HomeMy WebLinkAboutTract Map 3929 Lot 36 Preliminary Soils
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M'egaland Engineers & Associates
CIVIL ENGINEERS. PLANNERS . ARCHITECTS. SURVEYORS
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PRELIMINARY SOILS INVESTIGATION AND
FOUNDATION RECOMMENDATIONS
A large, single-family residential building pad area and including a long
access driveway located on San Pasqual Road, Meadowview Community,
Temecula, California
Lel!:aJi Description:
Lot 36, Tract 3929; A.P.N. 921-223-
Site Location:
San Pasqua! Road
Temecula, California 92591
Owner/Applicant:
Mike McLaren
San Pasqua! Road
Temecula, CA 92591
Job No. PSF04-211
June 29, 2004
28481 Rancho California Rd.. Sui1;e. 201 · Temecula. CA 92590
Phone: (909) 699-4624. Fax: (909) 695-5084 . E-mail: mega@ez2.ne1;
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TABLE OF CONTENTS
VICINITY MAP
IN'TRODUCTION....................................................................................................1
GENERAL SITE CONDITIONS...........................................................................1
FIELD INVESTIGATION AND EXPLORATORY BORINGS _......................2
FAULT SYSTEMS ..................................................................................................2
SEISMICITY ...........................................................................................................2
LIQUEFACTION. CRITERIA ...............................................................................3
GENERAL LABORATORY TESTING PROCEDURES...................................4
Maximum Density' Determinations.............................................................4
Expansion Tests............................_..............................................................4
ALLOWABLE BEARING VALUES AND FOUNDATION DESIGN ..............5
ACTIVE EARTH PRESSURES FOR WALL DESIGN......................................6
LATERAL. RESISTANCE........................................ ..............................................6
SETTLEMENT ANAL YSIS...................................................................................6
SITE CLEANUP AND COMPACTION OPERATIONS....................................7
COMPACTION SECTION DESIGNS.................................................................. 7
FOUNDATION DESIGN RECOMMENDATIONS............................................8
Soluble Sulfate Testing ...:.~.....;.....................................................................8
Floor~S1ab Recommendations... ..~....................................................u.........8
Floor:Slab Moisture Barrier .......................................................................8
Drainage Procedures........................................ ............................................9
Utility" Trench Backfill.................................................................................9
Foundation Recommendations ...................................................................9
CONCLUSIONS AND SUMMATION..................................................................10
UNIFIED SOILS CLASSIFICATION SYSTEM.................................................ll
BORING LOG .........................................................................................................12
SEISMIC FAULT ZONE MAP ............................................................................ .13
CONSOLIDATION TEST PRESSURE CURVE............................................... .14
MAXIMUM!DENSITY CURVE............._............................................................15
SULFATE 'I1EST RESUL TS................................................................................. .16
R- V ALUES ............................................................................................................. .17
PLANS......................................................................................................... ........... .18
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Job No. PSF04-211
June 29, 2004
Page 1
PRELIMINARY SOILS INVESTIGATION AND
FOUNDATION RECOMMENDATIONS
A large, single-family residential building pad area and including a long
access driveway located on San Pasqual Road, Meadowview Community,
Temecula, California
Owner/Applicant:
Lot 36, Tract 3929; A.P.N. 921-223-
San Pasqua! Road
Temecula, California 92591
Mike McLaren
Lel!:al :Description:
Site Location:
INTRODUCTION
At the'request of owner, Mike McLaren, and in accordance with prevailing code
I requirements, we have conducted a complete preliminary soils engineering feasibility
. study to determine the structural properties and strength parameters of the existing soils
which will be. involved in the grading operations.
All of our soils investigation was in complete accordance With the Uniform
Building Code, (Appendix Chapter 33) and in compliance with the Riverside County and
City of Corona grading codes and standards.
~ GENERAL SITE CONDITIONS
The half-acre lot has a naturally high knoll in the center of the lot and slopes
. gently away to the northeast and south. A total elevation change of approximately 35 feet
. results in an elevated level building pad area
The lot is sparsely vegetated with dry, native grasses and shrubs and no rock
outcroppings or large boulders were observed.
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Job No. PSF04-21I
June 29, 2004
Page 2
I FIELD INVESTIGATION AND EXPLORATORY BORINGS
One eight-inch in diameter borings were located near the proposed building area.
, Several shallow trench areas provided the required soil samples for laboratory analysis.
I FAULT SYSTEMS
There is no evidence of any significant escarpments or ground distortion. Current
; geologic infonnation does not indicate any active faults on the property. The complete
I building pad will be cut down into solid, undisturbed soil fonnations.
: SEISMICITY
All ofSou$ern California is within a zone of seismic activity. Some of the
: potentially active fault systems of significant size would be the Newport-Inglewood Fault,
. which is at a considerable distance of about 30 miles northwest along the Pacific Coast.
i 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 maximum magnitude of 7.5,
, 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 equa! to the general Southern
! California region. Past infonnation indicates the probability of ground acceleration as
follows: (page 3)
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Job No. PSF04-211
June 29, 2004
Page 3
Acceleration of Gravitv
Probability of Ground Acceleration
ProbabiUty of
One Occnrrence
Per 100 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.
I LlOUEFACTION 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 manmade for the fina1 building pad.
The soil particles will be in a dense, well compacted condjtion. There will be no
, groundwater surfaces remotely close to the building pad elevation, either permanent or
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Job No. PSF04-21I
June 29, 2004
Page 4
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.
I GENERAL LABORATORY TESTING PROCEDURES
: Maximum Densitv 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 of five layers
, with a 10-pound hammer falling 18 inches in a mold of 1130 cubic foot volume.
'Soil Type 1: Tan-brown coarse to fine sand and silt with minor clay-size component;
SM &SC according to the U.S.C.S.; Maximum Density 132.6 @ 7.9% Optimum
Moisture.
I 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 equa! to 50% saturation, and
. then measured to full 1 00% 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
I Building Code, are as follows:
. Soil Type
Expansion Test Results
ConfiniDl!: Load Expansion Index
% EXlJansion
1
144 p.s.f.
14
1.4
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Job No. PSF04-211
June 29, 2004
Page 5
All of the typical earth materials that will be involved in the grading operations
I have low to nil expansive properties and will not present any structural foundation
. problems with respect to soil moisture variations.
ALLOWABLE 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 nonna1loads.
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 of3.0, the following calculations have been determined:
Square or Continuous Footinl!:S
q = CNc + wDfNq + wBNw
= 150(20) + 100(1.0)14 + 100(0.5)12
= 3000 + 1400 + 600
= 5000 p.s.f. (ultimate)
qa = 1650 p.s.f. (allowable for square or continuous footings 12" wide
and 12" deep);
qa = 1750 p.s.f. (allowable for square or continuous footings 18" wide
and 12" deep);
qa = 1850 p.s.f. (allowable for square or continuous footings 24" wide
and 12" deep);
qa = 1950 p.s.f. (allowable for square or continuous footings 18" wide
and 18" deep).
qa = 2650 p.s.f. (allowable for square or continuous footings 24" wide
and 18" deep).
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.
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Job No. PSF04-21l
June 29, 2004
Page 6
. ACTIVE EARTH PRESSURES FOR WALL DESIGN
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.
! LATERAL RESISTANCE
For determining lateral resistance and foundation design, passive pressures of 300
I p.s.f. per foot of depth may be used, up to a maximum of 2400 p.s.f. A coefficient of
. fiiction of 0.35 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
I 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.
~ SETTLEMENT 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 0.084.
Calculations indicate that under these soil conditions a single-story structure could
: have l.l inches oftotal settlement, and a two-story structure would have 1.3 inches of
I total settlement. These values would be based on no additional compaction being
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Job No. PSF04-211
June 29, 2004
Page 7
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 1/2 inch and the total differential settlement will be 1/4 inch.
. SITE CLEANUP AND COMPACTION OPERATIONS
The area to be graded must first be stripped clean of all vegetation and any
. otherwise loose or deleterious materials.
All areas underlying structural fills should be over excavated a minimum of 4 feet
or until solid undisturbed natural formation is encountered. All areas underlying the
building footprints and extending a minimum of 5 feet beyond the building perimeters
. should be over excavated a minimum of 3 feet. The overexcavated soils should be
. thoroughly processed and premixed to optimum moisture and recompacted in 6 to 8 inch
lifts with constant wheel and track rolling in multiple directions until 90% relative
, compaction test results are attained.
, COMPACTION SECTION DESIGNS
All fill and/or cut areas receiving concrete or asphaltic concrete surfacing must be
; compacted to a minimum 90% relative compaction using the existing native soils as the
subgrade.
Based .on the R-values obtained, the pavement section for Palo Alto Lane should
I be a minimum of 4 inches of asphaltic concrete over a native soil subgrade in which the
: top 6 inches is compacted to a minimum 95% compaction value.
All fill areas should otherwise be compacted to 90% relative compaction and all
, building sites bisected with daylite lines must be over-excavated a minimum of3 feet and
. extending 5 feet beyond the building perimeter.
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Job No. PSF04-211
June 29, 2004
Page 8
I FOUNDATION DESIGN RECOMMENDATIONS
: Soluble Sulfate Testinl!
The decomposed granitic-type soils which predominate in the Meadowview area
: typically contain 0 to very low p.p.m. and standard strength concrete (2500 p.s.i.) can be
. used.
I 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
i 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
I than 24 inches.
I 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.
, 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.
All of the polyethylene membranes should be protected with a few inches of sand
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Job No. PSF04-211
June 29, 2004
Page 9
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.
Drainal!:e Procedures
The final building pad will be properly elevated and all drainage patterns will
most likely be directed toward the adjoining flood control channel. It is important that all
surface nmoffbe directed away from all building foundations.
Utilitv Trench 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 wheelrolling 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 adeqnate 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
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Job No. PSF04-211
June 29, 2004
Page 10
I recommend that a field inspection of the footing trenches be made prior to concrete
, emplacement.
~ 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,
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MEGALAND ENGINEERS & ASSOCIATES
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R.C.E.36117
Peter H. Buchanan,
Soils Consultant
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GROUP
TYPICAL NAMES
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Megaland Engineers & Associates
CIVIL ENGINEERS · PLANNERS · ARCHITECTS . SURVEYORS
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5:01LS EN:GINEERING DATA'
_ . Typical fill Materials.
MAXIMUM DENSITY CURVE
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Moistvre . C
130
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125
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METHOD Of COMPACTION
ASTM S'andard les' Method D~'.s.
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10 lb. hO_ cIIopp.d " iftche.
OPTIMUM MO 1ST UlE CONTENT, In Pe, C.nl of' Dry W.ight
;MAXIMUM oav DENSITY, In ~undl ,., Cubic foot
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APPENDIX B
GENERALFARlHWORKAND GRADlNGSfECIFICATIONS
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GENERALEAR'llfWORK AND GRADING SPEClRCATIONS
LO . GENERAL INTENT
The$e speciflCalk.o IS present genemJ procll(bes and requiI1lments for gracing and earthv.uIK as shcMn Q'\ 1he applOIIed gracing plans,
i1ckJdng preparaIicn of areas to be filled, pB:ementof II, ~ oflll.Wans, and excavations. The reoommendations oonlai1edn1he .
geote.J. ik:aIreportlll9apartof1heear1hv.uk andQllllilgspecifk:;atioo lSandshalSLpelsede1he provisionsoonlai1edhereinafteril1he12lO
ofconftict. EviIlJationsperfoonedl:1ylheconsta'lanldLri1g1hecwseofgradngmayresutil newrecornmendaliooof1hegeolecf1nlc:aJreport
2.0 ~ORK OBSERVAnON ANDTES11NG
PrIor :to: thecoII.'ntllK:elllenl of gading, a qiJaJmed geolechW consUlant (sois engi1eer and engi1eer\ng geoIoglst, and Iheir
represenlaIIves) shaI be employed for1he puIpOSe of obseM1g eai1hvIOO< and lesli1g 1he lis for conlorn1an:e wiIh the reoo.,.net IdatiOIIS
of the geo\ecIllk:aI mport and Ihese speGificalk." l&.
II will be nee ell! ~1}'1hat1heconSullant prov;je adequala lesli1g and observation so that he may delermi1e Ihat 1he Wlllk was acoompIished
asspecirlfld.ltshal be 1he resp6nslliIiIy of 1he CO! ilIllC1ll1 kl8Sll1s11he oonsuIIantand keep hin apprised of work scheWIes and changes so
lhal he may SCIlellJe his peISOl.lolI accati Vi. . .
It shaI be 1he sole responsblly of 1he CO! dJauo.'lo provide M>qJ ~ ~ and meIhotIs to BClXlI'l'lptish 1he Wlllk il accohi.,.:e wiIh
applicable !1ld1g codes or agency on:i1ar ICeS, these specific.aIio.li! and 1he approved gracing plans. If in 1he opinion of !he consutIant,
U "'-1libllotio.yCOlICillor IS, such as questionable SOIl, poor moisture COI'~ I, i1adequaIe compaction, adYeIse ,waIhet, ~.lII9 resUli1g il
a quaily of Wlllk less than reqliI9d i'lthese spec;ificaIiorlS, 1he consUIant wiD be empowered to rejecl1he Wlllk and recommend that
construc1ion be lopped U1Ii 1he condlions are rectified.
MaxiTunciydensity\eslsusedtodelermi1e1hedegreeofcompactionwlll beperformedi1accordancewilh 1heArneroanSocletyofTesli1g
andMaferials lests meIhod ASTM D 1557-78.
. 3.0 PREPARAnON OF AREAS TO BE RLLEo
3J Clearing lDI Grubbing: AD brush, vegetation and Iilbris shall be removed or piled and 0IheIwise dspased of.
3.2Proc B 5 I '!I: Theexlsli1g!,1'Oll'ld\\t1k:h isdelermhedto besalislactriryfosL.,iportofflshal bescarifiedtoamilirm.m deplhof6i1ches.
. Exlsti1g grotf1d \\t1k:h is no! saIisfaclayshal be (Nf]( lllICBVlIIed as specified i11he loIkw.t1g seciion. . . :.
~ificall.,shaI CllIlli1ue Lr1II1hesolJs are broken lbwn and free of largeclay k.mps orclods and Lnli 1he\Wlki1g wtaceis reasonably
. lI'Ifam and free of U'leYeIllealules v.hlch v.Wd i1hIllllllifonn compaction. .
3.3Overexc:avatlon: Solt,liy. SJlOf19Y,higllyfracb.redorOlhelwiseIl1Slilable!,1lltJld. exleI Ki IQtosuchadeplhlhatlhesurfaceploc..s!.i '!l
camol """'lr "IIely h1prcMl1he corldtion, shaI be 0I'Il/' llllCaVlIIIld lbwn to firm QIOII1d. approved by 1he COI'lSUlcr1t.
3.4 MoIstureConcitlonilg: Over excavated and pnxessad sois shaI be watered, ctied-back, blended, and'orinbced, as reqli'edtoallan
a lriorm rnoisIu'9 contenl near oplim.m
3.5~: o-excavatedandprocessedsolsv.t1ich have been properIymixedandrnolsturlrCOlKlillOlledshaD be~
to a milfrm.m relative compaction of 90 peItllI1I.
3.6 Benching: Where fiRs are to be placed 011 grolJ1dwilh slopes steeper than 5: 1 (horizootaIto vertIcaJ l.(Jils),1heQ/'OlJ'ld shaI be stepped
or bel ICI a..d 'I'he IcrNesl berd1 shaI be ami'lirm.m of 15 feel wlcfe, shaI be a11east 2 feel deep, shaD expose fim matarlaI, and shaJJ be
approved by Ihe consuIlant. Other.benches shall be excavated il firm materiaJ for a millmlJ1l width of 4 feet GItlIJ'ld sIopi1g fIaller Ihan 5
: 1 sIiaI be benched or olherMse over excavated v.tlen COIISidefed necessmy by 1he consuIlanl.
3.7 Approval: AD areas to receive fil. incIucflll9 processed 8Rlas, removal areas and toe-of-fiB benches shaIJ be apprpved by Ihe consuIlant
priorb fiJI p/acement.
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.4.0 FIll. MATERIAL
4J General: Malerialto be placed as liD shaD be free 01 organX: r'natler and olher deleterious StbsIances, and shall be appI"O'I9d by \he
COIISUIanl Soils ofpoa 9..dalio1~ expansion, orslrenglhchamclerisllcs shall be placed Fi areas desig1aIed byconsullant orshal be rnbt9d
wiIh oIheI' sOils b serve as saIistaclory liD maIerIaL
4.2 0versIze:0verslza maIlIriaI defined as rock, orolher In'e<1Icillemalerial with a maxinlKl1 <inension grealerlhan 12 i1ches, $hlIInot
bebtried orplacedFiIiDs; U'l1ess\he1ocaliOl ~ maIeriaIs. anddsposal melhods arespeciflcallyapprtNlld by1heCOl'lSlJllanl Overslzadsposal
opel<lIlons shaI be such that nesIi1g 01 oversim maleriaI does not OOCIJ". and sWt!hat \he oversim maI9riaI is cornpleleIy SUIIOlIllled by
compacIlld a;dellSilied liD. Overslze material shall no! be placed withi110feetverticallyof tnsh gradeorwilhi1\he I'aIVl 01 fULre uliIilies or
U1dergroU1d conslnJcIion. U'lJess ~licaIIyapprolllld by \he ~
4.31qlor1:'1f i "lJOIli lQ 01 11 maIeriaI is reqlired for gradng, \he import maleriaI shaI meeI\he IIlql.Iiiements 01 Section 4. 1.
:5.0 FILL PLACEMENT AND COMPACllON
J.O .SUBDRAIN INSTALLA110N
. Slbiail ~ 1Alquired, shaI be i1slaIIed n approvedlJOllldloCOllfom11o 1he approxinaIe af~ .,m anddetaBssOONnal1he plans
or~ TheSlblan klcaIlonormalariaJsshaDnotbechangedormoclliedwilhout\he approvaIclthelXll'lSUlanl TheCllllSUlant. hcmlMlr.
may~"ltlIldlhl ~ ~ dreclchanges nsUxtai1Ii1e,gradeormateriaL All SlbltaI1s should be surwyedforlile andgade
after i1slaIIation, ~~ Ii11a shaI be aIaIIIed for 1he Sl.Ml)'S, prlorto commencernent 01 fi"1'1ll aver 1he SlMai'ls.
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7.JJ EXCAVATlON
Excavation and cut slopes WI be exami1eddBi1g gradi1g. II dJ.,.Aed by1heconsullant, fI.r1hermccavation or over excavation and reIilingol
cut areasshal be performed, and'or I'eI1'IEdaI gradng of cut slopes shaft beperlormed. Wher9fkver-<:utslopes are ID be graded.1Il1ess
othelwise awrove<J,1he cutpation 0I1he slope shall made and approVed by the COI'lSUIant priorID placement 01 materiafs for COI'lSIr\JC1kJn
Ii the iii portion 01 the slope.
8.0 TRENCH BACKFILL
&1 SupervIsIon: Trsnch excavaIions for the uIily ~ shaI be backfilled lI1CIer engheemg~.
8.2 FrlPeZone:Afler1he~hasbeen laid, thespacelllderandlllOlJ'lCllhepipeshal bebackliledwilh cleansandorapprolllldgranular
solID a depIh Ii alleasl ooe foot overlhe lop oIlhe pipe. The sand backIIR shaI be IIlIformIy jelled into place before lhe oontroIIed backfiI
. is:pIaced oYilr lhe sand.
8.3Fi111PIacemeI4; TheoosilemateriaJs. orolhersoilsapprolllld bylheenglneer,shalbewateredandmixedas necessarypriorlClplacen IeI1l
i1 ills over1he sand backlI.
8.4Compac1ian: The conlroIIed backliI shaI beOOl,.pactadID at 1easl90 poo:ent oIlhe maxinLm IaboralOlydensi!y as dalermi1edbylhe
ASTM:COl,,.afu I melhod descri)ed abi:Ml.
asObseMltlonMdTestlI)!J: Flekldensily1eslsaxli .specIiorIoIlhebackfi!procedIresshal bemadeby1hesollec 19i1ee1 ciri'lg1lackla1g
mseelhallhe propermois1lreCOl'llenland lJ'lifooncornpaclion is bei'lg mai'1Iailed. TheconlraCtor shaD provicIeleslholesandellploralay
pIls aslrequired by lhe soli Ell I{Iineer to enable sampIilg and tes1ilg.
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