HomeMy WebLinkAboutFinalCompactionPreciseGrading(Aug.28,1996)
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A Wholly Owned Subsidiary of The Converse Professional Group
Converse Consultants
Inland Empire
Celebrating 50 Years of Dedication in
Engineering and Environmental Sciences
FINI\L COMPACTION REPORT OF
PRECISE GRADING
Recreation Site
Lot No. 134, Tract 24131-2
Paloma del Sol
Temecula, California
Prepared for:
KRDC, Inc.
27555 Ynez Road, Suite 202
Temecula, CA 92591
CCIE Project No. 95-81-211-01
August 28. 1996
Converse Consultants Inland Empire
10391 Corporate Drive
Redlands. California 92374
Telephone: (909) 796-0544
Facsimile: (909) 796-7675
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August 28, 1996
Mr. Dean Meyer, R. C. E.
Project Manager
KRDC, Inc.
27555 Ynez Road, Suite 202
Temecula, CA 92591
Subject:
FINAL COMPACTION REPORT OF PRECISE GRADING
Recreation Site
Lot No. 134, Tract 24131-2
Paloma Del Sol
Temecula, California
CCIE Project No. 95-81-211-01 (Ref. Project # 94-81-585-01)
Dear Mr. Meyer:
Converse Consultants Inland Empire (Converse) has prepared this report to present results
of laboratory tests, field density testing and observations performed during precise grading
of the proposed recreation site.
Based on the results of our field observations and density testing, it is our opinion that the
earthwork associated with the precise grading of the subject lot has been performed in
compliance with the project plans and specifications.
This report also contains our recommendations regarding the design and construction of
the proposed facilities within the recreation site.
We appreciate the opportunity to be of service to you. If you have any further questions
or need further assistance, please do not hesitate to call us.
Very truly yours,
CONVERSE CONSUL TA
Quazi S. E. Hashmi, Ph. ., P. E.
Senior Vice President/Principal Engineer
Dist.: 3/Addressee
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PROFESSIONAL CERTIFICATION
This report has been prepared by the staff of Converse Consultants Inland Empire
under the professional supervision of the registered engineers 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
principles and practices. There is no other warranty, either express or implied.
~-/~~ ~
Mohammed S. Islam, Ph.D., P. E.
Project Engineer
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Senior Vice President/Principal Engineer .~..{~s. E. H/I,.iif.~
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CONTENTS
1.0 INTRODUCTION....................................... 1
2.0 PROJECT BACKGROUND ................................ 1
3.0 SCOPE OF WORK ........................,........,... 2
4.0 PRECISE GRADING REQUIREMENTS . . . . . . . . . . . . . . . . . . . . . . . .. 3
5.0 FIELD OBSERVATION AND DENSITY TEST RESULTS ............. 4
6.0 CONCLUSiONS....................................... 4
7.0 DESIGN RECOMMENDATIONS. . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5
7.1 General........................................ 5
7.2 Foundation Type and Bearing Pressures .................. 5
7.3 Lateral Earth Pressures. . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 5
7.4 Resistances to Lateral Loads . . . . . . . . . . . . . . . . . . . . . . . . .. 5
7.5 Seismic Design of Structures. . . . . . . . . . . . . . . . . . . . . . . . .. 6
7.5.1 Seismic Earth Pressures. . . . . . . . . . . . . . . . . . . . . . . .. 6
7.5.2 Seismic Lateral Forces on Above-Ground Structures. . . . .. 6
7.6 Slab-on-Grade and Concrete Walkways. . . . . . . . . . . . . . . . . .. 6
7.7 Settlement...................................... 7
8.0 DRAINAGE.......................................... 7
9.0 CLOSURE......,.................................... 7
REFERENCES
.. .. .. . I . .. .. .. .. .. . . . .. . .. . . . . " . . . . .. . . . . . .
8
APPENDIX A ......................... FIELD DENSITY TEST RESULTS
APPENDIX B ...................... LABORATORY TESTING PROGRAM
ILLUSTRATIONS
Figures
Following Page No.:
Figure NO.1 - Field Density Test Location. . . . . . . . . . . . . . . . . . . . . . . . . .. 1
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1.0 INTRODUCTION
This report contains the results of laboratory testing, field density testing and
geotechnical observations performed during precise grading of the proposed recreation
site, Lot No. 134, Tract 24131-2 located within the Paloma Del Sol Master Planned
Community in the city of Temecula, California.
This report also contains our recommendations regarding design and construction of
the proposed facilities: a pool, a spa, a restroom and pump room building; and
associated hardscaping and landscaping.
Converse performed full-time observiltion and field testing during precise grading of
the subject site on August 20, 1996. The approximate locations of field density tests
are shown in Figure No.1, Fie/d Density Test Location.
2.0 PROJECT BACKGROUND
The proposed recreation site is located within the city of Temecula, California.
Converse performed a preliminary geotechnical investigation and a liquefaction
investigation for the subject tract. The results of the investigation were presented in
the following reports:
· Geotechnical Investigation, Tentative Tract 24131, Planning Areas 15 and 22,
Portion of the Meadows, Rancho California, California, dated
December 23, 1988, prepared for Rancho California Development Company,
Rancho California, California (CCIE Project No.88-81-148-01-D)
· Liquefaction Investigation, The Meadows at Rancho California, APN No. 26-13-
9, -10, -12, -13, and -14, Rancho California, dated December 9, 1988,
prepared for Rancho California Development Company, Rancho, California
Rough grading for the site was performed by E. L. Yeager Construction, Inc.. of
Riverside, California, during the period from April 10, through December 18, 1990, in
accordance with the recommendations contained in the above-referenced geotechnical
investigation report. Rough grading observations and field density testing were
conducted by Converse, and the results were presented in the following report:
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· As-Built Geology and Final Compaction Report of Rough Grading, Tracts 24131
(Final), 24133-1, 24133-2, and portion of 24186, Paloma Del Sol Master
Planned Community, Temecula, California, dated June 5, 1991, CCIE Project
No. 88-81-148-03
Density testing during damage repair and post-grading construction were performed
by Converse. Results of our observation and testing are presented in the following
reports:
· Results of Field Density Testing and Erosion Repair Grading, Tract 24133-2,
Lots 1-131, Paloma Del Sol Master Planned Community, Temecula, California,
dated July 7,1994, CCIE Project No. 88-81-585-01
· Results of Field Density Testing During Post-Grading, Tract 24133-2, Lots 1-20,
Paloma Del Sol Master Planned Community, Temecula, California, dated
March 3,1995, CCIE Project No. 88-81-585-02
· Results of Field Density Testing During Post-Grading, Tract 24133-2, Lots 100-
129, Paloma Del Sol Master Planned Community, Temecula, California, dated
June 1,1995, CCIE Project No. 88-81-585-03
The purpose of the precise grading is to prepare the project site for the construction
of the proposed recreation facilities by removing existing light vegetation, processing
and recompacting the surficial soils. The precise grading was performed by Lewis
Valley Contractors, Murrieta, California, in accordance with the following project plan:
· Precise Grading Plan, Recreation Site, Lot 134, Tract 24131 - 2, City of
Temecula, prepared by Robert Bein, William Frost and Associates, dated
June 18, 1996
3.0 SCOPE OF WORK
Our scope of work for the above-referenced project included the following:
Field Services
Full-time observation and field density testing were performed during precise grading
performed on August 20, 1996, to verify compliance of earthwork with the project
plans and specifications. Results of the field density tests are summarized in Table
No. A-l, Summary of Field Density Test Results, included in Appendix A, Field Density
Test Results.
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Laboratorv Testina
A representative soil sample was retrieved during precise grading to evaluate relevant
engineering properties. The laboratory testing included an expansion index (EI) test
and a direct shear test on a remolded sample. The maximum dry density and optimum
moisture content relationship were obtained from a previously conducted test on a
similar sample. Results of the laboratory tests are included in Appendix B, Laboratory
Testing Program.
Data Evaluation and ReDort PreDaration
Data obtained during field density tes~ing was examined by the project engineer for
the purpose of quality assurance/control. Laboratory test results were analyzed and
evaluated for relevant engineering parameters.
We have prepared this report to present a summary of field observations, results of
field and laboratory testing and recommendations regarding design and construction
of the proposed facilities.
4.0 PRECISE GRADING REQUIREMENTS
The precise grading requirements included the following:
· Scarification and/or overexcavation and recompaction of the subgrade soils
within the recreation site as necessary based on field observation by the project
soils consultant.
· Observation of the bottoms of the excavated areas by the project soils
consultant to verify that unsuitable soils are completely removed and that the
fill will be placed on competent native soils.
. Soils utilized as compacted fill must be free of deleterious materials.
· Fill and scarified soils must be compacted to a relative compaction of at least
90 percent as per ASTM D-1557.
· In-place soil densities will be determined by the Sand Cone Test Method in
accordance with ASTM Standard D1556, or by the Nuclear Test Method in
accordance with ASTM Standard D2922.
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5.0 FIELD OBSERVATION AND DENSITY TEST RESULTS
The precise grading involved clearing and grubbing to remove existing light vegetation,
scarification of the approximately upper 12 inches of subgrade soils, moisture
conditioning to near optimum and compaction utilizing scrapers and dozers.
The in-place density of the compacted fill soils was determined using the Nuclear
Gauge (ASTM Standard D2922) method. Results of the field density testing are
presented in Table No. A-l, Summary of Field Density Test Results. The relative
compaction for each field density test presented in Table No. A-l, Summary of Field
Density Test Results, is obtained by dividing the measured in-place dry density by the
laboratory maximum dry density of the site soils presented in Table No. B-1, Summary
of the Moisture-Density Relationship.
6.0 CONCLUSIONS
The following conclusions are based on our field observation/testing and laboratory
testing performed during preliminary soils investigation, rough grading and precise
grading; and our understanding of the scope of the proposed development at the
subject site:
. From a geotechnical standpoint, the project site is suitable for the proposed
development, provided the recommendations provided in this report are
considered in the design and construction of the proposed facilities.
· The earthwork associated with the rough and precise grading of the subject
recreation site is completed to meet project plans and specifications.
· The site is underlain by compacted fill on the order of 25 to 30 feet. The fill
soils are underlain by bedrock known as the Pauba Formation. The fill soils
comprise mainly clayey sand, silty sand and sandy clay.
. The site is not located within a State of California Earthquake Fault Zone.
Probable maximum horizontal ground acceleration at the site is 0.29g once on
the average of every 100 years and 0.23g once on the average of every 50
years.
· Groundwater was not encountered in the boring drilled within the subject tract
during the preliminary soils investigation. In the absence of shallow
groundwater, the project site is not considered susceptible to liquefaction.
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· The site soils can be excavated with conventional heavy-duty earth-moving
equipment.
· The site soils have very low expansion potential. The slab-on-grade for the
proposed restroom building can be of conventional type, and the foundations
may comprise continuous and/or spread footings.
7.0 DESIGN RECOMMENDATIONS
7.1 General
The following design recommendations are based on our analysis of the data obtained
during field investigation and laboratory testing, and our understanding of the proposed
project.
7.2 Foundation Tvoe and Bearina Pressures
The proposed building may be supported on continuous (strip) or spread footings.
Footings should be at least 1 5 inches wide founded on compacted fill at least 1 2
inches below lowest adjacent grade. The recommended allowable bearing pressure
for such footings is 2,000 pounds per square foot (psf).
The allowable bearing pressure value recommended above is for the dead load,
frequently applied live loads, as well as short duration loads such as seismic and wind
loads and by applying a factor of safety of at least 3.0 to the ultimate bearing
capacity.
7.3 Lateral Earth Pressures
Cantilevered earth retaining walls should be designed based on an active earth
pressure equal to that developed by a fluid of density of 30 pounds per cubic foot
(pcf).
7.4 Resistances to Lateral Loads
Resistance to lateral loads may be provided by the passive earth pressures acting
behind the footings and by the frictional resistances at the base. An ultimate value
of the passive earth pressure resistance of 200 psf per foot of footing depth may be
used for design. The passive resistance should be limited to a maximum of 2,000 psf.
An ultimate value of the frictional coefficient of 0.33 may be used to evaluate base
frictional forces between soil and concrete.
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The total lateral resistance may be obtained by directly combining the resistances due
to passive earth pressure and base frictional forces.
7.5 Seismic Desion of Structures
7.5.1 Seismic Earth Pressures For seismic design of buried walls resisting horizontal
forces from granular backfill, a lateral pressure distribution in the form of an inverted
triangle with the maximum pressure of 27H psf should be applied against the wall,
where H is the height in feet of the retained earth. The seismic pressure is zero at the
base of the wall and maximum at the ground surface level.
7.5.2 Seismic Lateral Forces on Above-Ground Structures For earthquake-resistant
design of above-ground structures, as listed in Table No. 16-J, Site Coefficient, of the
Uniform Building Code (UBC, 1994), the soil profile at the site can be classified as
"5,," An S-factor of 1.0 may be used for the evaluation of base shear.
7.6 Slab-on-Grade and Concrete Walkwavs
Based on the measured value of the Expansion Index (Ell, the site soils can be
categorized as having very low expansion potential. The slab-on-grade may be of the
conventional type (as opposed to post-tensioned) reinforced for shrinkage and
temperature.
Concrete slab-on-grade may be designed based on a modulus of subgrade reaction, K"
of 200 kips per cubic foot (kc).
The nominal thickness of the concrete slab-on-grade should be at least four inches.
Minimum reinforcement of 6" x 6"-#101#10, or equivalent, should be placed in the
upper half of the slab. Joints for concrete slab-on-grade must be carefully designed.
Joint spacing is dependent upon slab type, thickness, reinforcement and concrete
properties. In general, the joint spacing (in feet) should not exceed approximately
twice to three times the slab thickness (in inches). Joint spacing may be increased
if slabs are heavily reinforced. The structural design may require greater thickness
andlor reinforcement and joint spacing.
Slabs-on-grade should be provided with a 6-mil Visqueen or equivalent moisture
barrier. To aid in concrete curing and to prevent plastic shrinkage cracking, a two (2)-
inch fill layer of clean sand should be placed above the moisture barrier. The sand
layer should be compacted prior to placing concrete by wetting and proper rolling the
day before. However, the sand fill should be free of self-draining water at the time of
concrete placement. Care must be taken during placement to prevent displacement
of sand into the slab concrete.
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Appropriate curing precautions should be taken aher placement of concrete to
minimize cracking of the slabs. The potential for slab cracking may be lessened by the
addition of fibre mesh to the concrete, andlor control of the waterlcement ratio.
Concrete should be cured by protecting it against loss of moisture and rapid
temperature change for at least seven days aher placement. Moist curing, waterproof
paper, white polyethylene sheeting, white liquid membrane compound, or a
combination thereof may be used aher finishing operations have been completed. The
edges of concrete slabs exposed aher removal of forms should be immediately
protected to provide continuous curing.
The concrete walkways should be at least three (3) inches thick and constructed in
accordance with Section 303-5 of _the Standard Specifications for Public Works
Construction (SSPWC, 1994). The concrete should meet the requirements of Section
201-1 of the SSPWC. The subgrade should be sufficiently dampened prior to placing
concrete to ensure that no moisture will be absorbed by the fresh concrete.
7.7 Settlement
The total, as well as differential settlement of the foundations designed in accordance
with the recommendations provided in this report, is anticipated to be negligible. Most
of the settlement is expected to be elastic in nature and should occur immediately
following construction.
8.0 DRAINAGE
Adequate positive drainage should be provided away from the structures to prevent
ponding and to reduce percolation of water into the backfill. A desirable slope for
surface drainage is two percent in landscaped areas and one percent in paved areas.
Planters and landscaped areas should be designed so as to minimize water infiltration
into the subgrade soils. Irrigation of the planters and landscaping area, including the
slope on the northwest side of the site, should be controlled to minimize percolation
of the water into the fill soils. Gutters and downspouts should be installed on the
roof, and runoff should be directed to the street through nonerosive devices.
9.0 CLOSURE
The findings and recommendations of this report were prepared in accordance with
generally accepted professional engineering and engineering geologic principles and
practice. We make no other warranty, either express or implied. Our conclusions and
recommendations are based on the results of the field and laboratory investigations,
combined with an interpolation of soil conditions between and beyond test locations.
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REFERENCES
Bowles, J. E. ( 1982), Foundation Analysis and Design, McGraw-Hili, Inc.
Design and Control of Concrete Mixtures (1988). Portland Cement Associations,
Skokie, Illinois.
Standard Specifications for Public Works (1994). Building News Inc., Los Angeles,
California.
Uniform Building Code (1994). Internati9nal Conference Of Building Officials, Whittier,
California.
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APPENDIX A
FIELD DENSITY TEST RESULTS
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APPENDIX A
FIELD DENSITY TEST RESULTS
.
TABLE NO.1
SUMMARY OF FIELD DENSITY TEST RESULTS
R'eCf.etiOri-:_S~-:JLC?tNo.81. Trect24133 Finel) ,
..' . ., i' SOIt: . REMA~KS
TEST TEST TEST LOCATION 'APPROX " APPROX . DRY % % REL
NO. . DATE ... . TEST FILL DENS. MOIST. .TYPE CDMP:
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1 08/20/96 Building Pad FG 1.0 112,9 8.' 1 91 90% Relative
Compaction
Required
2 08/20/96 Building Pad FG 1.0 113.5 9,' 1 92
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APPENDIX B
LABORATORY TESTING PROGRAM
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APPENDIX B
LABORATORY TESTING PROGRAM
Tests were conducted in our laboratory on representative soil samples for the purpose
of classification and evaluation of their physical properties and engineering
characteristics. The amount and selection of tests were based on the geotechnical
parameters required for this project. Test results are presented herein. The following
is a summary of the various laboratory tests conducted as part of this report.
Laboratorv Maximum Density Test
Data from a previously conducted test was used to obtain the relative compaction of
the soils. The test was conducted,.in accordance with ASTM Standard D1557
laboratory procedure. The test results are summarized in Table No. 8-1, Summary of
Moisture Density Relationship.
, TABI.EJIIO.>B-1
SUMMARY OF MOISTURE-DENSITY RELATIONSHIPS
, .,- .......-. ",."
,SOIL TYPE NUMBER SOIL DESCRIPTION MAXIMUM OPTIMUM
'(SAMEAS,IN TABLE DRY MOISTURE
, NO.A-1) DENSITY CONTENT
(pct) (percent)
1( Soil Type 3 from Clayey Sand (SCI, fine to 124.0 11.0
our previous report) medium-grained, brown
Direct Shear Test
One direct shear test was performed on a reconstituted sample of the subgrade soils.
Three ring samples were reconstituted at a relative compaction of 90 percent and
optimum moisture content. Three samples contained in brass sampler rings were
soaked and then placed, one at a time, into the test apparatus. Each ring sample was
then subjected to the selected normal load. Each sample was then sheared at a
constant strain rate. Shear deformation was recorded until a maximum of about one-
half inch shear displacement was achieved. The peak strength was selected from the
shear-stress deformation data and plotted to determine the shear strength parameters.
For test data, including sample density and moisture content, see Figure No. 8-1,
Direct Shear Test.
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Exoansion Index Test
A bulk sample of the representative subgrade soils was tested in accordance with UBe
Standard 18-2 to determine its expansion index. The test results are summarized in
Table No. B-2, Summary of Expansion Index Test Results.
Table No. B-2. Summary of Expansion Index Test Results
..:,:: , , " Description
~ample No.! Depth 1ft) Soil Expansion Index ' Expansion
,: "'.".::,,',',':",'," , ,,',' '" :'" 'Potential
Clayey Sand (SC), fine
1/0-1 to medium-grained, 7.0 Very Low
brown
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2.0
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5.0
1.0
2.0 3.0
NORMAL STRESS IN KSF
4.0
4.0
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HORIZONTAL DEFORMATION IN INCH
BORING/SAMPLE : Lot 134
DESCRIPTION : Clayey Sond
STRENGTH INTERCEPT (kst)
FRICTION ANGLE (degree)
DEPTH (ft)
(SC)
.099
30.6
(PEAK STRENGTH)
(PEAK STRENGTH)
MOISTURE DRY DENSITY VOID NORMAL PEAK RESIDUAL
SYMBOL CONTENT (%) (pet) RATIO STRESS (ksf) SHEAR (ksf) SHEAR (ksf)
0 18,0 113.4 .486 .50 .41 .31
0 17.3 f 12.2 .501 1.50 ,97 .89
'" 17.1 112.2 .501 3.00 1.88 1.83
DIRECT SHEAR TEST
Recreation Site, Lot 134, 24131-2
For: KRDC. Inc.
Project No,
95-81-211-01
\<\
Converse Consultants Inland Empire
Figure No. B-1
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From:
To:
Date:
Subject:
Quazi Hashmi (QUAZI)
DUANE
Monday, August 26, 1996 10:56 am
REPORT
Files:
PLEASE REVIEW AND FINAL. SHOULD GO OUT BY 8-27-96
B:\211.REP
-95 ~;;)) - /,4@
co rJ
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