HomeMy WebLinkAboutTract Map 3929 Lot 30 Preliminary Soils
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BlltFSOILS
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PREUMINARY SOILS INVE5TIGAnON aCOMPACTION TESnNG
PERCOlAllON REPORlS
31174 RNERT'oN l.ANE.1Bo;:CUJ..A. CA 92591
f'HONE(909t699-I0499
PRRLIMINARY son,s INVRSTIGATION AND
FOlJNDA TION RECOMMRNDA TIONS
-m. 39zer
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A Ia~e, single-family residential building pad area which will be cut into the
natural existing grade, located on San Pasqual, Meadowview Community,
Temeeula. California
Legal DClIc.;ption:
Lot No. 30, Tract 3929
A.P.N.921-223-005
Site Location:
San Pasqual Road
Temeeula, CA 92592
Owner/Applicant:
Dan Pike
32088 Gerona
Temeeula, CA 92592
909 699-9844
909 265-0685 cell
Job No. PSF04-106
April 22, 2004
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TABI,R OF CONTRNTS
INTRODUCTION....................................................................................................1
GENERA.L SITE CONDmONS...........................................................................1
FIELD INVESTIGATION AND EXPLORATORY BORINGS ........................2
FAULT SYSTEMS ...................................................................................................2
SEISMICITY...........................................................................................................2
LIQUEFACTION CRITERIA ...............................................................................3
GENERA.L LABORATORY TESTING PROCEDURES...................................4
Maximum Density .Determ.inations.............................................................4
Expansion Tests.......................................... ..................................................4
ALLOWABLE BEARING VALVES AND FOUNDATION DESIGN ..._.........5
ACTIVE EARTH PRESSURES FOR WALL DESIGN......................................6
LATERA.L iRESISTANCE..........................._.........................................................6
SEITLEMENT ANAL ySIS...................................................................................6
SITE CLEANUP AND COMPACTION OPERATIONS.............................._.... 7
COMPAC'I!ION SECflON DESIGNS.................................................................. 7
FOUNDATION DESIGN RECOMMENDATIONS...._......................................8
Soluble Sulfate Testing ................................................................................8
Floor Slab Recommendations... ..................................................................8
Floor Slab. Moisture Barrier .......................................................................8
DrainageProee<<lul"eS....................................................................................9
Utility" TJ"eDeh BackfiU.................................................................................9
Foundation Recommendations ...................................................................9
CONCLUSIONS AND SUMMATION..................................................................10
UNIFIED SOILS CLASSIFICATION SYSTEM.................................................ll
BlORlNG LOG .........................................................................................................12
SEISMIC FAULT ZONE MAP ............................................................................_13
CONSOLIDATION TEST PRESSURE CURVE.................................................14
MAXIMUM DENSITY CURVE............................................................................15
SULFATE TEST .RESUL TS...................................................................................16
GENERA.L EARTH WORK AND GRADING SPECIFICATIONS.................17
GRADING PLANS ......................................................................................Enelosed
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Job No. PSF04-106
April 22, 2004
Page 1
PREUMINARY SOILS INVESTIGATION AND
FOIJNDA TION RECOMMENDATIONS
A la~e. single-family residential building pad area which will be cut into the
natural existing grade, located on San Pasqual, Meadowview Community,
Temecula. California
Legal OC!Ie.;ption:
Lot No. 30, Tract 3929
A.P.N.921-223-oo5
San Pasqual Road
Temeeula, CA 92592
Dan Pike
Site Location:
Owner/Applicant:
INTRODUCTION
At the request of Dan Pike, B & F Soils has conducted a complete preliminary
soils engineering feasibility study to determine the structural characteristics of the native
soils to be used in the grading of the building pad and to provide soils information
pertaining to the foundation design.
This Preliminary Soils Investigation is in complete accordance with the Uniform
Building Code, (Appendix Chapter 33) and in compliance with the Riverside County and
local City of Murrieta grading codes and standards.
GENERAI.SITE CONDITIONS
The project area consists of a single-family residential one-half acre lot which
rises approximately 50 feet in elevation from San Pasqual Road to the south property line.
The soil types consist of tan-brown decomposed granitic sand and silt. The
complete lot is overgrown with native grass and wecds with no visible outcroppings of
the native bedrock formations.
No evidence of dwnping or any other contaminating materials was observed in the
project area.
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Job No. PSF04-106
April 22, 2004
Page 2
FIEI,D IN\IESTIGA nON A~ EXPLORATORY BORINGS
One 8-inch boring was located in the proposed building pad area and two shallow
trench areas provided the remaining laboratory soil samples.
FAIJI,T SYSTRMS
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No evidence of any fracture zones, ground separations, or other structural failures
was observed throughout the project area.
SEISMICITY
All of Southern California is within a zone of seisrnic activity. Some of the
potentially active fault systems of significant size would be the Newport-lnglewood Fault,
which is at a considerable distance of about 30 miles northwest along the Pacific Coast.
For this general area the most consistently active zone within a 100-mile radius would
include the San Jacinto Fault Zone, and the closest main active fault would be the
southern extension of the Whittier-Elsinore Fault. The Chino Fault southern extension is
approximately 15 miles away and is considered to have a maximwn magnitude of7.5,
which would also apply to the Whittier Fault, which is more distant.
The overall area is considered to have a Richter magnitude of7.0. The possibility
of ground acceleration at this area would be approximately equal to the general Southern
California region. Past information indicates the probability of ground acceleration as
follows: (Page 3)
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Job No. PSF04-106
April 22, 2004
Page 3
Acceleration of Gravity
Probability of Ground Acceleration
Probability of
One Occurrence
Per 1 00 Years
0.05
0.10
0.15
0.20
0.30
0.35
95%
88%
65%
38%
20%
4%
Southern California is considered susceptible to a large earthquake, and design
should be in.accordance with the Uniform Building Code, latest edition. The "Seismic
Risk Map of the United States" indicates that we are in Zone 4, which is described as
those areas within Zone 3 determined by their proximity to certain major fault systems to
be deemed Zone 4.
LIQ.lJEFACTION CRITERIA
Soil liquefaction is caused by loss of soil strength, which is a result of increased
pore water pressures related to significant seismic activity. This phenomenon occurs
primarily in loose to somewhat dense cohesionless soils, which are located within a
groundwater zone. A rearrangement of the soil particles takes place, putting them into a
denser condition, which results in localized areas of settlement, sand boils and/or flow
failures.
The subject site will be cut down into solid, undisturbed well compacted soils
which will have adequate drainage both naturally and lJ1anmade for the final building pad.
The soil particles will be in a dense, well compacted condition. There will be no
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Job No. PSF04-106
April 22, 2004
Page 4
growidwater surfaCes remotely close to the building pad elevation, either permanent or
perched, Final drainage design will provide permanent and positive drainage flow away
from all structures. Therefore, it is concluded that the subject building pad and the
proposed foundations will be considered to be nil with respect to liquefaction.
GENERAL "ARORA TORY TRSTING PROCEDURES
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. D1557-70T, modified to use 25 blows on each offive layers
with a 10-pound hammer falling 18 inches in a mold of 1/30 cubic foot volume.
Soil Type 1: Tan-brown coarse to fine sand and silt with minor clay
component; SM & SC according to U.S.C.S.; Maximum Density 125.1 p.c.f. @
9.8%, Optimum Moisture.
Expansion Tests
The results of expansion tests performed on the remolded samples of the typical
foundation soils, compacted to over 90% and set up to be equal to 50% saturation, and
then measured to full 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 Results
Soil T}1)e
Confining I.oad
Expansion Index
% Expansion
1
144 p,s.f.
13
1.3
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Job No. PSF04-106
April 22, 2004
Page 5
All of the typical earth materials that will be involved in the grading operations
have low to nil expansive properties and will not present any structural foundation
problems with respect to soil moisture variations.
ALLOWARI.F: BEARING VALUES AND FOUNDATION DESIGN
The typical earth materials on the site were procured for laboratory analysis and
based on saturated direct shear tests, an allowable soil bearing pressure was determined.
The results of laboratory analysis and direct shear testing on the typical foundation soils
utilized a controlled rate of strain of .050 inch per minute under varying normal loads.
The test results calculated graphically to an angle of internal friction of 32 degrees with
120 p.s.f. available cohesion. Utilizing the Terzaghi Bearing Capacity Equation with a
factor of safety 00.0, the following calculations have been determined:
Square or Continuous Footingll
q = CNc + wDfNq + wBNw
= 150(20) + 100(1.0)14 + 100(0,5)12
= 3000 + 1400 + 600
= 5000 p.s,f. (ultimate)
q. = 1650 p,s.f. (allowable for square or continuous footings 12" wide
and 12" deep);
q. = 1750 p,s.f. (allowable for square or continuous footings 18" wide
and 12" deep);
q. = 1850 p.s.f. (allowable for square or continuous footings 24" wide
and 12" deep);
q. = 1950 p.s.f. (allowable for square or continuous footings 18" wide
and 18" deep).
q. = 2650 p.s.f, (allowable for square or continuous footings 24" wide
and 18" deep).
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Job No. PSF04-106
April 22, 2004
Page 6
NOTE:Allowable soil bearing pressures may be increased by a factor of one-third
when considering momentary wind and seismic loadings which are not considered to act
simultaneously and is in accordance with the Uniform Building Code.
ACTIVE EARTH PRESSURES FOR W AU, DKo;;IGN
For design of retaining walls where native soils or comparable import soils are
utilized which are fine-grained and not clays, we recommend that active pressures be 35
p.c.f. equivalent fluid pressure where there is a level backfill against the retaining wall.
If a rising slope occurs behind the wall at a 2: 1 angle, then the active pressure
should be increased to 45 p.c.f. equivalent fluid pressure.
LA TERALiRESIST ANCE
For detennining lateral resistance and foundation design, passive pressures of 300
p.s,f. per foot of depth may be used, up to a maximum of 2400 p.s.f, A coefficient of
friction of 0.3 5 can be used for lateral resistance for all foundations making contact with
the approved building pad. If this value is used in conjunction with the passive pressure,
then the coefficient of friction may be left at 0.35, but the passive pressure should be
reduced to 225 p.s.f. per foot of depth.
The lateral resistance from coefficient of friction is determined by taking the
actual load of the building on the soils, times the foundation area, times the coefficient of
friction.
SEITLEMENT ANALYSIS
Consolidation testing was performed on an undisturbed soil sample which is
representative of the foundation soils in the general building pad area The resulting
compression index (C.I.) determined by laboratory testing of this undisturbed foundation
soil sample was 0,072.
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Job No. PSF04-106
April 22, 2004
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Calculations indicate that under these soil conditions a single-story structure could
have 1.0 inches of total settlement, and a two-story structure would have 1.1 inches of
total settlement. These values would be based on no additional compaction being
undertaken and the total settlement that would occur, including that which takes place
during the actual construction of the building, plus all final settlement,
After the compaction of the project area has been completed, the total settlement
which will result is l/2 inch and the total differential settlement will be 1I4 inch.
SITE CI ,EANIJP AND COMPACTION OPERATIONS
All fill soils to be used in the grading operations must be pre-watered and
thoroughly processed and pre-mixed to optimum moisture prior to emplacement as
compacted fills.
The keyway slot must be excavated into solid bedrock fonnation. The keyway
bottom must be inspected by a certified soils engineer prior to the emplacement of the fill
soils.
The building pad area must be overexcavated a minimum of 36 inches below the
proposed pad elevation and extending 5 feet beyond the building perimeter if the cut-fill
line bisects any part of the building footprint.
A footing trench inspection is recommended prior to concrete emplacement.
COMPACTION SECTION DESIGNS
All fill and/or cut areas receiving concrete or asphaltic concrete surfacing must be
compacted to a minimum 95% relative compaction using the existing native soils as the
subgrade.
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Job No. PSF04-106
April 22, 2004
Page 8
FOlJNDA 'FION DESIGN RECOMMENDA nONS
Soluble Sulfate Testing
Numerous laboratory testing of the soluble sulfate content of typical decomposed
granitic-type soils indicates minimal p.p.m. soluble sulfate, thereby permitting the use of
Type n cement (minimum 2500 p.sj.).
Floor Slab Recommendations
Normal concrete floor slabs should be 4 inches in thickness (3-5/8"). The typical
soils are in the low expansive range; however, we would suggest that some minor
reinforcement be considered in the slabs, such as 6" x 6"-10/10 welded wire mesh. The
advantage of this is that it does eliminate the possibility of any minor cracking and
separations as sometimes occurs with heavy live loads. The original compacted building
pad area is adequate, but with the trenching of utility lines and the plumbing risers, there
is sometimes difficulty in getting uniform compaction throughout all areas,
Horizontal reinforcement of the slabs can be in the form of 6" x 6"-10/10 welded
wire mesh, or #3 bars be placed each way on centers between 18 inches and not more
than 24 inches.
Floor Slab Moisture Barrier
For all areas that will receive floor covering, or where any form of moisture or
dampness could result in an undesirable situation, the use of a moisture barrier such as a
6-mil visqueen-type membrane is recommended which is lapped or sealed at all joints.
For garage areas or sheds other than living quarters, the moisture barrier is considered
optional; however, it does serve a useful purpose. In all instances good drainage should
be maintained away from all structures.
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Job No. PSF04-106
April 22, 2004
Page 9
All of the polyethylene membranes should be protected with a few inches of sand
placed on top and below them for protection; it will also help in curing the cement when
the floor slabs are poured. All of the sand should be kept moist up to the time the slabs
are poured.
Drainage Procedures
All surface runoff water must be directed away from all structures and channeled
into specifically designed water collection systems which protect against erosion,
Utility Trencb Backfill
All utility trenches traversing the building pad and/or subgrade areas should be
backfilled with clean, sandy native soils that are moistened to optimum moisture and
compacted to a minimum 90% compaction value to insure against any subsequent
settlement in these areas. For deep trenches, the pipes can be filled in by jetting so that
voids are eliminated, However, for the upper four feet we recommend that mechanical
tamping and/or wheclrolling be undertaken so that at least 90% compaction has been
attained and:no subsequent settlement will occur over these areas.
Foundation: Recommendations
All of the trenches should be excavated into well compacted, non-expansive
equigranular soils, For adequate support we recommend that all single-story structures
have a minimum 12-inch deep footing and all two-story structures have at least an
18-inch deep footing, All continuous bearing footings should be reinforced with not less
than one #4 steel bar in the top and one #4 steel bar in the bottom. We also strongly
recommend that a field inspection of the footing trenches be made prior to concrete
emplacement.
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Job No. PSF04-106
April 22, 2004
Page 10
CONCLUSIONS AND SUMMATION
All of our field work, exploration, soil sampling, laboratory testing, and
engineering analysis have been conducted in complete accordance with the Uniform
Building Code and with accepted engineering techniques and prevailing grading and
engineering code requirements.
We will remain available at this time for any additional soils information or any
clarification of the report that might be required. We will present a Final Report of
Compacted Fill for the remaining grading and compaction testing necessary to acquire a
building permit. We appreciate this opportunity to be of service.
Respectfully submitted,
B & F SOILS
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Peter H.Buchanan,
Soils Consultant
t2tll"7 ,~~::;:)::i
Randolph F, Flemmg, , " / ,0"
R.C.E.45687 . "'-...:':' i\\..~r(',~,/i
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. . Typical Fill Materials.
lOCATION
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. Depth, in lett ~#5'
MAXIMUM DENSITY CURVE
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METHOD Of COMPACTfON
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_ _ - - _ - - - ~IN. r
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: COMPACTED ::FILi.:-:-:~~-::':'--i"#- -~ ~-------:I::----:--:-: 30" MIN,
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UNWEATHERED BEDROCK OR
r- MATERIAL APPROVED BY
1 THE GEOTECHNICAL CONSULTANT
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- ,- - -......... UNSUITABLE _____ _ - S'h
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---'----=1
UNWEATHERED BEDROCK OR f
r- MATERIAL APPROVED BY .
t THE GEOTECHNICAL CONSULTANT
NOTE:
Deeper overexcovotion ond recomooction sholl be performed
if de-ermined -0 be neces5cry by the geote,=~"ic,=:' .:onsultont.
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PRELlMIN....RYSOIl.S INVES'llGAT1ON 6 COMPACTJON TESTING
PERC0lA11OH REPoRTs
31174RMln'oHl..AN:-1'DIleuI..J..CASl!2591
f"WONElII08)~l.we
. APPENDIX B
GENERALEARTIIWORK AND GRADINGSPECIHCATIONS
/'S,t'o4 - /~~
4 /~z/t:J4
1.0
.
.
: GENERAL EARTHwORK AND GRADING SPEClRCAllONS
LO . :GENERAL INTENT
These.speCili...dk..lS present QElI'1eIaI pr'llCe(Ues and reqUnlmen1s for gracing and earthwork as shoY.n 00 the IlpplO\I8d grati1g plans,
~preparaIicn of areas to be filled, placementolfl, i1slaIation of 8lAxlrai1s, and excavatlons. The reca '"l1ll1 Kfalb ..contai1edn the
gealechnau reportareapartoftheearthworkand9radi1gspecilk:atimsandshalsupersedethe provisionscontahedhelei1Bfle1i1thecase
ofconflicl EvaJuatioospelfo."""'l7flheCOOSl.l'lantdlmgtheCOUlSeofgradilg mayreslitil newrecommendalionsofthegeolecflnlcaJrepoIt.
2.0' E4R1lIWORK OBSERVAnON AND TESllNG
Prior to the commences,ltlIlI of gaci1g, a qualified geoIectllbl 0llI1SlJIanl (sois engi1eer and engi1eering geo/agist. and lhefr
Alp! : !, ,1<tIl.-es) shall be employed fa" the puIpOSe of observi1g ear1hI\Qrl( and testi1g the fils for oonfonnance wilh the reca I.. IendatiCl 1$
of the geoIed II ik:aI report and these speciflGlltia, I$.
Itv.t be noc e, i I rylhattheca1Sultant provide adequaIe~ and observaIion so that he maydelooni1e thatthe\Wlf(WIis lllXXlIT1pIIshe
asspecifl8d.llshal be !heresponsbililyofthe 001 dractorb lISIlisltheOOllSUtant and keep hin apprised d \WIf( scI1ectlIesandehangesso
1hal he ~ schelUe his peIllOI.lElIlICCOldl 'rf1f. .
It ~ be the sole I'l!SpllIlSI:Ji of !he CO! lllodu to provide >ri>qJ ~ ~ and I11ElChocil to llIXXlIT1pfish the \WIf( illlCllOodlulCe wflh .
.~ lJIid1g codes or agency IlIti1ances, these speciIlcatk... and the approved grl!CilJ plans. If In the opinion of the lXlI1ldanI,
.lIlSa\JsfacIoryOOld!u.1Ol, su:h as questionable soli, poorrnolslu'eOOl'If:Ilon, i1adequaIecompaction, adverse v.9lIlhet, elp.,lIIlI ~ h
a quaiIy of \WIf( less. than IllQlired h these speciIbatio, IS, the 00l1SUIant wi! be empowered to reject the \WIf('and reca,",...od that
COI'lSlIUctiOn be tlpped IrlIiIthe.OOl.clliol1S are I9ClIled.
MaxiJundydensi!ytllslsusedtodalalmi1ethedegreeofcornpactionWill beperfooned naocurd!" ....wiIh theAmerk:an SocIeIydT~
andMalerlals tesls meIhod ASTM 0 1557-78.
. 3.0 PREPARATION OF AREAS TO BE FILLED
3.1 tie . 'lI1n1 Grubbing: AI brush, ~ , and dibis shall be AlrI1O\I9d or plied and olheIwise o;isposed d.
. 3.2Proc ess~ Ill: Theexlslitg(,1'OU1dYlhlchisdelem,i Iedlobe~)'forsupportdllshalbescariliedloami'1imlnl deplhd6i'1dles.
ExIsIi1g gromd which Is not saIio4caALo)' shall be 0\/IlI" EllCaMlIed as specified nthe foIIowt1g section.
ScadIcaIk.., shaI cordtwe IrlIiIthe soIIs,1IAl broken c:tw.n and free of large clay k.mps orclods and LI1lIthe ~ Sl.taJe Is reasa iabI)'
II1form and free d lI19YeI1 features VIt1k:h \WIJd i1hIlIlldorm 00II1pllClI0n.
. 3.3Overexc:avallcln: Soft,dy.spcngy.~orolherMsell1SlJlable!J'OC.lld, exIeI KIi1glOsuchadephthatthe8lrfaceproc 3 i s~
camol ArlAqt ""eIy ~ the conciIiOI ~ shaI be 0IIllI' eJCCBVBIlld dcY.n to firm !J'OC.Ild, llppIOV8d by the lXlI1SUIanl.
, 3AMoIstuI1lCollclllonlng: Overexcavaled and P10C llS~ed sols shaU bewalenld, aied-back. blended, and'ormbcad, as I8QIJhldto aIIai1
aUlbm,1TIOisIInl conla1I near opli'nlnl.
3.5RllCOIl1PllClk..l~ Oller eJCCBVBIlld and pm.: esseclsois which have been propeI1ymbcedand rnoIs\u'e- cxiI Kitk., led shaI be reotmpiM:Ied
to a mhimrn reIa!Iw COIl1plI:tion of 90 percent.
3.5 BenchIng:WheIe fils lIIlIlo be p/aced 00 grolI1dwilh sk:Jpes sleeper than 5: 1 (horizonIaIto Vlll1Icallrils), the QRUldshal be &~
or bellC1tec1. 1ha IaNast bench shaI be a mi1inlnl of 15 feet wide, shaI be at least 2 feet deep, shaD exp:lSe fim mateIIaI, and shaI be
8ppItJIIed by the consultant Other, benches shaI be excavated il firm malerial for a mhimLm wklIh of 4 feet. GIlllI'ld sIopi'Q ftatIBr than 5
: 1 shiJlbe benched or otherwise over excaVlited \W1en 00l1Side.'ed l"""<'SSary by the consulIanl.
3.7 Approval: All areas 10 receive m, including processecI areas, IllITlOV8I areas and toe-of-fiU benches shaD be approved by the consuIlant
priorb fill placement. .
'1-\
.
.
4:0 RLL MATERIAL
4.1 General: Material to be placed as fill shaI be fiee of organic matter and oIh9r deleterious sUlslances, and shaD be approved by1he
coosUlarIt' Sollsofpoor gradation. expansion, or strength characlerisllcs shaft be placed i1 areascleslg1llled byeonsullanlor shall be mlx8d
will other solis \0 seMI as salIsfacIory fill maIerlaL
4.2 OversIze: Overslze maIBriaI defiled as rock, or olher irredldlIe material YA1h a maxi'mlll cinension grea!llrlhan 12 i1ches, $haI no!
beluledorplacedi1fills; IJ'IIess the location, maIeriaIs, anddsposal melhods are specifIcaIIyapproved by1h8oOnsu1lanl. OVllISiZElI'i<lJ 'l"al
op9IaIloIlS~shaI be such thai nesIi1g oIOV1l1S1ze material does nolllCClJ', and such that theOVlll'Size materBt lsoomplellllySUl'lOlrldlld by
compacted ordensllled liD. Oversize mater1aI shall no! be placed wilhi110feelverlicallyofmish grade orwithi1the range of fuIu9 utilities or
U1dergroU'ld consIrultion, LI1Iess speciflCBlly approYed by the llllI1SUlanl
4.31mpcirt: If mporti'lg 01 11 material Is reqUrecI for!J'llli19. the inport malllriaI shaI rneelthe reqUrllments of Section 4. 1.
s.o . ALL PLACEMENT AND COMPAC11ON
1".1/
~.
.
."
.
7JJ I EXCAVATION
Excavation and cut slopes wiI be examined ckJri1g ~ If drooled by1heconsullanl, fur1her excavation 0I'0\Ief excavation and ~of
cullll'98S shaI be perfonned. ancYor remedial {1llCing of cut slopes shall be performed. Where fiI.over-cut slopes are 10 be gmded.lI1Iess
olherwise appIOIIIld, 1he cut portion of 1he slope shaI made and approved bytle CllIlSU'lant priorto placement of materials forconslnJclkJn
of 1he iii portion of 1he slope.
8.0 'TRENCH BACKFILL
8.1. S!JpeMsIon: Tra'lCh excavations for 1he utiiIy ~ shall be backfilled lI'1der engineeri1g ~
82P1peZone: Afler1heutililywehas beenlald, 1hespaceU1derandllllXl"Kltheplp8shaDbebackfledwilhclean sandorappl'lMldgranular
sol to a deplh of at least ooe foot 0\Ief1he lop oI1he We- The sand bacldiR shaD be lI1iformly jelled into place before 1he conlroIIed backfiI
'. Is placed oIIilr 1he sand.
8.3F11P1St IlIIellL Theonsilematerials,orOlhersoilsapprovedbytheengineer,shalbewaleledandmlxedas ~Rrypriortoplacel'lenl
i1 iIls:<MlI'1he sand backlD.
UCompeclIoJ.: Theomtrolled backlI shaI beca..pacIedto at 1easl90 peItllIII of 1he msximm laboraloIydensllyas dslsn'rt1ed byl1e
ASTM ca,lplIClIon meIhod descItled aboIIa.
asOllseMdlonandTesllng: FleIddensilyleslslrdllSjlllClb ,dlhebackfillprllCe(besshalbemadeby1hesolellQi1eel ~bacIda 1lI
mseelhatlheproperl1'lOislu"econlenllrd 1I1iform..o..1pactiat I isbei1g mai1tai1ed. ThecontraclOl shall provide teslhoIas andexp/olllloly
~. as lllqI.hd by \he sol e11gil1ll9l" kl enable sampIilg and testi1g.
11/