HomeMy WebLinkAboutAs Built Geo & Rough Grading
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Converse Consultants
Over 50 Years of Dedication in Geotechnical Engineering and Environmental Sciences
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Prepared for
Newland Communities
27393 Ynez Road, Suite 253
Temecula, CA 92591
Converse Project No. 99-81-112-50
January 21, 2000
10391 Corporate Drive, Redlands, California 92374
Telephone: (909) 796-0544 . Facsimile: (909) 796-7675 . e-maIl: ccieconv@aol.com
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Converse Consultants
Over 50 Years of Dedication in Geotechnical Engineering and Environmental Sciences
January 21, 2000
Mr, Dean Meyer, R,C,E,
Director of Engineering and Development
Newland Communities
27393 Ynez Road, Suite 253
Temecula, CA 92591
Subject:
AS-BUILT GEOLOGY AND ROUGH GRADING REPORT
Tract 24136, 25417 and 25418
Paseo Del Sol Master Planned Communities
Temecula, California
Project No, 99-81-112-50
Dear Mr. Meyer:
Converse Consultants (Converse) has prepared this report to present the results of
our geotechnical observations, field density and laboratory testing performed during
roughlmass grading of the above-referenced tracts in the city of Temecula, California,
These services were performed in accordance with our proposal dated July 20,
1999,
The project included roughlmass grading the above-referenced Tracts in accordance
with the project grading plans prepared by Robert Bein, William Frost & Associates,
the Geotechnical Investigation Report prepared by ~onverse, Grading
Recommendation for Proposed Home Depot Site prepared by Geotechnical
Professionals Inc., grading requirements of the city of Temecula and. the Uniform
Building Code, 1997.
At the time this report was prepared, Tracts 25417, 24136 and the multi-family
portion of Tract 25418 were mass graded to interim grades as shown on Drawing
No, 1 (sheets 1 through 7), Field Density Test Locations and As Built Geologic Map,
included in this report,
Field density tests were performed in accordance with the ASTM Standard D1556-
90 (Sand Cone) and D2922-96 (Nuclear' Gauge) test methods to determine the in-
place density of compacted fill soils, The approximate test locations are plotted on
Drawing No, 1 (sheet 1 through 7), Field Density Test Locations and As Built
Geologic Map. Results of the field density tests performed during roughlmass grading
O~"...~
R.cyel."
PaIK'
10391 Corporate Drive, Redlands, California 92374
Telephone: (909) 796-0544 . Facsimile: (909) 796-7675 . e-mail: ccieconv@aol.com
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99-81-112-50
January 21, 2000
Page ii
are summarized in Table No, A-1, Summary of Field Density Test Results, in
Appendix A, Field Density Testing,
Laboratory testing performed during rough/mass grading included compaction tests to
determine maximum dry density and optimum moisture relationships of 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 continued service to the Newland
Communities, If you have any questions, or need additional information, please do
not hesitate to contact us at (909) 796-0544,
CONVERSE CONSULTANT
Hashmj S, E, Quazi, Ph,O" P, E,
Senior Vice President/Principal Engineer
Oist,; 5/Addressee
KNK/QSH/bac
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CCIENT\OFFICE\JOBFILE\ 1999\81 \99-112\99-112-50.r9'
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99-81-112-50
January 21, 2000
Page iii
PROFESSIONAL CERTIFICATION
This report has been prepared by the staff of Converse Consultants (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 no other warranty, either expressed or implied.
;1l~ (j @
Michaela. Cook, C, E, G, 1716
Project Engineering Geologist
-;)
uganenthira, Ph,D,
Hashmi S, E, Quazi, Ph.D, P, E,
Senior Vice President/Principal Engineer
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CCIENTIOFFICE\JOBFILEI 1999181 199-112199-112-50.'9'
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99-81-112-50
January 21, 2000
Page iv
TABLE OF CONTENTS
1 ,0 INTRODUCTION........................,......................................................."""".....................,......................."....1
2.0 PROJECT DESCRiPTION................",.,........................................."............,.,......,........................."...........1
2. 1 GENERAL .....,,,.....,,,,,,,,,,,,,,,,..,,,,,,,.....,,,...,,........,,........"."""."".....,..".".."."...."""""..,.",,,,,,,.............,...".,.."".. 1
2,2 SITE CONDITIONS PRIOR TO ROUGH/MASS GRADING """.""""."".,,,,,,,,,,,,,,,,,...,,,,,,,,,,,,,,,,,,,,,,,,.,,,,,,,,,,,,.,,,,...,,.2
2,2.1 Tract 24136 ."""""""""....". ".""""....."".. .""""".'"""""""""."". ...."""""""... ."."." "..,,,,,. .""",.""""."." 2
2.2.2 Tract 25417 ................................".........................."......,..,..............................,.......................... ...,...........,... 2
2.2.3 Tract 25418 ...................................................,................,..................................,...,.............."... ..................... 3
2.3 PROPOSED DEVELOPMENT ,."""""""""......."".,...."".,.........,.."""""......"""."...........""..,.."",..,..."".",,,...""....3
2,4 SITE GRADING /EARTHWORK REQUlREMENTS/RECOMMENDA TlONS ......".....,.""....,.".,..."""".,,,....,,,,,,,.,,.,,.....,,4
3,0 PROJECT TEAM ........,..,....................'".....................................................,...",......,,................""...,...........6
4,0 SCOPE OF WORK ..........................................................,....""",.......................,........................................,6
4, 1 FtELD OBSERVA TtON AND IN-PLACE DENSITY TESTtNG...""".".""""""""""..."......"""..."""""""..".,,,,,.,,,,.,,,,. 6
4.2 LABORA TORY TESTING........"."""""................""....."..".""".......""".""....,.""""....."""..."""""".,...,............." 7
4,3 DA TA EVALUA TlON AND REPORT PREPARA TION.".""..."""""""""."""""""".."""""."""".".""""",.""",."."" 7
5,0 GEOLOGIC CONDITIONS ..............................................................""""",..........,.............,"""..,....,.......... 7
5. 1 GENERAL ",."""",,,....,,,,,,....,..,....,,,,,,,,,,,,,,,,,,,,,,....,,...,,"""""......"."."................."."......""................."........"",,7
5,2 PRE-GRADING GEOLOGIC CONDITIONS .,...............".."...."".""."."".."....................""...."".""......,...,.".."""""" 8
5,3 GEOLOGIC CONDITIONS OBSERVED DURING GRADING """.""""""""""""",."""""......""..........",."".""""""". 8
5.3.1 South of Campanula Way""""""""""""... .". ""...""."""."".""...."."""""."""""". """""""" ..". ..... .....".... 8
5.3.2 North of Campanula Way....".."""...............,........."......".......".......".........................."................"""""........ 8
5.4 GROUNDWA TER CONDITIONS",..,,,,,...,,,,,,,,,,,,,..,..,,...,,,,.........,,,,,,,,,,,,...."............".""....".".."......".."""......",..,,9
5.4.2 North of Campanula Way..................."......................................................,.,..,."",..."..""...,......,...."........... ... 9
5,5 FAUL TlNG AND SEISMICITY ..,......".."....."""........,."".,.,.,..........",""".........""""""""..""",..,...."""",...".,...".. 1 0
5.5.1 General....."........,....."........................................................................."....."."................ ......."..".""..".. ."." 1 0
6,0 GRADING AND EARTHWORK.........."..............................................................."...................................11
6. 1 GENERAL .."".,.,.".."......."".""""....."".................""..........."""...."......".""...."..""....'..."".....................""""" 11
7,0 FIELD DENSITY AND LABORATORY TEST RESUL TS......................................................................12
7, 1 FIELD DENSITY TEST RESUL TS""."""""..."""..""""""..""""."."""""""""""""""."...."""""..".."......."""....12
7.2 LABORA TORY TEST RESUL TS.".,,,,,.......,.,,,,,,,..,,........,,,,.,,,,,,,,..,,..,,,,....,,.........."...."""....""""",......,..,..,......,... 12
8,0 CONCLUSIONS ................................................................................"...,'..,................................................13
9,0 FURTHER TRACT DEVELOPMENT CONSIDERATIONS....................................................................14
1 0.0 LIMITATIONS ,...................................................................................................,........................................15
REFERENCES ............................................................................................................................................,...............17
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Converse Consultants
CCIENTlOFFICEIJOBFILEI 1999181 199,112199-112-50.rg,
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99-81-112-50
January 21, 2000
Page v
ILLUSTRA nONS
Following Page No.
Figure No, 1, Site Location Map ......................................................................1
Drawing No, 1, Field Density Test Locations and As Built Geologic Map
(Sheets 1 through 7)...............................................,Map Pockets
Appendix A."..,...,...."....,.."""...."..,..,..,....".....,......"..,..",.. Field Density Testing
Appendix B.."..""",..",.."..".."...."",.."""..",."""....,..",..".." Laboratory Testing
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Converse Consultants
CCIENT\OFFICE\JOBFILE\ 1999\81 \99-112\99-112-50,r9r
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99-81-112-50
January 21, 2000
Page 1
1.0 INTRODUCTION
This report contains the results of geotechnical field observations, in-place density and
laboratory testing performed during rough/mass grading the Tracts 25417, 25418 and
24136 of the Paseo Del Sol Master Planned Community in the city of Temecula, California.
Earthwork associated with the rough/mass grading was performed by TNT Grading Inc"
Temecula, California between August 1999 and December 1999, Rough/mass grading was
performed in accordance with the requirements and recommendations set forth in the
project rough/mass grading plans prepared by the Robert Bein, William Frost & Associates,
Temecula, California, grading requirements of the city of Temecula, Appendix Chapter 33 of
the Uniform Building Code (UBC, 1997) and the following project geotechnical investigation
reports.
· Geotechnica/ Investigation Report, Tracts 24136, 24187, 24188, 25417 and
25418, Paseo Del Sol Master Planned Community, City of Temecula, California,
dated May 6, 1999, prepared by Converse for Newland Associates, Converse Project
No, 99-81-112-01.
· Grading recommendations, Proposed Home Depot Site, Plaza Del Sol, Temecula,
California, dated August 19, 1999, prepared by Geotechnical Professionals Inc,(GPI)
for Grant General Contractors, J,V, GPI Project No, 1593,1
This report was prepared for the project described herein and was intended for the sole use
of Newland Communities 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, Site
Location Map. The proposed commercial and residential developments encompass the
western portion of Paseo Del Sol Master Planned Community, Once develOped, Tract
25418 will comprise a commercial site and multi-family site and Tracts 25417 and 24136
will be comprised of residential developments. An area of approximately 160 acres was
rough/mass graded. The scope of this report is limited to these rough/mass gr;'lded Tracts
herein referred to as the "project site",
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Converse Consultants
CCIENTIOFFICEIJOBFILEI 1999181 199-112199-112-50,rgr
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Reference: Robert Bein, William Frost & Associates
Drawing No.1 ISheet 1 of 121
Tract No, 24136 Borrow Site Grading, Tract No, 25417/25418 Disposal Site
City of T emecula
NOT TO SCALE
SITE lOCATION MAP
PASEO DEL SOL MASTER PLANNED COMMUNITY
CITY OF TEMECULA, CALIFORNIA
For: NEWLAND COMMUNITIES
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99-8'" 12,50
January 21, 2000
Page 2
The project site is bounded on the north by Pico Road, Leena Way and Montelegro Street,
east by Meadows Parkway, south by Highway 79 and west by a Lucky's Supermarket
Center, residential homes and a school site,
2.2 Site Conditions Prior to Rough/Mass Grading
The site includes Tracts No, 24136, 25417 and 25418, The following is a description of
the existing site conditions by Tract number,
2.2.1 Tract 24136
Tract 24136 is bounded by Pio Pico Road, Leena Way and Montelegro Street 011 the north,
east by Meadows Parkway, De Portola Road on the south and west by residential homes
and the Joan F, Sparkman Elementary School. Topographically the Tract consists of an
east-west ridgeline with and an approximate highest elevation of 1245 feet above mean
sea level (MSL). The surface descends to an approximate elevation of 1070 feet MSL in
the southwest corner, Several incised drainage channels were present along the southern
flank of the ridge. The north side of the ridge adjacent to Leena Way was previously
graded as a cut slope, The northwest portion of the Tract adjacent to Pico Road,
Montelegro Street and part of Leena Way was previously graded as a 'fill pad for
residential development, Numerous end-dump piles of soil and construction debris were
present across the fill pad, A desilting basin was present in the western portion of the fill
area next to Pio Pico Road, Several areas across the top and south side of the ridge have
been partially graded as borrow sites. As a result of the borrow site grading, an area of
undocumented fill/tailings was developed along the south side of the Tract near De Portola
Road, A natural drainage along the east side of Tract 24136 has been partially graded as
part of the construction of Meadows Parkway.
2.2,2 Tract 25417
Tract 25417 is an irregular parcel bounded by De Portola Road on the north, Meadows
Parkway on the east, proposed Campanula Road on the south and an existing park site on
the northwest corner, Topographically the site descends in elevation from approximately
1,140 feet above MSL near De Portola Road and Meadows Parkway to approximately
1,065 feet MSL in the southwest corner,
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Converse Consultants
CCIENT\OFFICE\JOBFILE\ 1999\81\99-112\99-112-50.rgr
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99-81-112-50
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Page 3
2.2.3 Tract 25418
Tract 25418 is situated within the Pauba Valley, which is drained by the southwest-
trending Temecula Creek, Proposed Tract developments include a commercial site and a
multi-family site. The site is a roughly "L" shaped 28 acre parcel with approximately 20,7
acres proposed for the commercial site and 7,3 acres for the multi-family site, The
commercial site is located adjacent to Highway 79 and the multi-family site is north of the
Lucky's Supermarket Center. Proposed Campanula Road is the northern boundary of the
Tract, The site is relatively flat to gently sloping toward the west/southwest. Two (2)
existing approximately 4 foot deep catch basins were located adjacent to the Lucky's
Supermarket Center, Several piles of end-dumped soil and construction debris are located in
the multi-family site,
2.3 Proposed Development
The project site is proposed to be developed as a part of a master planned residential
community comprising both single-family and multi-family residences, commercial
developments, 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 and block walls, The
residences are likely to be constructed of wood-frame structures with concrete slabs-on-
grade and concrete footing foundations,
Commercial structures are expected to consist of single-story concrete tilt-up or masonry
structures, with steel and/or wood-frame roof systems. All of the structures are assumed
to have concrete slabs-on-grade with no basements, Bearing wall loads are expected to
range from 2 kips per foot for residential structures to possibly 4,to 5 kips per foot for
commercial structures, Commercial column loads are not expected to exceed 75 kips. No
structural plans for any of the proposed developments were available at the time of the
preparation of this report.
Based on the mass grading/disposal site plan, both cut and fill slopes are not expected to be
graded steeper than 2:1 (horizontal: vertical), The maximum thickness of fill within the site
is less than 25 feet, Maximum cuts of several hills within Tract 24136 were on the order
of 50 feet,
· Tract No, 24136 Borrow Site Mass Grading Tract No, 25417/25418 Disposa/ Site,
Sheets 1 through 3 and Sheets 4A through 7 A of 1 2, dated September 1 2, 1 999
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Converse Consultants
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99-81-112-50
January 21, 2000
Page 4
Information on anticipated subsurface conditions and recommendations for tract
development including earthwork were provided by Converse in the Geotechnical
Investigation Report, dated May 6, 1999, referenced in Section 1,0, Introduction.
2.4 Site Grading /Earthwork Requirements/Recommendations
Site grading was performed in accordance with the site development requirements set forth
in the above-referenced roughlmass grading plans, Based on the roughlmass grading plans
and the existing ground surface elevations, site grading involved cut within Tract 24136
and fill within Tracts 25417 and 25415.
The project Geotechnical Investigation Report, dated May 6, 1999, 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:
· 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 site prior to
placing any structural fills. Actual depth of removal shall be based on actual soil
conditions directed by representatives of geotechnical consultant during grading,
· Based on the recommendations provided by GPI Geotechnical Professional, Inc.
(Home Depot's Geotechnical Consultants), at least the upper ten (10) feet of soils
below the Home Depot building area shall be removed and replaced as compacted
backfill. Beyond the Home Depot building area, the upper five (5) feet of the surficial
soils shall be removed and replaced as compacted fill.
· To reduce the potential of structural distress due to soil liquefaction, areC\s identified
as susceptible to liquefaction should be graded such that there is a compacted fill
layer at least ten (10) feet thick below finish subgrade,
· Proposed fills shall be placed on competent subgrade soils as determined by
representatives from Converse, A representative from Converse shall observe the
bottoms of the excavated areas prior to the placement of any fill.
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Converse Consultants
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99-81-112-50
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Page 5
· 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 within three percent of optimum and
compacted to a relative compaction of at least 90 percent as per ASTM Standard
01557-91.
· 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 three percent of optimum.
· All 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 01557-91,
· Fills shall be benched into unyielding sedimentary bedrock or native soil on slopes
steeper than 4:1 (H:V),
· In-place density of the compacted fill soils shall be measured in accordance with the
ASTM Standard 01556-90 test method and/or ASTM Standard 02922-96, 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,
· Converse 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,
. 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, This may be achieved by either overbuilding
and cutting back to the compacted core, or by utilizing other methods that meet the
intent of the project specifications.
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Converse Consultants
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99-81-112-50
January 21, 2000
Page 6
3.0 PROJECT TEAM
The project team during rough/mass grading consisted of the following:
Owner/Developer ""..,"".."..................".............. Newland Communities, California
Director of Engineering and Development.......""......."""........... Dean Meyer, R.C,E,
Project Manager,,,,,,,,,,,,,..,.......,,..,..,..,,,,,,,,,,,,,,..,,,,,..,,..,,..,,..,..,...,,,,,, Jim Stewart
Project Superintendent """'''''''''''''''''''''''..,..,."'..',..",..".."",.."",,,, Dennis Smith
Project Civil Engineer............. Robert Bein, William Frost & Associates, T emecula, CA
Project Surveyor """"."........Robert Bein, William Frost & Associates, Temecula, CA
Project Geotechnical Consultant ........."." Converse Consultants, Redlands, California
Principal-in-Charge ""...""...........................""."....Hashmi S, E, Quazi, Ph,D" P, E,
Project Engineer/Manage""".........................""......... Kugan N, Kuganenthira, Ph,D,
Project Engineering Geologist ..........".........."""""......."""Michael O. Cook, C,E,G.
Field Geologist....................".."..".."""""...........""................ Chris Koepke, R,G.
Lead Field Technician ......................................""......................... Thomas K. Frost
Grading Contractor.............."".........".".... TNT, Grading Inc. San Marcos, California
Grading Superintendent .""..''''''''''''''''''''''.."..,."'''''''''..",,,,,,,,,,,,, Barry Blanchard
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
pians 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 necessary geotechnical consultation services during
rough/mass grading,
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Converse Consultants
CCIENTlOFFICE\JOBFILE\ 1999\81 \99-112\99-112,50,rgr ,11;1
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99-81-112-50
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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, will be performed on representative samples of building pad and
street subgrade soils retrieved at the completion of rough grading, Separate report pertaining
to the individual tracts will be submitted,
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,
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.
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 CamlJanula Way: This portion of the site comprising Tracts 25418 is bounded on
the south by the State Highway 79, on the west by existing shopping complex, on the
north by Campanula Way and on the east by Meadows Parkway,
North of CamlJanula Way: This portion of the site comprising Tracts 25417 and 24136 is
bounded on the south by Campanula Way, on the east by Meadows Parkway, on the north
by part of Leena Way and part of previously graded building pads and west by Joan F.
Sparkman Elementary School.
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5.2 Pre-Grading Geologic Conditions
South of Camoanula Wav: Pre-grading site conditions consisted of undeveloped open land,
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 1,065 feet MSL and a gentle gradient towards the west, The subsurface
profile within the alluvial plain consisted of Holocene age to recent sandy alluvium overlying
Quaternary age Pauba Formation Sandstone,
North of Camoanula Wav: The area north of Campanula Way consisted of undeveloped
rolling hills and small canyons, several dirt roads, and graded cut slopes associated with the
construction of De Portola Road and Meadows Parkway, Elevation of the existing ground
surface ranged from approximately 1,065 feet at the southwestern corner of the site to
approximately 1,245 feet in the east west ridgeline, The existing canyons were generally
flat floored with gentle to moderately sloped side walls and localized areas with steep side
walls, The canyons drained from north to south towards the Pauba Valley.
5.3 Geologic Conditions Observed During Grading
5.3.1 South of Campanula Way
Fill soils were present as part of Meadows Parkway roadway embankment, a locally some
end dump stockpile soils associated with prior activity,
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-gr<;lined 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,
5.3.2 North of Campanula Way
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 1 3 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 and Meadows Parkway, Fill
soils adjacent to Pio Pico & Leena Way were placed in 1988, Undocumented fill soils placed
as a results of prior borrow site grading were present north of intersection of De Portola
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Road and Meadows Parkway, Additional borrow site soil was present in the northern portion
of Tract 24316. These fill soils consisted of mainly sand and silty sand, and varied in
thickness from about 5 to 30 feet,
Alluvium: Recent to older alluvial soils were present within the tributary canyons which
traverse Tract 24316. 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.
5.4 Groundwater Conditions
5,4,1 South of Campanula Way
Prior to grading groundwater was encountered in exploratory borings drilled within the
Pauba Valley area and north of Highway 79. The shallowest groundwater depth measured
in borings varied from 17,0 feet below ground surface (bgs) in 1996 to 19,5 feet in 1999.
Earlier reports by Waring (1919) and Kennedy (1977) indicate the area had artesian
conditions and near surface groundwater, respectively,
Perched groundwater was encountered during alluvial removals south of Campanula Way in
the Home Depot site,
5.4.2 North of Campanula Way
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 Campanula Way during grading,
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5.5 Faulting and Seismicity
5.5,' General
The site is located In a seismically active region, Detailed discussion on site specific
faulting, seismicity and liquefaction potential was presented in the Geotechnical
Investigation Report, dated May 6, 1999, 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 lJotentiallv active
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,
5.5.2 Regional Faulting
The project site is not located within a currently designated State of California 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,65g, where g is the acceleration due to gravity, in the event
of an earthquake of moment magnitude 6,8 on the nearby Temecula (Elsinore) Fault Zone,
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6.0 GRADING AND EARTHWORK
6. 1 General
Earthwork associated with rough/mass grading was performed by TNT Grading Inc, Site
grading commenced in August, 1999 and was completed in December 1999, Earthwork
equipment included dozers, excavators, loaders, rubber tire compactors, scapers, blades,
water trucks and water pulls,
Prior to grading the area north of Campanula Way, the ground surface was grubbed of
vegetation and all deleterious debris was removed and disposed from the 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 01557-91 prior to placement of compacted fill soils,
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 adjacent to Campanula Way were removed to competent older alluvium, 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 01557-91,
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-
96 Method.
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
new 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 slopes exposed sandstone of the Pauba Formation, The sandstone is generally
moderately cemented, Cut slopes were constructed at a gradient of at least 2:1 (H:V),
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Tracts 25417, 24136 and the western (multi-family) portion of Tract 25418 were mass
graded to an interim grade as shown in Drawing No, 1, Field Density Test Locations and As
Built Geologic Map, included in this report, The commercial areas at Tract 25418 have been
graded to rough grade elevations as shown in Drawing 1, Field Density Test Locations and
As Built Geologic Map.
7.0 FIELD DENSITY AND LABORATORY TEST RESULTS
7, 1 Field Density Test Results
The earthwork associated with the roughlmass 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 02922-96) andlor Sand Cone (ASTM Standard 01556-90)
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, The approximate locations of the field density tests are plotted in Drawing.
No, 1, Field Density Test Locations and As Built Geologic Map,
The relative compaction for each field density test reported in Table No, A-1, Summary of
Field Density Test Results, 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.
7,2 Laboratory Test Results
Representative bulk samples of the fill soils were retrieved during roughlmass 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 additional laboratory testing will be presented in the tract specific design and
construction recommendation reports,
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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 tracts were 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.
· The laboratory maximum dry density and optimum moisture content of the fill soils
ranged from 103,0 pound per cubic-foot (pcf) to 132,5 pcf and eight (8,0) percent to
19,0 percent, respectively,
· Tracts 25417, 24136 and the western (multi-family) portion of the Tract 25418
have been graded to interim elevations, Future grading involving minor amounts of
cut and fill to the finish grade will be observed and tested, Separate compaction
reports will be prepared for each tract after the completion of finish grade.
· Building pads located in the commercial areas of Tract 25418 are rough graded to
final elevations. Street grades within the commercial areas were graded at
approximate rough grade elevations,
· 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 were graded at 2:1 (H:V) or flatter and are 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 part of Campanula Way, Water
was encountered at one location below the Home Deport Building footprint area at
approximately 18 feet below ground surface,
. Evidence of active or potentially active faulting was not observed during grading of
the site.
. Single and multi-family residential structures and tilt up commercial structures may be
supported on continuous and/or isolated spread footings,
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9.0 FURTHER TRACT DEVELOPMENT CONSIDERATIONS
Tract 25417, 24136 and western (multi-family portion of the Tract 25418 were mass
graded to interim grade, At the time of this report preparation, a rough grading plan for this
area was not available.
During the mass grading of Tract 24136, the removal of alluvial/unsuitable material was
completed only to the line identified as "alluvial removal area" on the rough/mass grading
plans dated September 12, 1999, Any proposed earthwork in the area of Tract 24136 will
generally require additional overexcavation from this line to actual, finalized cut"fill line, The
depth of unsuitable materials remaining in these areas ranges from approximately 2 to 6
feet,
Earthwork associated with additional grading of these tracts should be performed under the
observation and testing by Converse, Rough grading of Tracts 25417 and 24136 will
involve placement of additional amounts of compacted fills to reach proposed grade. Tract
specific design and construction recommendation reports will be prepared at the completion
of rough grading.
Building pad areas within the commercial site comprising Tracts 25418 were rough graded
to final pad elevations, Representative samples of native and fill soils from the cut and fill
lot were retrieved for additional laboratory testing, Laboratory testing included classification,
direct shear, consolidation, expansion potential, pH, chloride, sulfate, minimum resistivity,
and R-value tests, The purpose of the laboratory testing was to determine relevant
engineering parameters of the native and fill soils within 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 specific design and
construction recommendation report,
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 use (1997),
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 1997), 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.
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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.
Rodents burrowing, small concentration of uncontrolled surface/subsurface water, or
localized depression of utility trench backfill on slopes should be controlled and/or repaired
as soon as possible,
Most hillside residential lot problems are associated with water, Homeowners should be
aware that altering drainage patterns, 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 water may even flow from upper-grade lots
to adjacent lower-grade lots. 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 analysis/interpretation and our
experience. We make no other warranty, either expressed 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,
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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,
Elevations and locations used in this report were based on data provided by others,
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 24136, 25417 and
multifamily portion of 25418 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 (1999), Geotechnical Investigation Report, Tracts 24136,
24187, 24188, 25417 and 25418, Paseo Del Sol Master Planned Community, City of
Temecula, California, dated May 6, 1999, prepared by Converse for Newland
Associates, Converse Project No, 99-81-112-50.
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 (1 988a), "Liquefaction Investigation, The
Meadows at Rancho California 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,
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Geotechnical Professionals Inc, (GPI) (1999), Grading recommendations, Proposed Home
Depot Site, Plaza Del Sol, Temecula, California, dated August 19, 1999, prepared by
Geotechnical Professionals Inc, for Grant General Contractors, J,V, GPI Project No,
1593,1,
INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS (1997), 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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99-81-112-50'
January 21, 2000
Page B-1
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Table No. B-1 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 (5M), fine to medium-grained. trace clay, dark brown 129.0 10,0
2 Sand (SPIt fine- to medium-grained. trace mica, brown 114,5 12.0
3 Silty Sand ISM). fine- to medium- grained, trace mica, dark brown 121.0 10.5
4 Silty Sand (5M), fine- to medium-grained, trace mica, dark brown 123.0 12.0
5 Silty Sand (SM), fine- to medium- grained, trace clay. reddish brown 132.0 9,0
5 Silty Sand (SM), fine- to coarse-grained, with clay, brown 132,0 8,0
7 Silty Sand (SMl, fine- to coarse-grained, with clay, brown 130.5 9,0
8 Silty Sand (SMl, fine- to medium-grained, trace clay, brown 125.5 10.0
9 Sand {SPI, f1ne- to coarse-grained, trace silt, light brown 119,0 13.0
10 Silty Sand (SM), fine.to medium-grained, trace clay, brown 132.5 9,0
11 Sandy Silt {Mll, fine. to medium-grained sand, mica, brown 114.5 14,5
12 Clay (Cll, with fine grained sand and mica, light brown 103.0 19.0
13 Silty Clay (Cll, trace fine grained sand, yellowish brown 116,0 14.5
14 Sandy Silt (ML), fjne- grained sand, trace clay and mica, brown 120.5 12.0
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Converse Consultant
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