HomeMy WebLinkAboutAsGradedRoughGrading(Feb.16,1999)
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Leighton and Associates
GEOTECHNICAL CONSULTANTS-
AS-GRADED REPORT OF
ROUGH GRADING,
CHARDONNAY HILLS, TRACT 28503,
LOTS I THROUGH 33,
TEMECULA, CALIFORNIA
February 16, 1999
Project No. 11871347-029_
Prepared For:
LENNAR HOMES
24800 Chrisanta Drive, Suite 200
Mission Viejo, California 92691
41769 ENTERPRISE CIRCLE N., SUITE 102
TEMECULA, CA 92590-5626
. (909) 676.0023 . FAX (909) 676.5123
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A GTGComp."",
Leighton and Associates
GEOTECHNICAL CONSULirANTS
January 16, 1999
Project NO.-11871347-029
To:
Lennar Homes
24800 Chrisanta Drive, Suite 200
Mission Viejo, California 92691
Attention:
Mr. Jim Flint
Subject:
As-graded Report of Rough Grading" Chardonnay Hills, Tract 28503, Lots I through
33, Temecula, California
; In accordance with your: request and authorization, Leighton and Associates, Inc. (Leighton), has provided
geotechnical services during rough-grading of Chardonnay Hills, Tract 28503, located in the City of
Temecula, California. The accompanying report summarizes our observations, field and laboratory test
results and the geotechnical conditions encountered during the rough grading of Lots 1 through 33.
If you have any questions regarding this report, please do not hesitate to contact this oftice, we
appreciate this opportunity to be of service.
Respectfully submitted, /{@ED~~
J/cS- "f\T F. " 0,.., \~
!/_<v o~"" .~.\j/ J
LEIGHTON AND ASSOCIATES, INC,i,<<- q: No.1921 11 ~
, . CERTIFIED I
\\ ~ ENGINEERING *' j
--1 / -~ / '}, '\'t' GEOLC4J
C /.LJfb "/ /f ~~~
Robert F. Riha, CEG 1921 (Exp. 02/29/00) Sanjay Govil, Ph.D., P
Senior Project Geologist/Oftice Manager Senior Project Engineer
RFR/SG/dlm
Distribution:
(4) Addressee
(6) Jobsite; Attention: Mr. Norm Gassman
41769 ENTERPRISE CIRCLE N., SUITE 102
T Eo M E C U LA, C A ,9 2 5 9 0 - 5 6 2 6
( 9 0 9) 6 7 6 - 0 0 2 3 '. FAX (9 0 9) 6 7 6 . 5 1 2 3
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11871347-029
TABLE OF CONTENTS
Section
Pa2e
1.0 INTRODUCTION................................................................................................
2.0 SUMMARY OF ROUGH GRADING OPERATIONS.................................................... 2
2.1 Site Preparation and Removals ............................................................................ 2
2.2 Fill Placement.. ...... .... ....................................................................... ..... ......... 2
2.3 Cut/Fill Transition Pads.....................:............................................................... 2
2.4 Field Density Testing.................................................................... ......... ..... ...... 3
2.5 Laboratory Testing...... ................................................... ................. ...... ........... 3
3.0 ENGINEERING GEOLOGIC SUMMARY ...................................................................4
3.1 As-Graded Geologic Conditions .......:.... ............. ............................... ........ ....... ......4
3.2 Geologic Units........ ................ .............................................................. ............4
3.2.1 Undocumented Fill (Afu).............................................................................. 4
3.2.2 Documented Fill by Others (Afo).................................................................... 4
3.2.3 Younger Alluvium (Qal). ............................................................. ....... .......... 4
3.2.4 Older Alluvium (Qoal)...................... ..................................... ....... ........ ....... 4
3.2.5 Pauba Formation (Qp) .................................................................................4
3.3 Geologic Structure and Faulting.......... ........................................................ ........... 4
3.4 Landslides and Surficial Failures............................................................................ 5
3.5 Ground Water .................. ...... ............... ......... ........... ........ ......... ......... .............. 5
3.6 Expansion Testing of Finish Grade Soils ................ ............................ ........ ....... .......5
3.7 Soluble Sulfate Testing of Finish Grade Soils ......................... ............. .............. ........ 5
4.0 CONCLUSIONS ........... .............. ...................................... .....................................6
4.1 General.. .......... ........... ...... ..... ............ ........... .......... ..... ............... ...... ....... ....... 6
4.2 Summary of Conclusions ........... ...................................... ................ ....................6
5.0 RECOMMENDATIONS .......................................................................................... 7
5.1 Earthwork. ................ ......... ..... ........... .......... ........... ...... .............. ....... ...... ........7
5.1.1 Excavations ............ ............ .......................................... ........... ....... ..........7
5.1.2 Backtill, Fill Placement and Compaction.......................................................... 7
5.2 Foundation and Structure Design Considerations ........................................................ 7
5.2.1 Conventionally-Reinforced Foundations...................... ................ ............. ......... 7
5.2.2 Moisture Conditioning.. ........... ............... .............. ...... ............ .....................8
5.2.3 Foundation Setback from Slopes.................. ........... .................................. ......9
5.2.4 Structure Design..... .................... ......... .............................................. ........ 9
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11871347-029
TABLE OF CONTENTS (continued)
5.2.5 Concrete Type ......... ................... .............. ........................... ..... ...... ........... 9
5.3 Lateral Earth Pressures and Retaining Wall Design Considerations ................................ 9
5.4 Concrete Flatwork................... ...... ......... ................ .... ................. ...... ...... ...... ... 10
5.5 Control of Surface Water and Drainage Control....................................................... 10
5.6 Graded Slopes................................................................................................. II
5.7 Irrigation, Landscaping and Lot Maintenance .......................................................... II
5.8 Construction Observation and Testing .....................'............ ......:.......................... II
Accompanyin2 Fi2Ures. Tables. Plates and ADDend ices -
Fi2Ures
Figure I - Site Location Map
Figure 2 - Retaining Wall Drainage Detail
Rear of Text
Rear of Text
,Tables
ITable I -
Summary of Finish Grade Soil Expansion Potential and
Presoaking Recommendations
Minimum Foundation and Slab Design Recommendations
Lateral Earth Pressures
Rear of Text
Rear of Text
Rear of Text
:Table 2 -
:Table 3 -
Plates
Plates 1 and 2 - As-Graded Geotechnical and Density Test Location Map
In Pocket
'ADDendices
Appendix A - References
Appendix B - Summary of Field Density Tests
'Appendix C - Laboratory Testing Procedures and Test Results
'Appendix D - Lot Maintenance Guidelines for Homeowner
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11871347-029
1.0 INTRODUCTION
: In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has
performed geotechnical observation and testing services during the rough-grading operations of Lots I
through 33 of Tract 28503.
; This as-graded report summarizes our geotechnical observations, field and laboratory test results and
the geotechnical conditions encountered during the rough-grading of Tract 28503. In addition, this
report provides conclusions and recommendations for the proposed residential development of Lots I
through 33.
The 40-scale grading plans for Tract 28503 (May Group, 1998) was utilized as a base map to present
:the approximate locations of the field density tests. The Density Test Location Map is presented as
Plates I and 2 and are located in the pocket at the rear of this report.
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11871347-029
2.0 SUMMARY OF ROUGH-GRADING OPERATIONS
The current rough grading operations for Tract 28503 began in November 1998, and is essentially
complete as of the date of this report. Nelson & Belding performed the grading operations under the
,geotechnical observation and testing services of Leighton. Our field technician and geologist were
onsite on a full-time and as-needed basis, respectively, during grading operations. Grading operations
,included the preparation of areas to receive fill, removals of compressible materials, scaritication,
moisture-conditioning and placement of compacted fill soils.
2.1 Site PreDaration and Removals
Prior to grading, the areas of proposed development were stripped of surface vegetation and debris
and these materials were disposed of offsite. Removals of unsuitable and potentially compsessible
soils including undocumented fill, porous alluvial soils, and weathered formational materials were
made to competent formational or existing till material. Removals and lot processing were
performed in accordance with the recommendations of the project geotechnical reports (Appendix
A) and geotechnical recommendations made during the grading operations.
2.2 Fill Placement
After removing compressible materials and processing any area to' receive fill, native soil was
generally spread in 4" to 8-inch lifts, moisture-conditioned- as needed to attain a near-optimum
moisture content, and compacted to at least 90 percent of the maximum dry density in accordance
with ASTM Test Method DI557-91. Compaction was achieved by use of heavy-duty construction
equipment. Areas of fill in which field density .tests indicated less than 90 percent relative
compaction, or the soils exhibited nonuniformity and/or inadequate moisture content were
reworked, recompacted and retested until a minimum 90 percent relative compaction and near-
optimum moisture content was achieved.
2.3 Cut/Fill Transition Pads
As depicted on the As-Graded Geote~hnical and Density Test Location- Map (Plates 1 and 2) and
encountered during grading, cut/fill transition was created during site rough grading on Lots
5,6,9,19,20 and 21. The cut portions of these lots were overexcavated a minimum of 3 feet below
tinish pad grade. Overexcavation of the building pad was performed to minimize the till depth
differential and provide more uniform subgrade soils beneath the proposed structures.
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11871347-029
2.4 Field Densitv Testin2
Field density and moisture determination testing were performed using the nuclear gauge method
(ASTM Test Methods D2922 and D30l7, respectively). The approximate test locations are shown
on the As-Graded Geotechnical and Density Test Location Map (Plates I and 2). The results of
the field density tests are summarized in Appendix B.
2.5 Laboratorv Testing
Laboratory maximum dry density, expansion index and soluble sulfate tests of representative
onsite soils were performed in general accordance with ASTM Test Method DI557-91, UBC Test
Method 18-2 and CTM 417 respectively. The laboratory test results and a description of the
laboratory test procedures are presented in Appendix C.
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11871347-029
3.0 ENGINEERING GEOLOGIC SUMMARY
3.1 As-Graded Geol02ic Conditions
The as-graded conditions encountered during rough grading of the subject lots and streets were
essentially as anticipated. A summary of the geologic conditions, including geologic units,
geologic structure and faulting is presented below.
3.2 Geol02ic Units
The geologic units encountered during rough grading of Tract 28503 consisted of existing
undocumented fill soils, younger alluvium, older alluvium, and the Pauba _ Formation.
Undocumented fill and younger alluvium were remo\,ed to competent formational material, then
scarified and moisture-conditioned prior to fill placement and compaction. The geologic units
encountered during the grading operations are discussed below.
3.2.1 Undocumented Fill (Afu) -- Undocumented fill soils were observed along the southern
limits of the site and may have been associated with the grading of La Serena Way. These
soils were completely removed in the area of grading or proposed structures.
3.2.2 Documented Fill by Others (Afo) - Existing fill soils placed under the observation and
testing by others was encountered along La Serena Way and the adjacent development to
the north and the adjacent school on the southwest.
3.2.3 Youn2er Alluvium (Oal),-- Alluvial deposits were confined to the bottom of the drainage
swales which drain the site. This unit consists of bmwn, loose to medium dense fine to
coarse sands and silty fine to coarse sands. Alluvium was removed in areas of grading or
proposed structures.
3.2.4 Older Alluvium (Goal) -- Older alluvial deposits are generally thicker and are characterized
by older slope wash deposits and stream deposits along bottoms and flanks of canyons. The
older deposits consist primarily of silty fine to coarse sands with traces of gravel.
3.2.5 Pauba Formation (00) --The Quaternary-aged Pauba Formation underlies the existing till
and alluvial soils in the subject tract. The Pauba Formation consists of dense to very
dense, silty fine- to coarse-grained sandstone and minor sandy siltstone.
3.3 Geol02ic Structure and Faultin2
Based on our geologic observations during site grading and our professional experience on
adjacent sites, bedding on site is generally flat lying to slightly dipping northeast to northwest.
Although bedding is generally inclined northeast to northwest, local variations indicate that slight
folding has occurred in the area. No faulting 01' indications of faulting were observed during this
phase of grading operations.
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11871347-029
3.4 Landslides and Surficial Failures
Based on our review of the project geotechnical reports (Appendix A) and our geologic
observations during the current grading operations, there is no indication of landslides or other
significant surficial failures within the subject tract.
3.5 Ground Water
Ground water was not encountered during this phase of grading operations. Some minor moisture
was observed in the area of the proposed cut slope at the rear of Lots 6 and 7. A replacement fill
was constructed with a subdrain to collect any future seepage. Subdrains were not required in the
canyons or c1eanout areas. However, unforeseen conditions may occur after the completion of
grading and establishment of site irrigation and landscaping. "Perched" water could collect on a
strata of loss permeable fill or formational material creating what may appear to be shallow ground
water. If this condition should occur, mitigation may be required by the homeowner, on a case-
by-case basis.
'3.6 Expansion Testin2 of Finish Grade Soils
Expansion index tests were performed on representative finish grade soils on Lots 1 through 33.
The test results indicate the finish grade soils on the lots have a very low to medium expansion
potential per the Uniform Building Code (UBC) criteria. The test results and procedures are
presented in Appendix C. The expansion index test results are summarized for each lot on Table 1
(presented at the rear of the text).
3.7 Soluhle Sulfate Testin2 of Finish Grade Soils
Soluble Sulfate testing of representative near surface soils was performed. The test results indicate
the finish grade soils have a negligible to moderate concentration of soluble sulfates. The sulfate
content test results are also presented in Appendix C.
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11871347-029
4.0 CONCLUSIONS
4.1 General
Rough-grading of Tract 28503. Lots I through 33 and associated roadways and slopes were
performed in general accordance with the project geotechnical reports, geotechnical
recommendations made during grading and the City of Temecula's requirements. It is our opinion
that the subject tract is suitable for its 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. Due to the erosion
susceptible soils and hillside nature of the project, ongoing maintenance of slopes and drainage
facilities is one of the most important factors in reducing the risk of future soil-related distress.
4.2 Summarv of Conclusions
.
Geotechnical conditions encountered during rough grading were generally as anticipated.
.
Potentially compressible existing undocumented fill soils and dry younger ~ alluvial material were
removed to competent material prior to fill placement during the rough-grading operations.
.
Fill soils were derived from onsite soils. Based on our testing, fill soils met the required
90 percent relative compaction (based on ASTM Test Method D 1557) and a near-optimum
moisture content in accordance with the recommendations of the project geotechnical reports
and the requirements of the City of Temecula.
.
The expansion potential of the finish grade soils on Lots I through 33 is in the very low to
medium range (per UBC l8-I-B). The potential for sulfate attack to concrete is considered
negligible to moderate (see Appendix C).
.
The potential for ground-surface rupture on the site due to a seismic event is considered to be
low to nil; however, strong ground shaking should be expected during the life of the
structures. The standard design of structures to meet the seismic design requirements of the
current Uniform Building Code (UBC), Seismic Zone 4, will be required.
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11871347-029
5.0 RECOMMENDATIONS
5.1 Earthwork
We anticipate that future earthwork at the site will consist of finish grading of the building pads,
trench excavation and backfill, preparation of street subgrade, and placement of aggregate base and
asphalt concrete pavement. We recommend that earthwork on the site be performed in accordance
with the following recommendations and the City of Temecula's grading requirements.
5.1.1 Excavations -- Due to the relatively high density characteristics and current moisture
condition of the onsite soils, temporary excavations, such as utility trenches with vertical
sides in the onsite soils to depths of 5 feet of less, should remain generally stable for the
period required to construct the utility. However, the contractor should guard against local
areas where dryer or more cohesionless soils may cause trench wall revelling or instability.
In accordance with OSHA requirements, excavations between 5 and 15 feet in depth
should be shored or laid-back to inclinations of 1: I (horizontal to vertical) if workers are to
enter such excavations.
5.1.2 Backfill. Fill Placement and Comoaction -- All backfill or fill soils should be brought to
near-optimum moisture conditions and compacted in uniform lifts to at least 90 percent
relative compaction based on the laboratory maximum dry density (ASTM Test Method
DI557-9l). The optimum lift thickness required to produce uniform compaction will
depend on the type and size of compaction equipment used. In general, the onsite soils
should be placed in lifts not exceeding 8 inches in compacted thickness.
'5.2 Foundation and Structure Desi2n Considerations
The proposed foundations and slabs of the single-family residential structures may be designed as
conventional foundations/slab systems in accordance with structural considerations and
recommendations presented herein. Soils ranging from very low to medium expansion and
negligible to moderate potential for sulfate attack to cement in contact with onsite soils have been
placed on the lots within the tract.
5.2.1 Conventionallv-Reinforced Foundations -- Conventionally-reinforced foundations and slabs
should be designed and constructed in accordance with the recommendations contained in
Table 2 based on the expansion potential of each lot. Based on the expansion testing of the
finish grade soils during grading, the soils on the subject lots have a very low to medium
expansion potential (an expansion index between 0 and 90 per UBC 18-I-B, see Table 1).
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11871347-029
The vapor barrier as recommended in Table 2 should be sealed at all penetrations and laps.
Moisture vapor transmission may be additionally reduced by use of concrete additives.
Moisture barriers can retard but not eliminate moisture vapor movement from the
underlying soils up through the slabs. We recommend that the floor-covering installer test
the moisture-vapor.flux rate prior to attempting applications of the flooring. "Breathable"
floor coverings should be considered if the vapor flux rates are high. 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.
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 temperature 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. Crackinf 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.
Conventional footings may be designed for an allowable bearing capacity of 2,000 psf for a
continuous footing 12 inches wide and 12 inches deep or isolated pad footing 24 inches square.
aild 12 inches deep. The above bearing capacity values are based on a total and differential
short-term settlement of 3/4 and 1/2 inch, respectively. Short-term settlement is anticipated to
occur upon application of the footing load or shortly thereafter.
The slab subgrade soils underlying the conventional foundation systems should be presoaked as
indicated in Section 5.2.2 prior to placement of the moisture barrier and slab concrete.
Conventional footing/slab systems may be enhanced by structurally tieing the slabs-on-
grade to the perimeter and interior footings as directed ~y the structural engineer. The slab
and footings may be poured monolithically to further unitize the system.
Moisture Conditionin2 -- The'slab subgrade soils underlying the foundation/slab systems
should be thoroughly moistened in accordance with the recommendations presented in
Table 2 and summarized lot-by-Iot on Table I (presented at the rear of text) prior to
placement of the moisture barrier and slab concrete. The subgrade soil moisture content
should be checked by a representative of Leighton prior to slab construction.
Moisture-conditioning may be achieved in a number of ways. But based on our
professional experience, we have found that initial flooding and minimizing the moisture
loss on pads that have been completed (by periodic wetting to keep the upper portion of the
pad from drying out) and/or berming the lot and tlooding for a short period of time (days)
are some of the more efficient ways to meet the presoaking recommendations. If tlooding
is performed, a couple of days to let the upper portion of the pad dry out and form a crust
so excavation equipment can be utilized should be anticipated. Alternatively, tlooding of
the slab areas may be performed after pouring foundations, prior to placement of
sand/moisture barrier system.
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5.2.3 Foundation Setback from SloDes -- We recommend a minimum horizontal setback distance
from the face of slopes for all structural footings (retaining walls, building footings, etc.).
This distance is measured from the outside bottom edge of the footing horizontally to the
slope face and should be a minimum of H/2, where H is the slope height (in feet). The
setback should not be less than 7 feet and need not be greater than 10 feet. Please note that
the soils within the structural setback area possess poor lateral stability and improvements
(such as retaining or garden walls, sidewalks, fences, pavements, etc.) constructed within
this setback area may be subject to lateral movement and/or differential settlement.
Potential distress to such improvements may be mitigated by providing a deepened footing
or a pier and grade-beam foundation system to support the improvement. The deepened
footing should meet the setback as described above.
5.2.4 Structure Desi2n -- Structures should be designed as required by provisions of the Current
Uniform Building Code (UBC) for Seismic Zone 4. .
5.2.5 Concrete Type -- Laboratory tests_ indicate the near surface soils have a negligible to
moderate concentration of soluble sulfates. Accordingly, concrete in contact with earth
materials should be designed in accordance with Table 19-A-4 of the Uniform Building
Code (UBC, 1997) for a soil with moderate sulfate concentration.
5.3 Lateral Earth Pressures and Retainin2 Wall Design Considerations
The recommended lateral pressures for the site soil and level or sloping backtill are presented on
Table 3.
Embedded structural walls should be designed for lateral earth pressures exerted on them. The
magnitude of these pressures depends on the amount of deformation that the wall can yield under
load. If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed
for "active" pressure. If the wall cannot yield under the applied load, the shear strength of the soil
cannot be mobilized and the earth pressure will be higher. Such walls should be designed for "at
rest" conditions. If a structure moves toward the soils, the resulting resistance developed by the
soil is the "passive" resistance.
For design purposes, the recommended equivalent fluid pressure for each case for walls founded
above the static ground water and backfilled with soils of very low to low expansion potential is
provided in Table 3. The equivalent tluid pressure values assume free-draining conditions. If
conditions other than those assumed above are anticipated, the equivalent fluid pressure values
should be provided on an individual-case basis by the geotechnical engineer. Surcharge loading
effects from the adjacent structures should be evaluated by the geotechnical and structural
engineer. All retaining wall 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.
For sliding resistance, the friction coefticient of 0.35 may be used at the concrete and soil
interface. 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
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11871347-029
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 pressure. 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.
Wall backcut excavations less than 5 feet in height can be made near vertical. For backcuts
greater than 5 feet in height, but less than 15 feet in height, the backcut should be flattened to a
gradient of not steeper than I: I (horizontal to vertical) slope inclination. For backcuts in excess of
15 feet in height, specific recommendations should be requested from the geotechnical consultant.
The granular and native backfill soils should be compacted to at least 90 percent relative
compaction (based on ASTM Test Method DI557-9l). The granular fill 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 or local areas of dry, more granular soils may result in some localized
slope instability.
Foundations for retaining walls in competent formational soils or properly compacted fill or local
areas of dry, more granular soils should be embedded at least 18 inches below lowest adjacent
grade. At this depth, an allowable bearing capacity of 2,300 psf may be assumed.
'5.4 Concrete Flatwork
In order to reduce the potential for differential movement or cracking of driveways, sidewalks,
patios, or other concrete flatwork, welded wire mesh reinforcement consisting of 6x6-IO/l 0 or
No.3 rebars at 24 inches on center (each way) is suggested along with keeping pad grade soils at
an elevated moisture content.
5.5 Control of Surface Water and Draina2e 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 or drainage path at a gradient of at least I percent. Where
limited by 5-foot side yards, drainage should be directed away from foundations for a minimum of
3 feet and into a collective swale or pipe system. Where necessary, drainage paths may be
shortened by use of area drains and collector pipes and/or paved swales. Eave gutters also help
reduce water intiltration 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 for drainage, such as catch basins and pipe
drains, are made. No ponding of water from any source (including irrigation) should be permitted
onsite as moisture infiltration may increase the potential for moisture-related distress. Experience
has shown that even with these controls for surface drainage, a shallow perched ground-water or
subsurface-water condition can and may develop in areas where no such condition previously
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11871347-029
existed. This is particularly true where a substantial increase in surface-water infiltration resulting
from site irrigation occurs. Mitigation of these conditions should be performed under the
recommendations of the geotechnical consultant on a case-by-case basis.
,5.6 Graded Slopes
It is recommended that all graded slopes within the tract 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 tine grading and construction.
Retaining structures to support graded slopes should be designed with structural considerations and
appropriate soil parameters provided in Section 5.3.
5.7 Irri2ation. Landscapin2 and Lot Maintenance
Site irrigation should ba controlled at all times. We recommend that only th_e 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 tl1llt 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
are well established. At that time, irrigation could be significantly reduced.
Upon sale of homesites, maintenance of lots 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.
5.8 Construction Ohservation and Testin2 '
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
sub grade soils should be performed by the geotechnical consultant prior to the pouring of
concrete. Foundation design plans should also be reviewed by the geotechnical consultant prior to
excavation.
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/iC/N/T'( MAP
NOT TO SCALE
SITE LOCATION MAP
Bas e Map: May Group, 1998, Chardonnay Hills Rough Grading Plans,
40-Scale, Temecula, California, September 1998.
Chardonnay Hills
Tract 28503 - Lots 1-33
TemecuJa, California
Project No.
11871347-029
rn~
1040 889
Figure Nr. 1
Date
2-16-99
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RET AINING WALL
WALL WATERPROOFING
PER ARCHITECT'S
SPECIFICA TIONS
FINISH GRADE
SOIL BACKFILL, COMPACTED TO
90 PERCENT RELATIVE COMPACTION*
-'::-'::~-'::-=-'::-'::-'::::t1~f~-'::-'::-=::t-'::-'::-'::~-,::--~ -
~~i~!!!!!U~11~~=-- -
rin'_-:~-l-~~::t~~~~F' , , '
I ~€'E~L~'pO 1!~!~~:FtL TER ~ABRIC ENVELOPE
0' :=-:=-:=-:= (MIRAFt 140N OR APPROVED
I " '0, ~~~j EOUIV ALENT) ** _
o () -:...-::...-:...-:
o -:...-:...-:...-: _ _
I, ': ~1~314'-1-1I2' CLEAN GRAVEL**' -
1.0 7,' _olfii~:.----- 4' (MIN'),DIAMETER PERFORATED
o . 0 =-__:=-: PVC PIPE (SCHEDULE .010 OR
I . ci=i=i=: EOUIV ALENT) WITH PERFORATIONS
. . 0, i=i=i=: ORIENTED DOWN AS DEPICTED
rso 0 0 --.:.:-= MINIMUM 1 PERCENT GRADIENT
o J" nu TO SUITABLE OUTLET
o
- - - - -
---------------~-------------_.
------------------------------
------------------------------
---:-====::=::=::=::=:::<;0-1.4 p;' C TEO - FILLf~~~~~~
-------------------------.
-----------------------
--------------
-------------
~,-
~ill_!!~ ( [[ 3' MIN.
NOT TO SCALE ' ~ COMPETENT BEDROCK OR MATERIAL
AS EVALUATED BY THE GEOTECHNICAL
CONSULTANT
W ALL FOOTING
-\11
SP!:C:FICATIONS FOR CALTRANS
CLASS 2 P!:RMEABLE MATERIAL
U.S. Standard
Sieve Size
~ P3ssina
I"
3/4l!
3/3"
No. 4
NO.3
I~jo. 30
,'10. :0
:10. 200
100
90 -100
40-:00
25-JO
18-22
:::-.:.~
0-;
0-2
Sana ::auivaient>75
*BASED ON ASTM D1557
* * IF CAL TRANS CLASS 2 PERMEABLE MATERIAL
(SEE GRADATION TO LEFT) IS USED IN PLACE OF
314'-1-112" GRAVEL, FILTER FABRIC MAY BE
DELETED. CAL TRANS CLASS 2 PERMEABLE
MA TERIAL SHOULD BE COMPACTED TO 90
PERCENT RELATIVE COMPACTION *
NOTE:COMPOSITE DRAINAGE PRODUCTS SUCH AS M1RADRAIN
OR J-DRAIN MAY BE USED AS AN ALTERNATlVE TO GRAVEL OR
CLASS 2.INSTALLATlON SHOULD BE PERFORMED IN ACCORDANCE
Vv1TH MANUFACTURER'S SPECIFlCATlONS.
Project No.
Scale
Engr.lGeol.
Ora fled By
Date
11871347-029
[][}]
RETAINING WALL
DRAINAGE DETAIL
BLUEPRINT SOURCE & SUPPLY 165263
SGIRFR
2-16-99
1042 889
Rgure No.2
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11871347-029
Table I
Tract 28503
Summary of Finish Grade Soil Expansion Potential and Presoaking Recommendations
Lot Number Expansion Potential Presoaking
(UBC 18-I-B) Recommendations
Lots 1-12, & 15-33 Very Low Near optimum to a depth of 6 inches
below slab sub grade
Lots 13 &14 Medium (1.3) x optimum to a depth of 18 inches
Table 3
Lateral Earth Pressures
Equivalent Fluid Weight (pct)
Conditions
Level Backfill 2: I Slope Backtill
Active 40 55
At-Rest 60 85
Passive' 250 125 (sloping down)
Maximum passive pressure = 2500 psf
lB
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1 l-Story Footings
(See Note 1)
I
I 2-Story Footings
(See Note 1)
I Minimum Footing
Width
I Garage Door Grade
Beam (See Note 2)
I Living Area Floor
Slabs (See Notes 3,
4 and 5)
I
I Garage Floor Slabs
(See Notes 4 and 6)
I Presoaking of Living
Area and Garage
Slabs
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1.
2,
3,
NOTES:
14
15,
6,
7,
TABLE 2
Tract 28503
11871347-029
MINIMUM FOUNDATION AND SLAB RECOMMENDATIONS FOR EXPANSIVE SOILS
(ONE- AND TWO-STORY RESiDENTIAL BUILDINGS)_
U,B.C. EXPANSION INDEX
0- 20
VERY LOW EXPANSiON
All footings 12" deep. Rein-
forcement for continuous
footings: one No.4 bar top and
bottom.
Exterior footings 1 a" deep.
Interior footings 12" deep.
Reinforcement for continuous
footings: one No.4 bar top and
bottom.
Continuous: 12" for one-story:
Continuous: 15" for two-story.
Isolated column: 24"
A grade "beam 12" wide x 12"
deep (1 B" deep for 2-story)
should be provided across the
garage entrance.
Minimum 4" thick slab. 6x6-
10/10 WWF reinforcement at
midheight. 6-mil Visqueen
moisture barrier on pad grade
with 2" sand above Visqueen.
Minimum 4" thick slab on pad
grade. Garage slabs should be
quarter-sawn.
Near-optimum to a depth of 6".
U,B,C, EXPANSION INDEX
21 -50
LOW EXPANSION
All footings 12" deep. Rein-
forcement for continuous
footings; one NO.4 bar top and
bottom.
Exterior footings 1 a" deep.
Interior footings 12" deep.
Reinforcement for continuous
footings: one No.4 bar top and
bottom.
Continuous: 12" for one-story.
Continuous: 15" for two-story.
Isolated column: 24"
A grade beam 12" wide x 12"
deep (18" deep for 2-story)
should be provided across the
garage entrance.
Minimum 4" thick slab. 6x6-
10/10 WWF reinforcement at
midheight. 6-mil Visqueen
moisture barrier above 2" sand
base with 2" sand above
Visqueen.
Minimum 4" thick slab on 2"
sand base. Garage slabs
should be quarter-sawn.
(1,2) x optimum to a depth of
12",
U,B,C, EXPANSION iNDEX
51 - 90
MEDiUM EXPANSION
Exterior footings 18" deep.
Interior footings 12" deep.
Reinforcement for continuous
footings: one No.4 bar top and
bottom.
Exterior footings 18" deep.
Interior footings 12" d~ep.
Reinforcement for continuous
footings: one No.4 bar top and.
bottom.
Continuous: 12" for one-story.
Continuous: 15" for two-story.
Isolated column: 24"
A grade beam 12" wide x 18"
deep should be provided
across the garage entrance.
Minimum 4" thick slab. 6x6-6/6
WWF reinforcement at
midheight. 6-mil Visqueen
moisture barrier above 3" sand
base with 2" sand above
Visqueen.
Minimum 4" thick slab on 3"
sand base. Garage should be
quarter-sawn or reinforced with
6x6-1 0/1 0 WWF at midheight.
(1,3) x optimum to a depth of
18"
U,B,C. EXPANSION INDEX
91 -130
HIGH EXPANSION
Exterior footings 24" deep.
Interior footings 18" deep.
-Reinforcement for continuous
footings: one No.5 bar top and
bottom; alternately, two No.4
bars top, two NO.4 bars bottom
Exterior footlngs 24" deep.
Interior footings 18" deep.
Reinforcement for continuous
footings: one NO.5 bar top and
bottom; alternately, two No.4
bars top, !WD-No. 4 bars bottom.
- Continuous: 12" for one-sto-ry
Continuous: 15" for tltlowslory. -
Isolated column: 24"
A grade beam 12" wide x 24"
deep should be provided across
the garage entrance.
Full 4" thick slab. 6x6-6/6
WWF reinforcement at mid-
height. 6-mil Visqueen moisture
barrier above 4" sand base with
2" sand above Visqueen.
Minimum 4" thick slab on 4"
sand base. Garage slabs
should be quarter.sawn and
reinforced with 6xS-6/6 WWF at
mid height.
(1.4) x optimum to a depth of
24"
Post-Tensioned Slabs
I As an alternative to conventional foundations, buildings may be supported on posHensioned slabs, to be designed by a structural engineer in consultation with the
geotechnical consultant. In addition, a post-tensioned slab is also recommended for VERY HIGH expansion potential below the adjacent grade. The slabs should
be designed such that they can be deformed approximately 1 inch vertically over a width of 30 feet without distress in the event of shrinkage or swelling of the
supporting soils. Living area slabs should be underlain by a 6-mil Visqueen moisture barrier covered by a l-inch layer of sand. Presoaking is recommended for
I post-tensioned slabs: (1.2) x optimum to a depth of 12 inches, (1.3) x optimum to a depth of 1 a inches, and (1.4) x optimum to a depth of 24 inches for MEDIUM,
HIGH, and VERY HIGH expansion potential soils, respectively. Placement of sand base below Visqueen is also suggested for post-tensioned slabs: 2,3. and 4
inches thick for ""!edium, high, and very high expansive potential salls, respectively.
Depth of interior or exterior footings to be measured from lowest adjacent finish grade.
The base of the grade beam should be at the same elevation as that of the adjoining footings.
Living area slabs may be tied to the footings as directed by the structural engineer. For HIGH EXPANSION: Dowels consisting of No.3 bars should be
placed at 36 inches on centers in the footings and bent 3 feet into the slab.
It has been observed that welded wire fabric reinforcement seldQm stays at the design height within concrete slabs. We recommend the use of No.3 bars at
24 inches D.C. instead of 6x6-1 011 0 WWF and NO.3 bars at 18 inches D.C. instead of 6x6-6/6 WWF.
6-mil Visqueen sheeting has proved successful. Equivalents are acceptable. .
Garage slabs should be isolated from stem wall footings with a minimum 3/8" felt expansion joint.
Sand base should have a Sand Equivalent of 30 or greater (e.g., washed concrete sand).
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11871347-029
APPENDIX A
References
Leighton and Associated, Inc., 1988, Preliminary Geotechnical Investigation, 253 Acres, Tentative
Tracts 23100, 23101, 23102 and 23103, Margarita Village, Rancho California,
Riverside County, California, Project No. 6871347-01, dated April 12, 1988.
, 1997, Updated Geotechnical Report For Tentative Tract 28503 (Previously 23102),
Chardonnay Hills, City of Temecula, California, Project No. 11871347-026,
dated January 29, 1997. ,
May Group, 1998, Chardonnay Hills Rough Grading Plans, Tract 28503, 40-scale, Temecula,
California, September 1998.
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11871347-{)29
APPENDIX B
Exvlanation of Summarv of Field Densitv Tests
-Test No. Testar Test No. - Testaf
Prefix Test of - Abbreviations Prefix Test of Abbreviations
(none) GRADING
Natural Ground NG (SG) SUBGRADE
Original Ground OG (AB) AGGREGATE BASE
Existing Fill EF (CB) PROCESSED BASE
Compacted Fill CF (PB) ASPHALT CONCRETE -
Slope Face SF (AC)
Finish Grade FG
-
(S) SEWER Curb C
(SD) STORM DRAIN Gutler G
(AD) AREA DRAIN Curb and duffer - - CG
(W) DOMESTIC WATER - Cross Gutter- XG
(RC) RECLAIMED WATER - Street ST
(SB) SUBORAIN Sidewalk. - SW - -
(G) GAS Driveway - D
-
(E) ELECTRICAL Driveway APproach - DA
(1') TELEPHONE Parlcing Lot PL
(J) JOI/>.'T LrrlllY Electric Box Pad EB
(I) IRRIGATION
Bedding Material B
Shading Sand S
Main Baddill M
Lateral Backfill L
Crossing X
Manhole MH
Hydrant Lateral HL
Catch Basin CB -
Riser R
Invert 1 -
Check Valve - CV -
Meter Box MB
Junction Box iB
(RW) RETAINING WALL (P) PRESA11JRATION
(CW) CRIB WALL
(LW) LOFFELL WALL Moisture Content M
(SF) STRUCT FOOTING
Footing Bottom F (IT) INTERIOR TRENCH
Backfill B
Wall Cell C Plumbing P
Electrical E
N represents nuclear gauge tests that were performed in general accordance with most recent version .of ASTM Test Methods 02922 and
03017
S represents sand cone tests that were performed in general accordance with most recent version of ASTM Test Method DlS56
15A reprcsentsfirstretestofTest:\'o.lS
ISH represents second retest of Test No. IS
"0" in Test Elevation Column represents test was taken at the ground surface (e.g. fmish grade or subgrade)
"-I" in Test Elevation Colunm represents taken I-foot below the ground surface
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11871347-029
APPENDIX D
Lot Maintenance Guidelines for Homeowners
Homesites, in general, and hillside lots, in particular, need maintenance to continue to function and
retain their value. Many homeowners are unaware of this and allow deterioration of their property. It
is important to familiarize homeowners with some guidelines for maintenance of their properties and
, make them aware of the importance of maintenance.
Some 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 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 prudent program of lot care and' maintenance. Failure to make regular inspection and
maintenance of drainage devices and sloping areas may cause severe financial 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.
The following maintenance guidelines are provided for the protection of the homeowner's investment.
a) Care should be taken that slopes, terraces, berms (ridges at crown of slopes) and proper lot
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. 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 possible.
d) Any leakage from pools, water lines, etc. or bypassing of drains should be repaired as soon as
practical.
e) Animal burrows should be eliminated since they may cause diversion of surface runoff, promote
accelerated erosion, and even trigger shallow soil flowage.
t) Slopes should not be altered without expert consultation. Whenever a homeowner plans a
significant topographic modification of the lot or slope, a qualified geotechnical consultant should
be contacted.
g) If the homeowner plans modification of cut or natural slopes within his property, 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.
D-l
2t>
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11871347-029
, _Lot Maintenance Guidelines for Homeowners (Continued)
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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.-are as follows:
. Gross neglect of the care and maintenance of the slopes and drainage devices.
. Inadequate and/or improper planting. (Barren areas should be replanted as soon as possible.)
. Excessive or insufficient 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. Cooperation with neighbors could prevent problems, promote slope stability,
adequate drainage, proper maintenance, and also increase the aesthetic attractiveness of the
community.
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D-2
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