HomeMy WebLinkAboutAs Built Geology & Compaction Rough Grading
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Temecula,.CA 92591' . ..
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Converse Projebt No; 96-81-420~03'
.August 20,1997
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A Wholly Owned Subsidary of The Converse Professional Group
Converse Consultants
Inland Empire
~'/__' . ~4'illI Celebrating 50 Years of Dedication in
,'146. 1996 Engineering and Environmental Sciences
August 20, 1997
Mr. Dean Meyer, RC.E.
Director of Engineering and Development
Newland Associates
27555 Ynez Road, Suite 200
Temecula, CA 92591
Subject:
AS-BUILT GEOLOGY AND COMPACTION REPORT OF ROUGH
GRADING
Tracts 24182 through 24186 and 24188-1
Paseo Del Sol Master Planned Community
Temecula, California
Converse Project No, 96-81-420-03
Dear Mr. Meyer:
Converse Consultants Inland Empire (Converse) has prepared this report to present the
results of our geotechnical observations, field density and laboratory testing performed
during rough/rnass grading of the above-referenced tracts in the city of Temecula,
California, These services were performed in accordance with our proposal dated July 3,
1996, We have addressed your comments on our draft report dated August 11, 1997 and
incorporated them into this report.
The project included rough/mass grading the above-referenced Tracts in accordance with
the project rough/mass grading plans prepared by Keith International, Inc" the preliminary
Project Geotechnical Report prepared by Converse, grading requirements of the city of
Temecula and the Uniform Building Code,
At the time this report was prepared, Tracts 24182 and 24183 were mass graded to
interim grades as shown on Drawing Nos, 1 and 2, Field Density Test Locations and
Geologic Map, included in Part II (separate binder) of this report. Rough grading of these
Tracts to finish grade will include removal of the interim soil stockpile, and backfilling the
interim detention basin located at the eastern portion of Tract 24182 and placement of
minor amounts of compacted fills at other areas,
Lots within Tracts 24184, 25185, 24186 and 24188-1 were rough graded to proposed
final elevations shown on Drawing Nos, 3 through 6, Field Density Test Locations and
Geologic Map, included in Parts II and III (separate binders) of this report,
Converse Consultants Inland Empire
10391 Corporate Drive
Redlands, CA 92374
Telephone 909/796-0544
FAX 909 796-7675
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Streets within Tract 24185 and 24188-1 were graded to facilitate flow of storm water,
Grading these streets to finish subgrade elevations will involve placement of minor
amounts of compacted fills.
Field density tests were performed in accordance with the ASTM Standard 01556-90
(Sand Cone) and 02922-91 (Nuclear Gauge) test methods to determine the in-place
density of compacted fill soils, The approximate test locations are plotted on Drawing
Nos, 1 through 6, Field Density Test Locations and Geologic Map, included in Parts II and
III of this report. Results of the field density tests performed during rough/mass grading
are summarized in Table No. A-1, Summary of Field Density Test Results, in Appendix A,
Field Density Testing. Results of finish pad field density tests performed at the
completion of rough grading of Tracts 24184, 24185, 24186, and 24188-1 are
summarized in Table No, A-2, Summary of Finish Pad Field Density Test Resu/ts,
Laboratory testing performed during rough/mass grading included compaction tests to
determine maximum dry density and optimum moisture relationships ot the soils used as
compacted fill in accordance with the ASTM Standard 01557-91 test method, The results
of these laboratory tests are summarized in Table No, B-1, Summary of Laboratory
Maximum Dry Density and Optimum Moisture Content Test Results, in Appendix B,
Laboratory Testing,
Based on the results of our field observation, in-place density and laboratory testing, it is
our opinion that the earthwork associated with the rough/mass grading of the subject
Tracts has been completed in substantial compliance with the project plans and
specifications.
We appreciate this opportunity to be of service to the Newland Associates. If you have
any questions, or need additional information, please do not hesitate to contact us.
Sincerely,
CONVERSE CONSULT
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Hashmi S. E, Quazi, Ph, 0, p, E.
Senior Vice President/Principal Engineer
Oist.: 5/Addressee
MSI/MOC/QSH/bac
96,81,420,03
Converse Consultants Inland Empire
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PROFESSIONAL CERTIFICATION
This report has been prepared by the staff of Converse Consultants Inland Empire
(Converse) under the supervision of the registered engineers and engineering geologist
whose seals and signatures appear hereon,
The findings, conclusions, recommendations, or professional opinions presented in this
report were prepared in accordance with generally accepted professional engineering and
engineering geologic principles and practice in effect in Southern California at this time,
, There is n 0, oth~.~~arranty, either express or implied. ':::::::- ~
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Mohammed S, Islam, Ph.D" p, E, 53338
Senior Project Engineer
Michael 0, Cook, C. E, G, 1716
Project Engineering Geologist
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Senior Engineering Geologist
Leonard 1. Evans, Jr., Ph,D" G,
Vice President/Chief Engineer
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Converse Consultants Inland Empire
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Table of Contents
PART I
1,0 INTRODUCTION ...".""..."..,."..""...""""",...,....,,',.,,.,.,,'"""""",,,,.,,..,.. 1
2,0 PROJECT DESCRIPTION .".....".,.,,,..,,,,.......,,,,..,,.,.,,,..,,",,..,,",,...,,",,.,,'" 1
2,1 GENERAL" ,." ,. ... "., ...,.. ,.... "...""",. "........." ........".."" ..., ,..,,,,,, "" """". 1
2,2 SITE CONDITIONS PRIOR TO ROUGH/MASS GRADING ."..."..",...",,,,,.,,,,,,,,,,.,,.... 2
2,3 PROPOSED DEVELOPMENT .".'.""..,.,,,....,,,,,,,.'.....,....'..,,,,.,,''',....'.,,,,.,,....", 2
2.4 SITE GRADING/EARTHWORK REQUIREMENTS /RECOMMEDATIONS"",."."".."."""". 3
3.0 PROJECT TEAM .....,..:.. ,.."....." '" ,.., ,.,.'" ......."....,............,. ,,,..,. ..". ..", .". 5
4.0 SCOPE OF WORK...."."""""...",...""........,."...."..,.."...."",..,.."",,,.,,...., 6
4,1 FIELD OBSERVATION AND IN-PLACE DENSITY TESTING "..".."...."""."."."""",,,. 6
4,2 LABORATORY TESTING." ""',," ,,,., ."." ,... "".." ". ,,,,,,,..,..,, ""."""",,'. ,." ..." 6
4,3 DATA EVALUATION AND REPORT PREPARATION .",,,.,,,,.,,,,,.,,,,,.,,,,.,,.,,,,,,,,,,,,,,,. 6
5 ,0 GEOLOGIC CONDITIONS,.. ,..".", ,..., "....,......", ....".".,....".,..". ...."" ,...,.", 7
5,1 GENERAL"""",,, ,." .,.,,,,,,,,,,, ,..' "...'"""""",..",.."...."....., ,., ..", ,...,.",.,.. 7
5.2 PRE-GRADING GEOLOGIC CONDITIONS ".."..""""""",,,.,,.,,,,,,.,,,,......,,,,,,,,..... 7
5.3 GEOLOGIC CONDITIONS OBSERVED DURING GRADING,,,.,,.,,.,....,,,,..,,..,,..,,,,........ 8
5.4 GROUNDWATER CONDITIONS ......"...".".,....."",....."."."".,,"".'.".,,'..."""" 9
5,5 FAULTING AND SEISMICITY ,,,,,,,,..,,....,,,,,,..,,,.,,,.,,.,,.,,.,,,,,.,..,,,,,,,.....,,,,,,.,,.1 0
6,0 GRADING AND EARTHWORK .".",,,.,.,,.,,""""'"'''''''''''''''''''''''''''''''''''''' 11
6,1 GENERAL" ,..".."."." ,..'""" ...",,,,,,, ... ,.....,."" "."",..,..".",.". ,. ,,,.,. "", ". 11
6,2 CANYON SUBDRAINS ",,,,,,,.,,,,,,,,,,.,,..,,,,.,,,,,,,,.,,.,,..,.,,.,,..,,""",.,,,.,,"""" 15
7,0 FIELD DENSITY AND LABORATORY TEST RESULTS"""",,,,,,,,,,,,,,,,,,,,,,15
7,1 FIELD DENSITY TEST RESULTS,,,,,.,,..,,...,,,,,,,,,,,.,.,,,.,,,,.,,,.,,,...,,.,,,,.,,,,,.,,,...16
7.2 LABORATORY TEST RESULTS ..."".".,..".",.""."""",,,,,.,,.,,,,.,,.,,,,..,,,,,,,,,,,, 17
8,0 CONCLUSIONS ...""..,.......,...",...",."......,',.,"",.,. .,.",." ,.",.",,,,,,,,,,,,, ,." 17
9.0 FURTHER TRACT DEVELOPMENT CONSIDERATIONS ,.".".""""""""...."..19
1 0,0 LIMITATIONS ..".", "" '" .."..,,,.,,,,.,,.",,,,,,, "..,. ,,,.,,,, .", ,.,.,,, .,.""""",,,, ,21
REFERENCES"''.'..'.'',.,...",...", "",,,..,,.,,,,,.,.,.,,....,.,,.,.,..,',.,""""",.,"""" 23
96,81,420,03
Converse Consultants Inland Empire
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ILLUSTRATIONS
Following Page No,
Figure No, 1, Vicinity Map"", ..."" ."...""".."""."." ".." ".".. ""........,, .."" """" 1
Figure No, 2, Time Versus Settlement",,,,,,,..,,,,.,,,,,,,,.,,..............,,,,,,,,..,,,,,,,,,, 15
Figure No.3, Histogram of Relative Compaction of Fill Soils"."""".."...""....", 18
APPENDICES
Appendix A....."'''''''.'''''''''''''''''''''''''.".''''''''''''''''''."...".." Field Density Testing
Appendix B..,...".."".."""""",,,,,,,,,,,,,,,,,..,,,,,,,,,,,..,,,,,,,,,,,,,,,,, Laboratory Testing
Appendix C"",,,,,,,..,,,,,,,....,,,,.,,,,,,,,,.,,,,,,,,,,,.,,,,,,,,,,,,,,,,,,,,, Soil Corrosivity Study
PART II
(In Separate Binder)
Drawing No, 1, Sheets 1 through 3, Field Density Test Locations and Geologic Map, Tract
24182 and 24183
Drawing No, 2, Sheets 1 through 4, Field Density Test Locations and Geologic Map,
Tract 24182 and 24183
Drawing No, 3, Sheets 1 through 6, Field Density Test Locations and Geologic Map,
Tract 24184
Drawing No, 4, Sheets 1 through 10, Field Density Test Locations and Geologic Map,
Tract 24185
PART III
(In Separate Binder)
Drawing No, 5, Sheets 1 through 12, Field Density Test Locations and Geologic Map,
Tract 24186
Drawing No, 6, Sheets 1 through 4, Field Density Test Locations and Geologic Map,
Tract 24188-1
96,81,420,03
Converse Consultants Inland Empire
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1.0 INTRODUCTION
This As-Built Geology and Compaction Report of Rough Grading contains the results of
geotechnical field observations, geologic mapping, in-place density and laboratory testing
performed during rough/mass grading the Tracts 24182 through 24186 and 24188-1 of
the Paseo Del Sol Master Planned Community in the city of Temecula, California.
Earthwork associated with the rough/mass grading was performed by ACI, Corona,
California between October 1996 and June 1997, Rough/mass grading was performed in
accordance with the requirements and recommendations set forth in the project
rough/mass grading plans prepared by The Keith Companies - Inland Empire, Inc"
Moreno Valley, California; grading requirements of the city of Temecula, Appendix
Chapter 33 of the UniforrriBuilding Code (UBC, 1994) and the following project
preliminary geotechnical report, '
Preliminary Geotechnica/ Investigation, Eastern and Southern Portion of "The
Meadows", Approximately 800 -Acre Site, City of Temecula, California, dated April
26, 1996, prepared by Converse for Newland Associates, Converse Project No,
96-81-420-01,
This report was prepared for the project described herein and was intended for the sole
use of Newland Associates and its authorized agent(s). It may not contain sufficient
information for use by others and/or for any other purposes.
2.0 PROJECT DESCRIPTION
2.1 General
The project site is located in the city of Temecula, California, as shown in Figure No, 1,
Vicinity Map, The proposed residential development, which encompasses the eastern
portion of "The Meadows", is designated as Paseo Del Sol Master Planned Community.
Once developed, the community will comprise Tracts 24182 through 24188, At this time,
rough/mass grading was limited to Tracts 24182 through 24186 and 24188-1, comprising
an area of approximately 455,21 acres. The scope of this report is limited to these
rough/mass graded Tracts herein referred to as the "project site", The project site is
bounded on the south by State Highway 79, on the west by Meadows Parkway, on the
north by currently undeveloped hilly land (future tracts 24187 and 24188) and on the east
by Butterfield Stage Road,
96,81,420,03
Converse Consultants Inland Empire
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TO SAN OI(GO
PROJECT SITE
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PROJECTED TOWNSHIP 85, RANGE: 2W, SECTION 1:1,
SAN BERNARDINO MERlDIAN
NOT TO SCALE
VICINITY MAP
As-Built Geology and Compaction Report
"-Tracts 24182 through 24186 and 24188-1
Paseo Del Sol Master Planned Community
For: Newland Associates
@ Converse Consultants Inland Empire
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PrOlect No.
96-81-420-03
Figure No
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2.2. Site Conditions Prior to RoughlMass Grading
Prior to grading, the southern portion of the site located in the Pauba Valley was
characterized by a ground surface sloping gently to the west and covered with dense to
light vegetation.
Until 1994, portions of the this area were occupied by Eastern Municipal Water District's
(EMWD) eleven reclaimed water percolation ponds, These pond areas were regraded in
1994 to near pre-pond-construction conditions in accordance with a grading plan
prepared by EMWD, Earthwork associated with this grading included removal of graded
berms between ponds and placement of compacted fills within the abandoned ponds
after strippij:lg the surface of vegetation, pipes and existing structures, Earthwork was
performed under the geotechnical observation and field density testing by Converse,
Grading involved cut and fill on the order of five and four feet, respectively. The results of
the field observation and field density tests were presented in the following report:
. Final Report Backfill Compaction Observation and Field Density Test Results,
Pauba Ponds Restoration, Highway 79 and Butterfield Stage Road, Temecula,
California, dated 94-81-517-01, Converse Project No. 94-81-517-01,
Prior to present mass grading, the existing ground surface elevation within the Pauba
Valley area ranged approximately from 1065 feet to 1110 feet above Mean Sea Level
(MSL) at the west and east side, respectively, The central and northern portions of the
site were characterized by highlands with gently sloping hills, Several deep to relatively
shallow canyons cut through the site and generally drained southward towards the Pauba
Valley, Elevation of the existing ground surface ranged from 1110 feet to 1265 feet
above MSL at the south side along the edge of the valley and at the northeast corner of
the site, respectively, Total relief across the site was approximately 200 feet.
Some fill associated with the construction of Meadows Parkway north of Leena Way and
De Portola Road existed within the site, There was an abandoned ranch in the south
central portion of the site. A potential archeological site is situated on a hill south of De
Portola Drive between Campanula Way and Mantova Drive, Vegetation consisted of
primarily grasses, tumbleweeds with some shrubs in the hilly region,
2.3 Proposed Development
The project site is proposed to be developed as a master planned residential community
comprising both single-family and multi-family residences, parks, playgrounds, recreation
facilities, schools, streets with curbs and gutters, sidewalks, walkways and associated
above-ground and underground utilities including storm drains, sewer, water, gas and
electrical lines, The project also includes cut slopes, fill slopes, retaining walls, block
walls and entry monuments, The residences are likely to be constructed of wood-framed
structures with concrete slab-on-grade and concrete footing foundations,
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The project included grading the site in accordance with the following rough/mass grading
plans prepared by Keith International Inc" Moreno Valley, Califomia for Newland
Associates,
. Tract No. 24182 & 24183, Mass Grading Plan, Sheet 1 through 3 of 3, dated
August 13,1997
Tract 24182, Interim Detention Basin, Sheet 4 through 7 of 7, undated
. Tract No, 24184, -1, Rough Grading Plan, Sheet 1 through 6 of 6, dated May 22,
1996.
. Tract No. 24185, -1, -2, Rough Grading Plan, Sheet 1 through 10 of 10, dated
August 8, 1996,
. Tract No. 24186, -1, -2, -3, -4, Rough Grading Plan, Sheet 1 through 12 of 12,
dated May 24,1996.
" '
. Tract 24188-1, Rough Grading Plan, Sheet 1 through 4 of 4, dated August 29,
1996,
Information on anticipated subsurface conditions and recommendations for tract
development including earthwork were provided by Converse in the Preliminary
Geotechnical Investigation report, dated April 26, 1996, referenced in Section 1,0,
Introduction,
2.4 Site Grading IEarthwork RequirementslRecommendations
The subject project involved earthwork necessary to grade the project area in accordance
with the site development requirements set forth in the above-referenced rough/mass
grading plans, Based on the roughlmass grading plans and the existing ground surface
elevations, site grading involved cut within the northern and central hilly areas and fill
within the canyons and the southern valley areas, Exclusive of any remedial over-
excavation and backfilling, cuts on the order of 40 feet within Tracts 24186-1 and 24188-1
and fills on the order of 40- feet within Tract 24184-1 were required to reach the proposed
finish grade elevations, Rough grading plans also included 2:1 (horizontal:vertical) (H:V)
cut slopes on the order of 30 feet and fill slopes on the order of 30 feet.
The project Preliminary Geotechnical Investigation report, dated April 26, 1996,
referenced in Section 1,0, Introduction, contains detailed tract development, including site
specific grading and earthwork recommendations, The general recommendations from
that report are summarized as follows:
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.
Surface trash, vegetation and other organic materials should be removed from the
grading area, Organic matter resulting from the clearing and grubbing should be
hauled off site.
.
Undocumented fill existing within the project site shall be removed and replaced as
compacted fills, Based on observation during grading, it may be necessary to
remove loose alluvium or colluvium from underneath the undocumented fills.
.
Unsuitable topsoil, colluvium and alluvial soils shall be removed from the hilly area
prior to placing any structural fills, Actual depth of removal shall be based on
observation of the soil conditions by Converse during grading.
.
At least the upper five feet of soils from the Pauba Valley area shall be removed
and replaced as compacted fill, To reduce the potential of structural distress due
to soil liquefaction, over-excavation within the valley area identified as susceptible
to liquefaction should be such that there is at least 15 feet of compacted fills below
finish grade,
.
Proposed fills shall be placed on competent subgrade soils as determined by
representatives from the project geotechnical consultant A representative from
the project geotechnical consultant shall observe the bottoms of the excavated
areas by prior to the placement of any fill.
Subsequent to the removal of unsuitable materials, subgrade soil surfaces that will
receive compacted fills shall be scarified to a depth of at least six inches, The
scarified soils shall be moisture-conditioned to two to three percent above optimum
and compacted to a relative compaction of at least 90 percent as per ASTM
Standard D1557 -91,
.
Soils removed during excavation procedures may be utilized as compacted fills,
provided they have been stripped of organic and other deleterious matter.
.
Fills shall be placed in suitable lifts, with lift thickness modified as necessary to
achieve adequate compaction, Fills should be compacted mechanically
throughout to the specified density at moisture content within two to three percent
of optimum,
.
If the thickness of structural fill is more than 20 feet, fill placed below 20 feet from
the final ground surface should be compacted to a relative compaction of at least
95 percent All other fills, if not specified to be at 95 percent, shall be compacted
to a relative compaction of at least 90 percent as per ASTM Standard D1557-91,
Fills shall be benched into unyielding sedimentary bedrock or native soil on slopes
steeper than 4:1 (H:V).
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. In-place density of the compacted fill soils shall be measured in a=rdance with
the ASTM Standard 01556-90 Method and/or ASTM Standard 02922-91. If a field
density test shows less than the required minimum relative compaction additional
compaction efforts shall be applied to the fill volume represented by the failing test
until a subsequent field density test shows passing results,
. The project geotechnical consultant shall observe the placement of fill and conduct
in-place density tests on the compacted fill to check for adequate moisture content
and compaction, Where less than the specified compaction is indicated, additional
compaction efforts shall be applied and the soils moisture-conditioned as
necessary until specified compaction is achieved.
. Subdrains should be installed within the canyons, subsequent to existing fill,
colluvium and/or alluvium removal, and prior to fill placement. All subdrains
devices should be accurately located in the field by the project land surveyor.
Cut slopes should not be steeper than 2: 1 (H:V). Geologic observation of all cut
slopes should be conducted during grading to observe if any adversely oriented
planes of weakness are present.
Fill slopes should be constructed no steeper than 2:1 (H:V), Fill slopes should be
properly compacted out to slope face.
. Settlement monuments are recommended to be installed at selected locations
within the Pauba Valley to monitor settlement of the compacted fills,
3.0 PROJECT TEAM
The project team during rough/mass grading consisted of the following:
Owner/Oeveloper.,.....,.............,........,........,........... Newland Associates, La Jolla, California
Project Manager ,.,....,....,..............,.............,..,.............,..,...,.,...,.......,.... Dean Meyer, R.C,E,
Field Superintendent..,.., ..,....,..,....', ..,.... .....' ...", '......".. ............."..""""...... ,..... Dave Seach
Project Civil Engineer ..,......,............,.....' Keith International, Inc" Moreno Valley, California
Project Surveyor ......,................,.,...,..,..., Keith International, Inc" Moreno Valley, California
Project Geotechnical ConsultanL......,.....,..,.. Converse Consultants, Redlands, California
Principal-ln-Charge......,..........,........,............,..............,.....Hashmi S. E. Quazi, Ph,O" p, E,
Project Engineer..........,........,........................................., Mohammed S, Islam, Ph,O" p, E,
Project Engineering GeologisL..,..............,...............,...................Michael O. Cook, C,E,G,
Lead Field Technician "........."""".."",..""",....,"""",........,....,..,..,..""...."",..,Mark O'Brien
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Grading Contractor.....,........,....,.......,........."."..,.....,,,,....,,,,,,,..,,,,,,,, ACI, Corona, California
Grading Superintendent "......."",..,.", ..,''''.,,..''.,,,,'''',, .,,,, '"'''''',,''' '"'''' '"'' ""'" "'''' Bill Floyd
4.0 SCOPE OF WORK
Our scope of work for the above-referenced project included full-time observation of
grading, field density and laboratory testing to verify earthwork compliance with project
plans and specifications,
4.1 Field Observation and In-place Density Testing
Full-time observation of grading and field density testing of compacted fill soils was
performed by Converse soil technicians working under the supervision of the project
engineer and the geologist Converse geologists performed geologic mapping and full-
time observation of the canyon clean-outs and grading associated with cut and fill slopes.
Our scope of work also included providing continuous geotechnical consultation services
during rough/mass grading.
4.2 Laboratory Testing
Our scope of work during rough/mass grading included laboratory compaction tests to
evaluate the dry density and moisture content relationships of the fill soils, The results of
these laboratory tests were utilized in the evaluation of the in place density of the
compacted fills,
Additional laboratory tests including sieve analysis, direct shear, consolidation, expansion
index, and R-value tests, were also performed on representative samples of building pad
and street subgrade soils retrieved at the completion of rough grading,
4.3 Data Evaluation and Report Preparation
Data obtained during field density testing was examined by the lead field technician and
the project engineers for the purpose of quality assurance/control. The results of
laboratory tests were analyzed and evaluated for relevant engineering parameters, This
report was prepared to summarize field observations, results of geologic mapping, field
density and laboratory testing.
Our scope of work during rough/mass grading also included preparation of the following
report providing pavement design and construction recommendations for the
infrastructure streets:
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. Pavement Design Recommendations, Infrastructure-Phase I Street Improvement,
Paseo Del Sol Master Planned Community, Temecula, California, Dated March 3,
1997,
A soil corrosivity study was performed by M. J, Schiff and Associates, Claremont,
California. The results of this study are presented in Appendix C, Soil COITOsivity Study.
Results of additional laboratory testing, data analysis/interpretation, geotechnical design
parameters and construction recommendation for building foundations, slabs-on-grade,
retaining walls, street pavements and associated facilities will be provided in the tract
specific design and construction recommendation reports under preparation,
5.0 GEOLOGIC CONDITIONS
5.1 General
A general description of the site geologic conditions prior to and following rough/mass
grading is presented in this section, Based on geology, geomorphology, topography,
grading conditions and Tract boundaries, the project area is subdivided into the following
two sub-areas for the purpose of this discussion:
South of De Portola Road: This portion of the site comprising Tracts 24182 and 24183
is bounded on the south by the State Highway 79, on the west by Meadows Parkway, on
the north by De Portola Rood and on the east by Butterfield Stage Road,
North of De Portola Road: This portion of the site comprising Tracts 24184 through
24186 and 245188-1 is bounded on the south by De Portola Road, on the west by
Meadows Parkway, on the north by currently undeveloped hilly land designated (future
Tract 24187 and 24188) and on the east by Butterfield Stage Road,
5.2 Pre-Grading Geologic Conditions
South of De Porto/a Road: Pre-grading site conditions consisted of undeveloped open
land, De Portola Road, several dirt roads, and some remnant features associated with
previous farming activities. The southern portion of this area is located within the Pauba
Valley, The valley area was characterized by a flat alluvial plain with an average ground
surface elevation of approximately 1,090 feet MSL and a gentle gradient towards the
west. The topography rose rapidly as hills and small southerly-draining canyons to
approximately 1,170 MSL adjacent to De Portola Road, The subsurface profile within the
alluvial plain consisted of Holocene age to recent sandy alluvium overlying Quaternary
age Pauba Formation, The hilly area was underlain by sedimentary bedrock known as
the Pauba Formation, Recent alluvial and colluvial deposits were present within the
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canyons, The ground surface was covered with tumbleweeds and brush and some trees
in the area where a farm house was situated,
North of De Portola Road: The area north of De Portola Road consisted of undeveloped
rolling hills and small canyons, several dirt roads, small earthen dams associated with
previous farming activities and graded cut slopes associated with the construction of De
Portola Road, Meadows Parkway and Butterfield Stage Road, Elevation of the existing
ground surface ranged from approximately 1,110 feet at the southeastern region of the
site to approximately 1,260 feet in the northeastern corner of the site. Total relief across
the site was approximately 150 feet. The existing canyons were generally flat floored with
gentle to moderately sloped side walls and localized areas with steep side walls, The
main canyons bisecting the project area drained from north to south towards the Pauba
Valley, An east-west trending canyon draining to the west was located between
Butterfield Stage Road and Meadows Parkway, This canyon located approximately
1,400 feet north of the intersection of Leena Way and Meadows Parkway formed the
northerly limits of rough grading.
Compacted fill yvas placed in this east-west trending canyon during grading of the western
portion of "The Meadows" and Meadows Parkway, under geotechnical observation and
compaction testing by Converse Consultants in 1991, The hills were underlain by Pauba
Formation bedrock mantled with a veneer of colluvium which generally thickened near the
base of the hills. Recent alluvial/colluvial deposits and older sandy alluvial soils were
present within the canyon bottoms, The surface was generally covered with native
grasses and brush, with thicker vegetation in the smaller canyons,
Previously graded cut slopes were present adjacent to De Portola Road, Butterfield Stage
Road and Meadows Parkway, Several of these slopes were significantly eroded to form
two (2) to four (4) feet deep narrow gullies,
5.3 Geologic Conditions Observed During Grading
5.3.1 South of De Portola Road
Top Soil/Colluvium: Top soil/colluvium was observed in the hill and canyon areas
adjacent to De Portola Road, These soils were generally highly porous and consisted of
clayey sand and silty sand. The thickness of these soils varied from about one (1) to six
(6) feet.
Fills (Documented/Undocumented): Fill soils were present in areas beneath former
locations of several farm structures, storm drain catch basins and in the valley area where
several reclaimed water percolation ponds were abandoned, These fill soils varied from
five (5) to 15 feet in thickness and consisted of sand and silty sand,
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Alluvium: Alluvial soils within the Pauba Valley area consisted of gray brown to brown,
fine-grained silty sand overlying light gray micaceous fine to medium-grained sand
interbedded with occasional thin dark gray to black clayey/sandy silt layers. In general,
the overlying fine-grained silty sand was over-excavated to the underlying light gray sand.
Bedrock: Pauba Formation bedrock encountered within the hilly area consisted of poorly
interbedded to massive, moderately to well consolidated, fine to coarse-grained
sandstone. The sandstone is alluvial channel-type deposits with lenses of gravelly
sandstone, siltstone and silty claystone,
5.3.2. North of De Portola Road
Top Soil/Colluvium: Top soil/colluvium mantled all hills and canyon areas throughout the
site, These soils were generally highly porous, comprised of silty sand and clayey sand
and varied in thickness from about one (1) foot to 13 feet.
Fills (Documented/Undocumented): Fill soils were present as canyon-fill placed during
previous grading of Meadows Parkway, fill from grading of several dirt roads, fill
embankments from roadway construction of De Portola Road, Meadows Parkway and
Butterfield Stage Road, and several small earthen dams, These fill soils consisted of
mainly sand and silty sand, and varied in thickness from about five to 30 feet.
Alluvium: Recent to older alluvial soils were present within all the canyons and some of
the tributary canyons which traverse the site, The recent alluvial soils consisted
predominantly of poorly graded, coarse-grained sand in the center of main canyons to
dark brown, fine to coarse-grained silty to clayey sand along the sides of the canyons.
These alluvial soils were porous to highly porous with abundant root casts and generally
very dry at the surface and moist below a depth of approximately five (5) feet. Older
alluvium generally consisted of massive brown to red-brown fine to coarse-grained sand,
These older alluvial soils were moist and free of visible porous root casts,
Bedrock: Pauba Formation bedrock consisted of poorly interbedded to massive,
moderately to well consolidated, fine to coarse-grained sandstone and occasional
inter-bedded siltstone. The sandstone is alluvial channel-type deposits with lenses of
gravelly sandstone, siltstone and silty claystone, The sandstone and siltstone is
moderately to well cemented with some friable (no cementation) sandstone. The largest
outcrop of friable sandstone was present within Tract 24185 in the southeast portion of
the grading area,
5.4 Groundwater Conditions
5.4.1 South of De Portola Road
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Prior to grading groundwater was encountered in exploratory borings drilled within the
Pauba Valley area (Tract 24182). The shallowest groundwater depth measured in
borings varied from seven (7) feet below ground surface (bgs) in 1988 to 17,0 feet in
1996, Earlier reports by Waring (1919) and Kennedy (1977) indicate the area had
artesian conditions and near surface groundwater, respectively,
Perched or shallow groundwater was encountered at two locations during grading of the
Pauba Valley area (Tracts 24182 and 24183), Perched groundwater was encountered
during alluvial removals south of De Portola in a canyon near the alignment of
Campanula Way, This area was directly down gradient of a culvert which crossed under
De Portola Way and drained a large canyon, The second area was again near the
alignment of Campanula Way and Caserta Drive (future), Groundwater seepage was
observed after approximately five feet of alluvial removal was completed, A test pit was
excavated to observe rate of groundwater seepage, Draining of the test pit by pumping
indicated decreasing recharge at this location, The groundwater was observed to be
draining from a coarse grain friable sandstone layer of the Pauba Formation, An existing
four (4)-inch diameter black plastic pipe encased in pea gravel was also situated in the
location of the seepage.
5.4.2 North of De Portola Road
Groundwater was not encountered in exploratory borings or observed as surface springs
during previous investigations of the site by Converse. No groundwater was observed in
any of the canyon removals completed in the areas north of De Portola Drive during
grading,
5.5 Faulting and Seismicity
5.5.1 General
The site is located in a seismically active region, Detailed discussion on site specific
faulting, seismicity and liquefaction potential was presented in 1he Preliminary
Geotechnical Investigation report, dated April 26, 1996, referenced in Section 1,0,
Introduction.
The Alquist-Priolo Earthquake Fault Zoning Act of California defines an active and a
potentially active fault as follows: an active fault is a fault which has had surface
displacement within Holocene time (about the last 11,000 years) and a IJotentiallvactive
fault is a fault which showed evidence of surface displacement during Quaternary time
(the last 1,6 million years),
A brief discussion on faulting including field observations made during grading and
seismicity is presented below,
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5.5.2 Regional Faulting
The project site is not located within a currently designated State of Califomia Earthquake
Fault Zone. No known active faults projects toward or through the site, The nearest
known active fault zone capable of generating significant ground motion at the site is the
Wildomar Segment of the Elsinore Fault Zone, which is located approximately one mile
southwest of the site,
5.5.3 Site Faulting
Evidence of active or potentially active faulting was not observed during grading of the
site, Bedrock faulting with significant offset or deformation was not observed within any of
the graded areas,
5.5.4 Seismicity
Based on a deterministic seismic hazard analysis, the project site may experience a peak
ground acceleration of about O,60g, where g is the acceleration due to gravity, in the
event of an earthquake of moment magnitude 7,5 due to the rupture of the nearby
Wildomar fault. '
A probabilistic seismic hazard analysis indicated that a peak horizontal ground
acceleration of about 0,309 has a 10 percent probability of exceedance in 50 years,
6.0 GRADING AND EARTHWORK
6.1 General
Earthwork associated with rough/mass grading was performed by ACI Contractors, Site
grading commenced in October, 1996 and was essentially completed in June 1997,
Earthwork equipment included dozers, excavators, loaders, rubber tire and sheepsfoot
type compactors, scapers, blades, water trucks and water pulls.
Prior to grading the area north of De Portola Road, the ground surface was grubbed of
vegetation and all deleterious debris was removed and disposed of off, site. Surficial
colluvial and alluvial soils were removed to competent older alluvium or Pauba Formation
bedrock, Canyon areas with loose, unsuitable alluvium/colluvium soils involved removal
on the order of three (3) to 15 feet. Subgrade soils were scarified, moisture conditioned
to near optimum moisture and compacted to a minimum of 90 percent relative
compaction as per ASTM Standard 01557 prior to placement of compacted fill soils,
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To avoid under cutting the roadway and/or utilities, existing roadway fills on the north side
of Oe Portola Road were cut back at a 1:1 (H:V) slope from the top of the existing fills.
Existing fills on the west side of Butterfield Stage Road were cut nearly vertical from the
toe of the fill slopes during adjacent canyon clean out Compacted fills placed in these
areas during this grading were benched into the cut back fill slopes.
Prior to grading within the Pauba Valley adjacent to Highway 79, the ground surface was
grubbed of vegetation and moisture conditioned. The surficial alluvial soils were then
over-excavated to expose fine to medium-grained sandy alluvium, Surficial colluvial and
alluvial soils within canyons adjacent to Oe Portola Road were removed to competent
older alluvium or Pauba Formation bedrock, Subgrade soils were scarified, moisture
conditioned to near optimum moisture and compacted to a minimum of 90 percent
relative compaction as per ASTM Standard Method 01557,
Excavated site soils were placed as compacted fills. Fills were placed in loose, six to
eight inch thick lifts, mixed and moisture conditioned, if necessary, to near optimum
moisture. The loose fill lifts were then compacted to a relative compaction of at least 90
percent as indicated by random in-place density testing. The field density tests were
performed in accordance with either the ASTM Standard 01556-90 Method or ASTM
Standard 02922-91 Method, Where structural fill was greater than 20 feet thick, fill soils
placed below 20 feet from the proposed ground surface were compacted to at least 95
percent relative compaction, As a result of remedial over-excavation, the maximum depth
of compacted fill was on the order of 45 feet placed approximately in the center of Lot 23
in Tract 24184-1,
If the results of a field density test indicated failing results the representative fill volume
was reworked and re-compacted by the contractor until a subsequent field density test
indicated passing results. Where fills were placed against existing slopes steeper than
5:1 (H:V), the existing fill slopes were keyed and benched to provide increased lateral
support and remove the surficial unsuitable soils when present. Fill slopes were overbuilt
three (3) to four (4) feet and compacted as they were filled horizontally. The overfilled
slope face was then tract rolled prior to trimming back to finish grade,
Cut-fill transition lots are lots which as a result of the grading operation expose in-place
soil or bedrock and compacted fill soil at the finish grade pad elevation, This condition
was developed at the site in some locations due to daylight lines which crossed lot
boundaries, removal of unsuitable colluvial/alluvial soil within shallow cut lots, grading of
stabilization fill slopes and lots with unsuitable bedrock at finish pad grade elevation, Lots
with unsuitable bedrock conditions included Lots 46 through 50 of Tract 24185-2 and Lots
25, and 65 through 69 of Tract 24186-1 which exposed coarse-grained sandstone
bedrock overlying relatively less permeable fine-grained silty sandstone,
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The cut-fill transition lots were over-excavated to a depth of approximately five (5) feet
below finish grade pad elevation and replaced as compacted fill. The bottom of the over-
excavation was then scarified, brought to near optimum and compacted prior to placing
fills, The purpose of the over-excavation was to either reduce potential differential
settlement by providing a minimum of three (3) feet of compacted fill beneath anticipated
residential foundations or to mitigate the potential for entrapment of subsurface water at
the contact between uniformly graded coarse-grained and fine-grained materials.
Cut slopes exposed sandstone of the Pauba Formation. The sandstone is generally
moderately cemented. Cut slope were constructed at a gradient of at least 2:1 (H:V),
Stabilization fill slopes were constructed where existing previously graded slopes were
highly eroded and where existing grades were lower than proposed finish grade
elevations, Stabilization fills were also constructed where graded cut slopes exposed
unsuitable highly erodible friable sandstone, Pertinent information, including location of
the subdrains installed within these stabilization fills, are summarized in Table No, 1,
Stabilization Fill Slopes,
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24184-1 3-Sheet 5 of 18-22 30 15 Existing cut slope was eroded at this location.
6 No back drain installed at this location,
24184-1 3-Sheet 5 of 26 20 15 Existing cut slope was eroded at this location,
6 No back drain installed
24184-1 3-Sheet 4 of 5,6 22 15 Existing cut Slope was eroded at this location,
6 No back drain installed
24185-2 4-Sheet 4 of 110-115 23 15 Erodible/friable sandstone was exposed at the
10 cut slope surface, A backdrain with a 4-inch
pve pipe, gravel and filter fabric was installed
at this location,
24185-2 4-Sheet 7 of 70-79 17 15 Erodible/friable sandstone was exposed at the
10 cut slope surface, A backdrain with a 4-inch
pve pipe, gravel and filter fabric was installed
at this location.
24185-2 4-Sheet 8 of 98-100 16 15 Erodible/friable sandstone was exposed at the
10 cut slope surface, A backdrain with a 4-inch
pve pipe, gravel and filter fabric was installed
at this location,
24186-1 5-Sheet 2 of 109-114 7 15 Existing cut slope elevations were lower than
12 the proposed finish grade elevation. No back
drain installed at this location,
24186-4 5-Sheet 6 of 23-26 21 15 Existing cut slope elevations were lower than
12 the proposed finish grade elevation, No back
drain installed at this location,
Tracts 24182 and 24183 were mass graded to an interim grades as shown in Drawing
Nos. 1 and 2, Field Density Test Locations and Geologic Map, included in Part II of this
report, with the exception of the soil stockpile area, The western portion of the soil stock-
pile is mass graded to an elevation approximately 15 to 20 feet lower than that shown in
Drawing No.2, Field Density Test Locations and Geologic Map, Sheet 5 of 7, Rough
grading of these Tracts will include removal of the interim soil stockpile and backfilling the
interim detention basin located at the eastern portion of Tract 24182 (see Drawing No, 2,
Field Density Test Locations and Geologic Map, Sheets 4, 5, 6 and 7 of 7) and placement
of minor amounts of compacted fills at other areas,
Tract 24184 through 24186 and 24188, with the exception of the street areas within tract
24185 and 24188-1, were rough graded to finish pad elevations, Finish grading of the
street areas within Tract 24185 and 24188-1 will involve placement of minimal amounts of
compacted fills,
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Settlement monuments were installed at selected locations in Tract 24182. The
approximate locations of the settlement monuments, designated as SM(1) through
SM(10), are shown in Drawing Nos, 1 and 2, Field Density Test Locations and Geologic
Map, included in Part II of this report, A total of five (5) deep and five (5) shallow (surface)
settlement monuments were installed, The deep settlement monuments were installed
within removal areas prior to placing any fill, to measure the settlement of the native
alluvial soils below compacted fills, The shallow settlement monuments were installed to
monitor settlement at the fill surface, The settlement monuments were installed by ACI
Contractors under supervision/observation by Converse, Keith Intemational, Inc.,
surveyed the locations of the monuments and recorded settlement readings,
The compacted fill thickness varies from monument to monument. The eastern portion of
the Pauba Valley area of the project, where settlement monument SM(1), SM(2) and
SM(10) are located, was graded to nearly final grade elevations, The depth of compacted
fills at the locations of these monuments ranges from about five to 10 feet. As stated
previously, rough grading of the western portion of the Pauba Valley, where the remaining
settlement monuments are located, will include removal of the interim soil stockpile and
placement of additional compacted fills, The thickness of compacted fills placed at the
location of these monuments vary from none at the location of the monument SM(7) to
about 30 feet at the location of SM(6).
Due to the variable fill thickness, measured total ground settlement varied significantly
from monument to monument. Ground settlement was measured to be about 0.20 inches
and 0,60 inches at the locations of SM(2) and SM(6), respectively, since the completion of
the fill placement. Data presented in Figure No.2, Time Versus Settlement, indicates a
continued rate of ground settlement at the time of the preparation of this report,
Settlement monuments, including those installed in areas that may involve significant
amounts of fill placement during future grading should be continued to be monitored and
reevaluated prior to building construction,
6.2 Canyon Subdrains
6,2,1 South of De Portola Road
Three subdrains consisting of six- to eight-inch diameter outlet pipes were installed in the
areas south of De Portola Road, These outlet pipes connect to canyon subdrains
constructed north of De Portola Road and cross under the roadway via existing storm
drain pipes, The approximate location of the subdrains are shown on Drawing No, 1,
Field Density Test Locations and Geologic Map,
A single subdrain consisting of a SRD 35 PVC perforated sewer pipe encased in 314-inch
crushed rock wrapped in geotextile fabric was constructed in the location of a seepage
area near Campanula Way and Caserta Drive (future) Tract 24282, This drain was
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As-Built Geology and Compaction Report
f' 24182 throueb 24186 and 24188-1
Paseo Del Sol Master Planned Community
For: Newland Associates
@ Converse Consultants Inland Empire
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F.gure No
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constructed to allow drainage from the seepage area to a coarse sandy alluvium layer
present below a future green belt area, Two monitoring ports were constructed to access
the drain and measure the depth to groundwater. The approximate location of the
subdrain and monitoring ports are shown on Drawing No, 1, Field Density Test Locations
and Geologic Map, Sheet 2 of 3,
6.2.2
North of De Portola Road
Following removal of alluvial and colluvial soil from canyon areas and prior to fill
placement, canyon subdrains were installed. The canyon subdrains consist of four-, six-
and eight-inch diameter, perforated SDR 35 PVC pipe, placed in 3/4-inch crushed rock
wrapped in geotextile filter fabric. Outlet pipes consist of four-, six- or eight-inch diameter,
solid SDR 35 PVC pipe, The subdrains are installed at an approximate gradient of one
percent or greater. The approximate location of the subdrains and monitoring ports are
shown the Drawing Nos, 3 through 6, Field Density Test Locations and Geologic Map,
Stabilization fill backdrains were constructed in some areas where cut slopes were
gradedlconstructed as fill slopes to mitigate unsuitable existing slope conditions, The
backdrains were constructed near the heel of the stabilization fill keyways. The
backdrains consist of four (4)-inch diameter, perforated SDR 35 PVC sewer pipe, placed
in 314-inch crushed rock wrapped in geotextile filter fabric, Outlet pipes consist of four-
inch diameter, solid SDR 35 PVC sewer pipe, The backdrains have an approximate
gradient of one percent or greater and outlet near proposed storm drain catch basin, The
approximate location of the backdrains and monitoring ports are shown in Drawings Nos,
3, 4 and 5, Field Density Test Locations and Geologic Map,
7.0 FIELD DENSITY AND LABORATORY TEST RESULTS
7,1 Field Density Test Results
The earthwork associated with the rough/mass grading was observed from a
geotechnical point of view and in-place density of the compacted soil was tested by
Converse on a, full-time basis, At the end of each working day, each soil technician
prepared a Daily Field Report of Grading Observation documenting the geotechnical
observations made during the day, A copy of the daily field report was submitted to the
client's representative,
Nuclear Gauge (ASTM Standard D-2922-91) andlor Sand Cone (ASTM Standard D1556-
90) test methods were utilized to evaluate the in-place density of compacted fills at
random locations, The results of the field density tests performed during roughlmass
grading are summarized in Table No, A-1, Summary of Field Density Test Results, in
Appendix A, Field Density Testing, Results of the field density tests performed at the
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24188 are presented in Table A-2, Summary of Finish Pad Field Density Test Results.
The approximate locations of the field density tests are plotted in Drawing Nos. 1 through
6, Field Density Test Locations and Geologic Map,
The relative compaction for each field density test reported in Table No. A-1, Summary of
Field Density Test Results and Table No, A-2, Summary of Finish Pad Field Density Test,
is obtained by dividing the measured in-place dry density by the maximum laboratory dry
density of the same "soil type" presented in Table No. B-1, Summary of Laboratory
Maximum Dry Density and Optimum Moisture Content Tests, in Appendix B, Laboratory
Testing, The required minimum relative compaction for each test is also shown in the
"Required Relative Compaction" in Table No, A-1, Summary of Field Density Test Results
and Table No, A-2, Summary of Finish Pad Field Density Tests,
7.2 Laboratory Test Results
Representative bulk samples of the fill soils were retrieved during rough/mass grading
and tested in the laboratory to determine their laboratory maximum dry densities and
optimum moisture contents. These tests were performed in accordance with the ASTM
Standard 01557-91 test method, Results of these tests are summarized in Table B-1,
Summary of Laboratory Maximum Dry Density and Optimum Moisture Content Tests.
Results of soil corrosivity tests performed on representative samples of finish pad
subgrade soils from Tracts 24184-1,24186-1, -2 and 24188-1 are presented in the soil
corrosivity study report prepared by M, J. Schiff and Associates and included in Appendix
C, Soil Corrosivity Study, of this report,
Results of additional laboratory testing will be presented in the tract specific design and
construction recommendation reports under preparation.
8.0 CONCLUSIONS
. Based on our field observation, in-place density and laboratory testing, and data
analysis and interpretation, it is our opinion that earthwork associated with the
rough/mass grading of the subject site was completed in substantial compliance
with the project plans and specifications,
. Excavated site soils were placed as compacted fills. The fills soils were composed
of primarily silty sand, clayey sand, sand and sandy or clayey silt.
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The laboratory maximum dry density and optimum moisture content of the fill soils
ranged from 112 pound per cubic-foot (pct) to 133 pcf and eight (8,0) percent to
16,5 percent, respectively,
.
A statistical analysis was performed on the distribution of relative compaction and
moisture content of the fill soils, Results of this analysis are presented in Figure
No.3, Histogram of Relative Compaction of Fill Soils, Based on the tests
results, the average relative compaction of the fill soils is about 93 percent
.
Tracts 24182 and 24183 have been graded to interim mass grade elevations and
detention basin plans, Rough grading will require minor amounts of cut and fill,
except for the detention basin which will require removal of the stockpile soil and
regrading the basin in accordance with project plans and specifications.
Settlement monuments installed within these tracts should be continued to be
monitored and reevaluated prior to building construction,
.
Tracts 24184, 24185, 24186 and 24188-1 are rough graded to final elevations,
except the streets within Tracts 24185-2, 24185-Final and 24188-1, Rough
grading ihe streets areas within Tract No. 24185 and 24188-1 will involve
placement of minor amounts of additional compacted fill in accordance with project
plans and specifications,
.
Fill slopes have been graded at 2:1 (H:V) or flatter, and are considered to be
grossly stable under static as well as anticipated seismic loading conditions,
.
Cut slopes are graded at 2: 1 (H:V) or flatter and anticipated to be grossly stable
against static as well as anticipated dynamic loading since the bedrock materials
are generally massive in nature and no continuous adverse geologic structures are
present Some surficial erosion may occur prior to the establishment of vegetation,
particularly where there are sands with little or no cohesion,
.
Groundwater was not encountered in the northern hilly area of the site, Perched
groundwater was encountered at two locations in the canyon areas south of De
Portola Road, Groundwater was not encountered within the depth of removal in
the Pauba Valley area of the site,
. Subdrains were installed along the canyon bottoms to collect, and transport
percolating groundwater, if any, from rainfall, landscape irrigation and other
sources related to the development of the site, Homeowners should be made
aware of the potential water-related problems that may result from excessive
irrigation andlor uncontrolled discharge,
. Evidence of active or potentially active faulting was not observed during grading of
the site, Bedrock faulting with significant offset or deformation was not observed
within any of the grading areas,
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· Single and multi-family residential structures may be supported on continuous
and/or isolated spread footings,
· Based on results of the soil corrosivity study, the site soil are not significantly
deleterious to concrete but severely corrosive to ferrous metal.
9.0 FURTHER TRACT DEVELOPMENT CONSIDERATIONS
Tract 24182 and 24183 were mass graded to interim grade conditions with a stockpile
and a detention basin on the east side. At the time of this report preparation, a rough
grading plan for this area was not available. Earthwork associated with additional grading
of these tracts should be performed under the observation and testing by Converse,
Settlement data recorded to date indicted that primary settlement was still occurring within
the valley at the time of this report preparation. Additional settlement readings are being
recorded by Keith International, Inc" in accordance with recommendations provided by
Converse, These settlement readings will be examined on a continuing basis, as they
become available, to reevaluate ground settlement
Rough grading the Tracts 24182 and 24183 will involve placement of additional amounts
of compacted fills, Placement of significant amount of additional fills within the Pauba
Valley area will results in additional consolidation settlement Once the final rough
grading plan is available, Converse should be contacted to provided further grading
recommendations and, if required, recommendations regarding design, installation and
monitoring of additional settlement monuments, Tract specific design and construction
recommendation reports will be prepared at the completion of rough grading,
The building pad areas within the north portion of the site comprising Tracts 24184
through 24186 and 24188-1 are rough graded to final pad elevations. Representative
samples of native and fill soils from the cut and fill lot, respectively, were retrieved for
additional laboratory testing. Laboratory testing included classification tests, shear tests,
consolidation tests, expansion potential tests, chemical tests and R-value tests. The
purpose of the laboratory testing was to determine relevant engineering parameters of the
native and fill soils at each tract Results of the laboratory tests and detailed design and
construction recommendations for various facilities including; footing foundations, slabs-
on-grade, retaining walls, in-tract street subgrade, pavements, concrete sidewalks,
walkways, curb and gutter will be presented in Tract specific design and construction
recommendation reports under preparation.
The soil corrosivity report included in Appendix C, Soil Corrosivity Study, was based on
the results of tests performed on sample of representative pad subgrade soils retrieved
from Tract 24184-1, 24186-1, and 2-, and 24188-1, The samples tested are considered
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to be representative of pad subgrade soils from other rough graded tracts, Additional
samples of pad subgrade soil from these tracts will be tested in the laboratory to verify the
findings and conclusions presented in this report Results of these additional soils
corrosivity tests will be presented in the tract specific design and construction
recommendation reports,
Buildings clearance from ascending slopes, footing set back from descending slopes,
pool setback and foundation elevations should meet the requirements of Section 1806.4,
Footings on or Adjacent to Slopes, of the UBC(1994).
Canyon subdrains which cross beneath De Portola Road into Tract 24182 and 24183
are not connected to permanent outlet structures, These drains should be located during
rough grading and/or utility construction of Tracts 24182 and 24183 and connected
properly to permanent non-erosive outlet structures such as gutters, catch basin, rip-rap,
V-ditch etc, Backflow preventers should be installed to prevent the introduction of surface
drainage from storm drains into the subdrain systems,
Adequate positive drainage should be provided away from structures and toe of slopes to
prevent ponding and to reduce percolation of water into subgrade soils. Drainage away
from building pads should meet the requirements of Section 3315, Drainage and
Terracing, of the UBC 1994), Planters and landscaped areas adjacent to the building
perimeters, if any, should be designed to minimize water ponding and percolation into the
subgrade soils, Planters adjacent to foundations should have a drainage system to
conduct water to a collection point for disposal.
Subdrains were installed along the main canyon bottoms to collect and transport
infiltrating ground water from rainfall and/or landscape irrigation and other sources,
However, the presence of relatively permeable fill soils and sandstone materials over less
permeable siltstone and claystone materials within the Pauba Formation can perched trap
infiltrating landscaping and/or rainfall water at the contacts and results in saturated
conditions in area away from the subdrains, Such saturation may produce seepage at the
surface exposure of these contacts, Seepage conditions daylighting out on slope
surfaces may produce nuisance raveling and possible surficial instability, Local drainage
andlor seepage collection devices may be required to be installed by homeowners if
these conditions were to develop in the future,
Slopes should be provided with adequate erosion control measures as soon as possible,
Erosion control may include planting the slopes with appropriate drought-resistant
vegetation as recommended by a landscaped architect Landscaping should disturb the
soils as little as possible, Care should be ,exercised to prevent loose fills from being
placed on slopes during construction and landscaping. Slopes should not be over-
irrigated, as this can soften the near surface soil resulting in surficial slope failures,
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Rodents burrowing, small concentrations of uncontrolled surfacelsubsurface water, or
localized depression of utility trench backfill on slopes should be controlled andlor
repaired as soon as possible,
Most hillside residential lot problems are associated with water. Homeowners should be
aware that altering drainage pattems, landscaping and the addition of patios, planters and
other improvements, broken pipe, as well as irrigation and variations in seasonal rainfall
all affects moisture conditions of the subgrade soils, Excessive landscape irrigation may
significantly increase the subgrade soil moisture conditions resulting in localized ponding
and saturation of the subsurface soils. Percolating groundwater water may even flow
from upper-grade lot areas to adjacent lower-grade lots areas. Excessive soil moisture
affects performance of building and other structures, slopes, pavements as well as
landscaping, Homeowners should consult a professional landscape architect for planting
and irrigation recommendations, Local drainage collection and transporting devices such
as subdrains may be required if waterlogging conditions develop in the future,
Modifications to the graded pad areas should not be attempted without the approval of a
qualified soils engineer and/or geologist.
10.0 LIMITATIONS
The findings, conclusions, recommendations and opinions contained in this report were
prepared in accordance with generally accepted professional engineering and
engineering geologic principles and practice in effect at this time in Southern California.
Our conclusions and recommendations are based on field observation, field and
laboratory testing performed in accordance with applicable industry standards, data
analysislinterpretation and our experience. We make no other warranty, either express or
implied,
Our field density testing to evaluate fill compaction was performed at random and discrete
locations; and at various time intervals during the fill placement operations, Our test
results are considered to be representative of the locations and material tested within the
compacted fill. Some variations in the densities and moisture of the compacted fills at
other locations should be expected.
This report presents opinion formed as a result of our observation of fill placement. We
have relied on the contractor to continue applying the recommended compaction effort
and moisture to the fill to meet the project specifications, Tests were performed on
compacted fill in accordance with ASTM Standards to calibrate our observer's judgment,
and to provide data on the overall compactive effort. These tests are not the sole basis
for our opinions on whether the fills meets the project plans and specifications,
Elevations and locations used in this report were based on data provided by others
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Although the rough graded lots are considered suitable for construction at the time of
completion, natural weathering and degradation of the near-surface soils may occur with
time, It has been our experience that significant deterioration of surficial soils, in
particular growth of vegetation and erosion, may occur if a significant period of time
elapses before construction, We recommend that the conditions of impacted lots, if any,
be reevaluated by Converse prior to construction,
Additional earthwork associated with the grading of the Tracts 24182 and 24183 to rough
grade elevations should be performed under the observation and testing of Converse.
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REFERENCES
ANNUAL BOOK OF ASTM STANDARDS (1995), Vol. 04.08, Soil and Rock; Dimension Stone;
Geosynthetics,
CONVERSE CONSULTANTS INLAND EMPIRE (1996), Preliminary Geotechnical Investigation,
Eastern and Southwestern Portion of "The Meadows, Approximately 800-Acre Site",
Temecula, California, dated April 26, 1996, Converse Project No, 96-81-420-01,
CONVERSE CONSULTANTS INLAND EMPIRE (1991), Interim Compaction Report, Portions of
Tracts 24186 and 24187, Paloma Del Sol Development, Temecula, California, dated June 10,
1991, prepared for Mesa Homes, Converse Project No, 88-871-148-02..
CONVERSE CONSULTANTS INLAND EMPIRE (1988a), "Liquefaction Investigation, The
Meadows at Rancho Califomia APN Nos. 926-13-9, -10, -12, -13, and -14, Rancho California,
California", Dated December 9, 1988, prepared for Rancho California Development Company,
,Converse Project No, 88-81-148-02
CONVERSE CONSULTANTS INLAND EMPIRE (1988b), "Geotechnical Investigation, Tentative
Tract 24137, Planning Areas 1 and 2a, Portion of The Meadows Rancho California, California"
dated December 9, 1987, prepared for Rancho California Development Company, Converse
Project No, 88-81-148-01-A,
CONVERSE CONSULTANTS INLAND EMPIRE (1988c), "Geotechnical Investigation, Tentative
Tract 24136, Planning Area 8, Portion of the Meadows, Rancho California, California," dated
December 16, 1988, Converse Project No, 88-81-148-01-B,
CONVERSE CONSULTANTS INLAND EMPIRE (1989), "Geotechnical Investigation, Eastern
Portion of the Meadows, Rancho California, California," dated January 6, 1989, prepared for
the Rancho California Development Company, Converse Project No, 88-81-155-01,
INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS (1994), Uniform Building Code
(UBC),
KENNEDY, M.P, (1997), "Recency and Character of Faulting Along the Elsinore Fault Zone in
Southern Riverside County, California", CDMG Special Report 131,
STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (1994), Building News,
Inc" Los Angeles, California,
WARING, G, A, 1919; "Groundwater in the San Jacinto and Temecula Basins, California," USGS
Water Supply Paper 429,
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APPENDIX A
FIELD DENSITY TEST RESULTS
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APPENDIX B
LABORATORY TESTING PROGRAM
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Table No.8-' Summary of Laboratory Maximum Dry Density and Optimum Moisture Content Tests
Soil Soil Description Max Dry Optimum Moisture
Type Density (pet) Content(%)
1 Silty Sand (SM), tine to coarse-grained. trace clay, brown 133.0 8.0
2 Clayey Sand (Sel, fine- to coarse-grained. reddish brown 130.0 8.5
3 Silty Sand ISM). fine- to coarse-grained. with clay and mica. yellowish brown 121.0 13.0
4 Clayey Sand {Sel. fine- to coarse-grained, orange brown 131.0 8.5
5 Silty Sand (SM). fine- to coarse-grained. some clay. light brown 125.5 10.5
6 Clayey Sand (SCl.fine- to coarse-grained. with mica, yellow brown 122.5 12.0
7 Clayey Sand (Sel. fine- to coarse-grained, yellowish brown 129.5 9.5
8 Silty Sand (SM), fine- to coarse-grained trace clav, brown 131.0 8.0
9 Clayey Sand (SeL fine- to medium-grained with mica, yellowish brown 126.0 10.0
10 Silty .Sand ISM). fine-to medium-grained. trace clay, brown 133.0 8.0
11 Silty Sand ISM), fine- to coarse-grained. with trace clay and mica, brown 118.0 9.5
12 Clayey Sand"ISCl, fine-grained. with mica. yellow-brown 118.0 12.0
13 Clayey Sand/Sandy Clay ISC/CLl. fine-grained. yellowish brown 115.5 15.0
14 Silty Sand ISM). fine- to medium-grained. with some clay and mica, brown 118.0 13.5
15 Clayey Silt (MLl. fine sand w/mica, yellowish-brown 112.0 16.5
16 Silty Sand ISM). fine- to med.-grained, with trace mica and clay, yellow brown 120.0 11.5
17 Silty Sand (SM), fine- to coarse-grained, yellowish brown 130.5 9.0
18 Silty Sand (SMI, fine- to medium-grained, with trace mica, yellowish brown 119.0 13.5
19 Silty Sand (SM)" fine- to medium-grained, trace clay and mica. brown 131.5 9.0
20 Silty Sand ISM). fine- to medium-grained, with clay, orange brown 122.5 11.0
21 Clayey Sand ISCL fine-grained. with mica. olive 119.0 14.0
22 Sand ISP), fine- to medium-grained, trace silt. grayish brown 119.0 11.5
23 Clayey Sand ISCl, fine. to medium-grained, dark brown 125.0 12.0
24 Sandy Silt IML), with clay, dark brown 120.0 12.5
25 Sand (SP), fine-grained, with clay and trace mica, gray 113.0 14.0
26 Silty Sand (SM). fine to medium-grained, trace organic, brown 120.5 12.5
27 Sandy Silt (Ml}, with clay and trace mica, dark-brown 114.0 15.5
28 Sandy Silt (Ml), with clay and trace mica, dark brown 115.0 15.0
29 Clayey Sand lSCl. fine- to coarse- grained, brown 120.0 12.5
30 Clayey Sand (SCl, fine-grained, with mica, orange brown 122.0 12.0
31 Silty Sand (SMl, fine-grained, trace clay and mica, brown 121.0 12.0
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APPENDIX C
SOIL CORROSIVITY STUDY
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M. J. SCHIFF & ASSOCIATES, INC.
Consulting Corrosion Engineers. Since 1959
1291 North Indian Hill Boulevard
Claremont, California 91711-3897
Phone 909-626-0967
FAX 909-621-1419
E.mail SCHIFFCORR@AOL.COM
June 9,1997
CONVERSE CONSULTANTS INLAND El\tIPIRE
10391 Corporate Drive
Redlands, California 92374
Attention:
Mr. Mohammed Islam
Re: Soil Corrosivity Study
Paseo Del Sol
Temecula, California
Your #96-81-420-03, MJS&A #97002-14
INTRODUCTION
Laboratory tests have been completed on 46 soil samples you provided for the referenced single
family residences project. The purpose of these tests was to determine if the soils may have
deleterious effects on underground utilities and concrete foundations.
The soil samples were provided from three of six tracts that compose the 830 acre site. The site is
half hilly terrain and half a flat, alluvial plain. The hilly portion of the site is classified,
geologically, as the Pauba Formation. The Pauba Formation is in a cut area and will be used as fill
over the alluvial plain. We assume that the samples provided are representative of the most
corrosive soils at the site.
The scope of this study is limited to a determination of soil corrosivity and general corrosion
control recommendations for materials likely to be used for construction. If the architects and/or
engineers desire more specific information, designs, specifications, or review of design, we will be
happy to work with them as a separate phase of this project.
TEST PROCEDURES
The electrical resistivity of each sample was measured in a soil box per ASTM G57 in its as.
received condition and again after saturation \\lith distilled water. Resistivities are at about their
lowest value when the soil is saturated. The pH of the saturated samples was measured. A 5: I
water:soil extract from each sample was chemically analyzed for the major anions and cations.
Test results are shown on Table 1.
CORROSION AND CATHODIC PROTECTION ENGINEERING SERVICES
PLANS AND SPECIFICATIONS. FAILURE ANAL Y$I$ . EXP5.RT WITNESS. CORRQSIV1TY AND DAMAGE .A.$SESSMENTS
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CONVERSE CONSULTANTS INLAND EMPIRE
MJS&A #97002-14
June 9,1997
Page 2
SOIL CORROSIVlTY
A major factor in determining soil corrosivity is electrical resistivity. The electrical resistivity of a
soil is a measure of its resistance to the flow of electrical current. Corrosion of buried metal is an
electrochemical process in which the amount of metal loss due to corrosion is directly proportional
to the flow of electrical current (DC) from the metal into the soil. Corrosion currents, following
Ohm's Law, are inversely proportional to soil resistivity. Lower electrical resistivities result from
higher moisture and chemical contents and indicate corrosive soil.
A correlation between electrical resistivity and corrosivity toward ferrous nietals is:
Soil Resistivity
in ohm.centimeters
Corrosivity Category
mildly corrosive
moderately corrosive
corrosive
severely corrosive
over
2,000 to
1,000 to
below
10,000
10,000
2,000
1,000
Other soil characteristics that may influence corrosivity towards metals are pH, chemical content,
soil types, aeration, anaerobic conditions, and site drainage.
Electrical resistivities were in mildly and moderately corrosive and corrosive categories with as.
received moisture. When saturated, the resistivities dropped into mildly through severely corrosive
categories. The resistivities dropped considerably with added moisture because the samples were
dry as.received. The wide variations in soil resistivity can create concentration type corrosion cells
that increase corrosion rates above what would be expected from the chemical characteristics alone.
The corrosive and severely corrosive resistivities measured on saturated soil samples are
summarized in the following table.
Tract
24186-1
24186-1
24186-2
24186-2
24186-2
24186-2
24188-F
24188-F
24188-F
24188-F
24188-F
Lot
9
49
47
53
59
117
10
13
26
53
Sahlrated Resistivity (ohm.cm)
1,350
1,300
1,550
850
1,300
1,600
980
1,350
1,000
1,200
850
Soil Type
silty sand
silty sand
silty sand
silty sand
silty sand
silty sand
silty sand
silty sand
si I ty sand
silty sand
clayey silty sand
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CONVERSE CONSULTANTS INLAND EMPIRE
MJS&A #97002-14
June 9, 1997
Page 3
Soil pH values varied from 5.7 to 7.5. This range is moderately acidic to mildly alkaline and does
not particularly increase soil corrosivity.
The chemical content of the samples was low. No concentration was high enough to be of
particular concern.
Tests were not made for sulfide or negative oxidation-reduction (redox) potentials because they
would not exist in these dry, aerated samples.
This soil is classified as corrosive and severely to ferrous metals.
CORROSION CONTROL
The life of buried materials depends on thickness, strength, loads, construction details, soil
moisture, etc., in addition to soil corrosivity, and is, therefore, difficult to predict. Of more practical
value are corrosion control methods that will increase the life of materials that would be subject to
significant corrosion.
Steel Pipe
Abrasive blast underground steel utilities and apply a high quality dielectric coating such as
extruded polyethylene, a tape coating system, hot applied coal tar enamel, or fusion bonded epoxy.
Bond underground steel pipe with rubber gasketed, mechanical, grooved end, or other
nonconductive type joints for electrical continuity. Electrical continuity is necessary for corrosion
monitoring and cathodic protection.
Electrically insulate each buried steel pipeline from dissimilar metals, cement-mortar coated and
concrete encased steel, and above ground steel pipe to prevent dissimilar metal corrosion cells and
to facilitate the application of cathodic protection.
Apply cathodic protection to steel piping as per NACE International RP.O I 69-96.
As an alternative to dielectric coating and cathodic protection, apply a 3/4 inch cement mortar
coating or encase in cement.slurry or concrete 3 inches thick, using any type of cement.
Iron Pipe
Encase ductile iron water pipmg in 8 mil thick low.density polyethylene or 4 mil thick high.
density, cross. laminated polyethylene plastic tubes or wraps per A WW A Standard C I 05 or coat
with a high quality dielectric coating such as polyurethane or hot applied coal tar enamel. As an
alternative. encase iron piping with cement slurry or concrete at least 3 inches thick surrounding the
pipe, using any type of cement. Bond all nonconductive type joints for electrical continuity.
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CONVERSE CONSULTANTS INLAND EMPIRE
MJS&A #97002-14
June 9, 1997
Page 4
Electrically insulate underground iron pipe from dissimilar metals and above ground iron pipe with
insulated joints.
Encase cast iron drain lines in 8 mil thick low-density polyethylene or 4 mil thick high-density,
cross-laminated polyethylene plastic tubes or wraps per A WW A Standard CI 05. As an alternative,
encase iron piping with cement slurry or concrete at least 3 inches thick surrounding the pipe, using
any type of cement. Electrically insulate underground iron pipe from dissimilar metals and above
ground iron pipe with insulated joints.
Copper Tube
Copper tubing for cold water should be bedded and backfilled in sand \'lith a saturated resistivity
above 5,000 ohm-cm. Hot water tubing may be subject to a higher corrosion rate. The best
corrosion control measure would be to place the hot copper tubing above ground. If buried, encase
in plastic pipe to prevent soil contact or apply cathodic protection.
Plastic and Vitrified Clay Pipe
No special precautions are required for plastic and vitrified clay piping placed underground from a
corrosion viewpoint. Protect any iron valves and fittings with a double polyethylene wrap per
A WW A C I 05 or as described below for bare steel appurtenances. Where concrete thrust blocks are
to be placed against iron, use a single polyethylene wrap to prevent concrete/iron contact and to
eliminate the slipperiness of a double wrap.
All Pipe
On all pipe, coat bare steel appurtenances such as bolts, joint harnesses, or flexible couplings with a
coal tar or elastomer based mastic, coal tar epoxy, moldable sealant, wa'( tape, or equivalent after
assembly.
Where metallic pipelines penetrate concrete structures such as building floors or walls, use plastic
sleeves, rubber seals, or other dielectric material to prevent pipe contact with the concrete and
reinforcing steel.
Concrete
Any type of cement and standard concrete cover over reinforcing steel may be used for concrete
structures and pipe in contact with these soils.
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CONVERSE CONSULTANTS INLAND EMPIRE
MJS&A #97002-14
Please call if you have any questions.
Respectfully Submitted,
M.J. SCHIFF & ASSOCIATES, INe.
~-I- /I. Y
Robert A. Pannell
jsd
Enc: Table I
DOCS.97\97002-14.DOC
June 9,1997
Page 5
Reviewed by:
~~~ U:.{tJ$-
Paul R. Smith, P.E.
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M. J. SCHIFF & ASSOCIATES, INC.
Consulting Corrosion Engineers. Since 1959
1291 North Indian Hill Boulevard
Claremont, California 91711-3897
Phone 909-626-0967
FAX 909-621.1419
E.mail SCHIFFCORR@AOL.COM
Table 1 . Laboratory Tests on Soil Samples
Page 1 of 4
Paseo del Sol
Your #96-81.420-03, MJS&A #97002-14
May 5,1997
Tract 24186-1 Tract 24186-1 Tract 24186-1 Tract 24186- ] Tract 24186-1
Sample ID Sample #2 Sample #4 Sample #6 Sample # I 0 Sample # 13
Lot 8 Lot 18 Lot 27 Lot 59 Lot 49
Soil Type silty silty silty silty silty
sand sand sand sand sand
Resistivity Units
as-received ohm.cm 520,000 335,000 200,000 600,000 8,400
saturated ohm-em 6,700 8,200 4,500 5,350 1,300
pH 6.8 6.2 6.7 6.8 6.4
Electrical
Conductivity mS/cm 0.02 0.01 0.03 0.04 0.08
Chemical Analyses
Cations
calcium ea:!'" mglkg ND ND NO NO 16
magnesium M" mglkg ND ND NO NO ND
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sodium Nal'" mglkg 18 18 28 37 76
Anions
carbonate CO.'- mglkg ND ND NO NO ND
,
bicarbonate HCO) I. mglkg 49 49 49 73 49
chloride ClI. mglkg ND NO 14 14 99
sulfate SO," mglkg ND NO NO NO 25
Other Tests
sulfide S2- qual na na na na na
Redox mv na na na na na
ammonium NH," mglkg na na na na na
nitrate NO," mg/kg na na na na na
Electrical conductivity in millisiemens/cm and chemical analysis are of a l:j soil-la-water extract.
mg/kg = milligrams per kilogram (parts per million) of dry soil.
Redox::: oxidation-reduction potential in millivolts
NO ~ not detected
na == not analyzed
dncst)7\9700::!-1 ~.xls
CORROSION AND CATHODIC PROTECTION ENGINEERING SERVICES
PLANS AND SPECIFICATIONS' FAILURE ANALYSIS. EXPERT WITNESS' CORROSIVITY AND DAMAGE ASSESSMENTS
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M. J. SCHIFF & ASSOCIATES, INC.
Consulting Corrosion Engineers. Since 1959
1291 North Indian Hill Boulevard
Claremont, California 91711-3897
Phone 909-626-0967
FAX 909-621.1419
E.mail SCHIFFCORR@AOL.COM
Table 1 - Laboratory Tests on Soil Samples
Page 2 of 4
Paseo del Sol
Your #96-81-420-03, MJS&A #97002-14
May 5,1997
Tract 24186-1 Tract 24186-1 Tract 24186-1 Tract 24186-1 Tract 24186-1
Sample ID Sample # 15 Sample # 18 Sample # 19 Sample #21 Sample #23
Lot46 Lot 73 Lot 76 Lot 114 Lot 99
Soil Type silty silty silty silty silty
sand sand sand sand sand
Resistivity Units
as-received ohm-em 240,000 14,000 36,000 420,000 230,000
saturated ohm-em 3,700 2,900 2,500 5,200 4,400
pH 6.7 5.7 6.3 6.4 6.8
Electrical
Conductivity mS/cm 0.02 0.02 0.04 0.03 0.01
Chemical Analyses
Cations
calcium Ca2+ mg/kg NO NO NO NO NO
magnesium Mg2+ mglkg NO NO NO NO NO
sodium Nal+ mglkg 23 ?' 41 28 18
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Anions
carbonate CO.'. mglkg NO NO NO NO NO
,
bicarbonate HCO.'. mglka 61 37 49 49 49
, ~
chloride CI" mg/kg NO 14 35 14 NO
sulfate SO/" mglkg NO NO NO NO NO
Other Tests
sulfide S2- qual na na na na na
Redox mv na na na na na
ammonium NH./t mglkg na na na na na
nitrate NO)'- mg/kg na na na na na
Electrical conductivity in millisiemens/cm and chemical analysis are of a 1:5 soil-ta-water extract.
mg/kg = milligrams per kilogram (parts per million) of dry soil.
Redox = oxidation-reduction potential in millivolts
NO: not detected
na = nor analyzed
U(}(;Sl)7\lnOo2,-I.t.xls
CORROSION ANO CATHODIC PROTECTION ENGINEERING SERVICES
PLANS AND SPECIFICATIONS. FAILURE ANAL YSJS . EXPERT WITNESS. CORROSlV1TY AND DAMAGE ASSESSMENTS
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M. J. SCHIFF & ASSOCIATES, INC.
Consulting Corrosion Engineers. Since 1959
Sample ID
Soil Type
Resistivity
as-received
saturated
pH
Electrical
Conductivity
1291 North Indian Hill Boulevard
Claremont, California 91711-3897
Phone 909-626-0967
FAX 909-621-1419
E.mail SCHIFFCORR@AOL.COM
Table 1 - Laboratory Tests on Soil Samples
Units
ohm.cm
ohm-em
mSlcm
Chemical Analyses
Cations
calcium Ca2. mglkg
magnesium Mg2.o. mglkg
d. Na'.
so lurn mglkg
Anions
carbonate
bicarbonate
ch loride
sulfate
Other Tests
sulfide
Redox
CO,'" mglkg
HCO," mglkg
cl'" mglkg
SO/. mglkg
S2. , qual
mv
ammonium NH~ 1+ mglkg
nirrate NO)]- mg/kg
Page 3 of 4
Paseo del Sol
Your #96-81-420.03, MJS&A #97002-]4
May 5, 1997
Tract 24186-1
Sample #24
Lot 107
Tract 24186-1
Sample #28
Lot 90
Tract24186-1 Tract24186-1 Tract24186-1
Sample #29 Sample #30 Sample #31
Lot 87 Lot 84 Lot 80
, "'~:i,:'~~~lIr;:~,':':::!~::~L~i12t~:~j0E23~Si~ffi~~.r~-jE}t;~;-:::7~
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silty silty silty silty silty
sand sand sand sand sand
590,000 9,400 250,000 70,000 16,000
3,800 4,700 3,000 3,300 9,800
6.8 6.9 6.5 6.9 6_9
0.02 0.02 0.02 0.02 0.01
ND ND ND NO ND
ND ND NO NO ND
28 28 7- 28 18
-~
ND ND ND ND ND
73 73 37 73 49
ND ND 14 ND ND
ND ND ND ND ND
na
na
na
na
na
na
na
na
na
na
na
na
na
na
na
na
na
na
na
na
Electrical conductivity in millisiemens/cm and chemical analysis are ofa 1:5 soil-to-water extract.
mg/kg = milligrams per kilogram (parts per million) of dry soil.
Redox = oxidarion-reduction potential in millivolts
N D = not detected
nn = not analyzed
ullCs97\97002-1-t.xls
CORROSION AND CATHODIC PROTECTION ENGINEERING SERVICES
PLANS AND SPECIFiCATIONS" FAILURE ANALYSIS" EXPERT WITNESS" CORROSIV1TY AND DAMAGE ASSESSMENTS
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Consulting Corrosion Engineers. Since 1959
1291 North Indian Hill Boulevard
Claremont, California 91711-3897
Phone 909-626'()967
FAX 909-621-1419
E.mail SCHIFFCORR@AOL.COM
Table 1 - Laboratory Tests on Soil Samples
Sample ID
Soil Type
Resistivity
as-received
saturated
Units
ohm.cm
ohm.cm
pH
Electrical
Conductivity
mS/cm
Chemical Analyses
Cations
calcium Ca1+ mg/kg
magnesium Mo2+ mglkg
"
sodium Nal+ mglkg
Anions
carbonate CO):?:- mglkg
bicarbonate HeO,'" mglkg
ch loride C( mglkg
sulfate SO}- mglkg
Other Tests
sulfide S2- qual
Redox mv
ammonium NH41+ mglkg
nitrate NO)'- mg/kg
Page 4 of 4
Paseo del Sol
Your #96-81-420-03, MJS&A #97002-]4
May 5, 1997
Trac124186-1
Sample #39
Lo19
silty
sand
39,000
1,350
7.1
0.01
NO
ND
18
ND
49
ND
ND
na
na
na
na
Electrical conductivity in millisiemens/cm and chemical analysis are of a 1:5 soil-ta-water extract.
mg/kg =: milligrams per kilogram (parts per million) of dry soil.
Redox = oxidation-reduction potential in millivolts
N D : not detected
oa = not analyzed
uocs97\97()()2-1-l.xls
CORROSION AND CATHODIC PROTECTION ENGINEERING SERVICES
PLANS AND SPECIFICATIONS. FAILURE A.NAL YSIS . EXPERT WITNESS. CORROSIVITY AND DAMAGE ASSESSMENTS
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1291 North Indian Hill Boulevard
Claremont, California 91711-3897
Phone' 909-626-0967
FN< 909-621.1419
E.mail SCHIFFCORR@AOl.COM
Table 1 - Laboratory Tests on Soil Samples
Page 1 of 4
Paseo del Sol
Your #96-81-420-03, MJS&A #97002-14
May 5,1997
Tract 24186-2 Tract 24186-2 Tract 24186-2 Tract 24186-2 Tract 24186-2
Sample ID Sample # 1 Sample #3 Sample #4 Sample #6 Sample #8
Lot 2 Lot 9 Lot 14 Lot 24 Lot 32
Soil Type silty silty silty clayey silty
sand sand sand sand sand
Resistivity Units
as-received ohm.cm 28,000 830,000 15,000 14,000 54,000
saturated ohm-em 5,900 2,300 3,500 2,000 3,200
pH 7.5 7.3 7.3 7.1 7.3
Electrical
Conductivity mS/cm 0.02 0_06 0.03 0.06 0.04
Chemical Analyses
Cations
calcium Caz+ mglkg NO 16 NO NO NO
magnesium Ma2+ mglkg NO NO NO NO NO
0
sodium Nal. mglkg 28 71 '7 76 46
J_
Anions
carbonate CO.2- mglkg NO NO NO NO NO
,
bicarbonate HCO," mglkg 73 98 85 98 85
chloride cI'" mglkg NO 82 NO 60 21
sulfate sot mglkg NO NO NO NO NO
Other Tests
sulfide 52- qual na na na na na
Redox mv na na na na na
ammonium NH," mg/kg na na na na na
nitrate NO,'- mglkg na na na na na
Electrical conductivity in millisiemens/cm and chemical analysis are ofa 1:5 soil-ta-water extract.
mg/kg = milligrams per kilogram (parts per million) of dry soil.
Rt::dox = oxidation-reduction potential in millivolts
N D = not detected
on = not analyzed
dncs97\97002-14.:ds
CORROSION AND CATHODIC PROTECTION ENGINEERING SERVICES
PLANS AND SPECIFICATIONS' FAILURE ANALYSIS' EXPERT WITNESS' CORROSIVITY AND DAMAGE ASSESSMENTS
1;\i6
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1291 North Indian Hill Boulevard
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Phone 909-626-0967
FAX 909-621.1419
E.mail SCHIFFCORR@AOL.COM
Table 1 - Laboratory Tests on Soil Samples
Page 2 of 4
Paseo del Sol
Your #96-81-420-03, MJS&A #97002-]4
May 5,1997
Tract24186-2 Tract24186-2 Tract24186-2 Tract24186-2 Tract24186-2
Sample ID Sample #9 Sample # II Sample # 12 Sample # 13 Sample # 16
Lot 37 Lot 63 Lot 47 Lot 59 Lot 53
Soil Type silty silty silty silty silty
sand sand sand sand sand
Resistivity Units
as-received ohm-em 13,000 28,000 13,000 10,200 81,000
saturated ohm.cm 2,500 2,100 1,550 1,300 850
pH 7.3 7.1 7.3 7.4 6.8
Electrical
Conductivity mS/cm 0.04 0.08 0.10 0.14 0.18
Chemical Analyses
Cations
calcium Ca2.;. mglkg NO 16 NO 16 12
magnesium Mg'. mglkg NO NO NO NO NO
sodium Na]' mglkg 48 74 116 146 192
Anions
carbonate CO,'" mglkg NO NO NO NO NO
bicarbonate HCO,'" mglkg 98 49 49 134 61
chloride Clio mglkg J 8 71 113 113 245
sulfate So./" mglkg ND 59 50 84 50
Other Tests
sulfide S1- qual na na na na na
Redox mv na na na no no
ammOnium NH,]. mglkg na na na na na
nitrate NO,]' mg/kg na na na na no
Electrical conductivity in millisiemens/cm and chemical analysis are of a I:S soil-la-water extract.
mglkg = milligrams per kilogram (parts per million) of dry soiL
Redox = oxidation-reduction potential in millivolts
N D ~ not detected
on = not analyzed
tlocs97\97002-I...Lxls
CORROSION AND CATHODIC PROTECTION ENGINEERING SERVICES
PLANS AND SPECIFICATIONS. FAILURE ANAL YSIS . EXPERT WITNESS' CORROSIVITY AND DAMAGE ASSESSMENTS
~,o..
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1291 North Indian Hill Boulevard
Claremont, California 91711-3897
Phone 909-626'()967
FAX 909~2H419
E.mail SCHIFFCORR@AOL.COM
Table 1 - Laboratory Tests on Soil Samples Page 3 of 4
Poseo del Sol
Your #96-81-42()'03, MJS&A #97002-]4
May 5, 1997
Traet24186-2 Traet24186-2 Traet24186-2 Tract 24186-2 Traet24186-2
Sample ID Sample # 17 Sampie #19 Sample #20 Sample #21 Sample #25
Lot 67 Lot 78 Lot81 Lot 84 Lot 113
Soil Type silty silty silty silty silty
sand sand sand sand sand
Resistivity Units
as-received ohm.em 500,000 330,000 750,000 400,000 97,000
saturated ohm.em 3,100 2,600 3,900 3,600 2,600
pH 7.0 7.4 7.1 6.8 7.3
Electrical
Conductivity mS/em 0.03 0.07 0.02 0.04 0.08
Chemical Analyses
Cations
calcium Caz'" mg/kg NO NO NO NO NO
magnesium Mo2+ rnglkg NO NO NO NO NO
~
sodium Nal+ mg/kg 37 80 28 46 92
Anions
carbonate C032- mg/kg NO NO NO NO NO
bicarbonate HCO,'- mg/kg 49 49 49 49 61
eh loride cl'" mg/kg 28 74 14 43 85
sulfate 50,'- mglkg NO 28 NO NO 28
Other Tests
sulfide S2- qual na na na na na
Redox mv na na na na na
ammonium NH/j. mglkg na na na na na
nitrate NO.'- mglkg na na na na na
,
Electrical conductivity in millisiemens/cm and chemical analysis are of a 1:5 soil-la-water extract.
mg/kg = milligrams per kilogram (parts per million) of dry soil.
Redox = oxidation-reduction potential in millivolts
NO = not detected
na = nor analyzed
docs9i\97002-I..L:-.:ls
CORROSION AND CATHODIC PROTECTION ENGINEERING SERVICES
PLANS AND SPECIFICATIONS. FAILURE ANALYSIS. EXPERT WITNESS. CORROSIVITY AND DAMAGE A.SSESSMENTS
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Consulting Corrosion Engineers - Since 1959
1291 North Indian Hill Boulevard
Claremont, California 91711-3897
Phone 909-626-0967
FAX 909-<;21-1419
E.mail SCHIFFCORR@AOLCOM
Table 1 - Laboratory Tests on Soil Samples
Page 4 of 4
Pasco del Sol
YOllr #96-81-420-03, MJS&A #97002-14
May 5,1997
Sample ID
Tract 24186-2
Sample #26
Lot 117
Soil Type
silty
sand
Resistivity
as-received
saturated
Units
ohm-cm
ohm-em
390,000
1,600
6.8
pH
Electrical
Conductivity
mS/cm
0.14
Chemical Analyses
Cations
calcium Ca2+ mglkg ND
magnesium Mo2+ mglkg ND
e
sodium Na'. mglkg 162
Anions
carbonate CO." mglkg ND
,
bicarbonate HCO, ,. mglkg 61
chloride CI" mg/kg 191
sulfate SO/, mg/kg 31
Other Tests
sulfide S2- qual na
Redox mv na
ammonium NH41+ mglkg na
nitrate NO." mglkg na
,
Electrical conductivity in millisiemens/cm and chemical analysis are ofa 1:5 soil-ta-water extract.
mg/kg = milligrams per kilogram (parts per million) of dry soil.
Redox = oxidation-reduction potential in millivolts
N D ~ not detected
na = not analyzed
llocs97\97002-14.xls
CORROSION AND CATHODIC PROTECTION ENGINEERING SERVICES
PLANS AND SPECJFrCA TIONS . FAILURE ANALYSIS. EXPERT WITNESS. CQRROSIVITY AND DAMAGE ASSESSMENTS
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M. J. SCHIFF & ASSOCIATES, INC.
Consulting Corrosion Engineers. Since 1959
1291 North Indian Hill Boulevard
Claremont, California 91711-3897
Phone 909-626-0967
FAX 909-621-1419
E.mail SCHIFFCORR@AOL.COM
Table 1 . Laboratory Tests on Soil Samples
Page 1 of 2
Paseo del Sol
Your #96-81-420-03, MJS&A #97002-]4
May 5, 1997
Tract 24188-f Tract24188-f Tract24188-f Tract 24188-f Tract 24188-f
Sample ID Sample # I Sample #5 Sample #8 Sample #9 Sample # I 0
Lot 13 Lot 10 Lot31 Lot 26 Lot 61
Soil Type silty silty silty sandy clayey
sand sand sand silt silty sand
Resistivity Units
as-received ohm.cm 600,000 14,000 42,000 5,300 46,000
saturated ohm-em 1,350 980 10,000 1,000 850
pH 7.1 7.1 7.1 6.9 6.6
Electrical
Conductivity mS/cm 0.12 0.18 0.01 0.10 0.10
Chemical Analyses
Cations
calcium Ca2+ mglkg NO 16 NO NO NO
magnesium M ,+ mglkg NO NO NO NO NO
g'
sodium Nal'" mglkg 143 184 18 117 108
Anions
carbonate cot mglkg NO NO NO NO NO
bicarbonate HCO," mglkg 49 49 49 49 49
chloride cl'" mg/kg 191 284 NO 152 138
sulfate sot mglkg ND ND ND NO NO
Other Tests
sulfide S2- qual na na na na na
Redox mv na na na "a na
ammonium NH..1+ mglkg na na na na na
nitrate NO)1- mglkg na na na na na
Electrical conductivity in millisiernens/cm and chemical analysis are of a 1:5 soil-ta-water extract.
mglkg = milligrams per kilogram (parts per million) of dry soiL
Redox = oxidation-reduction potential in millivolts
N D ~ not detected
nn -= not analyzed
JocslJ7\97002-1-l.xls
CORROSION AND CATHODIC PROTECTION ENGINEERING SERVICES
PLNJS AND SPECIFICATIONS. FAILURE ANAL YSIS . EXPERT WITNESS. CORROSIVITY AND DAMAGE ASSESSMENTS
1J 1.;\
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Consulting Corrosion Engineers - Since 1959
1291 North Indian Hill Boulevard
Claremont, California 91711-3897
Phone 909-626-0967
FAX 909-621.1419
E.mail SCHIFFCORR@AOLCOM
Table 1 - Laboratory Tests on Soil Samples
Page 2 of 2
Paseo del Sol
Your #96-81-420-03, MJS&A #97002-]4
May 5,1997
Sample ID
Tract 24188-f Tract 24188-f Tract 24188-f Tract 24188-f
Sample #13 Sample #14 Sample #15 Sample #16
Lot 46 Lot 48 Lot 53 Lot 43
Soil Type silty silty silty silty
sand sand sand sand
Resistivity Units
as-received ohm-em 10,800 6,000 25,000 75,000
saturated ohm-em 2,350 3,050 1,200 3,100
pH 7.1 6.9 6.6 6.8
Electrical
Conductivity mS/cm 0.07 0.05 0.08 0.04
Chemical Analyses
Cations
calcium Ca2+ mglkg ND ND ND ND
magnesium Mo2+ mglkg ND ND ND ND
.,
sodium Na1+ mglkg 78 60 87 46
Anions
carbonate CO," mglkg ND ND ND ND
bicarbonate HCO, ,- mglkg 49 49 49 49
chloride ci'" mg/kg 92 64 106 43
sulfate 50/ mglkg ND ND ND ND
Other Tests
sulfide S2- qual na na na na
Redox mv na na na na
ammonium NH41+ mglkg na na na na
nitrate NO," mglkg na na na na
Electrical conductivity in millisiemens/cm and chemical analysis are of a 1:5 soil-ta-water extract.
mg/kg = milligrams per kilogram (parts per million) of dry soil.
Redox = oxidation-reduction potential in millivolts
N D = not detected
na = not analyzed
uOl;s'J7\9700::!-14.xls
CORROSION AND CATHODIC PROTECTION ENGINEERING SERVICES
PLANS AND SPECIFICATIONS' FAILURE ANAL VSIS . EXPERT WITNESS' CORROSIVITY AND DAMAGE ASSESSMENTS
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