HomeMy WebLinkAboutParcel 2 Geotechnical Precise Grading
I ,LtV\~" ^,,,;:':'\,
I ~~GEN Corporation
. SoilEngineeringandConsullingSel'lices. EnJineeringGeology. Compaction Tesling
-Inspections. ConslructionMal8fialsTesling. LaboraloryTesting . Percolation Tesling
. Geology. Water Resource Studies . Ph,ne I & II Environmental Site Assessments
ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK
I
I
I
GEOTECHNICAL REPORT OF PRECISE GRADING
Parcel 2 of Parcel Map 28618
City ofTemecula, County of Riverside, California
Project Number: T1233-C
I
I
June 29, 1998
II
I
I
I
I
I
I
I
Prepared for:
I
" Minegar Construction
41743 Enterprise Circle North, Suite 8-108
Temecula, California 92590
~ .-
J _... _ "/ / ...
- ,/" /, / \ -- \
, " ~ '--
-c---I--~'" ... ..:_.....i '-~ --:-,..-
, ,
I'" "
, ,
I'
~ ,
, ,
\ '
" ,
, ,
I ,
u \
" " - / -. -
\ / ,/
/" - - I " __ I
- " " I 1- .... " I
1;11 , ' , 1/11 .>
"'~~~~ ,,~~:::' \",' ,~~"'-':""_'"".
}~;'~~~~~~~tB:i'~~,'
, ,
\
/ - - I
F _._ I
C._ ",._____ ;....1__
. .l..~ ...
If'_';...',
. ___ _..~._u_
, ,'.- ~~~.,-,.,
E le,p,is.1li:j;~I~'N rt i:Suit~.j;iteine.'c'ul~,"CA'9i590 .p110ne;',(90g) 67.6.J095.' faX:(909).67~294--'-- -'" =.
I ,t~li?I~l~~ttf. e4ii;'[~:8l1:~,~a;cr;.~g~Q1.. phg"e; (714) $46,A051:,fax; (714) 546-49'52, ' '~~\[~,;~f?:
EB SITE: WWW. N ENCOR'P:COM' E-MAIL: ENGENCORP@PE.NET' . " " '. '.'''' ..,.,.'"
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Minegar Construction
Project Number. T1233-C
TABLE OF CONTENTS
SECTION NUMBER AND TITLE
PAGE
1.0 SITE AND PROJECT DESCRIPTION.................................................................. 1
1.1 Site Location ...,...,..............,......,.....................,........,....................,................,......1
1.2 Project Description.., ............. ..................,.........,....,........,.......,..... .......... .............. 2
2.0 SCOPE OF WORK ...............................................................................................2
2.1 Time of Grading ,....,..,...,...................,...."......,........,..........,..................................2
2,2 Equipment...",.,.,..."."."",.,....""........."...,..".""..,..,........"."".....,..,.,."",."",....," 2
2,3 Grading Operations .."......,..................,...............,.........,....................,....,............2
3.0 TESTING ..............................................................................................................3
3.1 Field Testing ....,.......,........,..............,.............,.....................,.............................,.. 3
3.2 Laboratory Testing .........,....,..,....,....,..........,........,..,...........................,............,.... 3
3.3 Moisture-Density Relationship Test ...........,........,..,...............,..,..,..,..................... 3
3,4 Expansion Index Test ,..,..,..................,..,....,........,.........,..,................................,..4
4.0 EARTH MA TERIALS............................................................................................4
5.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................4
5.1 Foundation Design Recommendations..,..............,..,...."............,..,..................,.., 4
5.2 General,.. ,.... ........... ,....,..,.... ..,................, ......... ..,......,.... ........ ...., ...,..,..,............. 4
5,3 Foundation Size.... ,.. ..,.......,........ ....,.... .......,......,.. ,.......................,..........,............4
5,4 Depth of Embedment.........,....................,..,..,..........................,.................,..........5
5.5 Bearing Capacity ,...,.........,.......................,..,..,......,.......,.....................................,5
5,6 Settlement..,.......".".."".,...".",.,..,..."".,....,."".,.,......,.",.".,.....""",.,.".,.....,.""... 5
5.7 Lateral Capacity ...............,..,..................,............"..... ..............,......,..................,.. 6
5,8 Slab-on-Grade Recommendations ................,................,..,.......,..,............,.........,6
5.9 Interior Slabs.........., ,....,..... .........., ............................. ........,........... ....,.......,..........7
5.10 Exterior Slabs .......,..,..................,............................ ....................,......,..,........,....' 7
5,11 General ......,..........,..............,...,........,.........,..,....... ...,.......,..............,.................' 8
6.0 CLOSURE ............................................................................................................8
APPENDIX
TEST RESULTS
EnGEN COrDoration
,
'?/
I ;'"v "'" /\
/d::r_.- _-,>:fj+<-:/~___:;_c:_;;'-
I ~~~~GEN
I
I
I
I
I
I
I
I
I
I
I
I
I
I
". -. - /" / - ~ ~ I '- I" ~ /" I
.' \ - - - \ " I / \ _ _ _ \ __ '/" \ _ ~ \
'- '~"- ,,- '- ,,'-
~ \ " \, \ -' \ / - \ ~ \ / \ '
,,--, "-- --, '::" ~ _. I ~':: ~ / --, ...,' ~
-,:1/ ~/, '/~:11 ~I, _I__..___.._,:.J. __.i........ ,\,_'-' _._-.~ '-!."
_~.";..,..,..__/, --'-'...~- _.i" ;1 l~
i,:;;;,iG,QL. ~@~i;lliE:,j,i&Q E 1~<<>[is:e&!!~"'N rt, ;SuIt~ii,1;~~eiul"'FA~i590.. pl1one'190,[U276,3O!)5.'fax,j~09)6I6:32~4
;{0 " :=;0.aANGEi!\1\1i0NTX:15 I ,':2GjSj,OE.OlieA e ue,Sa<!i~tADa,t;19Z19j..pjjor,e; tm)546'4051. lax; (714) 546,40.52 ,
."" ,-- .", EBSITE: WWW.NENCORP.COM.{MAll:ENGENCORP@PE.NET " .
r
///-
COrPoration
. Soil Engineering and ConsultingServic€s. En!.ineeringGeology . Compaction Testing
elnspections-ConstructionMaterialsTeslinll-taboraloryTesting-Perco)ationTesling
-Geology. Water Aesource Studies . Pha~el&IIEnvironmenlaISiteAssessmenls
ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK
June 29, 1998
Mr. Pete Minegar
Minegar Construction
41743 Enterprise Circle North, Suite 8-108
Temecula, California 92590
(909) 699-4898 I FAX (909) 699-3598
Regarding:
GEOTECHNICAL REPORT OF PRECISE ROUGH GRADING
Parcel 2 of Parcel Map 28618
City of Temecula, County of Riverside, California
Project Number: T1233-C
LD98-004GR
References: 1 ,
EnGEN Corporation, August 15, 1997, Updated Geotechnical Study,
Lot 10, APN 921-400-045, Commerce Center Drive, City of Temecula,
County of Riverside, California.
Manning Engineering, June 2, 1998, Precise Grading and Erosion
Control Plan, Parcel 2 of Parcel Map 28618, City of Temecula, PA 97-
0341, sheets 1-2 of 2,
2.
Dear Mr. Minegar:
According to your request and signed authorization, EnGEN Corporation has performed
field observations, sampling, and in-place density testing at the above referenced site.
Submitted, herein, are the test results and the supporting field and laboratory data.
1.0 SITE AND PROJECT DESCRIPTION
1.1 Site Location
\
The subject property is located on Commerce Center Drive, in thE> City of
Temecula, County of Riverside, California, as shown on the Vicinity Map presented
in the Appendix. Topography of the site was relatively flat The site was vacant of
any man-made structures. The site was covered with a light growth of native
vegetation such as grasse~ and weeds.
,,''''-.~ _.~""""'-- '
-,.'-;--','~'-:--" ~ / .... ,.,.1 _' ~' /.... ~,/ ":' L 'j
\ .r " " , ..." - -- \ '" ..... ' I -' ~ - __ __ \ / '- ? I
_.J~'~' :_-..) .~~...::---.- '_:'~'-1~--=:-''::-
-."""'......
. '
~ "
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Minegar Construction
Project Number: T1233-C
June 1998
Page 2
1.2 Project Description
The grading of the referenced site consisted of preparing a building pad. The
referenced site was graded to the elevations as shown on the Referenced No. 2
plan,
2.0 SCOPE OF WORK
2.1 Time of Grading
Grading operations were conducted from June 11, 1998 through June 16, 1998,
2.2 Equipment
The grading operations for the building pad were performed by Jim's Custom
Grading through the use of one (1) Caterpillar D8K track mounted dozer, one (1)
John Deere 762 self-loading scraper, one (1) motorgrader and one (1) 2000 gallon
water truck.
2.3 Grading Operations
Grading within the subject site consisted of a cut! fill operation, Grasses and weeds
were cleared prior to fill placement Fill material was generated from the cuts
made on the access driveway and parking lot portions of the site, and used to
bring the building pad to finish grade elevation. The exposed fill was scarified and
moisture conditioned to a depth of 12 inches then compacted to 90 percent. ~i11
was placed in lens thicknesses of 6 to 8 inches, thoroughly moisture conditioned to
near optimum moisture content then compacted to a minimum of 90 percent
relative compaction. Moisture conditioning of the on-site soils was performed
during the compaction process through the use of a hose attached to a hydrant
The pad area was generally graded to the elevations noted on the Grading Plan.
However, the actual pad location, dimensions, elevations, slope locations and
inclinations, etc. were surveyed and staked by others and should be verified by the
Project Civil Engineer.
EnGEN Corporation l\
I
I
I
I
I
I
I
I
I
I
II
I
I
I
I
I
I
I
I
,
Minegar C:onstruction
Project Number: T1233-C
June.199B
Page 3
3.0 TESTING
3.1 Field Testing
Field observations and in-place density testing were performed on a part-time, as-
needed basis during the grading operations, Where tests indicate failing results,
the soils were reprocessed until at least 90 percent relative compaGtion was
achieved. Test locations were randomly selected in the areas receiving fill and
were recorded using approximate locations and elevations as could be determined
in the field, Field in-place density and moisture content testing were performed
during the placement of the fill materials during the rough grading operations in
general accordance with the following ASTM test procedures:
Test Method for Density of Soil and Soil-Aggregate in Place by Nuclear Test
Methods (Shallow Depths) - ASTM 02922-81 (1990).
Test Method for Water Content of Soil and Rock in Place by Nuclear Methods
(Shallow Depth) - ASTM 03017-88.
The test results indicate that soils were compacted to a minimum of 90 percent
relative compaction, Test results are presented in the Appendix, The locations of
the in-place density tests are presented on the Precise Grading Report Site Plan in
the Appendix.
3.2 Laboratory Testing
The following laboratory tests were performed as part of our services during the
precise grading of the subject site. The test results are presented in the Appendix,
3.3 Moisture-Density Relationship Test
Maximum dry density - optimum moisture content relationship tests were
conducted on samples of the materials used as fill. The tests were performed in
general accordance with ASTM 01557-91 procedures, The test results are
presented in the Appendix (Summary of Optimum Moisture Content I Maximum
EnGEN Corporation
-6
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Mlnegar Construction
Project Number: T1233-C
June 1998
Page 4
Dry Density Relationship Test Results).
3.4 Expansion Index Test
A soil sample was obtained for expansion potential testing from the building pad
area upon completion of rough grading of the subject site. The expansion test
procedure utilized was the Uniform Building Code Test Designation 113-2, The
material tested consisted of silty fine to coarse sand with clay, which had an
Expansion Index of 21, which is classified as a low expansion potential. The
results are presented in the Summary of Expansion Index Results in the Appendix,
4.0 EARTH MATERIALS
The natural earth materials encountered on-site generally consisted of brown silty
sand with minor amounts of clay.
5.0 CONCLUSIONS AND RECOMMENDATIONS
5.1 Foundation Design Recommendations
5.2 General
Foundations for the proposed structure may consist of conventional column
footings and continuous wall footings founded upon properly compacted fill. The
recommendations presented in the subsequent paragraphs for foundation design
and construction are based on geotechnical characteristics and a low expansion
potential for the supporting soils and should not preclude more restrictive structural
requirements, The Structural Engineer for the project should determine the actual
footing width and depth to resist design vertical, horizontal, and uplift forces.
5.3 Foundation Size
Continuous footings should have a minimum width of 12-inches, Continuous
footings should be continuously reinforced with a minimum of one (1) NO.5 steel
reinforcing bars located near the top and one (1) No. 5 steel reinforcing bars
located near the bottom of the footings to rninimize the effects of slight differential
EnGEN Corporation
<p
II
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
~
Minegar Construction
Project Number: T1233-C
June 1998
Page 5
movements which may occur due to minor variations in the engineering
characteristics or seasonal moisture change in the supporting soils. Column
footings should have a minimum width of 18-inches by 18-inches and be suitably
reinforced, based on structural requirements. A grade beam, founded at the same
depths and reinforced the same as the adjacent footings, should be provided
across doorway entrances,
5.4 Depth of Embedment
Exterior and interior footings founded in properly compacted fill should extend to a
minimum depth of 18-inches below lowest adjacent finish grade for the structure,
The foundations should be founded in properly compacted fill with a minimum of 18
inches of compacted fill below the bottom of the footings,
5.5 Bearing Capacity
Provided the recommendations for site earthwork, minimum footing width, and
minimum depth of embedment for footings are incorporated into the project design
and construction, the allowable bearing value for design of continuous and column
footings for the total dead plus frequently-applied live loads is 1500 psf for
continuous footings and 2000 psf for column footings in properly compacted fill
material. The allowable bearing value has a factor of safety of at least 3.0 and
may be increased by 33.3 percent for short durations of live and/or dynamic
loading such as wind or seismic forces.
5.6 Settlement
Footings designed according to the recommended bearing values for cClntinuous
and column footings, respectively, and the maximum assumed wall and column
loads are not expected to exceed a maximum settlement of 0,5-inches or a
differential settlement of 0.25-inches in properly compacted fill.
EnGEN Corporation
'1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Minegar Construction
Project Number: T1233-C
June 1998
Page 6
5.7 Lateral Capacity
Additional foundation design parameters based on compacted fill for resistance to
static lateral forces, are as follows:
Allowable Lateral Pressure (Equivalent Fluid Pressure), Passive Case:
Compacted Fill - 150 pet
Allowable Coefficient of Friction:
Compacted Fill - 0.25
Lateral load resistance may be developed by a combination of friction acting on the
base of foundations and slabs and passive earth pressure developed on the sides
of the footings and stem walls below grade when in contact with undisturbed,
properly, compacted fill material. The above values are allowable design values
and have safety factors of at least 2.0 incorporated into them and may be used in
combination without reduction in evaluating the resistance to lateral loads, The
allowable values may be increased by 33,3 percent for short durations of live
and/or dynamic loading, such as wind or seismic forces, For the calculation of
passive earth resistance, the upper 1.0-foot of material should be neglected unless
confined by a concrete slab or pavement The maximum recommended allowable
passive pressure is 5.0 times the recommended design value.
5.8 Slab-on-Grade Recommendations
The recommendations for concrete slabs, both interior and exterior, excluding PCC
pavement, are based upon the anticipated building usage and upon a low
expansion potential for the supporting material as determined by Table 18-1-B of
the Uniform Building Code. Concrete slabs should be designed to minimize
cracking as a result of shrinkage, Joints (isolation, contraction, and construction)
should be placed in accordance with the American Concrete Institute (ACI)
guidelines. Special precautions should be taken during placement and curing of all
concrete slabs, Excessive slump (high water/cement ratio) of the concrete and/or
EnGEN Corporation
~
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Minegar Construction
Project Number: T1233-C
June 1998
Page 7
improper curing procedures used during either hot or cold weather conditions could
result in excessive shrinkage, cracking, or curling in the slabs. It is recommended
that all concrete proportioning, placement, and curing be performed in accordance
with ACI recommendations and procedures.
5.9 Interior Slabs
Interior concrete slabs-on-grade should be a minimum of 4.0-inches in thickness
and be underlain by a minimum of 1,0 inch of clean coarse sand or other approved
granular material placed on properly prepared subgrade, Minimum slab
reinforcement should consist of #3 reinforcing bars placed 24-inches on the center
in both directions, or a suitable equivalent The reinforcing should be placed at
mid-depth in the slab, The concrete section and/or reinforcing steel should be
increased appropriately for anticipated excessive or concentrated floor loads. In
areas where moisture sensitive floor coverings are anticipated over the slab, we
recommend the use of a polyethylene vapor barrier with a minimum of 6.0 mil in
thickness be placed beneath the slab. The moisture barrier should be overlapped
or sealed at splices and covered by a 1.0-inch minimum layer of clean, moist (not
saturated) sand to aid in concrete curing and to minimize potential punctures.
5.10 Exterior Slabs
All exterior concrete slabs cast on finish subgrade (patios, sidewalks, etc., with the
exception of PCC pavement) should be a minimum of 4.0-inches nominal in
thickness and be underlain by a minimum of 12.0-inches of soil that has been
properly prepared. Reinforcing in the slabs and the use of a compacted sand or
gravel base beneath the slabs should be according to the current local standards,
Subgrade soils should be moisture conditioned to at least optimum moisture
content to a depth of 6,0-inches and proof compacted to a minimum of 90 percent
relative compaction based on ASTM 01557-91 procedures immediately before
placing aggregate base material or placing the concrete.
EnGEN Corporation
~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Minegar Construction
Project Number: T1233-C
June 1 998
Page 8
5.11 General
Based on the observations and tests performed during grading, the subject site in
the areas noted has been completed in accordan<:e with the project plans and
References Updated Geotechnical Study, and the Grading Code of the City of
Temecula, The graded site in the areas noted as graded is determined to be
adequate for the support of a typical commercial and appurtenant facilities, Any
subsequent grading for development of the subject property should be performed
under engineering observation and testing performed by EnGEN Corporation,
Subsequent grading includes, but is not limited to, any additional fill placement and
excavation of temporary and permanent cut and fill slopes, In addition, EnGEN
Corporation should observe all foundation excavations. Observations ~;hould be
made prior to installation of concrete forms and/or reinforcing steel so as to verify
and/or modify, if necessary, the conclusions and recommendations in this report.
Observations of overexcavation cuts, fill placement, finish grading, utility or other
trench backfill, pavement subgrade and base course, retaining wall backfill, slab
presaturation, or other earthwork completed for the development of subject site
should be performed by EnGEN Corporation. If any of the observalions and
testing to verify site geotechnical conditions are not performed by EnGEN
Corporation, liability for the safety and performance of the development is limited
to the actual portions of the project observed and/or tested by EnGEN
Corporation.
6.0 CLOSURE
This report has been prepared for use by the parties or project named or described
above. It mayor may not contain sufficient information for other parties or
purposes. The findings and recommendations expressed in this report are based
on field and laboratory testing performed during the rough grading operation and
on generally accepted engineering practices and principles. No further warranties
are implied or expressed beyond the direct representations of this report,
EnGEN Corporation
\0
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Minegar Construction
Project Numt,er: T1233-C
June 1998
Page 9
Thank you for the opportunity to provide these services. If you should have any
questions regarding this report, please do not hesitate to contact this office at your
convenience.
Respectfully submitted,
EnGEN :trrati,on
n,dA1Al:J~~
"--I!-~~~ D, Gard
Field Operatio Manger
JDG/OB:ch
, ''\
Distribution: (4) Addressee
File: EnGENIReportinglCompaction\T1233C Minegar Construction Precise Grading
EnGEN Corporation
'l\
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Minegar Construction
Project Numher: T1233-C
Appendix Page 1
APPENDIX
TEST RESULTS
EnGEN Corporation
\1>
.
I
I
I
I
I
.
.
I
'.
.
.
.
.
.
.
I
.
I
FIELD TEST RESULTS
(Summary of Field In-Place Density Test Results)
(Nuclear Gauge Test Method)
Minegar Construction
Project Number: T1233-C
Appendix Page 2
Test Test Depth Soil Max Moisture Dry Relative Required
No, Date Test Elev. Type Density Content Density Compaction Compaction
(1998) Locations (FT) (PCF) (%) (PCF) (%) (%)
1 6-11 S. side of Pad 1016' (b) 1 125,1 11.0 116,1 92.7 90
2 6-11 N. side of pad 1017' 1 125.1 12,4 116,3 93.0 90
3 6-16 E. Parking F,G. 1 125,1 13,4 114,4 91.5 90
4 6-16 NE Parking F,G. 1 125,1 10.5 116,0 92.7 90
5 6-16 SE Parking F,G. 1 125,1 10,6 120,1 97.0 90
6 6-16 W. Drive Area F.G. 1 125,1 10,6 124,0 99.1 90
7 6-16 Entrance F,G. 1 125.1 10,7 120.3 97.0 90
(B) Indicates Bottom Test
(F.G,) Indicates Finish Grade
(*) Sand Cone Test Method
EnGEN Corporation
\?
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Mlnegar C:onstruction
Project Number: T1233-C
Appendix Page 3
SUMMARY OF OPTIMUM MOISTURE CONTENT I
MAXIMUM DRY DENSITY RELATIONSHIP TEST RESULTS
ASTM D1557-91
Optimum
Soil Maximum Moisture
Soil Description Dry Density Content
Type (USCS Symbol) (PCF) ("In)
1 Brown Silty Sand (SM) 125.1 10.4
EnGEN Corporation
\At
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Soil
Type
1
Minegar C:onstruction
Project Numller: T1233-C
Appendix Page 4
SUMMARY OF EXPANSION INDEX TEST RESULTS
Depth
(FT)
1.5
Dry Density
(PCF)
114.4
Moisture
Condition Before
Test (%)
8.1
Moisture
Condition After
Test (%)
17.0
Expansion
Index
21
EnGEN Corporation
\~
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Minegar Construction
Project Number: T1233-C
Appendix Page 5
DRAWINGS
EnGEN Corporation
~