HomeMy WebLinkAboutTract Map 3929 Lot 209 Preliminary Soils & Foundation
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MEGALAND
PRELIMINARY SOILS INVESTIGATION AND
FOUNDATION RECOMMENDATIONS
A single-family residential building pad area, including access driveway and
parking area, located on Los Nogales Road, Temecula, California
Leeal DescriDtion:
Lot 209, Map Book 062/067, Tract 3929;
A.P.N.921-171-003
SitclLocation:
Los Nogales Road
Temecula, CA 92591
Owner/ ADDlicant:
Vito Violante
30862 Kiowa Rivercourt
Temecula, CA 92591
RECEIVED
JAN 0 7 Z005
Job No. PSF04-226
December 23,2004
CITY OF TEMECULA
ENGINEERiNG DEI'ARl1IIENT
28441 Rancho California Rd., Suite. M . Temecula, CA 92590
Phone: (951) 699-4624 · Fax: (951) 695-5084. E-mail: megalandengineers@verizon.ne"C
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TABLE OF CONTENTS
VICINITY MAP
INTRODU.CTION.....................................................................................................1
GENERAL SITE CONDITIONS...........................................................................l
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 RESIST ANCE......................................................................................6
SETTLEMENT ANAL YSIS...................................................................................6
SITE CLEANUP AND COMPACTION OPERATIONS....................................7
COMPACTION ,SECTION DESIGNS..................................................................7
FOUNDATION DESIGN RECOMMENDATIONS............................................8
Soluble Sulfate Testing ................................................................................8
Floor Slab Recommendations... ..................................................................8
Floor Slab Moisture Barrier .......................................................................8
Drainage Procedures....................................................................................9
Utility Trench Backfill.................................................................................9
Foundation Recommendations ...................................................................9
CONCLUSIONS AND SUMMATION ..................................................................10
UNIFIED SOILS CLASSIFICATION SYSTEM.................................................!1
BORING bOG .........................................................................................................12
SEISMIC FAULT ZONE MAP.............................................................................13
CONSOLIDATION TEST PRESSURE CURVE............................................... .14
MAXIMUM DENSITY CURVE .......................................................................... .15
SITE PLAN............................................................................................................. .16
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Job No. PSF04-226
December 23, 2004
Page I
FRELIMINARY SOILS INVESTIGATION AND
FOUNDATION RECOMMENDATIONS
A single-family residential building pad area, including access driveway and
parking area, located on Los Nogales Road, Temecula, California
SiteiLocation:
Lot 209, Map Book 062/067, Tract 3929;
A.P.N.921-171-003
Los Nogales Road
Temecula, CA 92591
Vito Violante
LCI!al DescriDtion:
Owner/Applicant:
INTRODUCTION
At the request of owner, Vito Violante, and in accordance with prevailing code
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 to construct a single-family building pad
area.
All of our soils investigation was in complete accordance with Riverside County
Building and Safety grading codes and standards.
GENERAL SITE CONDITIONS
This single-family lot slopes gently to the west and north and is sparsely vegetated
with native grass and weeds. No trees, bushes or rock outcroppings were observed on the
site and no evidence of any dumping or foreign materials or other contamination was
observed.
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FIELD INVESTIGATION AND EXPLORATORY BORINGS
One eight-inch boring was drilled to a depth of 6 feet in the proposed building site
area and several shallow trench areas were located to provide soil samples for laboratory
analysis.
FAULT SYSTEMS
There is no evidence of any significant escarpments or ground distortion. Current
geologic information does not indicate any active faults on the property. The complete
building pad will be cut down into solid, undisturbed soil formations.
SEISMICITY
All of Southern 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.
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 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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Acceleration of Gravitv
0.05
0.10
0.15
0.20
0.30
0.35
Probability of Ground Acceleration
Probability of
One Occurrence
Per 100 Years
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.
LIOUEFACTION 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 final building pad.
The soil particles will be in a dense, well compacted condition. There will be no
groundwater surfaces remotely close to the building pad elevation, either permanent or
perched. Final drainage design will provide permanent and positive drainage flow away
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Job No. PSF04-226
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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 LABORATORY TESTING 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. DI557-70T, modified to use 25 blows on each of five layers
with a 10-pound hammer falling 18 inches in a mold of 1/30 cubic foot volume.
Soil Type 1: Tan-brown to slightly reddish coarse to fine sand and silt with minor clay-
size component; SM & SC according to the U.S.C.S.; Maximum Density
126.2 @ 11.3% Optimum Moisture.
Exoansion 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 I 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
Building Code, are as follows:
Exoansion Test Results
Soil Tvoe
I
Confining Load
144 p.s.f.
Exoansion Index
% EXDansion
16
1.6
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.
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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 oflaboratory 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 of 3 .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)
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).
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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ACTIVE EARTH PRESSURES FOR WALL DESIGN
For design of retaining walls where native soils or comparable import soils are
utilized which are fme-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: I 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
p.s.f. per foot of depth may be used, up to a maximum of 2400 p.s.f. A coefficient of
friction of 0.35 can be used for lateral resistance for all foundations making contact with
the approved building pad. If this value is used in co~unction 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.
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.!.) determined by laboratory testing of this undisturbed foundation
soil sample was 0;062.
Calculations indicate that under these soil conditions a single-story structure could
have 1.1 inches of total settlement, and a two-story structure would have 1.3 inches of
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Job No. PSF04-226
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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 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.
In all areas where structura1 fills will be constructed, a minimum overexcavation
of 36 inches is recommended. 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 95% relative compaction using the existing native soils as the
subgrade.
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 of 3 feet and
extending 5 feet beyond the building perimeter.
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FOUNDATION DESIGN RECOMMENDATIONS
Soluble Sulfate Testine:
The soluble sulfate content of the sandy soils derived from decomposed
granites is typically very low to nil, and the use of standard strength concrete (2500 p.s.i.)
is recommended.
Floor Slab IRecommendations
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"-10/1 0 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 plwnbing 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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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.
Drainal!:e Criteria
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 runoffbe directed away from all building foundations.
Utility 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 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
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Job No. PSF04-226
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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.
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,
MEGALAND ITN7j): ASSOCIATES
Peter H. Buchanan,
Soils Consultant
Art Bananal,
R.C.E.36117
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CIVIL ENGINEERS. PLANNERS · ARCHITECTS · SURVEYORS
thalltJ; . Psr-l'4 - nb
. .1),41'&: /2./~3/04
SOILS :ENGINEERING DATA.
, . Typical fill Materials.
MAXIMUM DENSITY CURVE
130
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SOil CLASSifICATION:
Soil. 'TY.,. and Deu:riptlOn.. .
1
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~ 120
I 115
, 110
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-
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i 105
125
4" Diolftt'" mold.. 1/30 CII. ft. "fOlCIfM
$10"''' 25 bl_ ,., later: .
10 Ib. IMItlltMf dfopp.d lIift( lit I
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Q 100
o
JOfITlMUM MOISiTUU CONTENT,-ln ,., C.n! of Dry Weight /1.3
:MAXIMUM DrfiOENSlTY,~ln ~und, ,i, Cubic Foot /26,2-
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GENERAL EARTHWORK AND GRADING SPEClACAllONS
.LO . GENERAL INTENT
1heee ~lI p-a s ani gBIl81'l11lprclCl1(U&s IIld 1llqIi1ll1 "" lilt for (J'lIdrlI1Ild lI8Ifw.otcrk as shcMn on flellllPftMld gndlg p/ln,
,~p1..pll1l11l.lc1l118l1Stobe ~ pIacemenIc1f1, no' . .. "' c11llJxhN, 1Ild8lDlY8llans. The I~ I.'. dA" 1II0C1'1l11t18d he.
ge.AlJ~ kaln1p01tlll8alBlolIle8Blf1work1lld~~ lIIIldllhall8l.plll'llfldeflepnJ\ll&lonsOCl1lBiledhelell """hfleCIIIII
c1carftcl. EwUIImIpelfollTllllIt1,'t1eClOlB.tant~fleCOll88c1lJ8Ctngrnsy"'hMVI1lCOlI,"IlI.:lt6..IIIc1"~.lk:aIl8pOIt.
2.0 ~RK OBSB:1VAllON AMJ'TESTIG
Prlcrlto d!lecomI18lICehllll1l, c1 grPlg, a lpIIiBd geotW.i.d consUI8rt (sols 81ighler IIld ellgheeilllg geologist. IIld ....
rep II [ ,w,.QG) IhaI be ~ fa' hi JUpoee c1 ctJeervilg 8IIII1woIk lI1d Iesli1g Ile lis for 0ClI'If0rmII1ce"'" flel~l.ll81.dd..1II
c1f1e ~.oblI AlJlllIIIIld"" ~.......
llwlbe nee I I i y..1le ccniuIIanIpnMde AdeqI-teslt1g1lld ob8ervaIIon 801lat he rnsydBlEm1tle lhatfleYOkNllacoo.l..,w.ed
.~ .shalbelle~ ~oIf1eo... .-.wtoasqlstlheconsUl8rtllldksephlrn 8AJ11sedc1YOkschecUesllldd1al!Jl881l1
..h8mayllChscU8h11plli......odIaccorci.. ..
. .
..... be.. 80Ie 18llJlOl1Sllayc1 tie \All'acb to pnMdeJri:oql.. ~ IIld rneI1Qfs to oOOuIl..... fie YOk h aooo.dl......".,
.,.~, gndlg codBI or 19II1Cly00d..lC8II, I1lIIe ~ ..1Ild flellRlftMld ~ plr.s. . In fie qlHon c1f1e CllI1IUIIn,
U """le',. fIl.YOOlldL ...8UCbasql 'll$ti......8DI,poormolslu'eco.'~~ Pia(p"""co.l~~ acMne'.\lIIIIIel.~II8~ h
. quaay 01 WIlIk _1IlI111lljUnld h .... epecILc6,.e, Ile CXlI1llUIlrt wi be ..,......\lIllldto Rljecllle WIlIk IIld I~'.'...nd hit
ClllI1lllIUdion be lDpJl8d lI1II fie 001 db.. 8I818C1118d. .
MlDchunaydensllr1BslBusedtollal emllll&l1ed9gnlec1....,.,actU ,wlbepedoo ,leJln"""""dl. ....NIIh lheAm&, Lt.. SocIelyofTedll
lnlMidtolalllBslB meI10d ASTM D 1557.78.
.3.0 . PREPARAllON OF AREAS 10 BE ~
3J t:I Il'll MIl GrubbIng: AI ~ ~Ia dMlrIs &haI be /llI11CMIdor pled 1Ild0lh8l-*e.., "lSlld of.
. UPnl [ I ~ThelllClsl1lpnfwl:l!chlsd;.t;. IIjllllltobe~JforSl4JPllflc1f18ha1bescarliedtoani'tTundeptlc16i1ches.
~ grwxf wtich Is nal............f sI1aI be _ 8lCC8\'lII9das specIIed In I1e fIlbrot1l8llCllon. ..
ScaoIlcaL' shaI ClCII1Ihue U1II..lIOIIs 818 bn:JkBn.d:Mn aM c11srge clay m.- or clods IIld ri I1e worki1g lUfaca Is I e as IIlI11b1y
II1Ionn a fnle of ~ fBIU9S wtich'MllJd ilhIJIlI1IIonn 00I11peCtk... .
UQwr., JIIlIDn:SoIt,ay,spcqw.~orol1el \\lBelllSUlablelJDUld,exIlIId1Itosuchadeptltlall1esufaceplt.: e 119
amaI ~ IlIIeIy tIpOIll fie OOIlCl1kr~ shaI be _ 8XCIMIIlld dcMn to tnn IJlXIld. appItMld by1he CClI1SIiIrt
. 3A IIoIstln CancIIIonIng: O'I8r~and pr<< e s! a dscls llhaI bewalsnld, cl1ed-beck, bIellded, lWldtlrl'nlx8d, as IlllJ.hdtoallah
~ u1IIaIm rnoIstlre conant rIlI8I1 qJ\hlIm
3.5 Repo,npIdIon: OM' 8llC8V8I8d 1Ildprc< * sed sols v.f1k:h haw been prcperlymlXed IIldrnolstLr&-cxiI dloIllllIshaI be 1~11p8CEd
. to a ~ rela!Iw COr,,...A.. c190 pen:ert. . .
. 3.5 ~1Ij1g: Whela fils 8I8kl be placed on IJllU1dYothsklpes steeperlhan 5: 1 (horkontaI b\'lllllcallTlls), thell'lJU'ldshalba stepped
. or bel dled.1 The lowest bench shaI be a rni1int.m c115 feet v.fd9, shaI be a11eas12 feet deep, shaI expose firm ~ and shaI be
, appltlWd by the consuJlanl. Olher ~ shaI ba excavallld i1 firm materiaJ tor a mnimun M:lIh c14 feet. GIllIJ'ld sIcipi-'Q llaIter 1han 5
: 1 sh8I be bend1ed or 0Ihert.ise over excavated \\t1en consIcfeI ad nee r s s al}' by lhe consUllrt
3.7 ~a1: AD areas to recave II, ilcI/Jci'1g processedareas, IflI1'IOV8I areas and toe-ot-filllenches shall be approwd by the consuJIlI1t
priorto iii pIacemenI.
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4.0 RU. MATERIAL
i 4J Ga,el'll: MaI8rilII t) be pIEI:ed as II ah8I be fnle d orgril r'naII8r and olhilr d31 h. IwIldl8lB1lC8l1, and 8haI be 8IlIJOYlId by"
. ~ SoIIdpoalll..wo.~ __ .sIoI~or db.. fjtI c/1&.-.b Itib llhaII beplllceclh anIII8 desVl.alS (It.,CllIIldnor&hal bernllG8d
, will oI1er' soli t) llllMt as ,...IoA...JtilIy II m I: 1BI.
, ~ ~.... 0\181I28 maIBrlIII dlIlInBd 88" rxoller iredI va 11''' rIIII "'all'1lllCimm dmellllion 98ldBr....12 hhls, ehaI I'D
. betullldorpB:Bclhfls;\I1IBIlSfI8~~1T . ~ and..,... mehldB are...-JlcalyappltNlldbyhlCllllllJlrt 0vlnlz8..... --
. _..... .llh8I be Sld111at r<V d,Cl'MIlzB rnldIlrkII cilea rdODCll". and IUCh 11at.. CMIIlIIzB "....... "ell.. I 1 ','1lIlOlRlBd by
, oc....-ordMllledll. Ovlnlz8n.aBIsIllllllll I'Dbeplllcedwti'l10fl8twrllcalydftiBh grad8rxvMt'l"lW9IafW8~rx
~CCIlllhI:\kln, U1Iess ~8AJRM!d t.,"0llI'1I\JIIL . .
, .u...,art: ........11I a II m 11''11I11 ~ for ~ .. h1lcrt rnaIBriaI ah8I meat tle nKJ.i60"8111s a SectIan 4. 1.
5.0 ALL PLACEMENT AND COMPACTION
SJ~~AppCY8dlII..mIaIshalbepllllllldhll1l8ll",~t)l8CIlIvellhllllll'..'luclzDl1al"I'D""",,11ll6hc11eBhwl''''' Moj
.....sr-ThllOlllldlltmBY!IAXUII811tk11' IIB'~ W . fl8lJ8l11l plOlllllkn8 are such... 9'taqJ-~I~.1II1BlQ
aJ.IllJsCIYMIlIsdgnllEi'l"'" ISI Each_8hlllbellpl8llffNf1diandah8lbetlcm.V'llyrnbc8d~ejlIMlI1GtD"'IoA..I'-
d" In I 1'81 and mcIIIIIn h 8lI:h 1B)er. .
~ FII MoIP- FllB)'8nlllla moIsI1n l:or1IiEn Illss .... opIi1un shaI be waIlII8d Inl nilrad, Inl wetlllayBl8l1hB1 be _OdIed by
......1ILcdLo. or 8haI be Uellded~ ~ II 11 iaI. MolBUon.Cll....'lll and ~ a II ~ shaI ccnIrUll.llll..1I m8lIIrtaIlI lit a .
\dm1 rncI8l1.I8 c:anIIlrt rx I1lIII"qIlInun. .
5.1 ~nJov- .~... d fit MiKeach ~ has beWI fNfrifepnllild, rnoIsU8 CCI dIioIllld, Inl milled, . 8haI be u IIormIyWl.....,.c:ted to nal
~....90perolriamamun dryQansly, Corl...,cllcn~shalbe'" 'at,-slzBdandshalbe.. .....,.Aat1de8VoBdfor
~ WI...-;lIcl. ora plO'tWI ~.tD.......1il'I actdlMI"II-.IIed __ d ..al~. .
$A f!II ~ Cor..-Jkln 01 sIcpes ahIII be ........,~ h..uaon to normal........-J" III ptlCllld.JnlB. byJ:...Jda ill 01 stapes wIh
'It""" .AoalOler8l111frelpln1...._lBa2tDS..hllelBY8llcngah,orbyOlhem I8IlOdspocllcl'lQ~y"""AlI1e..oo.,..wL...
d gld"lg, ..11llaIW ~I d.. &qle cd tD" sIq1e face.... be a11l1al1t90 ..-ca.
5.5 qon..-:aan T.-dng: FIekltestB tDcheck tle. rnoIsU8 and dlV98 cI W1.....,cIion wi be .,eilonnecl by" CDI1IlUIIn. 11'e ~
,lDI~d1estB llhaI be." ~ dbwdllol. tI genemI. fill tasts wi be taks11ll1l1 hllIrVIII not e.<<:e$'fl1lJ 2 feel h YlIltk:aI
Ilse lI1Cfor 11JQO Q.tic)'lllds 01 emt.eI oIcrnert
f,D SUBDRAIN INSTAUATION
. &bh*1 ~ 1~&haIbe ;1SlaIedhappnMldlJOl.lldtDWlIorn.tD......,.......ci'n8l881, ...enlanddellllsshcNononfl8p1ln
,or~ 1ft-~bcaIlcnCll'~shalnalbed..llI8drxll1uCliedwllhcUf1e~clI1eCCllSlJlrt 1heCllll\SlJllft,hc7MMl'.
fr'Iq~I...encllhf~~ctBcldlllllg8ShSlbtahli1e,gadeorI'T\lllllrial.AlSlilchhsshcUdbe~forhand~
.aIler,r-""",, ~WIlclenlline ahIII be aIowlid for fill Sl.Ml'1Io prlcrtD W11..lllIlC8ITIElI1I cI tII1g CNf1t lie Slbchh8.
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7.0 EXCAVATION
ElIcIMlIIm endcUskplB WI be... ,i1edcUt1g ~ I d1...Aed17t1le0Cl1Sl.lll't. UhlrIllC8ll8llan ClI'OWlr 8IOlWlIon WId IIlIIqd
~...lh8Ibe.....Lomecl; anQ'or..,l8dBI !P'adilQacU sIope8eha1be pelfonnlId. Whel8f1.cMlr~sIapes II8lobe~ lI1Ieee
cI1er.- 8AJ'CMld.llecd pclllIorI a Ileslope &h8I rnadIl rd ~ 17th CClllSIJlr1I prIortD placement a n.alBrlels forCCl'llWcllDn
a,l'18 II pclllIorI aile &qlU.
&0 lRENCH BACKFII.1.
&1 SupIr..IIIclI.:TJ8'lCh ..t8IMI torh UIly"'* Ih8II be bacIdI8d IIldllr el fj.eed1Q ~
~PlpeZanl:AftllrtI8~t4lel)asbeenlald.llespecellldllrlllllllOll1dfleplpelh8llbeb.aJclled\\thclllllnll8lldCll'apprcMICIgrwUIlr
IClI to. dIlplh a III least UIll.foot cwrlletJp d lie ~.1he srnl bIddI shaI be lIlIormIy jelIIld i1lDpIace befa8I1e..o. iluled backlI
. II pIlIC8d _lie sand.
UFllPI!.An-" 1heonslemal8l1alB. ClI'oIl8rsclB8pIlIOII8dI:Pil1eell(llneilr.shalbewal&l1ldrdmbc8dasr.e. I ryprlor1opltlcenl8fll
"lIB OWlrbll8lld blIddIL
uComr . .., I:1heWlill.AedbaddllhalbeuA..-;tedIoIllIelSl90peroenlolflemaxtnun w.o,dIO/ydenslyasdsh.."..edtylle
ASTMWI'~lmsIlod~lIIlcM.. .
uOlllllVdoolllllTeIIng: FlBlddenlllylBlllll&'ld....-;Iot loIlIebaclcllplOC8Cln8lh811bemadetytlleol.. ~~booJA IQ
b)8I8..lleproperrnolsU&......... .endll'ilann....l....., ilbelng maiI.tai IIIC11l1eWl"~ ahaIpIU\/Id8testholBBSld....AolalDlY
!III.IIl!8lJhd tylle 801. igheer 10 er1lIIlIe _I ~ III end tesltlg.
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