse ef~'ects to compacted fill.
3.6 Exoansion Testina of Finish Grade Soils
Expansion index testing was performed on representative near finish grade soils of the subject
lots. The test results indicate the near-finish grade soils have a very low to low expansion potential
in accordance with Table 18-I-B of the 1997 UBC. Test results of samples taken during the
course of grading indicate that very low to very high expansive soils exist on site at various depths
and locations on the Harveston project site. Test procedures and results are presented in Appendix
C. A lot by lot interpretation of the as-graded conditions for the subject lots is presented in Table 1.
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4.0 CONCLUSIONS
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 mugh grading. It is our
professional opuvon that the subject lots are suitable for their intended residenrial use provided
the recommendations included herein and in the project geotechnical reports are incorporated into
the design and construction of the residenrial structures and associated improvements.
4.2 Summarv of Conclusions
. Geotechnical conditions encountered during rough grading of the subject site were generally
as anticipated.
. Excavations were made to dense previously-placed compacted fill (Afc) or Pauba
Formation bedrock (Qp) material during the grading for the subject lots.
. Cut and fill slopes within the subject tract range up to approximately 5 to 7 feet in height,
respectively. It is our opinion that the slopes on the subject tract aze surficially and gossly
stable (under normal imgation/precipitation pattems) provided the recommendations in the
project geotechnical reports and memorandums aze incorporated into the post-grading,
construction and post-construction phases of site development. Slopes aze inherently
subject to emsion. 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 previous grading for Harveston
indicates site soils to possess a very low to very high expansion potential. Some expansive
soil related distress to flatwork should be anticipated.
• Laboratory testing of neaz finish grade soils within pads for this tract indicates earth
materials which posses a very low to low expansion potential and have a negligible
concentration of soluble sulfate. It is our opinion that the near surface soils influencing the
design of foundation and slabs of the subject tract should be considered low expansive (per
UBC). Laboratory test results aze contained herein Table 1 and Appendix C.
. Testing for muumum resistivity, chloride concentrates, and pH was not conducted during
the course of rough grading. A licensed corrosion engineer should be contacted in regazd to
deternuning the potential for corrosion if corrosion sensitive buried improvements are to be
installed.
. The potential for ground-surface rupture on the site due to a seismic event is considered to
be low; however, as in most of southern Califomia, 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 FJniform Building Code (UBC), Seismic Zone 4 will be
required.
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. Where tested, fill material placed during grading of the subject tract was placed at a
minimum of 90 percent relative compaction (95 percent where recommended) at or above
the optimum moisture content. Field testing of compaction was performed by the nucleaz
gauge method (ASTM Test Methods D2922 and D3017).
. Foundations should be designed and conshvcted in accordance with I,eighton's murimum
recommendations herein, the requirements of the City of Temecula and the applicable
sections of the 1997 UBC.
. Due to the relatively dense nature of the bedrock materials that underlie the subject site, the
competency of compacted fills, as well as the lack of permanent shallow groundwater, the
potentiai for liquefaction on the site is considered very low.
. The front yard and driveway azeas were intentionally left below design elevations
(approximately 2 to 3.5 feet below pad grade) to accommodate future foundation excavation
spoils. Filling of these azeas should be performed in accordance with the recommendations
herein for earthwork (section 5.1.2).
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5.0
5.1 Earthwork
We anticipate that futwe earthwork at the site will consist of precise grading of the building
pads, foundation installation, trench excavation and backfill, retaining wall backfill,
prepazation of street subgrade, and placement of aggegate base and asphalt concrete
pavement. We recommend that any additional earthwork on the site be performed in
accordance with the following recommendations and the City of Temecula grading
requirements.
5.1.1 Excavations -- Temporary excavations 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
veRical), if workers ate to enter such excavations. L.eighton does not consult in the
azea of safety engineering. The contractor is responsible for the safety of all
excavations.
5.1.2 Utili Backfil~, Fill Placement and Gom a~ ction -- All backfill or fill soils
should be brought to optimum moisture conditions and compacted in uniform lifts to
at least 90 percent relative compaction based on the laboratory maximum dry density
(AST'M Test Method D1557). The optimum lift thickness requued 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 and placed on dense existing compacted fill or other
earth material approved by the geotechnical consultant. The backfill that coincides
with pavement subgrade will , be reworked and compacted in accordance with
pavement design requirements.
5.2 Foundation and Structure Desion Considerations
It is Leighton's understanding that single-family struchues founded on post-tensioned or
conventional foundation systems are proposed. The proposed foundations and slabs should
be designed in accordance with the structiu~al consultants' design, the minimum geotechnical
recommendations presented herein (text, Table 1 through 3), the City of Temecula
requirements and the 1997 UBC. 1n utilizing the minimum geotechnical foundation
recommendations, the struchual consultant should design the foundation system to acceptable
deflection criteria as determined by the structural engineer and architect.
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Foundation footings may be designed with the following pazameters:
Allowable Bearine Capacitv: 2000 psf at a minimum depth of embedment of 12
inches, plus an additional 250 psf per 6 inches of
additiona] embedment to a maximum of 2500 psf.
(per 1997 UBC, capacities may be increased by 1/3 for
short-term loading conditions, i.e., wind, seismic)
Slidine Coefticient: 0.35
Static Settlement Potential: Differential: 1 inch in 40 feet
Total• lInch
The footing width, depth, reinforcement, slab reinforcement, and the slab-on-gade thickness
should be designed by the structural consultant based on recommendations and soil
chazacteristics indicated herein (Tables 1 through 3), and the most recently adopted edition of
the UBC. The ef~'ects of seismic shaking on foundation soils may increase the static
differential settlement noted above to approximately 1 inch in 40 feet.
The under-slab moisture barrier should consist of 2 inches of sand (S.E. > 30) over 10 mil
visqueen over an additional2 inches of sand (a total of 4 inches of sand). The recommended
vapor bamer should be sealed at al] penetrations and laps. Moisture vapor transmission may
be additionally reduced by use of concrete additives. Moisture vapor bartiers may retard but
not eliminate moisture vapor movement from the underlying soils up through the slabs. A
slipsheet or equivalent should be utilized above the concrete slab if crack-sensitive floor
coverings (such as ceraznic tiles, etc.) aze to be placed directly on the concrete slab.
Our experience indicates that use oF reinforcement in slabs and foundarions will generally
reduce the potenrial for drying and sluinkage cracking. However, some cracking should be
expected as the concrete cures. Minor cracking is considered normal; however, it is often
aggavated by a high water/cement ratio, high concrete temperatures at the time of placement,
small nominal aggregate size and rapid moishue loss due to hot, dry and/or windy weather
conditions during placement and curing. Cracking due to temperature and moisture
fluctuations can also be expected. The use of low slump concrete (not exceeding 4 to 5 inches
at the time of placement) can reduce the potential for shrinkage cracking.
Future homeowners and homeowners' association should be made awaze of the importance of
maintaining a constant level of soil moisture. Homeowners should be made aware of the
potential negative consequences of both excessive watering, as well as allowing soils to
become too dry. Improperly designed, constructed, or maintained planters often pond water
and cause deep moisture penetration and soi] moisture change. Since deep and repeated soil
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moisture change can damage the adjacent structure, placement of planters adjacent to
foundations or other sensitive hazdscape, such as pools and spas, should be discouraged if
adequate and proper maintenance can not be assured. Our recommendations assume a
reasonable degree of homeowner responsibility, if the homeowners do not adequately
maintain correct irrigation and drainage, some degree of foundation movement should be
expected. However, this movement typically does not cause structural damage, but will cause
such things as stucco cracking and dry wall sepazation.
The slab subgade soils should be presoaked in accordance with the recommendations
presented in Table 1 prior to placement of the moishue barrier and foundation concrete.
5.3 Foundation Setback from Slopes
We recommend a minimum horizontal setback distance from the face of slopes for all
structural footings (retaining and decorative walls, building footings, pools, 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 5 feet and need not be geater 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, pools, patios, etc.) constructed
within this setback area may be subject to lateral movement and/or dift'erential settlement.
The potential for distress to such improvements may be mirigated by providing a deepened
footing or a pier and grade-beam foundarion system to support the improvement. The
deepened footing should meet the setback as described above. Modificarions of slope
inclinations neaz foundations may reduce the setback and should be reviewed by the design
team prior to completion of design or implementation.
5.4 Structure Seismic Design Parameters
Structures should be designed as required by provisions of the Uniform Building Code (IJBC)
for Seismic Zone 4 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
pazameters in accordance with the 1997 UBC are presented below. Please refer to the
Supplemental Geotechnical Investigation (I,eighton, 2001) for additional information.
Seismic Source Type = B
Neaz Source Factor, Na =13
Neaz Source Factor, N~ =1.6
Soil Profile Type = SD
Horizontal Peak Ground Acceleration = 0.68g
(10% probability of exceedance in 50 years)
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5.5 Corrosion
For sulfate exposure and cement type refer to Table 1 and the corresponding sections of the
UBC. Other than buried concrete improvements, a licensed corrosion engineer should be
contacted in order to determine the potential for corrosion if corrosion sensitive buried
improvements are planned.
5.6 Laterel Earth Pressures and Retaining Wall Desian Considerations
The recommended lateral pressures for very low to low expansive soil (expansion index less
than 51) and level or sloping backfill are presented on Table 4(reaz of text). The onsite wall
excavation materials should be reviewed by the geotechnical consultant prior to use as wall
backfill.
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. ffthe wall can yield enough to mobilize the full shear strength of the soii, it can be
designed for "active" pressure. If the wall cannot yield under the applied load, the sheaz
sfrength of the soil cannot be mobilized and the ear[h pressure will be higher. Such walls
should 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 4 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 ef~ects from adjacent structures should be evaluated by the shvctural engineer. All
retanung wall structures should be pmvided with appropriate drainage and watetproofing. The
outlet pipe should be sloped to drain to a suitable outlet. Typical wall drainage design is
illustrated in Figiue 2.
I.ateral passive pressures may be determined using the values provided in Table 4. In
combnvng the total 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 duration, including wind or seismic loads. The horizontal 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
should be embedded at ]east 18 inches below the lowest adjacent finish grade. . At this depth,
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110231-024
December 17, 2003
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 ma~cimum of 4000 psf.
Wall backcut excavations less than 5 feet in height can be made near vertical. For backcuts
greater than 5 feet in height, the backcut should be flattened to a gradient not steeper than ]: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
constructed and backfilled as soon as possible after backcut excavation. Prolonged exposure
of backcut slopes may result in some localized slope instability.
For unrestrained retaining walls within this tract that aze greater than 5 feet (exposed; retained
earth) or that may present a life/safety hazazd during strong ground shalang, the lateral earth
pressures should be increased by a seismic surchazge (seismic increment) in general
accordance with chapter 16 of the 199'7 UBC. The location, distribution and magnitude of Uus
surchatge will be provided if such walls are proposed. Walls designed with such seismic
increment should achieve a factor of safety between 1.1 and 1.2 when evaluating stability
(sliding and overtuming) of the wall (NAVFAC DM7.02).
5.7 Concrete Flatwork
Expansive soils aze Irnown to exist onsite and therefore concrete flatwork should be designed
and constructed with the anticipation of expansive soil related distress. Closer spacing of
control joints, reinforcement and keeping the flatwork subgrade at or above optimum ~
moisture prior to the placement of concrete may minimize cracking and dif~'erential
movement.
City of Temecula Standazd No. 401 "Sidewalk and Curb" specifies aggegate base or
approved select material under sidewalks and curbs when expansive soil is present. In lieu of
the aggregate base or select material under sidewalks and curbs, and with the approval of the
City of Temecula, the sidewalk and curb subgrade may be presoaked such that 120% of
optimum moisture content to a minimum depth of 8 inches is achieved prior to the placement
of concrete. Moisture testing must be performed by the geotechnical consultant prior to
concrete placement.
O%
~~ ~w
- ~2 - I ..i~:~h;oi`.
110231-024
December 17, 2003
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 percent. Where
limited by 5-foot side yazds, drainage should 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 aze properly
connected to appropriate outlets.
Planters with open bottoms adjacent to buildings should be avoided, if possible. Planters
should not be designed adjacentto buildings unless provisions for drainage, such as catch
basins and pipe drains, aze 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 surface
drainage, a shallow perched ground water or subsurface water condition can and may
develop in azeas where no such condition previously existed. This is particulazly hue where
a substantial increase in surface water infiltration resulting from site imgation occurs.
Mitigation of these conditions should be performed under the recommendations of the
geotechnical consultant on a case-by-case basis.
5.9 Graded Sloces
It is recommended that all slopes be planted with drought-tolerant, gound 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 parameters provided in Section 5.6.
5.10 Irrigation, Landscaping and Lot Maintenance
Site irrigation should be controlled at all times. We recommend that only the minimum
amount of irrigation necessary to maintain plant vigor be utilized. For imgation of trees 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 plant species be utilized and that irrigation be utilized only
until plants are well established. At that time, imgation could be significantly reduced.
~~~ ~~
t
-13- ,
i7~:Vril:~'~i
110231-024
December 17, 2003
Upon sale of homesites, maintenance of lots and common areas by the homeowners and
homeownet's association, respectively, is recommended. Recommendations for the
maintenance of slopes and property are included in Appendix D for your review and
distribution to future homeowners and/or homeowner's associations.
5.11 Post-Gradina Geotechnical Review
5.11.1 Construction Review -- 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 determination tests of subgade soils
should be performed by the geotechnical consultant prior to the pouring of concrete:
5.11.2 Plans and Specifications -- 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 geotechnical consultant
prior to excavation or installation of residential development.
~~~
~' ~ \0
-14-
_8iG~1i0"!
110231-024
December ll, 2003
6.0 LIMITATIONS
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 guazantee the contractor'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 supetvision or direction of the actual work pmcedures of
the contractor, his personnel, or subcontractors. The conclusions in this report aze 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 prepared for L.ennu 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 agreement to defend and indemnify Leighton and Associates from and
against any liability which may arise as a result of such use or reliance, regazdless of. any fault,
negligence, or strict liability of Leighton and Associates.
•
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Base Map: The Thomas Guide Digftal Edition Inland Empire 2004, Not To Scale
Harveston Project No. /
Tract 30669, $ITE ~.OCATION 110231-024 !~
Temecula, California MAP Date
Riverside County, California December 2003 Fgure No. i ~
• SUBDRAIN OPTIONS AND BACKFILL WHEN NATlVE MATERIAL HAS EXPANSION INDIX OF <50
OPRON 1: PiPE SURRWNDm WIfH OPTION 2: GRAVEL WRPPPED
QASS 2 PERMEABIE MAiERUL
IN FILTER FPBRIC
WIT}i PROPER WITH PftOPER
SURFA~ DRAIIJPGE SURFA~ DRAQJAGE
SLAPE SLDPE
OR LEVEL OR LEVEL
12" lp
NATNE NATNE
WATERPit00FlNG ~
(SEE GENERPL NQTES) ~ • WATERPROOFING ~'r .
~~' - (SEE GENERAL NQTES) FRTER FABRIC
12" MINAUM (SEE NOTE 4)
C1A55 2 PERMEABLE 12' MINIhA1M
. WEEP HqE ~~~R ~~~ WffP HOLE y. ro IVi u~a 5~
(SEE N07E ~ (SEE GTtADATION) (SEE NOIE ~~ GRA~EL WNMPED vl FR7ER
4 [NQ1 DUIMETER F~~ . .
LEVELOR PERFORAlFDP~E LEVELW2
SLDPE (SEE NQrE ~ SLAPE
Cla$ 2 Flter Pertneable Maherial Gradadm
Pa Caltrans Specificatiarc
Sieve Sme PaceM Pai~q .
1^ 100
3/4• 90-100 ~
3/g" 40-100 .
Na 4 ZS-40
Na 8 1&33
- No.30 5-15 _
Na 50 P7
~ Na 200 ~-3 ~
GENERAL NOTES:
' Waterproofirg should be provided where moislure nuisa~xe problem thiough the wall is undesi2ble.
~ Water pioafing af the walis is rat under purview d the geotechnipl enginev
• All drains should have a gradierrt of 1 percent minimum
~'Outlet pation of the subdrain sFauld have a 4-inch diameter sdid pipe discharged into a suitable disposal area designed by the projed
engineer. The subdrain pipe strould be aaessible for maintenance (rodding)
'Other subdrain bacl6ill options are wbject to the review by the geoUechniol engineer and modification of design parart~eteis.
Notes.
1) Sand should have a sand equivalent of 30 or greater and may be densified by water jetdng.
2)1 Cu. ft. per ft. d 1/4- to 1 1/2tinch sim gravel wrapped in filter fabric
3) Pipe type sfiould be ASTM D1527 Aaylonitrile Butadiene Sryrene (ABS) SDR35 or ASTM D1785 Pdyvinyl Chloride plastic (PVC), Schedule
40, Annm A2000 PVC, or approoed equivaient. Pipe sfiould be installed with perfo2dons down. Perfaatior~s should be 3/6 inch in
diameter placed at the ends of a 120~egree arc in two rows at 3tirxh an cerrter (slaggered)
4) FRer fabric should be Mrafi 140NC or appraved equivalent
5) Weephole should be 3-inch minimum diameter and provided at 10-foot mmdmum intelvaLs. If e~osure is permitted, weephdes should
be located 12 inches abrne finished grade. If exposure is not pertnitted such as far a wall adjacent M a sidewalk/curb, a pipe under the
sidewalk to be discharged through the curb face or equivalent should be p~ovided. For a basert~enttype wall, a propersubd2in aA1M
system should be prwided.
6) Retaining wall plans should be reviewed ard app~oved by the geotechnipl engineer.
7) Walls over six feet in height are subject to a special review by the geotechniol sgineer and modifications to the above requirements.
RETAINING WALL BACKFILL AND SUBDRAIN DETAIL •
FOR WALLS 6 FEET OR LESS IN HQGHT
WHEN NATIVE MATERIAL HAS IXPANSION INDIX OF <50
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110231-024
December 17, 2003
TABLE 2
Minimum Conventional Foundation Design Recommendations
UBC Expansion Potential
Very Low to Low Medium
1-Story Footing Depth of Embedment 12~~
(Exterior and 18"
Interior (gxterior and Interior)
2-Story Footing Depth of Embedment 18" Exterior 18"
12" Interior xterior and Interior
Isolated Column Footings Exterior of 18„ 24,;
Minimum Foundarion
Presoaking See Table 1
No. 3 rebaz placed at No. 3 rebaz placed at
mid-slab heigt~t ~d-slab height spaced
Minimum Slab Reinforcement
' spaced 18 inches on 15 inches on center,
Thiclrness center, each way,
each way, minimum
. minim~p 513U slab thiclrness 5 inches
thiclrness 4 inches
Two inches of sand over a 10-mil polyvinyl
Underslab Treatment membrane (Visqueen or equivalent) over an
additional two inches of sand.
Notes:
(1) Depth of interior or exterior footing to be measured from lowest adjacent finish gade. If
drainage swale flowline elevation is less than S feet laterally from footing, footing bottom
to be minimum 6 inches below swale~lowline
(2) Living azea slabs should be tied to the footings as directed by the structural engineer.
(3) Garage slabs should be isolated from stem wall footings with a minimum 3/8" felt expansion
joint.
(4) Underslab treatment sand should have a Sand Equivalent of 30 or greater (e.g. washed
concrete sand).
(5) The lower two inches of underslab treahnent sand may be omitted on lots which possess a
very low potential (see Table 1).
Z~
110231-024
December 17, 2003
TABLE 3
Minimum Post-Tensioned Foundation Design Recommendations
Expansiou Potential (UBC 18-2)
Design Criteria Very Low Low Medium High
EI= 0-20 EI= 21-50 EI= 51-90 EI = 91-130
Edge Moisture Center Lift: 5:5 feet
Variation, e,,, Edge Lift: 3.0 feet
Center Lift: 1.25 inches 2.0 inches 2.4 inches 4.5 inches
Dif~'erential
Swell, ym Edge Lift: 0.4 inches 0.4 inches 0.8 inchea 13 inches
Modulus of Subgrade Reaction (k) 150 psi/in 125 psi/in 125 psi/in 100 psilin
Plasticity Index Non Plastic * * *
Minimum Perimeter Footing 12 inches 12 inches 18 inches 24 inches
Embedment Depth
Two inches of sand over a 10-mil polyvinyl membrane
Underslab Treatment (Visqueen or equivalent) over an addirional two inches of
sand.
Presoaking See Tabie 1
(1) Depth of exterior footing to be measured from lowest adjacent finish grade or drainage swale
flowline elevation (less than 5 feet laterally from footing, per code).
(2) Living azea slabs should be tied to the footings as directed by the structural engineer.
(3) Detailing of expansion crack control joints for PT slabs per s~uctural engineer.
(4) Underslab treatment sand should have a Sand Equivalent of 30 or greater (e.g. washed concrete
sand).
(5) The lower two inches of underslab treatment sand may be omitted on lots which possess a very
]ow expansion potential (see Table 1).
(6) Potential total and differential settlement should be included cumulatively with differential swell
parameters.
• PlasticiTy index to be provided upon request if a ribbed UBC type (Secrion 1815) slab is preferred.
Z~i
110231-024
December 17, 2003
TABLE 4
Lateral Earth Pressures~'0
For Ve Low to Low Ex ansive Soil Backfill
Equivalent Fluid Weight (pc~
Conditions
Level Backt"illZ 2:1 Slope Backtill
Active 45 67
At-Rest 65 95
Passive3 300 125 (Sloping Down)
~Assumes drained condition (See Figure 2)
ZAssumes a level condition behind and in front of wall foundation of pmject.
3Maacimum passive pressure = 4000 psf, level conditions.
°Assumes use of very low to low expansive soil (EI= 0-50)
~~
~~
Y~~
~~ 3D
110231-024
December 17, 2003
APPENDDCA
Leighton and Associates, 2001, Supplemental Geotechnical Investigation and Geotechnical
Review of 100-Scale Mass Grading Plan, Tentative Tract No. 29639,
Harveston, Temecula, California, LDOI-058GR, Project No. 110231-003,
dated August 15, 2001.
Leighton and Associates, 2003a, Supplemental Geotechnical Investigation and Geotechnical
Review of 100-Scale Mass Grading Plan, Tentative Tract No. 29639 - Phase
2, Harveston, Temecula, Califomia, Project No. 110231-017, dated January
17, 2003.
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.
Naval Facilities Engineering Command, 1986a, Soil mechanics design manual 7.01, Change 1:
U.S. Navy, September.
Naval Facilities Engineerutg Command, 19866, Foundations and earth shuctures, design manual
7.02, Changes 1: U.S. Navy, September.
RBF Consulting, 2003, Harveston Tract 30669, -1, and -2 Rough Grading, September 2003,
LD03-006GR, Sheets 3 and 4 of 6.
~~ 3\
~
A-1
Leightan
116231-024
December 17, 2003
APPENDIX B
Explanation of Summary of Field Densitv Tests
A: Retest of previously failing compaction test.
B: Second retest of previously failing compaction test.
Compaction 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 Method: Compaction test by Nucleaz Gage (ASTM 2922) unless indicated by
S: Sand Cone Method (ASTM 1556).
Test Elevation: Approximate elevation above mean sea level.
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APPENDIX C
Laboratory Testina Procedures and Test Results
Exnansion Index Tests: The expansion potential of selected materials was evaluated by the
Expansion Index Test, ASTM test method D4829 or U.B.C. Standazd No. 18-2. Specimens are
molded under a given compactive energy to approximately the optimum moisture content and
approxunately 50 percent saturation or approximately 90 percent relarive compaction. The
prepazed 1-inch thick by 4-inch diameter specimens aze loaded to an equivalent 144 psf surchazge
and aze inundated with tap water until volumetric equilibrium is reached. The results of these tests
aze presented in the table below and in the soil characteristics table herewith Appendix C:
Sample Location Sample Description Expansion
Index Expansion
Potential
Lots 1-5 Pale brown silty ciayey SAND 32 Low
Lots 6-10 Pale brown silty clayey SAND 19 Very Low
Lots 11-14 Pale brown silty clayey SAND 18 Very Low
Lots 15-18 Pale brown silty clayey SAND 32 Low
Lots 19-22 Pale brown silty clayey SAND 10 Very Low
Lots 23-26 Pale brown silty clayey SAND 13 . Very Low
I.ots 27-30 Pale brown silty clayey SAND 17 Very Low
Lots 31-33 Brown silty SAND 0 Very Low
Lots 34-36 Brown silty SAND 7 Very Low
Lots 37-40 Pale brown silty clayey SAND 14 Very Low
Lots 41-44 Pale brown silty SAND 7 Very Low
Lots 45-48 Pale brown silty clayey SAND 22 Low
Lots 49-51 Brown silty clayey SAND 18 Very Low
Lots 52-54 Brown silty clayey SAND 34 Low
Lots 55-59 Brown silty clayey SAND 21 Low
Lots 60-63 Brown silty clayey SAND 19 Very Low
Lots 6467 Brown silty clayey SAND 14 Very Low
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December 17, 2003
APPENDIX D
Development azeas, in general, and hillside lots, in particulaz, need maintenance to continue to
function and retain their value. Many owners aze unawaze of this and allow deterioration of the
properiy. It is important to familiarize owners with some guidelines for maintenance of their
properties and make them aware of the unportance of maintenance.
Some goveming agencies require hillside pmperty developers to utilize specific methods of
engineering and construction to protect those investing in improved lots 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 lot and to plant slopes so that erosion will be minimized. They may also
be required to install permanent drains.
However, once the lot is purchased, it is the buyer's responsibility to maintain these safety features
by observing a pn-dent progam of lot caze and maintenance. Failure to make regulaz inspection
and maintenance of drainage devices and sloping azeas may cause severe financial loss. Tn addition
to their own property damage, they may be subject to civil liability for damage occumng to
neighboring properties as a result of his negligence.
The following maintenance guidelines aze provided for the protection of the owner's investment.
a) Caze should be taken that slopes, terraces, berms (ridges at crown of slopes) and proper lot
drainage aze not disturbed. Surface drainage should be conducted from the reaz yard to the
street through the side yazd, or altemative approved devices.
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) All 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 drainage. During heavy
rain periods, perfonnance 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,
pmmote accelerated erosion, and even h-igger shallow soil flowage.
~ Slopes should not be altered without expert consultation. Whenever a significant topographic
modification of the lot or slope, is desired a qualified geotechnical consultant should be
contacted.
D-1 ~
.
110231-024
December 17, 2003
g) If the owner plans to modify cut or natural slopes are 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) If unusual cracking, settling or earth slippage occurs on the property, the owner should consult
a qualified soil engineer or an engineering geologist immediately.
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 impmper planting. (Barren azeas should be replanted as soon sas
possible.)
• Excessive or insufficient irrigation or diversion of runoff over the slope.
j) Hillside lot owners should not let condi6ons on their property create a problem for their
neighbors. Cooperation with neighbors could prevent problems, pmmote slope stability,
adequate drainage, proper maintenance, and also increase the aesthetic ariractiveness of the
community.
k) Owner's should be awaze of the chemical composition of imported soils, 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
concentrations, negatively affecting the performance of concrete impmvements, including
foundations and flatwork.
D-2
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