HomeMy WebLinkAboutParcel Map 34431 Parcel 1-70 As-Grading Rough Grading Report~ ~/r/
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' AS-GRADED REPORT OF ROUGH GRADING
MARAVILLA, TRACT 23992
' LOTS 1 THROUGH 70 AND RECREATION CENTER
CITY OF TEMECULA, CALIFORNIA
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Prepared For:
~ Pulte Homes Corporation
, 2 Technology Drive,
Irvine, California 92618
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March 12, 2007
, Project No. 111442-006
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1 Leighton and Associates, Inc. ~
~ A IEIGHTON GROUP COMPANY
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Leighton and Associates, Inc.
A LEIGHTON GROUP COMPANV
March 12, 2007
To: Pulte Home Corporation
2 Technology Drive
Irvine, CA 92618
Attention: Mr. Paul Buzza
Project No. 111442-006
Subject: As-Graded Report of Rough Grading, Mazavilla, Tract 23992 Lots 1-70 and
Recreation Center, City of Temecula, Califomia.
In accordance with your request and authorization, Leighton and Associates, Ina (Leighton) has
been providing geotechnical observation and testing services during rough grading operations of
Tract 23992 lots 1-70, and recreation center 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 rough grading of Lots 1
through 70 and recreation center.
If you have any questions regarding this report, please do not hesitate to contact this office, we
appreciate this opportunity to be of service.
Respectfully submitted,
LEIGHTON AND
Ar an Singanay am,
Pr ect Engineer
AS/SM/dlm/ew
11442-006/final/as-grd rpt tract 23992 final
Distribution: (4) Addressee
No. 6 160
P. .30 ta~"
Scot Mathis, CEG 2307
Associate Geologist
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~ 41715 Enterprise Circle N., Suite 103 ^ Temecula, CA 92590-5661
951.296.0530 m Fax 951.296.0534 ^ www.leightongeo.com
, 111442-006
March 12, 2007
~ TABLE OF CONTENTS
Section Paqe
~ 1.0 INTRODUCTION ..........................................................................................................1
2.0 SUMMARY OF ROUGH-GRADING OPERATIONS .............................................................. 2
, 2.1 Site Preparation and Removats ................................................................................ 2
2.2 Fill Placement ......................................................................................................... 2
~ 2.3 Field Density Testing ............................................................................................... 3
2.4 Laboratory Testing ..................................................................................................
3.0 GEOTECHNICAL SUMMARY ............................................................................................ 4
! 3.1 As-Graded Geologic Conditions ................................................................................ 4
3.2 Geologic Units ........................................................................................................4
~ 3.2.1 Artificiai Fill ....................................................................................................4
3.2.2 Previousiy-Placed Artificial Fill ..........................................................................4
, 3.2.3 Pauba Formation ............................................................................................ 4
3.3 Faulting ................................................................................................................. 4
3.4 Landslides and Su~cial Failures ............................................................................... 5
~ 3.5 Groundwater ..........................................................................................................5
3.6 Expansion Testing of Finish Grade Soils .................................................................... 5
~ 4.0 CONCLUSIONS ............................................................................................................ 7
4.1 General .................................................................................................................. 7
' 4.2 Summary of Conclusions ......................................................................................... 7
5.0 RECOMMENDATIONS ...................................................................................................9
~ 5.1 Earthwork ..............................................................................................................9
5.1.1 Excavations ....................................................................................................9
~ 5.1.2 Utility Backfill, Fill Placement and Compaction ...................................................9
5.2 Foundation and Structure Design Considerations ......................................................9
53 Foundation Setback from Slopes ........................................................................... 11
~ 5.4 Structure Seismic Design Parameters .................................................................... 12
5.5 Corrosion ............................................................................................................ 12
5.6 Lateral Earth Pressures and Retaining Wall Design Considerations ........................... 13
~ 5.7 Concrete Fiatwork ................................................................................................ 14
5.8 Control of Surface Water and Drainage Control ...................................................... 14
5.9 Graded Slopes ..................................................................................................... 15
, 5.10 Irrigation, Landscaping and Lot Maintenance ......................................................... 15
5.11 Post-Grading Geotechnical Review ........................................................................ 16
~ 6.0 LIMITATIONS ............................................................................................................. 17
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Accompan~4 Fiqures, Tables, Plates and Appendices
Fiqures
Figure 1- Site Location Map Rear of Te~
Figure 2- Retaining Wall Drainage Detail for Low Expansive Soils Rear of Text
Tables
Table 1- Lot (Home Site) Summary of As-graded Geotechnical
Conditions and Recommendations Rear of Text
Table 2- Minimum Post-Tensioned Foundation Design Recommendations Rear of Text
Table 3- Lateral Earth Pressures Rear of Text
Plates
Plates 1 through 5- As-Graded Geotechnicai Map In Pocket
A~pendices
Appendix A - References
Appendix B- Summary of Field Density Tests
Appendix C- Laboratory Testing Procedures and Test Results
Appendix D- Lot Maintenance Guidelines for Owners
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1.0 INTRODUCTION
In accordance with yow request and authorization, Leighton and Associates, Ina (Leighton) has
performed geotechnical observation and testing services during the most recent phase of rough-
grading operations of Lots 1 through 70 and recreation center of Tract 23992 within the
Mazavilla development. We understand the proposed development will include two-story, wood
frame apartment buildings, a recreation center, swimming pool, streets, parking lots, and other
associated improvements.
This as-graded report summarizes our geotechnical observations, field and laboratory test results
and the geotechnical conditions encountered during the rough grading of the subject lots within
Tract 23992. In addition, this report provides conclusions and recommendations for the proposed
residential development of the subject lots.
The reference 30-scale grading plans for Tract 23992 (RBF, 2006) were annotated and utilized as
' a base map (Plates 1 through 5) to plot geotechnical conditions and the approximate locations of
the field density tests taken during the recent phase of rough-grading operations.
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~ 2.0 SUMMARY OF ROUGH-GRADING OPERATIONS
' The subject site was initiaily sheet graded under the geotechnical observation and testing of Petra
Geotechnical, Inc (Petra, 2002). Previous sheet grading was conducted during the months of
August through December of 2000 and September through October of 2001.
, Rough grading to the current configuration (RBF, 2006) was conducted during the months of
October through December 2006, under the geotechnical observation and testing services of
1 Leighton. Leighton's field technicians and geologist were onsite on a full-time and as-needed
basis, respectively, during grading operations. The current rough grading was performed in
accardance with the recommendations provided in the project geotechnical reports (Appendix A)
' and our field recommendations during the course of grading.
, 2.1 Site Preparation and Removals
Prior to grading, deleterious materials were removed from the areas of proposed
, development and disposed of offsite. As a result of previous sheet grading (Petra, 2002),
the subject tract had artificial compacted fill and native soils of the Pauba formation
exposed at the ground surface. In building pad areas where Pauba formation was exposed
, on the surface, removals were made to approximately 6 feet below the proposed pad
grade. In lots containing transitions between artificial compacted fill and Pauba
formation, the portion of the pad where Pauba formation was exposed or where the
, existing fill thickness was less than 6 feet was excavated to 6 feet below the proposed pad
grade. In the areas where artificial compacted fill was exposed at the surface, removals
were made to approximately 3 feet below the proposed building pad grade. On public
, streets, removals were made to 3 feet below the proposed grade, and on private streets,
removals were made to depths of 1 foot below the proposed grade. Removal bottoms
were scarified, moisture conditioned to near optimum moisture, and compacted before
~ placement of additional fill materials.
2.2 Fill Placement
, Fill materials consisting of the soil types listed in Appendix C were placed in thin lifts of
~ approximately 8 to 10 inches, moisture conditioned to optimum moisture content or
above, and compacted in place to a minimum of 90 percent of the laboratory derived
maximum density. Fill placement and compaction was accomplished with the use of
, heavy earthwork equipment.
2.3 Field Densitv Testing
, Field densiry testing was performed using the nuclear gauge method (ASTM Test
Methods D2922 and D3017). Where tested, the compacted fills met th~imum
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, required 90 percent relative compaction with near optimum moisture content. 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 approximate locations of the field density tests are summarized in
Appendix B. The approximate locations of the field density tests aze depicted on the As-
Graded Geotechnical Maps (Plates 1 through 5).
, 2.4 Laboratory Testing
, Laboratory compaction characteristics (maximum dry density and optimum moisture),
expansion index, and corrosion potential (minimum resistivity, pH, chloride, and soluble
sulfate) tests of representative onsite soils were performed during the course of rough-
, grading. Laboratory test results and a description of the laboratory test procedures are
presented in Appendix C. A summary of the laboratory data for each lot is presented in
Table 1 at the rear of text.
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3.0 GEOTECHNICAL SUMMARY
3.1 As-Graded Geologic Conditions
The as-graded conditions encountered during grading of the subject lots were essentially
as anticipated. A summary of the geologic conditions, including geologic units, geologic
structure and faulting is presented below.
3.2 Geoloqic Units
The geologic units observed during grading of the subject lots consisted of artificial fill,
previously-placed artificial fill, and Pauba Formation. These units are discussed below:
3.2.1 Artificial Fill (Af~
Locally derived artificial fill soils generally consisted of olive brown to brown
silty sand and sandy silt. Representatives of Leighton and Associates Inc. were on-
site during artificial fill placement and compaction.
3.2.2 Previously-Placed Artificial Fill (Afp)
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The artificial fill encountered from the previous phase of grading generally
consisted of olive brown to brown, moist, medium dense to dense silty sand and
sandy silt. As encountered during grading, the artificial fill was generally
moderately dense near the surface. The weathered artificial fill materials were
scarified to a depth of 12 inches, moisture conditioned, thoroughly mixed and re-
used as compacted fill.
3.2.3 Pauba Formation (Op)
The Pauba Formation bedrock at the subject site generally consists of slightly
weathered (near the surface) to moderately weathered (at depth), brown to yellow
brown, poorly consolidated sandy siltstone to sandstone. Bedding is typically
poorly developed. Where encountered, the Pauba Formation soils were scarified
to a depth of 12 inches, moisture conditioned, thoroughly mixed and re-used as
compacted fill.
~ 3.3 Faultina
An active segment of the Wildomar Fault was previously mapped within the northern
, edge of the site (Leighton, 1987). A structural setback from the active fault was
recommended by Leighton (Leighton, 2005a) and incorporated into the project grading
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plans (RBF, 2006). The area within the structural setback may be subject to ground
rupture in the event of a seismic event on the Wildomar Fault.
Additional faulting within the site was evaluated by Leighton and determined to be
inactive (Leighton 1987, 2005b, 2005c, 2006).
3.4 Landslides and SurFcial Failures
Based on our review of the project geotechnical reports (Appendix A) and our geologic
observations during the course of grading operations, there is no observed evidence of
landslides or other significant surficial failures within the subject tract. Minor surficial
erosion and weathering was repaired by moisture conditioning in place and surficial
recompaction.
A seismic event on the Wildomar Fault may resuit in a ground rupture within the fill
slope along the northern perimeYer of the site. Limited localized surficial instability may
occur in the case of such a ground rupture. Global instability or failure is considered to
be unlikely (Leighton 2005c, and 2006).
Unplanted or unprotected slopes are subject to erosion and subsequent surficial
instability. 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.
3.5 Groundwater
Groundwater was not encountered during the recent rough grading. After the completion
of grading and establishment of site irrigation and landscaping, perched groundwater may
acctunulate at layers of differing permeability or at bedrock/fill contacts. If these
conditions should occur, any resulting seepage should be mitigated on a case-by-case
basis. If water is ailowed to pond, the subgrade in may become saturated, possibly
requiring additional grading.
3.6 Ex~ansion Testina of Finish Grade Soils
Expansion index testing was performed on representative near finish grade soils on the
subject lots. The test results indicate the near-finish grade soils have a very low to
medium expansion potential as defined by Table 18-I-B of the 2001 CBC. Test
procedures and results aze presented in Appendix C.
~ Due to variability within the onsite soils, our observations during grading, and the
distribution of the expansion test results, we recommend that tt~e Lots 1 through 6, 18, 19,
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and 36 through 41 be considered to have medium expansion potential. We recommend
that ail other lots be considered to have low expansion potential. A lot-by-lot summary of
the recommended expansion potential for the design of structures on each lot 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 rough
~ grading. It is our professiona] opinion that the subject lots are suitable for their intended
residential use provided the recommendations included herein and in the project
geotechnical reports are incorporated into the design and construction of the residential
' structures and associated improvements.
4.2 Summarv of Conclusions
, • Geotechnical conditions encountered during rough grading of the subject site were
generally as anticipated.
' • It is our opinion that the slopes on the subject tract and along the subject tract
boundaries are 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, construction and post-
construction phases of site development.
, • Laboratory testing of neaz finish grade soiis within the subject lots for this tract
indicates earth materials possess a very low to medium expansion potential. It is our
t opinion that the expansion potential of neaz surface soils influencing the design of
foundation and slabs of the subject tract should be considered low to medium (per
CBC).
' • Laboratory testing of neaz finish grade soils within the subject lots indicates that the
corrosion potential due to soluble sulfates or chlorides is negligible.
' • Minimum resistivity testing indicated that the site soils have a moderate potential for
corrosion to exposed fenous metals.
, • 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 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 California Building Code
(CBC), Seismic Zone 4 will be required.
1 • 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 potential for liquefaction on the site is considered very low.
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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 at or above the optimum moisture
content. Field testing of compaction was performed by the nuclear gauge method
(ASTM Test Methods D2922 and D3017).
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, 5.0 RECOMMENDATIONS
5.1 Earthwork
' We anticipate that future earthwark 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 aggregate 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
' vertical), if workers are to enter such excavations. Leighton does not consult in the
area of safety engineering. The contractar is responsible for the safety of all
excavations.
' 5.1.2 Utility Backfill, Fill Placement and Comuaction
' All backfill or fill soils should be brought to optimum moisture conditions and
compacted in uniform lifrs to at least 90 percent relative compaction based on the
laboratory maximum 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 and placed on dense
' existing compacted fill or other earth material observed by the geotechnical
consultant. The backfill that coincides with pavement subgrade should be reworked
and compacted in accordance with pavement design requirements.
' S.2 Foundation and Structure Design Considerations
~ It is Leighton's understanding that two-story, wood frame apartment buildings founded on
post-tensioned foundation systems are proposed based on the finished grade expansion
' potential results. Post-tensioned foundation should be used for lots with medium expansion
potential. The proposed foundations and slabs should be designed in accordance with the
structural consultant's design, the minimum geotechnical recommendations presented
' herein, the City of Temecula's requirements, and the 2001 CBC. In utilizing the minimum
geotechnical foundation recommendations, the structural consultant should desi~n the
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foundation system to acceptable deflection criteria as determined by the structural engineer
and architect.
Although laboratory testing (Appendix C) indicated very low expansion potential in some
samples, it is recommended that all foundations be designed based on low to medium
expansion potential (Table 1). This recommendation is due to the vaziable expansion
characteristics known to exist throughout the subject development, our observations during
grading, and the geographic distribution of the expansion test results. Lots 1 through 6, 18,
19 and 36 through 41 should be designed to accommodate a medium expansion potential.
All other lots should be designed for a low expansion potential.
Foundation footings may be designed with the following pazameters. Additional post
tension design parameters are presented in Table 2.
Allowable Bearing Capacity: 2000 psf at a minimum depth of embedment of 12 inches,
plus an additional 250 psf per 6 inches of additional
embedment to a maximum of 2500 psf. (per 2001 CBC,
capacities may be increased by 1/3 for shor[-term loading
conditions, i.e., wind, seismic)
Sliding Coefficient: 038
Settlement Potential: Total: 1 inch
Differential: '/z inch in 40 feet
The footing width, depth, reinforcement, slab reinforcement, and the slab-on-grade
thickness should be designed by the structural consultant based on recommendations and
soil characteristics indicated herein (Tables 1 and 2), and the most recently adopted edition
of the CBC. The effects of seismic shaking on foundation soils may increase the static
differential settlement noted above by approximately'/4 inch in 40 feet.
An under-slab moisture retarder consisting of a 10-mil impermeable membrane should be
used beneath all slabs within the subject site. A 2-inch-thick layer of sand should be placed
beneath the membrane on medium expansive lots. Sand layers should consist of washed
sand with a sand equivalent of 30 or higher. The sand layer beneath the membrane is not
required on low expansive lots.
All rock fragments or other hard or sharp objects should be removed from the subgrade by
the contractor prior to placement of the lower sand layer or the impermeable membrane.
The contractor should ensure that the impermeable membrane is not damaged during
construction. It is the contractor's responsibility to ensure that all membrane penetrations
and laps are completely sealed.
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The moisture retarder should be designed and constructed in accordance with the applicable
' recommendations of the American Concrete Institute. The project structural engineer,
architect, concrete contractor, and flooring contractor should review the proposed moisture
' retarder design to ensure that the proposed design meets all non-geotechnical requirements.
The moisture retarder may reduce but not eliminate moisture movement from the
' underlying soils up through the slab. A slipsheet or equivalent should be utilized above the
concrete slab if crack-sensitive floor coverings (such as ceramic tiles, etc.) are to be placed
directly on the concrete slab. Moisture vapor transmission may be additionally reduced by
~ use of concrete additives.
The slab subgrade soils should be presoaked in accordance with the recommendations
' presented in Table 1 prior to placement of the moisture barrier and foundation concrete.
Our experience indicates that use of reinforcement in slabs and foundations will generally
~ reduce the potential for drying and shrinkage cracking. However, some cracking should be
expected as the concrete cures. Minor cracking is considered normal; however, it is often
' aggravated by a high water/cement ratio, high concrete temperatures at the time of
placement, small nominal aggregate size and rapid moisture 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 the homeowners' association should be made aware of the
importance of maintaining a constant level of soil moisture. Homeowners should be made
awaze 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 soil moisture change. Since deep
and repeated soil moisture change can damage the adjacent structure, placement of planters
' adjacent to foundations or other sensitive hardscape, such as pools and spas, should be
disc~uraged 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
shouid be expected. However, this movement typically does not cause structural damage,
but will cause such things as stucco cracking and dry wall separation.
~ 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~greater
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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
differential settlement. The potential for distress to such improvements may be mitigated by
, providing a deepened footing ar a pier and grade-beam foundation system to support the
improvement. The deepened footing should meet the setback as described above.
Modifications 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
Structttres should be designed as required by provisions of the California Building Code
, (CBC) for Seismic Zone 4 and state-of-the-art seismic design parameters of the Structural
Engineers Association of California. This site is located with CBC Seismic Zone 4. Seismic
design parameters in accordance with the 2001 CBC are presented below.
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' Seismic Source Type = B
Near Source Factor, Na = 13
Neaz Source Factor, N~ = 1.6
' Soil Profile Type = Sp
Horizontal Peak Ground Acceleration = 0.75g
(10% probability of exceedance in 50 years)
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Because of the presence of active faulting in the northern portion of the site, a sriuctural
setback was established (RBF, 2006). The setback area is potentially subject to ground
rupture in the event of a seismic event on the Wildomaz Fault. Utility lines witlun the
setback area should be designed in consideration of the potential for displacement due to
seismic activity. The use of flexible couplings and automatic shut-off valves should be
considered.
5.5 Corrosion
Laboratory tests indicate the finish subgrade soils at Tract 23992 have a negligible
concentration (less than 0.1 percent by weight) of soluble sulfates (per Table 18-I-B of
CBC, 2001). Accordingly, concrete should be designed in accordance with Table 19-A-4
of the CBC for a soil with a negligible sulfate exposure.
Laboratory testing of near finish grade soils within the subject lots indicates that the
corrosivity effect of chlorides in the site soils is negligible.
Minimum resistivity testing indicated that the finish subgrade soils at Tract 23992 have
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moderate potential for corrosion to exposed fenous metals. If buried metal improvements
(e.g., pipes, hold-downs, etc.) aze planned, a qualified conosion consultant should be
consulted for corrosion protection recommendations. Test results for corrosion potentials
aze presented in Appendix C.
5.6 Lateral Earth Pressures and Retaining Wall Design 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 3(rear of text). The onsite
wall excavation materials should be reviewed by the geotechnical consultant prior to use as
wall backfill.
Embedded structural wa(ls 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
shear strength of the soil cannot be mobilized and the earth pressure will be higher. Such
walls shouid be designed for "at rest" conditions. If a structure moves toward the soils, the
resulting resistance developed by the soil is the "passive" resistance.
The equivalent fluid weights of Table 3 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. Ail retaining wali structures should be provided with appropriate drainage and
waterproofing. The outlet pipe should be sloped to drain to a suitable outlet. Typical wall
drainage design is illustrated in Figure 2.
Lateral passive pressures may be determined using the values provided in Tab(e 3. In
combining 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 overturning and sliding.
Foundations for retaining walls in competent formational soils or properly compacted fill
should be embedded at least 18 inches below the lowest adjacent finish grade. At this
depth, an allowable bearing capacity of 2,250 psf may be utilized. The bearing capacity
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' may be increased by 250 psf for each additional six inches of embedment to a maacimum of
4,000 psf.
' Wall backcut excavations less than 4 feet in height can be made near verticaL For backcuts
greater than 5 feet in height, the backcut shouid 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 walis. 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 are greater than 5 feet (exposed;
~ retained earth) or that may present a life/safery hazard during strong ground shaking, the
lateral earth pressures should be increased by a seismic surcharge (seismic increment) in
, general accordance with chapter 16 of the 2001 CBC. The location, distribution and
magnitude of this surcharge will be provided if such walls are proposed. The design of
walls with such seismic increment should achieve a factor of safety between 1.1 and 1.2
' when evaluating stability (sliding and overturning) of the wall (NAVFAC DM7.02).
5.7 Concrete Flatwork
' Expansive soils are known to exist onsite and therefore concrete flatwork should be
designed and constructed with the anticipation of expansive soil related distress. Closer
' spacing of crack control joints, reinforcement and keeping the flatwork subgrade at or
above optimum moisture prior to the placement of concrete may minimize cracking and
differential movement.
' City of Temecula Standard No. 401 "Sidewalk and Curb" specifies aggregate 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.
~ 5.8 Control of Surface Water and Drainaqe 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 syst~ here
,
' - ia - Leighton
~~
,
,
111442-006
March 12, 2007
, necessary, drainage paths may be shortened by use of area drains and collector pipes and/or
paved swales. Eave gutters also help reduce water infiltration into the subgrade soils if the
downspouts are properly connected to appropriate outlets.
, Planters with open bottoms adjacent to buildings should be avoided, if possible. Planters
should not be designed adjacent to buildings unless provisions far drainage, such as catch
, basins and pipe drains, aze made. No ponding of water from any source (including
inigation) 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 areas where no such condition previously existed. This is particularly true where
a substantial increase in surface water infiltrarion resulting from site irrigation occurs.
' Mitigation of these conditions should be performed under the recommendations of the
geotechnical consultant on a case-by-case basis.
, 5.9 Graded Slopes
' 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.
, 5.10 Irriaation. Landscaainn 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 irrigation 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 large graded slopes adjacent to open space
areas, we recommend native plant species be utilized and that irrigation be utilized only
' until plants aze well estabiished. At that time, irrigation could be significantly reduced.
, Upon sale of home sites, maintenance of the home sites and common areas by the
homeowners and homeowner'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.
i
.
1 ~ ~~,
' - is - Leighton
111442-006
March 12, 2007
5.11 Post-Gradina Geotechnical 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 subgrade soils should be performed by the geotechnical consultant
prior to the pouring of concrete:
-16-
~
Leighton
Z~
, 111442-006
March 12, 2007
~
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 guarantee the contractor's wark, 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, the contractor's 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 prepared for Pulte Home Corporation, 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 Pulte Home Corporation, with whom Leighton conuacted for the work. Use of
or reliance on this report by any other party is at that party's risk. Unautharized 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, regardless of any
fault, negligence, or strict liability of Leighton and Associates.
,
,
'
1
,
,
'
'
~
'
' -1~ - Leighton
Z~
'
SUBDRAIN OPTIONS AND BACKFILL WHEN NATIVE MATERIAL HAS EXPANSION INDEX OF 5S0
,
L~
'
'
OVTION 1: PIPE SURROUNDED WIfH
' CLASS 2 PERMEABLE MATERUil.
WITH PROPER
SURFACE DRAINAGE
SLOPE
OR LEVEL
12"
NATIVE
WATERPROOFiNG
(SEE GENERAL NOTES)
~
12" M[NIMUM
WEEP HOLE
~ (SEE NOiE 5)
LEVEL OR
SLOPE
,
,
,
,
'
~J
'
,
'
,
'
~I
u
GENERAL NOTES:
CLA55 2 PERMEA9LE
FILTER MATERIAL
(SEE GRADATION)
41NCH DL4METER
PERFORATED P1PE
(SEE NOTE 3)
OPTION 2: GRAVEL WRAPPED
IN FILTER FABRIC
WITH PROPER
SURFACE DRAINAGE
SLOPE
OR LEVF
12"
, . NATIVE
WATERPROOFING r.
(SEE GENERAL NOTES) _ .
12" MiNIMUM
~:
WEEP HOLE Ys ro l~h INa Aze6RaVEL
(SEE NOTE 5J , WqpppED IN RLTER FABRIC
ER
LEV0. OR
SLOPE
Qass 2 Flter Permeable Material Gradatlon
Per Gltrans Specifiwdons
Sleve Size Percent Passinq
1^ loo
3~q^ ~ 90-100
3~g^ 40-100
No.4 25-40
No. 8 IB-33
No.30 5-IS
No.50 0'~
No.200 0'3
* Waterproofing should be provided where moisture nuisance problem through the wall is undesirable.
* Water proofing of the wails is not under purview of the geotechnical engineer
* All drains should have a gradient of 1 percent minimum
*Outlet portion of the subdrain should have a 4-inch diameter solid pipe discharged into a suitable disposal area designed by the project
engineer. The subdrain pipe should be accessible for maintenance (rodding)
*Other subdrain bac~Il options are suhject to the review by the geotechnical engineer and modificadon of design parameters.
Notes:
1) Sand should have a sand equivaient of 30 or greater and may be densified by water jetting.
2) 1 Cu. ft. per ft of 1/4- to 1 1/2-inch size gravei wrapped in filter fabric
3) Pipe type should be ASTM D1527 Acrylonitrile Butadiene Styrene (ABS) SDR35 or AS'fM D1785 Polyvinyl Chloride plastic (PVC), Schedule
40, Armco A2000 PVC, or approved equivalent. Pipe should be installed with perforations down. PerforaGons should be 3/8 inch in diameter
placed at the ends of a 1Z0-degree arc in hvo rows at 3-inch on center (staggered)
4) Filter fabric should be Mirafi 140NC or approved equivalent
5) Weephole should be 3-inch minimum diameter and provided at 10-foot maximum intervals. If exposure is permitted, weepholes should be
located 12 inches above finished grade. If exposure is not permitted s~ch as for a wall adjacent to a sidewalk/curb, a pipe under the sidewalk
to be discharged through the curb face or equivalent should be provided. For a basement-type wall, a proper subdrain outlet system should be
provided.
6) Retaining wall plans should be reviewed and approved by the geotechnical engineer.
7) Walls over six feet in height are subjec[ to a special review by the geotechnical engineer and modifications to the above requirementr.
RETAINING WALL BACKFILL AND SUBDRAIN DETAIL ~
FOR WALLS 6 FEET OR LESS IN HEIGHT 1~ ~-~j
WHEN NATIVE MATERIAL HAS EXPANSION INDEX OF <50 Leighton
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111442-006
March 12, 2007
TABLE 2
Minimum Post-Tensioned Foundation Design Recommendations
Expansion Potential (CBC 18-2)
Design Criteria Low Medium
EI= 21-50 EI= 51-90
Edge Moisture Center Lifr: 5.5 feet
Variation, em Edge Lift: 3.0 feet
Differential Center Lift: 1.5 inches 2.4 inches
Swell, ym Edge Lift: 0.4 inches 0.8 inches
Modulus of Subgrade Reaction (k) 125 psi/in 125 psi/in
Minimum Perimeter Footing 12 inches 18 inches
Embedment Depth
10 mil visqueen (or equivalent over 2 inches of
Underslab Treatment sand)
Presoaking See Table 1
(1)
~~)
(3)
(4)
(5)
Depth of exterior footing to be measured from lowest adjacent finish grade or drainage swale
flowline elevation (less than 5 feet laterally from footi~g per code).
Living area slabs should be tied to the footings as directed by the structural engineer.
Detailing of expansion crack control joints for PT slabs per structural engineer.
Underslab treatme~t sand should have a Sand Equivalent of 30 or greater (e.g. washed concrete
sand).
The two inches of underslab treatment sand may be omitted on lots which possess a very low to
low expansion potential (see Table 1).
2°~
'
t
1
'
'
'
LJ
TABLE 3
Lateral Earth Pressuresl~4
For Ve Low to Low Ex ansive Soil Backfill
Equivalent Fluid Weight (pc~
Conditions
Level BackfillZ 2:1 Slope Backfill
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 project.
' 'Maximum passive pressure = 4000 psf, level conditions.
ive soil (EI= 0-50)
t
l
f
l
°A
.
ow
o
ow expans
ssumes use o
very
,
,
,
'
1
,
~
'
,
111442-006
March 12, 2007
i/-
A
•
31
' 111442-006
' March 12, 2007
' APPENDIX A
References
' Blake, T. F., 2000a, FRISKSP, Version 4.00 Computer Program, for Determining the
Probabilistic Horizontal Acceleration, User's Manual, 99pp.
' Blake, T. F., 2000b, UBCSEIS, Version 1.0, User's Manual far Evaluating the Seismic
Parameters in accordance with the 1997 UBC, 53 pp.
, Leighton & Associates, Inc., 1978, Geologic Seismic Investigation for Proposed Developments,
A Portion of Tract 3587, "The Plaza" and an Approximately 500-Foot Wide Parcel
' Southwest of the Intersection of Rancho California Road and Ynez Road,
Temecula, County of Riverside, California, Project No. 678043-01, dated March 7,
1978.Leighton & Associates, Inc., 1987, Engineering Geologic Investigation of
' Fauiting, Rancho Highlands, Tentative Tract No. 21760, Rancho California, County
of Riverside, California, Project No. 6862000-01, dated March 31, 1987.
t Leighton & Associates, Inc., 2005a, Supplemental Geotechnical Investigation, Rancho Highlands
II, Tract 23992, Lots 1, 2 and 3, City of Temecula, California, Project No. 111442-
, 003, dated May 16, 2005.
Leighton & Associates, Inc., 2005b, Supplemental Evaluation of Faulting, Maravilla Project Site,
, Tract 23992, City of Temecula, California, Project No. 111442-003, dated
December 8, 2005.
' Leighton & Associates, Inc., 2005c, Response to Riverside County Review Comments, City of
Temecula Case No. PA05-0167; Maravilla Project Site, Tract 23992, City of
Temecula, California, Project No. 111442-003, dated December 30, 2005.
' Leighton & Associates, Inc., 2006, Response to Riverside County Review Comments #3, Geo.
No. 1494, City of Temecula Case No. PA05-0167, Maravilla Project Site, Tract
' 23992, City of Temecula, California, Project No. 1 ll442-003, dated Mazch 2, 2006.
' Petra Geotechnical, Inc., 2001, Interim Geotechnical Report of Rough Grading, California
Highlands II, Parce] Map 23992, Southwest of Rancho California Road and Ynez
Road, City of Temecula, Riverside County, California, JN. 510-99, dated Mazch
' 12, 2001.
Petra Geotechnical, Inc., 2002, Geotechnical Report of Rough Grading, Rancho California
' Highlands II, Pazcel Map 23992, Southwest of Rancho California Road and Ynez
Road, City of Temecula, Riverside County, California, JN. 510-99, dated March
15, 2002. ~
'
a-i Leighton ~
1
1
'
1
, '
1
'
1
,
, t
i ,
'
'
'
, '
,
'
'
'
References(continued
111442-006
March 12, 2007
Petra Geotechnical, Inc., 2003, Supplemental Geotechnical Investigation to Provide Remedial
Grading Recommendations, Tract 23992 (Rancho Highlands II), Southwest of
Rancho California Road and Ynez Road, City of Temecula, Riverside County,
California, J.N. 333-03, dated September 29, 2003.
RBF Consulting, Inc., 2006, Mazavilla Tract No 23992, Rough Grading and Erosion Control
Plan, phase A, dated September 20, 2006.
RBF Consulting, Inc., 2006, Mazavilia Tract No 23992, Rough Grading and Erosion Control
Plan, phase B& C, plotted October 26, 2006.
A-2
~
Leighton
3~
B
•
~
APPENDIX B
Explanation of Summarv of Field Densitv Tests
Test No. Test of Tes[ No. Test of
Prefix Tes[ of Abbrevia[ions Prefix Test of Abbrcviations
(none) GRADMG
Natural Gmu~d NG (SG) SUBGRADE
Original Ground OG (AB) AGGAEGATE BASE
Existing Fill EF (CB) CRUSHED BASE
Compacred ~ill CF (P6) PROCESSED BASE
Slope Face SP (AC) ASPHALT CONCRHTE
Finish Grade FG
(S) SEWER Curb C
(SD) STORM DRAIN Gutter G
(AD) AREA DRAIN Curb and Gutter CG
(W) DOMESTIC WATER Cmss Gutter XG
(RC) RECLAIMED WATER Streef ST
(SB) SUBDRAIN Sidewalk SW
(4) GAS Driveway D
(E) ELECTRICAL Driveway Appmach DA
(T) TELLPHONE Parking Lo[ PI.
(J) JORJT OTILITY Electric Box Pad EB
([) IRRIGAT[ON
Bedding Material B
Shading Sand 5
Main Backfill M
Laterai Backfill L
Cmssing X
Manhole MH
Hydrant Lareral HL
Catch Buin CB
Riser R
Imert I
Check Valve CV
Me[er Box MB
Junction Box JB
(RN~ RETAINRJG WALL (P) PRESATURATION
(CV~ CRIB WALL
(LW) LOFFELLWALL MoisNreCon[ent M
(SF) STAUCT FOOTING
Footi~g Bottom F (IT) MTERIOR TRENCH
Backfill 6
Wall Cell C Plumbing P
Elec[rical E
N represents nudear gauge tests that were perfortned in general accordance with most recent version of ASTM Test Methods
, D2922 and D3017
S represents sand cone tests [hat were perfortned in general acwrdance with most recent version of ASTM Tes[ Me[hod DI556
15A represents first re[est of Test No. 15
15B represents second retes[ oCTes[ No. 15 .
' "0" in T'es[ Eleva[ion Column represents [es[ wu [aken at the ground surfaw (e.g. finish grade or subgrade)
"-1" in Test Elevation Column represen[s [aken Lfoo[ below [he adjacent compac[ed fill subgrade, other depths no[ed as appmpria[e
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111442-006
March 12, 2007
APPENDIX C
Laboratorv Testinq Procedures and Test Results
Expansion Index Tests: The expansion potential of selected materials was evaluated by the
Expansion Index Test, ASTM test method D4829 or U.B.C. Standard No. 18-2. Specimens are
molded under a given compactive energy to approximately the optimum moisture content and
approximately 50 percent saturation or approximately 90 percent relative compaction. The
prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf
surcharge and are inundated with tap water until volumetric equilibrium is reached. The results
of these tests are presented in the table below.
' Note that the Expansion Index reported by the laboratory may diFfer from Leighton's
design recommendations. See Section 3.6, Section 5.2, and Table 1 for further information.
, Soluble Sulfates: The soluble sulfate contents of selected samples were determined by standard
geochemical methods, California Test Method 417. The test results aze presented in the table
below:
'
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,
,
'
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'
'
Soluble
Sample Expansion Expansion o Sulfate
Sample Description
Sulfate
(/o by
,
Location
Exposure
Index Potential
weight)
Lots 1-3 Brown silty, clayey SAND 37 Low <0.015 Negligible
Lots 4-6 Olive brown SILT 37 Low < 0.015 Negligibie
Lots 7-10 Olive brown silty SAND 0 Very Low < 0.015 Negligible
with trace gravel
Lots 11-13 Olive brown silty SAND ZZ Low < 0.015 Negligible
with trace gravel
Lots 14
20-22 Olive brown silty SAND 2~ Low < 0.015 Negligible
, and trace gravel
Lot IS-17 ~live brown silty lean 0 Very Low < 0.015 Negligible
CLAY
Lot 18-19 ILT with
Br~~ 1 56 Medium < 0.015 Negligible
sand
Lots 23-24 Brown clayey SAND with 49 Low < 0.015 Negligible
trace gravel
Lots 25-26 Brown silty SAND with ~ Very Low < 0.015 Negligible
trace gravel
Lots 27-28 Olive brown silty SAND 0 Very Low < 0.015 Negligible
with trace gravel
Lots 29-31 Brown silty, clayey SAND 30 Low < OA15 Negligible
Lots 32-35 Brown silry SAND 20 Very Low < 0.015 Negligible
Lots 36-38 Olive brown clayey SAND 51 Medium < 0.015 Negligible
with trace gravel
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111442-006
March 12, 2007
Sample
Sample Description Expansion Expansion Soluboe
Sulfate
(/o by Sulfate
Location Index Potential ,
N,eight) Exposure
Lots 39-41 Olive brown clayey SAND g5 Medium < 0.015 Negligible
with trace gravel
Lots 42-44 Olive brown silty SAND 2 Very Low < 0.015 Negligible
with trace gravel
Lots 45-46 Olive brown silty SAND 0 Very Low < 0.015 Negligible
with trace gravel
Lots 47-49 Olive brown silty SAND 17 Very Low 0.021 Negligible
with trace ravel
Olive brown well graded
Lots 50-52 SAND with silt and trace 0 Very Low <0.015 Negligible
ravel
Lots 53-55 Brown silty SAND with 0 Very Low < OA15 Negligible
trace gravel
Lots 56-57, Brown silty SAND with 20 Very Low < 0.015 Negligible
Rec Center trace gravel
Lots 58-59 Brown silty SAND with 6 Very Low < 0.015 Negligible
trace gravel
Lots 60-62 Brown silty SAND 10 Very Low 0.0165 Negligible
Lots 63-65 Brown SILT with sand 41 Low < 0.015 Negligible
Lots 66-67 Olive brown silty SAND 0 Very Low < 0.015 Negligible
with trace gravel
Lots 68-70 Brown silty lean CLAY 39 Low < OA 15 Negligible
with trace gravel
, Chloride Content, Minimum Resistivitv and pH Tests: Chloride content, minimum resistivity
and pH tests were performed in general accordance with California Test Methods 422 and 532.
These results are presented in this appendix.
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~
~
~
~
Sample
No Minimum
Resistivity(ohm-cm) Chloride
Content(ppm) Soil
pH
EI-1 3103 108 7.50
EI-10 3373 127 7.60
EI-19 2968 129 7.40
G2
111442-006
March 12, 2007
Laboratorv Testina (continued
Maximum Density Tests: The maximum dry density and optimum moisture content of typical
materials were determined in accordance with ASTM Test Method D1557. The soluble sulfate
content was determined by standard geochemical method, California Test Method 317. Plasticity
Index was determined by ASTM D4318. The results of these tests are presented in the table
below:
Soil Maximum Dry Optimum
Sample Description Moisture
Type Density (pc~ Content (%)
MD-1 Olive brown silty 121.5 12.0
MD-2 Brown silty SAND 128.5 10.0
Brown well graded SAND with silt and
MD-3
few gravel ~Z~ 5 10.0
MD-4 Pale brown silt with trace of clay 119.0 13.5
G3 ~
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March 12, 2007
O
APPENDIX D
~ Lot Maintenance Guidelines for Owners
0 Development areas, in general, and hillside lots, in particulaz, need maintenance to continue to
function and retain their value. Many owners are unawaze 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 aware of the importance of maintenance.
O Some governing agencies require hillside property 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
Q 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.
D However, once the lot is purchased, it is the buyer's responsibility to maintain these safety
features by observing a prudent program of (ot care and maintenance. Failure to make regular
inspection and maintenance of drainage devices and sloping areas may cause severe financial
a loss. In addition to their own property damage, they may be subject to civil liability for damage
occurring to neighboring properties as a result of his negligence.
0 The foilowing maintenance guidelines are provided far the protection of the owner's investment.
a a) Care should be taken that slopes, terraces, berms (ridges at crown of slopes) and proper lot e
drainage are not disturbed. Surface drainage should be conducted from the rear yard to the
street through the side yard, or alternative 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.
O 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, performance of the drainage system should be inspected.
Problems, such as gullying and ponding, if observed, should be corrected as soon as
O possible.
d) Any leakage from pools, water lines, etc. or bypassing of drains should be repaired as soon
~ as practical.
e) Animal bunows should be eliminated since they may cause diversion of surface runoff,
U promote accelerated erosion, and even trigger shallow soil flowage.
~
~ D-1
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March 12, 2007
0
fl Slopes should not be altered without expert consultation. Whenever a significant
a topographic modification of the lot or slope, is desired a qualified geotechnical consultant
should be contacted.
0 g) If the owner plans to modify cut or natural slopes aze proposed, an engineering geologist
should be consuited. Any oversteepening may result in a need for expensive retaining
devices. Undercutting of a toe-of-siope 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
'f
V consult a qualified soil engineer or an engineering geologist immediately.
i) The most common causes of slope erosion and shallow slope failures are as follows:
U
• Gross neglect of the caze and maintenance of the slopes and drainage devices.
~ • Inadequate and/or improper planting. (Barren azeas should be replanted as soon as
possible.)
U • Excessive ar insufficient irrigation or diversion of runoff over the slope.
~ j) Hillside lot owners should not let conditions on their property create a problem for their
neighbors
Coo
eration with nei
hbors could
t
bl
l
.
p
g
preven
pro
ems, promote s
ope stability,
adequate drainage, proper maintenance, and also increase the aesthetic attractiveness of the
~ community.
k) Owners should be aware of the chemical composition of imported soils, soil aznendments,
and fertilizers to be utilized for landscaping purposes. Some soils, soil amendments and
~ fertilizer can leach soluble su(fates, increasing soluble sulfate concentrations to moderate or
severe concentrations, negatively affecting the performance of concrete improvements,
U including foundations and flatwork.
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