HomeMy WebLinkAboutParcel 17 Preliminary Soils
BUCHANAN a FLEMJNG SOILS ENGINEERING
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PRELIMINAFrf.SOlL.S-INVES1lGA~ 8: COMPACTlONTESTIN.G
. PERCOlATION REPORTS
3117.4 RIvEJrnJN L.M<E~TEME<:ULA.CA92591
F'HQNE(009)695-333 f
RECEIVED
MAR 1 2001
CITY OF TEMECULA
ENGINEERING DEPARTMENT
PRELIMINARY SOn,SINVESTIGA110N
AND.GF~LOGJC STUDY
Proposed cQmmercial-industrial warehouse building (14,218 square feet)
within JefTqsonBusiness Park, Temeeula. CA
~gal Description:
Lot 17, P.M. 23561-2, Temecula
Client:
Mike Coleman
c/o Tony Boyd (General Contractor)
Tel. - 538-4662
Site Engineer:
Engineering Ventures
43500 Ridge Park Drive, #202
Temecula, CA 92590
Mr, Randolph Fleming; R. C.E.
Phone: (909) 699-6450
Fax: (909) 699-~569
Job No. PSOO-101r
April 17; 2000
\
TABLE OF CONTENTS
INTRODUClIl0N.................................................................................................1
SIT-E CONDITIO~S ~............................................................................................1
GEOLOGIC FAULTS .........................................................................................2
SEISMICI"IY"" ........................................................................................................2
LIQUEFACTION ;CRITERIA ............................................................................3
, GENERAL LABO.RATORY TESTINGPROCEDURES;.................................3
Maximum D~nsity Deteffilinations...............................................................3
ExpansionT.ests..........................................................................................4
I BEARING V<ALUES AND FOUNDA nON DESIGN ........................................4
ACTIVE EARTH fRESSURES FORW ALL DESIGN ;.............................~.....5
! LA TERAL RESISrANCE...................................................................................5
i GENERAL.ro~ACTIONOPERATIONS' .....................................................6
! FOUNDA TI(i)N D]i:SIGN.....................................................................................6
Floor 'Slab .Recommendations~~....................................................................6
Moisture Ba:r:rier ......................................................................................... 7
Drainage .Prqcedures .............................................................................'1;..... 7
Utility iTrencb Backfill................................................................................. 7
CONCLU.SI,ONS~~..................................................................................... 7
UNIFIED CLASSIF'ICA nON SySTEM...........................................................10
BORmG 'LOGS-: ~ORIN'G 1 .............................................................................11
PLAN .......................................................................................................Enclosed
BUCHANAN Be FLEMING SOILS ENGINEERING
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Job No. PSOO-IOlr
April 17,2000
Page 1
PRELIMINARY SOTI;S INVESTIGATION ANDGEOI,OGIC STIJDY
Proposed cOlDmercial-industrial warehouse building (14,218 square feet)
within;JefTersonBusiness Park, Temecula, CA
I,egal Description:
Client:
Lot 17, P. M. 23561-2, Temecula, CA
Mike Coleman c/o Tony Boyd (General Contractor)
INTRODJJCTION:
At the request of Mr. Tony Boyd; representing the owner, Mr. Mike Coleman,
and in accordance with those requirements set forth by the Riverside County Building and
Safety Department, '!Ie have conducted a preliminary soils investigation and a foundation
study for the purpose of constructing a large commercial-industrial building on Lot 16.
Our work was completed in accordance with the Uniform Building Code; (Appendix
Chapter 33)and the Riverside County building and grading ordinances and requirements.
The results of our field testing and laboratory analysis indicate the underl~ soil
formations to be stru~turally stable with high soil densities and allowable bearing values
and with very low expansive characteristics, The final building pad area will be compacted
to the required :90% ~elative compaction values, and the grading pad construction notes 1
through .17 will be carefully adhered to during. the grading operations.
SITE CONDITIONS
The generalbllildingpad area is flat-lying and underlain with moderately to tightly
compacted native granular soils derived from the surrounding decomposed granites and
other bedrock formations.
BUCHANAN & FLEMING SOILS ENGINEERING
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Job No. PSOO-I0lr
April 17, 2000
Page 2
. GEOLOmC:FAIl1,TS
There is no record of any active faults on the site, and there is no evidence of
,ground distortion based on a visual geologic appraisal of this area and the immediate
, vicinity.
:SJEISMTCm'
Earthquakes are prevalent in Southern California and some of the more active
potential fault systems would be the Newport-Inglewood Fault, which is approximately 33
miles northwest of the site off the Pacific Coast shore. The most consistent active.:z;one
within a 100-mile raqius of this site would be the San Jacinto Fault Zone, and the closest
.mainactive fault would be the southern extension of the Whittier. Elsinore Fault. The
Chino Fault being ani extension would be some 16 miles away and could have a maximum
'critical earthquake of magnitude 7.5, which was calculated for the Whittier Fault.
A reasonable ,assumption would be that structures built on this property could be
subjected to an earthquake {)fRichtermagnitude 7.0, The probability of ground
acceleration at .this site may be considered approximately equal to the probability of the
Southern Californiar~gion as a whole entity. Homontal accelerations should include an
evaluation of pseudo,static stability methods with a homontal acceleration of at least 18%
of the gravitational force.
Southern California is considered susceptible toa large earthquake, and design
must be in accordance with the Uniform Building Code, where the 1994 Edition "Seismic
Risk Map of the United States" indicates that we are in Zone 4; which is described as
those areas within Zone 3 detennined by their proximity to certain major fault systems to
be deemed Zone 4.
Bl/CHANAN & FLEMING SOILS ENGINEERING
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Job No. PSOO-I0Ir
Apri117,2000
Page 3
Statistical an8)ysis of earthquake records for California would indicate that a
:ground acceleration of 0.25 to 0.35 would have a 15% to 25% probability, based on a
50-year life structure: This is predicated on the repeatable high ground acceleration being
,approximately:65% of maximum ground acceleration.
UQUEFAC11ION ~RITERIA
Soil liquefaction is caused by loss of soil strength; which is a result ofincr~d
'pore water pressureslrelated to significant seismic activity. This phenomenon occurs
primarily in loose to somewhatdensecohesionless soils; which are located withina
.groundwater zone. A rearrangement of the soil particles takes place, putting them into a
Idenser condition, which results in localized areas of settlement, sand boilsandlor flow
failures.
The final structural fill soils that will be involved on the site will have varring
,particle sizes and will be in a dense, well compacted condition. There will be no
:groundwater surfaces; either real. or perches; in any proximity whatsoever to finished
:grade. Final drainage and drainage design will provide permanent and positive drainage
:flow away .from .allstructures; Therefore; the subject building pad is considered to be very
low to nil withrespe<;t to liquefaction.
GENERAL LABORATORYTESTJNGPROCEDl~ES
,Maximum Density Determinations
A bulk sample was procured, representing the typical.soils that.will be involved in
the excavation and grading procedures. Maximum density determinations were made in
accordance with A.S.T.M. DI557-70T, modified to use 25 blows on each offivelayers
with a 10-pound hammer falling 18 inches in a mold of 1/30 cubic foot volume.
BUCHANAN&-FLEMING SOILS ENGINEERING
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Job No. PSOO-IOlr
April 17, 2000
Page 4
Soil Type A: Brown biotite-rich fine sand and silt derived from decomposed
granodiorite.1 Maximum Density of !l9;8 p;c.f at Optimum Moisture of 12.3%.
Expansion Tests
The results o.f expansion testsperrormedon the remolded samples of the tYl'ical
: foundation soils, cOf!1pacted to over 90% and set up to be equal to 50% saturation, and
: then measured to .fulJ 100% saturation after a period of several days and until no further
. expansion occurred in a 24-hour period in accordance with Table 29-C of the Uniform
: Building Code; are as follows:
Expansion. Test Resnlts
. Soil rype
Confining Load
Expansion Index
% Expansion
A
l44p;s;f
9
0.9
The typical soils on this site indicate low expansion potential and will not present
any problemwiths~sonalvolumechange. We do recommend a minimum of two number
4 pieces of rebar to be installed in the top and bottom of all bearing foundation footers.
I BEARING VALUES AND FOUNDATION DESIGN
The results of laboratory analysis and direct shear testing, utilizing a controlled
rate of strain. 050 inch per minute under varying normal loads, has produced test results
indicating an angle of internal friction ofJO with 100 p.s.f available cohesion.
Utilizing the TerzaghiBearingCapacityEquation with a factor of safety of3;0, the
following calculations have been determined: (see Page 5)
BI,JCHANAN& FLEMING SOILS ENGINEERING
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Job No. PSOO-lOlr
April 17, 2000
Page 5
Square or Continuous Footings
.q = I CNc + wDtNq + wBNw
=
100(23) + 100(1.0)18 + 100(0.5)14
2300 + 1800 + 700
=
= I 4800 p.s.f. (ultimate)
q. = 1600 p.s.f. (allowable for square or continuous footings 12" wide
I and 12" deep);
q. = 1900 p.s.f. (allowable for square or continuous footings 12" wide
I and 18" deep);
q. = , 2100 p.s.f. (allowable for square or continuous footings 18" wide
I and 18" deep);
q. = ; 2300 p.s.f. (allowable for square or continuous footings 24" wide
I and 18" deep).
NOTE:
r\Jlowable soil bearing pressures may be increased by a factor of one-third
when ponsidering momentary wind and seismic loadings which are not
considered to act simultaneously and is in accordance with the Unifonn
Buildipg Code.
ACTIVE EARTH P:RESSURESFORWALL DESIGN
For design of retaining walls where native soils or comparable import soils are
utilized which are fin~-grained and not clays, we recommend that active pressures~e 30
p.c.f. equivalent fluid ,pressure where there is a level backfill against the retaining wall.
If a rising slope occurs behind the walla! a 2: 1 angle, then the active pressure
should be increased to 40 p.c.f. equivalent fluid pressure.
LATERAL RESIST:ANCE
For determini\lg lateral resistance. and foundation design, passive pressures of350
p.s.f. per foot of dept\1 may be used, up to a maximum of 2500 p.s.f. A coefficient of
friction of 0.35 can be used for lateral resistance for all foundations making contact with
BlICHANAN& FLEMING SOILS ENGINEERING
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Job No. PSOO-IOlr
Aprill7, 2000
Page 6
the approved building pad. If this value is used in conjunction with the passive pressure,
.then the coefficient offiiction may be left at 035, but the passive pressure should be
reduced to 250 p.s.f, per foot of depth.
.GENERAJ,(cOM~ACTION OPERATIONS
The grading pperations will first involve the removal of all organic soils and loose
or otherwise deleteri.ousmaterials;. Continuous benching. into the cut slopes will be
undertaken as ,the placement of the compacted fills progresses. Continuous and thorough
track-rolling of the optimum moistened soils will ensure a stable and structurally sound
building pad with minimum 90% compaction values.
EOUNDA TIONn1j;S~GN
! Floor. Sla h .Recomn-,.endations
Norma1concretefloor slabs should be 4 inches in thickness (3-5/8"). The~ica1
,soils are non-expansive; therefore, reinforcement of the slabs is considered optional, but
large areas usually are reinforced in thecustom-typehomes.in this area; The advantage is
that it does eliminat~ the possibility of any significant cracking from the problem in
,assuring that allfinalisoilsunder the slab have been adequately compacted. . The original
. compaction is adequate, but after all of the trenching and utility lines are placed, there are
. sometimesareastha~ are variable in compaction; . However, allprecatitionsshouldbe taken
to adequately compa~t all soils that support the slab.
Horizontal reinforcement of the slabs can be jnthe form of6" x6" - 10/10 welded
rm-e mesh, or #3 bars can be placed each way on centers varying from 18 jnches up to a
lnaximum of24 inches. .
BUCHANAN & F~M1NG SOILS ENGINEERING
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Job No. PSOO-101r
Apri117,2000
Page 7
'Moisture Barrier
For all,areas that will receive floor covering; the use ofa6-milvisqueentype
plastic is recommended to protect against moisture. In all instances good drainage should
be maintained away from all structures.
Drainage Procedures
The finalbuilPingpad will be well above the surrounding areas; and .finegrading
will assure that berm~ have been provided along the top of the slope and drainage waters
are taken to the driveways or into an adequate drainage system. This will assure that
water will not collect around the building foundations.
Utility Trench Bac~fiIl
All utility trel)ches .traversingthe .buildingpad and/or subgradeareascan be
backfilled with clean, sandy native soils that are moistened to optimum moisture and
compacted toaminil/lum 90% compaction value to insure against anysubsequellt
settlement in these ar,eas. For deep trenches, the pipes can be filled in by jetting so that
voids are eliminated.] However, for the upper four feet we I'ecommendthat mechanical
tamping and/or wheelrolling be undertaken so that at least 90% compaction has been
attained and nosub~uent settlement will occur overthesel\feas.
CONCLUSIONS
Our field exploration; laboratory testing; engineering analysis and final report
preparation have beeJ;! conducted in accordance with currently accepted engineering
techniquesand:current grading and engineering code requirements. We will be available
to carry on with the r,emaining portion of the soils engineering which will be to provide the
daily inspection and fill control during the overall grading and compaction procedures,
BUCHANAN & FLEMING SOILS ENGINEERING
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Job No. PSOO-101r
April 17,fOOO
Page 8
This will include thel final cleanup of the site, overall excavation, and the satisfactory
. placement and compaction of structural fill soils to complete the required building pad.
We appreciate this opportunity to be of service.
Respectfully submitted,
BUCHANAN & FLEMING SOn..S ENGINEERING
Peter H.Bilchanan, .
. Soils Consultant
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