HomeMy WebLinkAboutTract Map 31053-2 As Graded Rough GradingAS-GRADED REPORT OF ROUGH GRADING
FOR HARVESTON TRACT 31053-2, LOTS (HOME SITES) 1-37
CI7Y OF TEMECULA, CALIFORNIA
Prepared For:
Lennar Communities
391 N. Main Street, Suite 301
Corona, California 92880
May 12, 2004
Project No. 110231-024
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Leighton and Associafies, Inc.
A LEIGHTON GROUP COMPANY
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Leighton and Associates, Inc.
A LEIGHTON GROUP COMPANY
May 12, 2004
To: Lemiaz Communities
391 North Main Street, Suite 301
Carona, Califomia 92880
Attention: Mr. Bill Storm
Project No. 110231-024
Subject: As-Graded Report of Rough Grading for Harveston, Tract 31053-2, Lots (Home
Sites) 1-37, City of Temecula, Califomia
In accordance with your request and authorization, Leighton and Associates, Inc. (Leighton) has
provided geotechnical observation and testing services during rough grading operations of Tract
31053-2, located in the City of Temecula, Califomia (See Figure 1). The accompanying as-gaded
report summarizes our observarions, field and laboratory test results and the geotechnical conditions
encountered during the rough grading of I.ots 1 tt~rough 37 (also referred to herein as Home Sites) of
Tract 31053-2 within the Harveston Community.
If you have any questions regazding this report, please do not hesitate to contact this office, we
appreciate this opportunity to be of service.
Respectfully submitted,
LEIGHTON AND ASSOCIATES, INC.
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Robert F. Riha, CEG 1921 (Exp. 0
Vice President/Principal Geologist
RFR/AXT/mm/dlm
110231-024/finaVas-gd rpt tract 31053-2
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~ Distribution: (4) Addressee (2 Unbound)
(1) Harveston Jobsite; Attention: Mr. Andy Hendrickson
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~':-~^~~ ~. am Terronez, RCE 62285
`~Y~~..~~.~!~'`~ enior Project Engineer /
41715 Enterprise Circle N., Suite 103 ^ Temecula, CA 92590-5661
909.296.0530 ^ Fax 909.296.0534 ^ www.leightongeo.com
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May 12, 2004
TABLE OF CONTENTS
~ Section Paae
' 1.0 INTRODUCTION ...............................................................................................................1
2.0 SUMMARY OF ROUGH-GRADING OPERATIONS ...................................................................2
~ 2.1 Site Preparation and Removals ....................................................................................Z
2.2 Feld DensityTestin9 ...................................................................................................Z
2.3 Laboratory Testin9 ......................................................................................................2
~ 2.4 FII Placement .............................................................................................................3
2.5 Canyon Subdrains .......................................................................................................3
~ 3.0 GEOTECHNIG4L SUMMARY ................................................................................................4
3.1 As-Graded Geologic Conditlons ....................................................................................4
' 3.2 Geologic Units ............................................................................................................4
3.2.1 Artificial FII ~~ ....................................................................................................4
~ 3.2.2 Alluvium ~Qa~) ......................................................... 4
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3.2.3 Pauba Formadon ~QP) ..........................................................................................4
' 3.3 Geologic Structure and Faulting,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,, 4
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3.4 Landslides and Surficial Failures ...................................................................................5
3.5 Groundwater ..............................................................................................................5
~ 3.6 F~cpansion Testing of Fnish Grade Soils,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,5
4.0 CONCLUSIONS - _ _ _ 6
, 4.1 General ......................................................................................................................6
4.2 Summary of Conclusions .............................................................................................6
, 5.0 RECOMMENDATIONS ........................................................................................................$
5.1 Earthwork ...................................................................................................................$
~ 5.1.1 Excavations .........................................................................................................$
5.1.2 Utility Backfill, FII Placement and Compaction ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,8
r 5.2 Foundation and Structure Design Considerations,,,,,,,,, ,,,,,,,,, ,,,,,,,,, ,,,,,,,,,,,,,,,8
5.3 Foundation Setback from Slopes,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, 10
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~ 5.4 Structure Seismic Design Parameters 10
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5.5 Corrosion .................................................................................................................11
5.6 Lateral Earth Pressures and Retaining Wall Design Considerations ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,11
, 5.7 Concrete Flatwork,,,,,,, „ 12
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5.8 Control of Surface Water and Drainage Control,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,13
5.9 Graded Slopes ..........................................................................................................13
, 5.l0Irrigation, Landscaping and Lot Maintenance 13
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5.11 Post-Grading Geotechnical Review ............................................................................14
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5.11.1 Construction Review ........................................................................................14
5.11.2 Plans and Specifications ...................................................................................14
6.0 LIMITATIONS ..................................................................................................................15
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~ Fi ures
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Accompanying Fgures, Tables, Plates and Aooendices
Fgure 1- Site Location Map Rear of Text
Fgure 2- Retaining Wall Drainage Detail for Low Expansive Soils Rear of Text
~ Tables
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Table 1- Lot (Home Site) Summary of As-graded Geotechnical
Conditions and Recommendations Rear of Text
Table 2- Minimum Conventional Foundation Design Recommendations Rear of Text
Table 3- Minimum Post-Tensioned Foundation Design Recommendations Rear of Text
Table 4- Lateral Earth Pressures Rear of Text
Plates
Plate 1- As-Graded Geotechnical Map In Pocket
Plate 2- Field Density Test Location Map In Pocket
r A~oendices
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Appendix A - References
Appendix B- Summary of Field Density Tests
Appendix C- Laboratory Tesdng Procedures and Test Results
Appendix D- Lot (Home Site) Maintenance Guidelines for Owners
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1.0 INTRODUCTlON
~ In accordance with your request and authorization, Leighton and Associates, Inc. (I,eighton) has
performed geotechnical observation and testing services during the most recent phase of rough-
grading operations of Lots 1 through 37 (also referred to herein as Home Sites) of Tract 31053-2
~ within the Harveston Community.
~ This as-graded report summarizes our geotechnical observations, field and laboratory test results
and the geotechnical conditions encountered during the recent rough grading of the subject Lots
(Home Sites) within Tract 31053-2. In addition, this report provides conclusions and
~ recommendations for the proposed residential development of the subject Lots (Home Sites).
The referenced 40-scale grading plans for Tract 31053-2 (RBF, 2003) were annotated and utilized
' as a base map (Plates 1& 2) to plot geotechnical conditions and the approximate locations of the
field density tests taken during rough-grading operations.
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, 2.0 SUMMARY OF ROUGH-GRADING OPERATIONS
~ Rough grading to the approved Tract 31053-2 design configuration (RBF, 2003) was conducted by
~ ACI, Inc., under the geotechnical observation and testing services of Leighton. Leighton field
technician(s) and geologist were onsite on a full-time and as-needed basis, as requested, during
grading operations. Rough gading involved the removal of alluvium and weathered bedrock to
~ competent Pauba Formarion and the placement of compacted fill to depths of approximately 3 to 42
feet to create the design residential I.ots (Home Sites) and associated madways. The total fill thiclmess
for each lot is reported on Table 1(reaz of text).
~ 2.1 Site Preparation and Removals
~ Prior to grading, deleterious materials were removed from the azeas of proposed development
and disposed of offsite. Grading of the subject site was initiated by removal of unsuitable
surficial material. The removals were completed when dense, damp to moist (near optimum
, moisture content), relatively non-porous, Pauba Formation was encountered in accordance
with the recommendations of the project geotechnical reports (Appendix A) and the
geotechnical recommendations made during grading operations. Approximate removal bottom
~ elevations aze depicted on the enclosed As-Graded Geotechnical Map (Plate 1).
' 2.2 Field Density Testing
Field density testing was performed using the nucleaz gauge method (ASTM Test Methods
' D2922 and D3017). Tested areas appeaz to meet the minimum required 90 percent relative
compaction with optimum moisture content or above. Areas that tested less than the required 90
percent relative compaction, were reworked, moisture conditioned as necessary and compacted
, unril the u~iviinum 90 percent was obtained. The results and approximate locations of the field
density tests aze summarized in Appendix B. The approximate locations of the field density tests
aze depicted on the enclosed Field Density Test Location Map (Plate 2).
, 2.3 Laboratory Testing
, Laboratory wmpaction chazacterisrics (maacimum dry density and optimum moisture),
expansion index, Atterberg limits, and soluble sulfate tests of representative onsite soils were
performed during the course of rough-gading and aze presented in Appendix C. A description
, of the laboratory test procedures are also presented in Appendix C. The interpretation of the
laboratory data for each I.ot (Home Site) is presented in Table 1 at the rear of text.
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2.4 Fill Placement
Fill materials consisting of the soil types listed in Appendix C was placed in thin lifts
processed and moisture conditioned to near optimum moisture content, and compacted in
place to a minimum of 90 percent of the laboratory derived maximum density. Fill
placement and compaction was accomplished with the use of heavy earthwork equipment.
For a description of the removal criteria refer to the Supplemental Geotechnical
Investigation Report (Leighton, 2003).
2.5 Canyon Subdreins
Canyon subdrains were consizucted at the base of canyon alluvial removals per the
recommendations of the project geotechnical report (Leighton, 2003). The subdrains consisted
of perforated PVC pipe encased in approximately 9 cubic feet per lineal foot of'/<-inch crushed
rock, which was in hun encased in Mirafi 140N filter cloth or equivalent. The approximate
locations of the subdrains aze presented on the As-Graded Geotechnical Maps (Plates 1 and 2).
Canyon subdrains, as conshvcted, were surveyed by RBF.
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~ 3.0 GEOTECHNICAL SUMMARY
, 3.1 As-Graded Geologic Conditions
1 The as-graded conditions encountered during grading of the subject I.ots (Home Sites) was
essentially as anticipated. A summary of the geologic conditions, including geologic units,
geologic structure and faulring is presented below.
3.2 Geoloctic Units
~ The geologic units observed during grading of the subject Lots (Home Sites) consisted of
artificial fill (.A~, alluvium (Qal), and the Pauba Formation (Qp) which aze discussed below:
, 3.2.1 Artificial Fili fAf1- Locally derived artificial fill soils generally consisted of olive gray to
olive brown silty sand to locally slightly clayey silty sand. Artificial fill soils were placed
' under the observarion and field density testing by Leighton representatives during this
phase of grading. After moisture conditioning and thorough mixing, the artificiai fill soils
were placed in relaHvely thin lifts and compacted utilizing heavy-duty construction
~ equipment.
3.2.2 Alluvium fOall - The alluvium generally consists of porous medium brown to dazk red-
~ brown, medium dense, fine sand to silty sand. The alluvium was removed, moisture
conditioned, and re-used as compacted fill.
~ 3.2.3 Pauba Formation (Oo) - The late Pleistocene-Aged Pauba Formation generally
consists of light brown to olive-brown to medium brown, damp to moist, medium dense
to dense, siltstone, sandstone and silty claystone. Fractures aze locally lined with calcium
, cazbonate. The Pleistocene-Aged formation was moisture condirioned and re-used as
compacted fill.
' 3.3 Geoloaic Structure and Faultin
~ Based on our geologic observations during site grading, the Pauba Formation is massive with
localized bedding, which is generally flat lying. No faulting or indications of faul6ng were
anticipated or observed within or immediately adjacent to the subject tract during this phase of
, grading. The neazest "zoned" ac6ve fault is the Temecula Segment of the Elsinore Fault Zone
located approximately 0.6 miles (1.O lrni) to the southwest.
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1 3.4 Landslides and Surficial Failures
, Based on our review of the project geotechnical reports (Appendix A) and our geologic
observations during the course of grading operations, there were no indications of landslides or
~ other significant surficial failures wiUun the subject tract. It should be noted that unplanted or
unprotected slopes aze subject to emsion and subsequent surficial instability.
, 3.5 Groundwater
Groundwater was not encountered during recent or previous rough grading. Canyon
~ subdrains were constructed in general accordance with the project geotechnical reports
(Appendix A). However, unforeseen conditions may occur after the wmpletion of gading and
establishment of site irrigation and landscaping. Perched groundwater may accumulate at layers
, of differing permeability or at bedrock/fill contacts. If these conditions should occur, methods
should be taken to mitigate any resulting seepage. Presently the majority of the subject site
drains towards the east and any surface runoff will tend to collect at low points unril such time
~ that the proposed design drainage facilities aze constructed. If water is allowed to pond in these
areas for any length of time the subgrade in these areas may become saturated and additional
grading may be required to mitigate this condition. We recommend that the project emsion
~ control program be designed and implemented as soon as possible to limit the potential of
erosion damage or adverse effects to compacted fill.
t 3.6 Expansion Testina of Finish Grade Soits
' Expansion index testing was performed on representative neaz finish grade soils of the subject
Lots (Home Sites). The test results indicate the neaz-finish giade soils have a very low to low
expansion potential in accordance with Table 18-I-B of the 1997 UBC. Test results of samples
~ taken during the course of grading indicate that very low to very high expansive soils exist on site
at various depths and locarions on the Harveston project site. Test procedures and results aze
presented in Appendix C. An individual Lot (each Home Site) interpretation of the as-graded
, conditions and recommended expansion potential for the design on each Lot (Home Site) is
presented in Table 1.
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4.0 CONCLUSIONS
~ The grading of the subject Lots (Home Sites) was performed in general accordance with the
project geotechnical reports and geotechnical recommendations made during the course of rough
grading. It is our pmfessional opinion that the subject Lots (Home Sites) are suitable for their
~ intended residential use provided the recommendations included herein and in the project
geotechnical reports aze incotporated into the design and construction of the residential structures
and associated improvements.
~ 4.2 Summarv of Conclusions
~ . Creotechnical conditions encountered during rough grading of the subject site were generally
as anticipated.
I • Excavations were made to dense Pauba Formation bedrock (Qp) material during the grading
for the subject Lots (Home Sites).
• Cut and fill slopes withirt the subject tract range up to approximately 10 and 15 feet in
1 height, respectively. It is our opinion that the slopes on the subject tract aze surficially and
grossly stable (under normal irrigation/precipitation patterns) provided the
recommendations in the project geotechnical reports are incorporated into the post-grading,
' construction and post-construction phases of site develop}nent. Slopes aze inherently subject
to erosion. As such, measures should be taken as soon as possible to reduce erosion for both
short term and long term slope integrity.
, . Laboratory testing of soils encountered during the course of previous and current grading
for Harveston indicates site soils to possess a very low to very high expansion potential.
~ Some expansive soil related distress to flatwork should be anticipated.
. Laboratory testing of near finish gade soils within the subject Lots (Home Sites) for this
~ hact indicates earth materials possess a very low to low expansion potential and have a
negligible concentration of soluble sulfate. It is our opinion that the expansion potential of
neaz surface soils influencing the design of foundation and slabs of the subject tract should
~ be considered low (per UBC). Laboratory test results aze contained herein Table 1 and
Appendix C.
. Testing for minimum resistivity, chloride concentrates, and pH was not conducted during
~ the course of rough grading. A licensed corrosion engineer should be contacted in regazd to
determining the potential for corrosion if corrosion sensitive buried improvements are to be
installed.
' . The potential for ground-surface rupture on the site due to a seismic event is considered to
be low; however, as in most of southem Califomia, strong ground shaking should be
, anticipated during the life of the shuctures. The standazd design of shuctures to meet the
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, seismic design requirements of the Uniform Building Code (IJBC), Seismic Zone 4 will be
' required.
. Where tested, fill material placed during grading of the subject tract was placed at a
minimum of 90 percent relative compaction and neaz the optimum moisture content. Field
~ testing of compaction was performed by the nuclear gauge method (ASTM Test Methods
D2922 and D3017).
~ . Foundations should be designed by the structural engineer for the development and
constructed in accordance with L,eighton's minimum recommendations herein, the
requirements of the City of Temecula and the applicable sections of the 1997 UBC.
~ . Due to the relatively dense nature of the bedrock materials that underlie the subject site, the
competency of compacted fills, as well as the lack of pettnanent shallow groundwater, the
potential for liquefaction on the site is considered very low.
! • The front yazd and driveway azeas were intentionally left below design elevations
(approximately 2 to 3.5 feet below pad grade) to accommodate future foundation excavation
~ spoils. Filling of these azeas should be performed in accordance with the recommendations
herein for earthwork (section 5.1.2).
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5.0 RECOMMENDATIONS
5.1 Earthwork
We anticipate that future earthwork at the site will consist of precise grading of the building
pads, foundation installation, trench excavation and backfill, retaining wall backfill,
prepazation of street subgrade, and placement of aggregate base and asphalt concrete
pavement. We recommend that any additional earthwork on the site be performed in
accordance with the following recommendarions 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 consiruct the
utility. However, in accordance with OSHA requirements, excavarions 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 contractor is responsible for the safety of all
excavations.
5.1.2 ili Backfill, Fill Placement and Com~a ion -- All backfill or fill soils
should be brought to optimum moisture conditions and compacted in uniform lifts to
at least 90 percent relative compaction based on the laboratory maximum dry density
(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 exisring compacted fill or other
earth material approved by the geotechnical consultant. The backfill that coincides
with pavement subgrade should be reworked and compacted in accordance with
pavement design requirements.
5.2 Foundation and Structure Desian Considerations
It is Leighton's understanding that single-family structures founded on post-tensioned or
conventional foundation systems aze proposed. The proposed foundations and slabs should
be designed in accordance with the structural consultants' design, the minimum geotechnical
recommendations presented herein (text, Tables 1 through 3), the City of Temecula
requirements and the 1997 UBC. In utilizing the minimum geotechnical foundation
recommendations, the structural consultant should design the foundation system to acceptable
deflection criteria as determined by the structural engineer and azchitect.
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~ Foundation footings may be designed with the following pazameters:
~ Allowable Bearina Capacitv: 2000 psf at a minimum depth of embedment of 12
inches, plus an additional 250 psf per 6 inches of
additional embedment to a ma~cimum of 2500 psf.
~ (per 1997 UBC, capaciries may be increased by 1/3 for
short-term loading conditions, i.e., wind, seismic)
~ Slidin~Coefficient: 035
Total: 1 inch
~ Static Settlement Potenrial: Differential: 1 inch in 40 feet
1 The footing width, depth, reinforcement, slab reinforcement, and the slab-on-grade thiclrness
should be designed by the structural consultant based on recommendations and soil
characteristics indicated herein (Tables 1 through 3), and the most recently adopted edition of
~ the UBC. The effects of seismic shaking on foundation soils may increase the static
dit£erential settlement noted above to approximately 1.25 inch in 40 feet.
' An under-slab moisture retarder should consist of 2 inches of sand (S.E. > 30) over 10 mil
visqueen over an additional2 inches of sand (a total of 4 inches of sand). The recommended
~ vapor retazder should be sealed at all penetrations and laps. Moisture vapor transmission may
be additionally reduced by use of concrete additives. Moisture vapor retarder may reduce but
not eliminate moisture vapor movement from the underlying soils up through the slabs. A
~ slipsheet or equivalent should be utilized above the concrete slab if crack-sensitive floor
coverings (such as ceramic tiles, etc.) aze 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 watedcement 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 awaze of the
importance of maintaining a constant level of soil moisture. Homeowners should be made
~ aware of the potential negative consequences of both excessive watering, as well as allowing
soils to become too dry. Improperly designed, constructed, or maintained planters often pond
water and cause deep moisture penetration and 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 discouraged if
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~ 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 imgation and drainage, some degree of foundation movement should be
expected. However, this movement typically does not cause structural damage, but will cause
~ such things as stucco cracking and dry wall separation.
The slab subgrade soils should be presoaked in accordance with the recommendations
~ presented in Table 1 prior to placement of the moishue retazder and foundation concrete.
5.3 Foundation Setback from Slooes
'~' We recommend a minimum horizontal setback distance from the face of slopes for all
struchual foorings (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 than 10
feet. Please note that the soils within the structural setback azea possess poor lateral stability
and improvements (such as retaining walls, sidewalks, fences, pools, patios, etc.) constructed
~ within this setback azea may be subject to lateral movement and/or differential settlement.
The potential for distress to such improvements may be mitigated by providing a deepened
footing or a pier and gade-beam foundation system to support the impmvement. The
, deepened footing should meet the setback as described above. Modifications ,of slope
inclinations near foundations may reduce the setback and should be reviewed by the desigc~
team prior to completion of design or implementation.
~ 5.4 Structure Seismic Design Parameters
~ Struchues should be designed as required by provisions of the Uniform Building Code (iJBC)
for Seismic Zone 4 and state-of-the-art seismic design parameters of the Structural Engineers
Association of California. This site is located with UBC Seismic Zone 4. Seismic design
parameters in accordance with the 1997 UBC are presented below. Please refer to the
~- Supplemental Geotechnical Investigation (L,eighton, 2003) for additional information.
~ Seismic Source Type = B
Near Source Factor, Na = 1.3
Neaz Source Factor, N~ =1.6
~ Soil Profile Type = Sn
Horizontal Peak Ground Acceleration = 0.68g
~ (10% probability of exceedance in 50 yeazs)
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~ 5.5 Corrosion
, For sulfate exposure and cement type refer to Table 1 and the corresponding sections of the
UBC. Other than buried concrete improvements, a licensed corrosion engineer should be
, contacted in order to determine the potential for corrosion if corrosion sensitive buried
improvements aze planned.
~ 5.6 Lateral Earth Pressures and Retainina Wall Design Considerations
The recommended lateral pressures for very low to low expansive soil (expansion index less
I~ than 51) and level or sloping backfill aze presented on Table 4(rear of text). The onsite wall
excavation materials should be reviewed by the geotechnical consultant prior to use as wall
backfill.
'' Embedded stn-ctural walls should be designed for lateral earth pressures exerted on them. The
I~ 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 sheaz strength of the soil, it can be
designed for "active" pressure. If the wall cannot yield under the applied load, the sheaz
~ strength of the soil cannot be mobilized and the earth pressure will be higher. Such walls
should be designed for "at rest" conditions. If a structure moves toward the soils, the resulting
resistance developed by the soil is the "passive" resistance.
t The equivalent fluid weights of Table 4 assume very low to low expansive, free-draining
conditions. If conditions other than those assumed above aze anticipated, equivalent fluid
,~ weights should be provided on a case by case basis by the geotechnical engineer. Swcharge
loading effects from adjacent shuctures should be evaluated by the shucturai enaneer. 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.
~ Lateral passive pressures may be determined using the values provided in Table 4. 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 shoR 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 canfilever walis should be the vertical distance below the ground
~ surface measured at the wall face for stem desigt or measured at the heel of the footing for
overtuniing 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 gade. At this depth,
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~ an allowable bearing capacity of 2,250 psf may be utilized. The bearing capacity may be
~ increased by 250 psf for each additional six inches of embedment to a malcimwn of 4000 psf.
Wall backcut excavations less than 4 feet in height can be made neaz vertical. For backcuts
~ greater than 5 feet in height, the backcut should be flattened to a gradient not steeper than 1:1
(horizontal to vertical). Backfill soils should be compacted to at least 90 percent relative
compaction (based on AST'M Test Method D1557). Backfill should extend horizontally to a
minimum distance equal to one-half the wall height behind the walls. The walls should be
t constructed and backfilled as soon as possible after backcut excavation. Prolonged exposure
of backcut slopes may result in some localized slope instability.
~~ For unrestrained retaining walls within this tract that aze greater than 5 feet (exposed; retained
earth) or that may present a life/safety 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 1997 UBC. 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 overhtrning) ofthe wall (NAVFAC DM7.02).
j 5J Concrete Flatwork
1 Expansive soils are known to exist onsite and therefore concrete flatwotk should be designed
and constructed with the anticipation of expansive soil related dish~ess. Closer spacing of
control joints, reinforcement and keeping the flatwork subgrade at or above optimum
~. moisture prior to the placement of concrete may minimize cracking and 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 aggegate base or select material under sidewalks and curbs, and with the approval of the
~ City of Temecula, the sidewalk and curb subgade 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.
~
~
' ~
~ ~
-12- "
L i h t n
`~
f eg o
110231-024
May 12, 2004
5.8 Control of SurFace Water and Drainaae Control
Positive drainage of surface water away from structures must be incorporated into the design
of the proposed improvements. No water should be allowed to pond adjacent to buildings.
Positive drainage may be accomplished by providing drainage away from buildings at a
gradient of at least 2 percent for a distance of at least 5 feet, and further maintained by a swale
on drainage path at a gradient of at least 1 percent. Where limited by 5-foot side yazds,
drainage should be directed away from foundations for a minimum of 3 feet and into a
collector swale or pipe system. Where necessary, drainage paths may be shortened by use of
area drains and collector pipes and/or paved swales. Eave gutters also help reduce water
infiltration into the subgade 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 desigrted adjacent to buildings unless provisions for drainage; such as catch
basins and pipe drains, aze made. No ponding of water from any source (including
irrigation) should be permitted onsite as moisture infiltration may increase the potential for
moisture-related distress. Experience has shown that even with these controls for surface
drainage, a shallow perched ground water or subsurface water condition can and may
develop in azeas where no such condition previously existed. This is particulazly 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.
5.9 Graded Slooes
It is recommended that all slopes be planted with drought-tolerant, ground cover vegetation
~- as soon as practical to protect against erosion by reducing runofF velocity. Deep-rooted
~ vegetation should also be established to provide resistance to surficial slumping.
Oversteepening of existing slopes should be avoided during fine grading and construction.
Retaining structures to support graded slopes should be designed with structural
~ considerations and appropriate soil parameters provided in Section 5.6.
; 5.10 Irrigation. Landscapina and Lot Maintenance
Site irrigation should be controlled at all times. We recommend that only the minimum
~ amount of irrigation necessary to maintain plan[ 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 lazge graded slopes adjacent to open space
` areas, we recommend native plant species be utilized and that irrigation be utilized only
until plants are well established. At that time, imgation could be significantly reduced.
f
~ ~1
~
-13 - ~ Leighton
~ ~.
, 110231-024
May 12, 2004
, Upon sale of Home Sites, maintenance of Home Sites and common areas by the homeowners
~ and homeowner's association, respectively, is recommended. Recommendations for the
maintenance of slopes and property aze included in Appendix D for your review and
dish-ibution to fuhue homeowners and/or homeowner's associations.
~ 5.11 Post-Grading Geotechnical Review
~ 5.11.1 Construction Review - Construction observation and testing should be performed
by the geotechnical consultant during future excavations, utility trench backfilling
and foundation or retaining wall construction at the site. Additionally, footing
~ excavations should be observed and moisture determination tests of subgrade soils
should be performed by the geotechnical consultant prior to the pouring of concrete.
~ 5.11.2 Plans and Soecifications - The geotechnical engineer should review foundation
plans to evaluate if the recommendations herein have been incorporated. Foundation
design plans and specifications should be reviewed by the geotechnical consultant
, prior to excavation or installation of residential development:
~
~
~
~
~
~
~
~ ~ C.~ ~$
-14- "
~ Leighton
~
~
110231-024
May 12, 2004
6.0 LIMITATIONS
The presence of our field representative at the site was intended to provide the owner with
pmfessional advice, opinions, and recommendations based on observations of the contractor's
work. Although the observations did not reveal obvious deficiencies or deviations from pmject
specifications, we do not guarantee the contractor's work, nor do our services relieve the contractor
or his subcontractors of their responsibility if defects aze subsequently discovered in their work. Our
responsibilities did not include any supervision or direction of the actual work procedures of the
contractor, his personnel, or subcontractors. The conclusions in this report are based on test results
and observations of the grading and earthwork procedures used and represent our engineering
opinion as to the compliance of the results with the project specifications.
This report was prepared for I.ennar Communities, based on their needs, directions, and requirements
~ at the time. This report is not authorized for use by, and is not to be relied upon by any party
except, Lennaz Communities, with whom Leighton contracted for the work. Use of or reliance on
~ this report by any other party is at that party's risk. Unauthorized use of or reliance on this
Report constitutes an agreement to defend and indemnify Leighton and Associates from and
against any liability which may arise as a result of such use or reliance, regazdless of any fault,
~ negligence, or strict liability of Leighton and Associates.
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Base Map: The Thomas Guide Digital Edition Inland Empire 2004, Not To Scale
Harveston Project No. ~
Tract 31053-2, $ITE LOCATION 110231-024 ~
Temecula, California MAP Date y~
Riverside County, California • May2ooa FigureNo.1
SUBDRAIN OPTIONS AND BACKFILL WHEN NATIVE MATERIAL HAS IXPANSION INDEX OF ~50
OPfION 1: PIPE SURROUNDED WITFi
CLA55 2 PERMEABfE MHTERIAL
~ WITH PROPER
SURFA~ DRAIIJAGE
SLAPE
OR LEVEL
~ 12" ,
NATIVE
~ WA7ERPILOOFiNG
I (SEE GENERAL N07E5)
~ • ~~
WEEV HIXE
~ ($EE NOTE 5)
0
~~ LEVELOR
SLAPE
~-n
~
,
12' MINIMUM
CLASS 2 PERMCew c
FRTER MATERULL
(SEE GRADAl70N)
~'- 4 [NCH DIPMtIER
PERFORA7FD~P~E
(SEE NQfE 3)
OP'fION 2: GRAVEL WRAPPED
IN fICfER FABRIC
WITN PROPQt
SURFA~ DRAINAGE
SLAPE
OR LEVEL
12"
. . NATIVE
WATERPROOFING -'r.
(SEE GENERAL NOTES)
W EEP HOLE
(SEE NO7E ~
LEVELOR
SIAPE
CWss 2 Filter Pem~eable MaUerial Gradation
Per Caltran5 Specificadon5
Sleve Srze Percent Pa4inq
1^ 100
3/4" 94100
3/8" 40-100
Na 4 25-40
Na 8 18-33
No.30 5-IS
No.50 0-7
No.200 ~ 0'3
~ FLLTER FABRIC
(SEE NOTE 4)
.12" MINIMUM
~ Vi ro IVa wpI 5EE
GPAVEL WRAPPED Qi FLL7ER
FRBRIC
: ~ENERAL NOTES:
,' Waterproofing should be pmvided where moLsWre nuisance problem thmugh the wall is undesirable.
' Water pmofing of the walls is not under purview of the geotech~ical engfneer
;` All drains shoukl have a gradient of 1 percent m(nlmum
Outlet portion of the subdrain should have a 4-inch dlarneter sdid pipe discharged Into a suitable disposal area designed by the pmjec[
~rgineer. The subdrain ptpe should be aa~sible for maintenance (rodding)
'O[her subdrain bacifffll opdons are wbject to the review by the geo~chnipl engineer and modification of design parameters.
;'
i`lotes:
~3) Sand should have a sand equivalent of 30 or greater and may be densifled by water jet6lrg.
_.2)1 Qi. R. per ft. ~ 1)4- to 1 1/2-inch size gra~el wrapped in filter fabric
'~ r) Pipe type shouid be A57M D1527 Aaylanttrile Bu[adiene Styrene (ABS) SDR35 or ASTM D1785 Pdyvinyl Chloride plastic (PVC), Schedule
~;A, Artnco A2000 PVC, or appm~ed equivaleM. Pipe should be ins411ed with pelfo2dons down. Perforations stauld be 3/8 inch in
diameter placed at the ends of a 120-degree arc in two ~rnvs at 3-Inch on center (stagge~ed)
4) Rlter fabric should be Mirafi 140NC or apprwed equfval~t
' r) Weephole should be 3-inch minimum diameter and provided at 10-foot mmdmum intervals. If e~re is pertnitbed, weepholes should
~e located 12 inches above finished grade. If e~osure is not pertnitted such as faa wall adjacent to a sidewalk/curb, a pipe urMer the
sidewalk to be discharged through the curb face or equivalent should be provided. Fora bas~rient-lype wall, a proper subdrdin outlet
z,ystem should be prwided.
() Retaining wall plans should be reviewed and appto~+ed by the geotechnical engineer.
~i) Walls over six feet In height are subject to a special review by the geotechnical engineer and modifications to the above requirm~enis.
~,. RETAINING WALL BACKFILL AND SUBDRAIN DETAIL ~
FOR WALLS 6 FEET OR LESS IN HEIGHT v~
~ WHEN NATIVE MATERIAL HAS IXPANSION INDEX OF <50
Figure No. 2
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110231-024
May 12, 2004
Notes:
(1) Depth of interior or exterior footing to be measured from lowest adjacent soil grade. If
drainage swale flowline elevation is less than S feet laterally from footing, footing bottom
to be minimum 6 inches be[ow swalellowline
(2) Living azea slabs should be tied to the footings as directed by the stnxctural engineer.
(3) Gazage slabs should be isolated from stem wall footings with a minnnum 3/8" felt expansion
joint.
(4) Underslab treatment sand should have a Sand Equivalent of 30 or greater.
TABLE 2
Minimum Conventional Foundation Design Recommendations
UBC Expansion Potential
Very Low to Low Medium
i-Story Footing Depth of Embedment 12"
I g»
(Exterior and
Interior (Exterior and Interior)
2-Story Footing Depth of Embedment 18" Exterior 1 g"
12" Interior xteriorand Interior
Isolated Column Footings Exterior of
Minimum Foundation 18„ 24"
Presoaldng See Table 1
No. 3 rebaz placed at
mid-slab height No. 3 rebaz placed at
Minimum Slab Reinforcement spaced 18 inches on ~d-slab height spaced
Thickness center, each way; 15 inches on center,
ininimum slab each way; minimum
thiclmess 4 inches slab Uuclmess 5 inches
Two inches of sand over a 10-mil vapor retazder
Underslab Treatment (Visqueen or equivalent) over an additional rivo
inches of sand.
~
110231-024
May 12, 2004
TABLE 3
Minimum Post-Tensioned Foundation Design Recommendations
Expansion Potential (UBC 18-2)
D
i
i
i
C
es
gn
r
ter
a Very Low Low Medium
EI= 0-20 . EI= 21-50 EI= 51-90
Edge Moisture Center Lift: 5.5 feet
Variation, e,,, Edge Lift: 3.0 feet
Center Lift: 1.25 inches 2.0 inches 2.4 inches
Differential
Swell, ym Edge Lift: 0.4 inches 0.4 inches 0.8 inches
Modulus of Subgrade Reaction (k) 150 psi/in 125 psi/in 125 psi/in
Plasticity Index 5 12 *
Minimum Perimeter Footing 12 inches 12 inches 18 inches
Embedment Depth
Underslab Treatment Two inches of sand over a 10-mil vapor retarder (Visqueen
or uivalent over an additional rivo inches of sand.
Presoaking See Tabie 1
(1) Depth of exterior foofing to be measured from lowest adjacent soil grade or drainage swale flowline
eleva6on (less than 5 feet laterally from footing, per. code).
(2) Living azea slabs should be tied to the footings as d'uected by the siructural engineer.
(3) Detailing of expansion crack control joints for PT slabs per shvctural engineer.
(4) Underslab treatment sand should have a Sand Equivalent of 30 or greater.
(5) Potential total and differential settlement should be included cumulatively with differential swell
pazameters.
* Plasticity index to be provided upon request if a ribbed UBC type (Sec6on 1815) slab is preferred.
/~
TABLE 4
Lateral Earth Pressuresl~'
For Ve Low to Low F~c ansive Soil Backfill
Conditions Equivalent Fluid Weight (pcf~
Level BackfiliZ 2:1 Siope Backfill
Active 45 (,'7
At-Rest 65 95
Passive3 300 125 (Sloping Down)
~Assumes drained condition (See Figure 2)
ZAss~unes a level condition behind and 'm front of wall foundation of project
'Max;~„„n, p~sive press~ue = 4000 psf, level conditions.
°Assumes use of very low to low expansive soil (EI= 0-50).
110231-024
May 12, 2004
Z~
_, 110231-024
May 12, 2004
I, ' APPENDDC A
~ R[~fg!nnruc_
Leighton and Associates, 2003, Supplemental Geotechnical Investigation and Geotechnical
' Review of 100-Scale Mass Grading Plan, Tentative Tract No. 29639 - Phase
2, Harveston, Temecula, California, Project No. 110231-017, dated January
17, 2003.
' Naval Facilities Engineering Command, 1986a, Soil mechanics design manual 7.01, Change 1:
, U.S. Nary, September.
Naval Facilities Engineering Command, 1986b, Foundations and ear[h structures, design manual
, 7.02, Changes 1: U.S. Navy, September.
RBF Consulting, 2003, Harveston Tract 31053, -1, -2, and -3 Rough Grading Plan And Erosion
, Control Plan, October 2003, LD03-024GR, Sheet 5 of 7, dated October 28,
2003.
'
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' Leighton
APPENDIX B
Explanation of Summarv of Field Density Tests
A: Retest of previously failing compaction test.
B: Second retest of previously failing compaction test.
Compaction tests taken during mass grading of site unless indicated by:
FG: Compaction tests taken on mugh finish grade.
SF: Compacrion tests taken on slope face.
Test Location: Indicated by Home Site number.
Test Method: Compaction test by Nucleaz Gage (ASTM 2922) unless indicated by
S: Sand Cone Method (ASTM 1556).
Test Elevation: Approximate elevarion above mean sea level.
110231-024
May 12, 2004
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, 110231-024
May 12, 2004
APPENDDCC
, Laboratory Testina Procedures and Test Results
Expansion Index Tests: The expansion potential of selected materials was evaluated by the
Expansion Index Test, AST'M test method D4829 or U.B.C. Standard No. 18-2. Specimens aze
molded under a given compactive energy to approximately the optimum moisture content and
approximately 50 percent saturarion or approximately 90 percent relative compaction. The prepazed
~ 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and aze
inundated with tap water untii volumetric equilibrium is reached. The results of these tests aze
,~ presented in the table below and in the soil characteristics table herewith Appendix C:
~
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Sample Location Sample Description ~pansion
Index Expansion
Potential
L.ots 1-4 Brown silty SAND 21 Low
Lots 5-8 Brown silty clayey SAND 22 Low
Lots 9-12 Brown silty clayey SAND 12 Very Low
Lots 13-16 Brown silty clayey SAND 38 Low
Lots 17-19 Brown silty ciayey SAND 29 Low
Lots 20-24 Brown silty. SAND 45 Low
Lots 25-28 Brown silty. clayey SAND 39 Low
Lots 29-32 Brown silty clayey SAND 16 Very Low
Lots 33-37 Brown silty clayey SAND 20 Very Low
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~ 110231-024
May 12, 2004
~ APPENDD(D
~ nt (Home cite~ Maintenancw ~~id lin fer O~~ners
~ Development azeas, in general, and hillside lots, in particular, need maintenance to continue to
function and retain their value. Many owners aze unawaze of this and allow deteriora6on 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.
Some goveming agencies require hillside property developers to utilize specific methods . of
~ engineering and conshuction to pmtect those investing in improved Home Sites or constructed
homes. For example, the developer may be required to grade the property in such: a manner that
rainwater will be drained away from the Home Site and to plant slopes so that erosion will be
~ mivimized. They may also be required to install permanent drains.
However, once the Home Site is purchased, it is the buyer's responsibility to maintain these safety
~ features by observing a prudent pmgram of Home Site caze and maintenance. Failure to make
regulaz inspection and maintenance of draiuage devices and sloping areas may cause severe
financial loss. In addition to their own pmperty damage, they may be subject to civil liability for
~ damage occurring to neighboring properties as a result of his negligence.
The following maintenance guidelines are provided for the protecrion of the owner's inveshnent.
I a) Caze should be taken that slopes, terraces, berms (ridges at crown of slopes) and proper Home
~ Site drainage aze not disturbed. Surface drainage should be conducted from the reaz yard to
the street thmugh the side yazd, or altemative approved devices.
I b) In general, roof and yard riuioff should be conducted to either the street or storm drain by
nonemsive 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. Temace
drains or gunite ditches should be kept free of debris to allow proper drainage._ During heavy
~ rain petiods, performance of the drainage system should be inspected. Pmblems, such as
gullying and ponding, if observed, should be corrected as soon as possible.
~-
~
~
I
d) Any leakage &om pools, water lines, etc. or bypassing of drains shoutd 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.
D-1
`C~
~
~ 110231-024
May 12, 2004
~ ~ Slopes should not be altered without expert consultation._ Whenever a significant topographic
modificarion of the Home Site or slope, is desired a qualified geotechnical consultant should
( be contacted.
g) If the owner plans to modify cut or natural slopes aze proposed, an engineering geologist
should be consulted. Any oversteepening may result in a need for expensive retaining devices.
Undercutting of a toe-of-slope would reduce the safety factor of the slope and should not be
undertaken without expert consultation.
~ h) If unusual cracking, settling or earth slippage occurs on the pmperty, the owner should consult
I a qualified soii engineer or an engineering geologist immediately.
i) The most common causes of slope erosion and shallow slope failures are as follows:
~ • Gmss 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 runoffover the slope.
~
j) Hiliside Home Site owners should not let conditions on their property create a pmblem for
~ their neighbors. Cooperation with neighbors couid prevent pmblems, promote slope stability,
adequate drainage, proper maintenance, and also increase the aesthetic attractiveness of the
community.
~ k) Owner's should be awaze of the chemical composition of imported soils, soii amendments, and
fertilizers to be utilized for landscaping purposes. Some soils, soil amendments and fertilizer
I can leach soluble sulfates, increasing soluble sulfate concentrations to moderate or severe
concentrations, negatively af~'ecting the performance of concrete improvements, including
foundations and flatwork.
~
~
~
1
~
~
D-2
~3