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PRELIMINARY SOILS INVESTIGATION AND
FOUNDATION RECOMMENDATIONS
A proposed single-family residential building pad area to inelude a long
Access driveway approach and parking area located on Solana Way and
La Sierra Road in the Meadowview Area, Temecula, California
Leeal Description:
Parce1215 ofTract 3929, MB 062/067;
A.P.N.921-180-004
Site Location:
La Sierra Road
Temecula, CA 92591
Owner/Applicant:
John Frazzini
951 694-5292
RECEIVED
SEP 2 8 2004
Job No. PSF04-219
September 7, 2004
crrv OF TEMECULA
E,.!t:U\j~..::.i:.'~c"r., :::~. l.~lIIENT
28441 Rancho California Rd., Suite. M . Temecula, CA 92590
Phone: (951) 699-4624. Fax: (951) 695-5084 . E-mail: mega@ez2.net
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TABLE OF CONTENTS
VICINITY MAP
][NTRODUCTION........................................~...........................................................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" Determ.inations.............................................................4
Expansion Tests............................................................................................4
ALLOWABLE BEARING VALVES AND FOUNDATION DESIGN ..............5
ACTIVE EARTH PRESSURES FOR WALL DESIGN......................................6
LATERAL RESIST ANCE......................................................................................6
SETTLEMENT ANAL YSIS......_.....____..............._..._..._..............._.................6
SITE CLEMWI' AND COMPACTION OPERATIONS....................................7
CO.MPACTION SECTION DESIGNS.................................................................. 7
FOUNDATION DESIGN RECOMMENDATIONS............................................8
Soluble Sulfate Testing............_.........._............._.._...................................8
Floor Slab Recommendatious... ..................................................................8
Floor Slab .Moisture Barrier .......................................................................8
DrainageProeedures....................................................................................9
Utility Trench BackfiU.................................................................................9
Foundation Reeommendations ...................................................................9
CONCLUSIONS AND SUMMATlON.................._..............................................10
UNIFIED SOILS CLASSIFICATION SYSTEM.................................................ll
BORING LOG .........................................................................................................12
SEISMIC FAULT WNE MAP ............................................................................ .13
CONSOLIDATION TEST PRESSURE CURVE........_.................................... .14
MAXIMUM DENSITY CURVE...........................................................................15
SITE PLAN............................................................................................................. .16
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OWNER/APPlJCANT
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JOHN FRAZZINI
TEL: Atif}- b9'"-1- 5'29 e..,
REPRESENTATIVE/ENGINEER:
.
MR. ART BANANAL. R.C.E.
MEGALAND ENGINEERING & ASSOCIATES
28481 RANCHO CALIFORNIA RD. ,STE. 201
TEMECULA. CA 92590
TEL: (909) 695-5694
FAX: (909).694-5084
Job No. PSF04-219
September 7, 2004
Page 1
PRELIMINARY SOILS INVESTIGATION AND
FOUNDATION RECOMMENDATIONS
A proposed single-family residential building pad area to include a long
Access driveway approach and parking area located on Solana Way and
La Sierra Road in the Meadowview Area, Temecula, California
Lee:all Description:
Site Location:
Parce1215 ofTract 3929, MB 062/067;
A.P.N.921-180-004
La Sierra Road
Temecula, CA 92591
John Frazzini
Owner/Applicant:
INTRODUCifION
At the request of owner, John Frazzini, 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 the Uniform
Building Code, (Appendix Chapter 33) and in accordance with the city of Temecula
grading codes and standards.
: GENERAL SITE CONDITIONS
The project site has a naturally elevated building pad area in the center of the lot.
This area will be cut down approximately 15 feet, resulting in a large building pad area of
a proposed elevation of 1165 feet.
A.
Job No. PSF04-219
September 7, 2004
Page 2
The lot has been recently cultivated and consists of sparse, dried natural
vegetation.
No evidence of foreign materials or any other contamination was observed during
the field inspection.
FIELD INVESTIGATION AND EXPLORATORY BORINGS
One eight-inch borings were located in the building pad areas and several shallow
trenches were also located to provide undisturbed 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 1 DO-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 of 7.0. 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. PSF04-219
September 7, 2004
Page 3
Probabilitv of Ground Acceleration
Probability of
One Occurrence
. Acceleration of Gravitv
0.05
0.10
0.15
0.20
0.30
0.35
Per 100 Years
95%
88%
65%
38%
20%
4%
Soutbern California is considered susceptible to a large earthquake, and design
should be in accordance witb tbe Uniform Building Code, latest edition. The "Seismic
I Risk Map oftbe United States" indicates tbat we are in Zone 4, which is described as
, tbose areas witbin Zone 3 determined by tbeir proximity to certain major fault systems to
! be deemed Zone 4.
! LIOUEFACTION CRITERIA
Soil1iquefaction 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 tbe soil particles takes place, putting tbem 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 tbe 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, eitber permanent or
perched. Final drainage design will provide permanent and positive drainage flow away
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Job No, PSF04-219
September 7, 2004
Page 4
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 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 1/30 cubic foot volume.
Soil Type 1: Light-brown coarse to fine sand and silt with minor clay-size component;
SM & SC according to the U.S.C.S.; Maximum Density 128.7 @ 11.1 %
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:
EXDansionTest Results
Soil Type
1
Confining Load
144 p.s.f.
Exoansion Index
11
% Exoansion
1.1
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.
1
Job No. PSF04-219
September 7,2004
Page 5
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 of3.0, the following calculations have been determined:
Square or Continuous Footines
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 IS" deep).
qa = 2650 p.s.f. (allowable for square or continuous footings 24" wide
and IS" 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. PSF04-219
September 7, 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 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: 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
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 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.
SETTLEMENT ANALYSIS
Consolidation testing was performed on an undisturbed soil sample which is
representative ofthe 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 0.062.
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
C\
Job No. PSF04-219
September 7, 2004
Page 7
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 structural fills will be constructed, a minimum overexcavation
of36 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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Job No. PSF04-219
September 7, 2004
Page 8
FOUNDATION DESIGN RECOMMENDATIONS
Soluble Sulfate Testine
The soluble sulfate p.p.m. content of fme sand and silt derived from decomposed
granitic bedrock is typically low to nil, and the use of standard strength concrete (2500
p.s.i.) is recommended.
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 plwnbing ri~ers, there
is sometimes difficulty in getting uniform compaction throughout all areas.
Horizontal reinforcement of the slabs can be in the form of6" 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. PSF04-219
September 7, 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.
Drainaee 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 runoffbe 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 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
\'1/
Job No. PSF04-219
September 7, 2004
Page 10
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 ENGINEERS & ASSOCIATES
~~
Peter H. Buchanan,
Soils Consultant
fJ:::/:b - ~
R.C.E.36117
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CONSOLIDATION TEST - PRESSURE CURVES
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iMegaland Engineers & Associates
CIVIL ENGINEERS · PLANNERS · ARCHITECTS . SURVEYORS
thJBlltJ; PSJ:"C>4 -'219
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. 'SOII:LS ENGINE:ERING DATA.
_ . Typical fill Materials.
p.15
lOCATION .
~ring No.. t
Dep'h. in 'e.' ~.5"
IMAXIMUM DENSITY CURVE
Mois lure . Confenlin Per Cent c,f Pry Weight
130.
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:a 125
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METHOD Of COMPACTION
ASTM S'~ndcird Tes' Method 0-1.5.
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. MAXIMUM ort DENSITY, In ~vnds ,., Cubic foot
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CIVIL ENGINEERS · PLANNERS. ARCHITECTS · SURVEYORS
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APPENDIX B
GENBlMLEARlHWORKAND GRADINGSPEClfICATIONS
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GENERAL EAR11iWORKAND GRADING SPECIRCAnoNS
1.0 . GENERAL INTENT
. These specir~1S present general procedures and IllQlinlmen1s for grading and ~ as shoMt on 1he appl'CMld grading plans,
IncIuctlg preparation m areas to be filled, placement otliR, i1staIIation m stbdraIns, andexcavaUons. The reoommendallo. III contai1ed In 1he
geoIechnklaJ reportBl98 partof!he ~and~specfIIcationsandshallsupersede1he provIs/onsOOl11alnedhelelnanerlrithecase
m<:onflbt EVllIuaIionsperformed~!heconsu'lantcUfngtheCOl.rSemgmcingmayl'9Sulti1 newreoommendationsoflhegeotec/lnk:aJreport.
2.O~ORK OBSERVAnON ANDTESIING
PrIor to 1he comn1l3ncement m grading, 8 qual'1fied geolechnk:aJ consultant (solis engineer and engin!lering geologist, and lhefr
~) shall be employed for !he purpose of obsefvIrig ea1lhwoIk and testi1g!he fils for conformance with the IllCaM1endatAln
m 1he geoIec/. tk:aI report and these specfflcatio, 1&.
ltVvil be N'CllSS8Iy1hat!he conSuIlant pr!l\'Ide adequale testtJg and observation SO lhat he maydaloon/ne 1hat1he \Wrk was lllXlOlllp/lshed
. as speclftadJ It shaI be !he responsIli/itym1he 001 dJ acflJr klllSl!lsllhe consuIfant and keep hill apprised m \Wrk sdteduIesand changes SO
that he maysc::hectJe his pelS1l1. ~ 1ICIlllIli1gIy. .
. It" be 1he soIal1lSpOl1SiJ/tii of 1he 001 ,bcO)/u,'to pr!l\'Ide adeq~ ~ and melhods to aocomprlSh 1he \Wrk Iri 8CCOIt/ance lMlh
~ l1lI<i1g codes or agency OI'Ifr1ance!l, lhese specIIlcatiu, ~ and 1he awroved QIllCi1g plans. It In 1he opinion of 1he consutant,
UlSaIWilIAurrooncltlons, such as QUElSlIonable soli. poormolstur9 00I'~1, i1adequate compaction, advelse vtealhet, elp., BI9 resUIi1g In
a qua/ily of WOIk lass than mqulred n1hese specIIloatt...lS, !he consUIIant win be empowllled to rejecl1he \Wrk and reoommend Ihat
COI1SlnJctiOn be topped ld the oondtions Bl91llCti1led.
MaxnllA1l drydensltytes1s usedto delennile1hedegree mcompaclionwill bepertooned Iri BO:XlIdancewilh lheAmerican SocletyofTesti1g
and Materials tesls me1hod ASTM 0 1557-78.
3.0 .PREPARAnON OF AREAS TO BE F/1.LED
3J Clearing and Grubbli1g: All blush, vegeIaIion and dOOris shall be rB1l1<Mld or plied and olherwise dSllOsed m.
. 3.2Proces..II]g:Theeldsli1g!,1l'OlX1dwhktl is determi1edto besatiSfaclutyfor Sl4JPOf!d tilsha11 bescarifiedtoamlnilTlI.JT1deplhof6lrohes.
~ QIOlr1d whld11s nol satisfactory shaD be 0\IllI' excavated as specIIied nthe foIIowfng section. _.
ScarilkJaiion shaDOOl1IIriue LI11Ilhe.soIIs am brokencbwn and tree m large clay Ilmps or clods and l.f1liI1he \Wrking stI'llm is masonabIy
tI1llorm and tree m U1eYen. features v.tJ1ch \\\:llkl i1hblll.f1ltorm compaction. .
3.3Overexcavallon: Soft. dry, spongy, hlg/1lytractureorolherwiseLflSultablegrrold, extendi1gtosu::/1 adepfhlhat1hesurfacept ocessing
cannot adequately mprt)\l91he condition, shaD be over excavated cbwn to fllTTl QIOII1d, approved ~!he 00I1SlJlant.
3A Moisture Cond"JtlonIng: Over excavated and prncessad solis shall be watered,dried-back, blended, and'or miKed, as mqulred to aIIah
a II1Iorm nloisture content near op!inllTl.
3.5 Recompacllon: Over excavated and Processed soils MIlch have been properlymiXed and moIsture-conditioned shall be rooompacted
to a mhlmum relative compaction of 90 percent.
3.6 BenchIng: Where fills am to be placed on ground with slopes steeperlhan 5: 1 (horizontal to YertJcaf l..flits),1he QrOtrldshaJ! be stewld
or benched The lowest beo::h shaff be a minimum of 15 teet wide, shall be aI ieast2 feet deep, shall expose film material, and shall be
approved by the consultant Other benches shall be excavated in filTTl material for a minimum width of 4 feet. Ground sloping f\atter 1han 5
: 1 stiaJI be benched or otherwise over excavated v.nen considered necessary by the consultant.
3.7 Approval: All areas to receive fill, ,including processed areas, removal areas and toe-ot-fill benches shall be approved by the consultant
prior to fill piacement
2-\
4.0 FlLL'MATERIAL
4.1 GeneraI:,Malerial to be pIac:ed as fill shall be fIge of organic matter and olher deleterious substances, and shall be approved by 1he
COIlSUIant SoIls of poor gradation, expansion, or strength chamcleristics shall be placed n areas desgnated byconsullanl orshall be mlx9d
with oIher solis to serw as salisfac/ory fill materlaI. .
4.2 OversIze: 0versIze material defined as rock, or olher irredIdJIe maleriaI with a maxinum dmensIon greaterlhan 12 hches. GhaIl not
belx.ried or placednfil1siU1less1he1ocaliOl ~ maIeriafs, and disposal melhods are specIllcaIJyapproved by1heconsullant. Ovoolize (jiqposaI
ope.alb IS shaD be sud1 thal nes1i1g ofO'VelSlza malllrial does not occur, and such that 1he overslza mat9rial1s compIeleIy SUI1'OI.Ilded by
COIl'1plICIed or densIlled fill. 0YersIze maIerlaI shall not be placed wfthln 10feetverticallyof flnlsh grade orwllhh 1he mnge cI fulLr9 utiIitlas or
Ulllerground cons1rulIia1, 1I11ess specifically approII9d by 1he 0ClI'1SlJtanl
4.3 ImpOrt: U inporlilgol iii materialls requi'ed for gradi1g,lhe mport maIeriaI shall moollhe requirements cI Section 4. 1;
s.o FlLLPLACEMENT,AND COMPAC11ON
6JFIIUfts:ApproYedfilmaterlalshaDbeplacedil areas peparedtorecelvellU Innear-horizonlalla}'ers nol8lCOOedi.1g6i1cheslncoinpacted
1hIckness.The consuIIanl may awrova lhk:ker 6fts U teslilg .Idica!as lhe gradilg procaclures are swh that adequaIB CXIIl1p8CIIon Is bei1g .
a:hIlMld wIIh Ills d grealei'1hk:Imess, Each layer 6haIl be spread eYliOIyand shall bethoro\.lrl1lYmbced WIng lIpIeadllgto aIIaIn lElllormity
of malerlaliand moisILre n each layer. . .
~ FII Mo/slun!: FlIay9rs at a moisture Content less 1han optimun shall be watered and mixed, and wet fill layers shall be aecated by
SC8IrlCallol. or shaH be blended with diermaterial. Moisll.nH:ondit and m~ cllilllayers shaI con1i1ue U1lIlhefiD materlaIls at a .
U'I!Iorm moisture content or near oplinun. .
, 5.3 CompacIion of FII: Aflefeach layer has been evenIyspread, moIsl1Ie concfitioned, and mixed, 1l6hall be lIlUormlycompacled to not
less than 90 percentdmaxinlm dry densIly. Compaction equIpmEInl shall be adequately sized andshaB be either speclficaIy desIg1edfor
sol oo.".....diulllcrcl proven reliabiiity, to eflk:lentIy achkMllhe specllied degree cI compaclIon.
, SA FlU Slopes: Compaction cI slopes shall be accomplished, in addition to I'1OIT1llII compacting procedures, by backIiIIi1g 01 slopes wIIh
's1.eepsfoot roIIersatfrequentlncremenlscl2103feellnfillelevationgan, orl11olhermelhods prodJcIngsalisraclolyl9SUls.At1heoomplelion
cI gIIlIng,lhe relative compaction of lheslope oUt to lhe slope face shall be at least 90 percent.
S.5 CompacIIon Testing: Flekttests to cf1ElCk the IIIIT1Cl1sUe and degree cI compaction will be pertormed 1111he consuIIanl. The location
and frequency 01 tests shaI be atlhe consUlant's .:bAetk.l.1n general, 1he tests Wll betaken alan hlelvaJnol elCCElEldllQ 2 feel In vertbll
rise and/or 1,000 Cl.tJb yards cI embankment. .
I.oSUBDRAIN INSTAll.All0N
. SUxtanl!}lst9ms,lrIlquired, shall be InsIaIIed n approIIlld ground to conform to 1heapproxinale afigl'll'Tlel'lt anddetals sIlO'MI on lhe plans
or~ the sl.tXl1aIn Iocalion ormaterialsshall notbechangedormo<fifiedwithoul1he approval d1he consUlanl The coosuIlant, how6Yer,
maY~ ., nlI1d dhd l4JOI1 approval, direcl changes i1 subdrailline, grade or matariaI. All slbdralns should be surYSylldfor roo and gada
after nstaIIation" ahil.Sufficlent 1ine shall be aIIcwfid for lhe surveys, prior to comrnencament 01 fllfll19 CNer the sLtxtal1s.
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7.0 'EXCAVATION
Exr;avaIfon andcutsq,es wi be examined durilg grad'ng.1f drooled by1he consultanl, further excavation or over excavation andlllfillilg Of
cut areas shaI be performed, ancVor remedial gracing of cut slopes shall be pertooned. Whenl fiIklver-cut slopes are to be graded. IIlIess
alherWlse applOIIIld, 1he cut portion 0I1he slope shall made and approved by1he consullanl priorto placement 01 ma1erlals for construction
oIlhefll portion 0/ 1he slope.
8.0 . TRENCH BACKRLL
a, ,Supervision: Trmch lllIC8Vllllons for 1he util'rly pipes shall be backliIIed lI1der engineering ~.
8.2P1p8Zone: After1heutilityp\:lehas been laid. thespacel.f1derand8f'OU)dthepipeshaD bebacklilledwilhclean sandorapprovedgranular
soIloadeplho/ 8I1easl one foot over the top 01 the we. The sand backfill shaD be unlformlyjellad into place before 1he oontroIIed backfill
. Is pIa:ed 0Yilr1he sand.
8.3F1IPIac:ement Theonsfte materlals,oroth9rsoils approvedby1heenginaer,shalbewateredandmixedas necessarypriortoplacement
h lftsover,1he sand bacldi.
8.4Con:Jpacl1on: The lXlI1lroUed backIiII shaI be compacted to at 1easl90 percent 0I1he maxinl.m Iaboratorydensfty as d9termmct by1he
ASTM compaclicn rMhod desCIlbed aboYe.
8.5.QbselvatIon andTesting: Flekldensftytesls melt lSf)ElCtioI,oI1hebackliDproceduresshal bamadeby1hesollengi1eerlimgbackllt1g
mseelhallheproperrnoistlJ'e contenland LIlifooncompaction is bailg mainlained. TheconlraCtor shall provlde testholasand&lCploratory
plIs as required by 1he soli engineer to enable samplhg and lesti1g.
10
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