ML17250A815
| ML17250A815 | |
| Person / Time | |
|---|---|
| Site: | Ginna  |
| Issue date: | 11/26/1980 |
| From: | FULTON J F, MOREADITH F L, PAGES R E GILBERT/COMMONWEALTH, INC. (FORMERLY GILBERT ASSOCIAT |
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| NUDOCS 8012180394 | |
| Download: ML17250A815 (303) | |
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{{#Wiki_filter:~~.).a'6/8~'DDITIONAL INFORMATION ONGINNAROCKANCHORDESIGNPREPAREDFORROCHESTER GAS&ELECTRICCORP.BYGILBERTASSOCIATES, INC.PREPAREDBY:R.E.PQ'REVIEWEDBY:APPROVEDBY:8012z80$Q+J.F.1tonF.L.Moreadith 0 ll/26/804tthemeetingofOctober21,1980(RG&E/GAI andUSNRC),Dr.JohnChenexpressed ncernaboutthecondition oftherockanchorsforthecontainment atGinna.Heurtherstatedthathisunderstanding oftheFSARdescription oftherockanchordesignledhimtoconcludethatthedesignwasdeficient. Asaresultofthatmeet-ing,RG&E/GAIagreedtoprovideadditional information tosupporttheirpositionthattherockanchordesignisacceptable anddoesnotconstitute asafetyhazard.Areviewofthedesign,theFSAR,andcurrentliterature indicates that<the-design> assumptions usedwereacceptable forrockanchordesignatthattime,andthattheseassumptions-are stillconsidered=-to~be<<-acceptable.'he effectsofoverlapping ofthe"reaction cones"oftheanchorswereaccounted forintheoriginaldesigncalcu-lations(seeTab2)andintherecentcalculations (seeTab3).Ascaleprototype testwasconducted duringtheoriginaldesignandfouranchorswerecheckedforstresslossesduringconstruction. Theloadsappliedtotheanchorsduringinstalla-tion(i.e.,0.8GUTS)exceedcurrentanchorloadsaswellasanyloadtheywillseeinthefuture.Theassumedcondition oftheanchorsforthecontrolling loadcombination (i.e.,1.5xaccidentpressure) neglectstheoverburden, theweightofcontainment internalistructunes andequipment aswallasthetensilecapacityoftherockT.hesafetymatginsateadequateevenwithouttheuseoftheseadditional factots,allofwhichwouldincreasethemargin.Rockcreepdatawasnotobtainedduringtheoriginaldesignwork.However,at"alaterdate,additional rockcoresandtestsweremadeinanadjacentareaonthe~~site.Theresultsofthesetestsareprovided.inTab1(LuciusPitkinReportdatedeptember6,1973)aswellasanestimateofthecreepover40yearswhichwas.21x10inchesperinchatacompressive stressof10000psi.Themaximumstressintherockwasestimated atapproximately 400psi.Thdrelaxation ofthetendonwiresthemselves isestimated at690x10inchesperinch.Thesecalculations in-dicatethattherockcreepisinsignificant relativetootherpotential sourcesofforceloss.Exceptduring,containment pressurization, theresultant upliftforceontherockwedgesurrounding therockanchorsiszero.AsFigures1and2illustrate, theup-(wardforcewhichtherockanchortendonsexertontherock(atthegrout-rock inter-face)isalwaysinequilibrium withadownwardreactionforceontherockatthefooting-rock interface. Thisequilibrium condition existedatthevariousstagesofrockanchorstressing andwalltendonstressing, anditisnotchangedbytheliftofftestsofthepastsurveillances, norbytherecentlycompleted retensioning program.Thetensionforceintherockanchor,andhencetheshearforcesatthetendon-grout interface andetthegrout-rock interface, increases whenthereisliftoffoftheupperrockanchorheadfromitsshimsduringtheapplication, ofaforcetothewalltendon.Theamountofforceincreaseintherockanchoristhedifference inthefinalforceappliedtothewalltendonandtheforcerequiredtoliftofftherockanchorhead.Ifaconservatively lowanchorheadliftoffvalueof0.5GUTSisassumed,thentherecentlycompleted retensioning operations wouldhaveincreased theforceintherockanchorsbyapproximately 0.24GUTS(0.735GUTSminus0.5GUTS),assumingzerofrictionlossinthewall.Sincetherockanchorswereoriginally tressedto0.8GUTSandlockedoffat0.7GUTS,theretensioning programincreased herockanchorforceatmostby30Kofthelargestforcewhichhasbeensuccessfully 'appliedtotherockanchors,0.8GUTS.Considering theseconditions, thereisno basisforpostulating an"anchorfailure", particularly inlightofthecloseagree-entbetweenpredicted andmeasuredtendonelongations forall133tendons.Inaddition, thephenomena whichRGGEhasbeenconcerned withatthesite,thatis,greaterthanpredicted tendonforcelosseswithtime,wouldnotbeexplained bya"failure" oftherockanchors.Anchorage "failure" isaphenomena whichwouldhaveoccurredveryrapidlyandwhilethehighestloadswerebeingapplied,i.e.,0.8GUTS.Inallcases,eventhe6Xoverloadappliedduringeachretension, theloadweareapplyingtotheanchorisbelowtheinitialinstallation andtestloadof0.8GUTS.PTabs1through8oftheAttachment provideadditional informatipn relativetotherockanchordesignandconstruction. Asecondconcernexpressed duringthemeetingwasrelatedtotheconnecting sleevebetweentheupperandlowertendons.Tab9oftheAttachment includesthreedocu-ments:(1)atelexrelatingtheresultsoflabtestsontheconnector; (2)atelexrelatingtheassemblyprocedure forthecoupling(noteitem(5));and(3)thedesigncriteriaforthecoupling. Althoughthereisnospecificrecordthattheanchors'reads werefullyengaged,itwouldseemthatsincetheprocedure requiredfullengagement, lackofthiswouldhavebeenreported. Tosummarize, thereviewhasnotuncovered eitherfaultyassumptions orcalculation errorsofanextentthatwouldbeofconcern.
SUBJECTCI5IDGilbaatAssociatas, Iac.cResdiny,Pennsylvsnis HALYSt5/CALCULATlOHREVMICROFILMEO ORIGIIIATOR PAGES+ceKAJ"4//r&4>.ghp,->b.7+~///FcglPfC8Oog(r7ng,4Qgl(./0//7WHn,~i:".;~i> "r~rl?WiW+nrV"br<l'l~PROPRIFTARY INFI)PMATlhu f)FOilnFPTSSSOrlh'Tca. INC.FragIHTiPIIAI lierI)iliYGAIseS1178 SUOJECTCI5IDPACEGilbertAssociates, IncRhnding,Phnnhylvnnin AHALYSIS/CALCULATION RF.VMICROFIIMEOORIGINATOR DATE0OFPACES((5">EPC'Iur./'i~sr~.=//I=-"-(/J<jIl/7/.(TC-rIIor.>7DC-'ffgr~d'<<WI/.I,~ DC/=r9?0~7FghAI(/~'/t-':6~r;//r&r'0,r j4+PCc./c7%4(r~/i/ I(I2~'z".>.'orAc0/I++.If.>nQ'In':nr.d/yjcnnn7f)nI~~(cI"~=4::g,.g'rp-,");-: ~'r.'p.T:(.-y)IP~'IICAp(gr,/In@ wj-n'~.,~i/n1tJ~gr((I/(glC>II(./wj(hg:.)h.(I)(-(I/(%'Prf/~+q'r~g(7/'('~~ca/N>'<.>>'((-HTCI-(ICr'gI(g~(.,Ir.'I/VARI-J/Olr.(-~~T./n/b(Si(r'r.O~~.((d//Ipgpgv/~pp(+((rP~Ig(I(/'(I>f(I(>/~J//.(yg(-/hCI:-a/':-St]I.'(I, r~>((:EOri/;<IIP(IIIIII' AIIh(I~IlthfI~hTIh<Ih~I~II'~n'v6~I~TII~I(>~~~I~Ill<fhillvI,hlhhnIITn ATTACHMENT TABLEOFCONTENTSDESCRIPTION Description ofrockandlocalgeologyfromFSAR,DamesandMooreSupplementary Report,LuciuaPitkinReportdated9/6/73,andcalculation ofestimated rockcreep.Rockanchorcriteriaascontained intheFSAR,theoriginalcalculations whichsupportthedesign.Calculations madetoindependently verifythedesignandtomoreclearlyillustrate thedesignassumptions. Althoughthecalculated valuesarenotidentical totheFSARvalues,thesummaryonpage8illustrates thattheyarewithinengineering adequacyanddemon-strateanacceptable marginofsafety.Description ofrockanchortestsforinsituanchors.Itincludesatestreport,therecordoftheoriginaltensioning oftheanchor,acalculation forthetestedanchor(846),andthreeotherstoevaluatetheeffective lengthandtheresultsofafieldsurveyofthetopoftherockanchors16pointsbeforeandaftertensioning andliftoffreadingsforfouranchors7to20daysafterinitialtensioning. Adescription ofsmallscaleanchortestsusedtosubstantiate thedesign(fromtheFSAR).Theinstallation specification fortherockanchors.Fielddatafromtheanchorinstallation including, (1)recordofanchorholedepth,(2)depthtotopoffirststagegrout,(3)dataonfirststagegrouttests,(4)anchorinstallation data,and(5)fieldsummaryofrockanchorinstallation. State-of-the-art designcriteriaforanchorsincluding aPaperpresented attheSeventhFIPCongress, NewYork,26May-1June,1974,andamodelspecification forrockanchorsfromthePTI.Theitemsindicatethatdesigncriteriahasnotchangedsinceoriginaldesign.Datarelativetothetendonandanchorcouplingincluding, (1)telexdescribing couplingfabrication problemsandtests,(2)telexdescribing installation procedure; item5statesfullyengagedhead,(3)designcriteriaforcoupler,and(4)PTLtestreportoncoupler,heads,andtendon.
2.8GEOLOGY2.8.1SUl'MARYAgeological programinvolving aregionalgeological surv'ey,borings,andothertestsatthesitewasconducted toprovideinformation neededtoassessfoundation cond'tions, seismic<<ctivityandgroundwaterconditions. Thedetailsoftheseinvestigations whichwereperformed byDames&MoorearereportedindetailinVolume1,AppendixDofthePSARandinAppendix2Bofthisreport.Theseresultsandsubsequent information discussed belowindicatethattherockandcompactgranularsoilonthesiteprovideaplantstructures withallowable bearingpressures inpersquarefootforspreado"matfoundations ontheandof30to40tonspersquarefootonbedrock,suitablefoundation forttherangeof3to6tonscompactgranuarsoils2.8.2~REGIONALGEOLOGYThesitelieswithintheErie-Ontario 'owlandsphysiographic provincewhichischaracterized byanerosional topography oflowreliefmodifiedbyglacialfeatures. Thelandrisesgradually tothesouthwhereitmeetstheAppalachian UplandsatthePortageEscarpment. Geologicformations intheregionincludeLowerandMiddlePaleozoic sediments overlying thepre-Cambrian basementrocks.Thepre-Cambrian surfacedipstothesouthatapproximately 60feetpermilewithlocalvariations. Theyoungestformation occurring atthesiteisthegueenston formation ofUpperOrdovician Age.Thegueenston isroughly1,000feetthickinthisareaandoverliesapprox/mately 80feetofOswegosandstone, approximately 600feetofLorraineshalesandprobablylessthan30feetofPotsdamsandstone.. Thepre-Cambrian surfaceisroughly2,600to2,700feetceepatthesite.2.8-1 'OCALGL'OLO(<Y Themajornuclearstationstructures aresupported inthe('<ueenston Formation oratopathinlayerofnaturalorcompacted granularsoilsimmediately abovethebedrock.TheQueenston Formation, whichisgenerally foundatdepthsof30to40feet,iscomposedofalternat.ing strataofthinlytothicklybedded,dense,finegrainedsandstone, siltysandstone, andsand;siltstone, withoccasional thinbedsoffissileshale.Beddingisessentially horizontal withoccasional cross-bedding andshalypartings. Thecolorispredominately red,butrandomgreenblotchesandlayersoccurthroughout thedepthsexplored. Occasional continuous verticaljointswerenotedintheboringsandduringoursite~nspections. Subsequent totheinitialenvironmental studies,sevenadditional boringsweredrilledtodepthsbetween35and90feetinthereactor>>reaforasupplementary foundation study.ThelocationoftheseboringsareshownnFigure2.8-1.Thesoilandrockencountered inthesevenboringswereImilarinallrespectstotheon-sitematerials described inthePSAR.Nineboringsweredrilledfortheproposedintakeanddischarge tunnels.AsshownonFigure2.8-1,theseboringsextendedfromtheshoretoadistanceofabout3,000feetintoLakeOntario.(riortoConstruction oftheplantfoundations, thesoiloverburden (30to40feetofgla<:ialdrift)wasremoved.Theexposedrocksurfacewasobservedtobesimilartothatexaminedinnearbyoutcrops. Beddingwashorizontal andoccasional crossbedding andshalypartingswere.evident.Apatternofverticaljointsoflimitedverticalextentwasevidentintheout-croping rock,particular'ly alongthelakeshoresideoftheexcavation. Theobservedjointscontinued 'depthsoffrom20to30feetfromthetopoftherock,butnoevidenceofmovementalongthejointswasfound.Themajorjointsystemswerefoundtobeinaccordance withthosetrendsreportedinthePSAR.Someminorexfoliation notedinthebottomoftheexcavation isbelievedtohavebeencausedprimarily bytheheavyequipment trafficontheexcavation loorandthedryingeffectsofexposuretoair.2.8-2 Thecoresextracted inthenineboringsdrilledfortheintakestructure investigation werecomparedwiththecoresofthepreviousboringsdrilledatthesite.Asexpected, therockencountered belowthelakewasconsistent withtherockencountered inon-shoreborings.Theon-shoreshaftandthetunnelswereinspected duringconstruction aswellasaftercompletion ofthetunneling. Examination oftheexposedrockrevealedconditions consistent withthoseencountered duringthepreviousstudies.Nozonesofdefective rockwerefoundandnoweathered rockwasevidentinthetunnels.Therockinbothtunnelsissound.Waterflowwaspractically non-existent, beingessentially limitedtoscattered areasof.minormoistureinfiltration. Theactualconditions foundinthetunnelexcavations areinagreement withthoseencountered inallpreviousboringsdrilledduringtheinitialsubsurface investigation andtheothersupplementary investigations. 2.8-3
+4t+eta45.5ttte4;4eI~IIIcC~II,IIITIIIIllINIIII4nIIIl~eII(g555~II275II4IIII277<</7.4rl11,dQI,i,~~,QI~~tt5LT~t.,0~VtleNwwwmmwt~I~tl~I.~~5!45INNNNlttl555tN'lt~~t~~lISlttPrt<<~5'~I45I(PlvI~'I~illIN~I~5'~5TNCV:ICSrottCCTolCIKtffttcv 0ICSCTCtrtCC04'LTV~Ttkftcfvcowrtoitof<<ttftrotCo<<r~IL'SttU~IgltVf'.ttoTVC~~IPT~CNCC:~or<<tst~vslsCcfrcrtrrStot~~~<<45.S-tilier~Ic<<lrrso:r..=.r-"-~~Srlrl~~t<<5to'50~TOV05ttt<<IC SUVSCVtft"~ 000 CCCCCCC cVPThe55'thCC55CONSI"TANTSINAPPLIEDEARTHSCIENCES50>L>CCe+hGCS ~ChG>NCC+<hG GCG'GY~GCOs~vSIG5 AlhkhTkNC+tOgKG<<CAGGtO~iahG~OhOL~.;5i;-I.ihtCrierHOU5Ch5kh~AA~CI5GGG5AGOC'C55CA5'CWASAIhG'Toh, C+AilG$>A'h5A'h'G>hh5.5At~1Ah'1lhIOOCHURCHSTREET~NEWYORK7~NEWYORK~CORTLANDT 7-IBIOPARTNERS:GARDNERM.REYNOLDS~ROBERTM,PERRY~JOSEPHA.FISCHER~~ASSOCIATE: FRANCISE.RANFTJune2,1966GilbertAssociates, Incorporated Engineers and.Consultants 525Lancaster AvenueReading,Pennsylvania 19603Attention: Mr.HansLorensGentlemen; (Wesubmitherewithtencopiesofour"Report,Supplementary Foundation Studies,ProposedBrookwood NuclearPowerPlant,Ontario,NewYork,Rochester GasandElectricCorporation." Thescopeofourstudieswasplannedincooperation withMr.D.K.Croneberger ofGilbertAssociates, Incorporated. Ourpreliminary conclusions weretransmitted verballytoMessrs.Croneberger andH.Lorenzduringthecourseofourstudies.Your'sverytruly,RMP:tsp~gP~RobertM.Perry,P.E.2B-1 e REPORTSUPPLEHENTARY FOUNDATION STUDIESPROPOSEDBROOKWOOD NUCLEARPOWERPLANTONTARIO,NEWYORKROCHESTER GASANDELECTRICCORPORATION INTRODUCTION GENERALThisreportpresentstheresultsofoursupplementary foundation studiesforthe.proposedBrookwood NuclearPowerPlantpresently underconstruction nearOntario,NewYork,fortheRochester GasandElectricCorporation. Detailedinformation relativetoenvironmental conditions, iteandsubsur'face
- features, andgeneralfoundation recommendations areIpresented inourreport+datedJune14,1965.PURPOSEThepurposeofoursupplementary studieswasto:1)re"ommerd speificbearingpressures foruseinthedesignoffoundations supported bythenaturalcompactgranularsoils,compacted granularfillandsoundbedrock;2)presentmoredetailedinformation onthedepthsatwhichthecompactnaturalgranularsoilsandthebedrockareencountered; 3).furtherexplorethecondition ofthebedrockinthereactorarea;and4)evaluatetheeffectsofthedynamicloadimposedbytheturbine-generator onthesoil-foundation system.*"Report,SiteEvaluation Study,ProposedNuclearPowerPlant,Ontario,NewYork,Rochester GasandElectricCorporation"
'2B-2 SCOPEOFWORKThefieldphaseofoursupplementary studiesconsisted ofdrillingseventestborings.Twooftheboringsweredrilledinthereactorareaandextended50feetintothebedrock.Theremaining fiveboringswereteiminated whenbedrockwasencountered. Undisturbed soilsamples,suitableforlabora-torytesting,wereextracted fromeachtestboring.Rockcoreswererecovered fromthetwoboringsinthereactorarea.Thelocations oftheboringsdrilledforthesestudiesareshowninrelationtotheproposedconstruction andpreviously drilledboringsonthePlotPlan,Plate1.Thefieldexplorations wereperformed underthetechnical direction ofaDames&MooreEngineering Geologist. Theresultsofthefieldexplorations andlaboratory tests,whichprovidethebasisforourengineering analysesandrecommendations, arepresented intheAppendixtothisreport.SITECONDITIONS Theplantwillbelocatedinarelatively levelmeadowareawithsurfaceelevations~'~ ontheorderof+275feet.Gradingoperations were~underwayduringourfieldexplorations. Thesubsurface conditions encountered intheboringsdrilledduringthisinvestigation aresimilartothosepreviously encountered intheplantarea.Ingeneral,theplantareaisunderlain byfourbasically different. typesofmaterial. Theseare,inorderofincreasing depth:1)firmbrownsurficial siltyandclayeysoils;2)softgraysiltyclay;3)compactsandyandgravelly, soils;and4)bedrock.Allelevations presented inthisrcportrefertoUnitedStatesCoastandGeodeticSurveyDatum.28-3
3-Detaileddscriptions ofthematerials encountered intheplantareaareshownontheboringlogspresented intheAppendix. Ingeneral,thecompactgranularsoilswereencountered atdepthsrangingfromaboutfive,feetto35feetbelowtheoriginalgroundsurface.Bedrockgenerally wasobservedatdepthsrangingfromabout34feetto40feetbelowthesurface.Thesouthwest corneroftheproposed.plantrevealedbedrockatsomewhatshallower depths.Contoursofthesurfaceofthecompactgranularsoilsandthe(underlying bedrockarepresented onthePlotPlan.Thiscontourmapwaspreparedbyinterpolation betweenborings.Consequently, localvariations mayoccurbetweentheboringlocations whicharenotindicated bythecontours. DISCUSSION ANDRECOMMENDATIONS GENERALItisunderstood thatfoundations forthemajorplantfacilities willbeinstalled atdepthsof25ormorefeet,belowtheoriginalgroundsurface.Inourpriorreport,werecommended thatspreadormatfoundations beinstalled onthenaturalcompactgranularsoil,compacted granularbackfillorsoundbedrock.Spreadandmatfoundation installation anddesigncriteriaarepresented insubsequent sectionsofthisreport.Theresultsofouranalysesevaluating theeffects oftheturbine-.generator onthesoil-foundation systemarepresented inthefinalsectionofthisreport.2B-4 FOUNDATION INSTALLATION PROCEDURES NaturalSoils:Spreadormatfoundations canbeinstalled directlyonthecompactgranularsoilsatelevations belowthoseindicated bythecontoursonthePlotPlan.,Werecommend thatthesandandgravelatfoun-dationdepthbeproofrolledwithheavypneumatic-tired equipment. Th'eproofrollingwillrecompact soilswhicharedisturbed duringexcavation operations. Anylocalpocketsoflooseorsoftmaterialrequiring additional excavation alsowillberevealedbytheproofrollingoperations. Soilsremovedbelowproposedfoundation gradeshouldbereplacedwithcompacted structural fillorleanconcrete. ComactedBackfill: Foundations whicharetobeinstalled abovetheelevation ofthesurfaceofthenaturalgranularsoilsshouldbesupported bycompacted granularbackfillplacedaftertheclayeysoilsareremoved.Priortoplacingthebackfill, theexposedunderlying naturalgranularsoilshouldbeproofrolled.Thestructural fillthenshouldbeplacedinlayersapproximately eightinchesinthickness. Eachlayershouldbe'ompacted toadensityofatleast95percentofthemaximumdensityobtainable bytheModifiedAASHO*MethodofCompaction, TestDesignation T180-57.Wesuggestthatlargevibratory orheavypneumatic-tired equipment beusedtocompactthegranularbackfillsoils.Webelievethatmostofthenaturalgranularsoilsexcavated intheplantareabelowtheelevations indicated onPlate1canbereusedasback-fill.Theuppersiltyandclayeysoilsshouldnotbeusedasstructural fill.<<American Association ofStateHighwayOfficials 28-5 -~5-Itwillbenecessary todewateralldeepexcavations. Information regarding groundwaterlevelsandsoilpermeability waspresented inourpreviousreport.Werecommend thatadequatedewatering measuresbetakenprior.tofinalexcavation andthatthedewatering becontinuously maintained during:l)finalexcavation; 2)proofrollingoperations; 3)placement ofstructural backfill; 4)foundation installation; and5)generalbackfilling operations. Werecommend thatanexperienced SoilsEngineerbepresentduringsitepreparation inordertoinspecttheexcavation andproofrollingerationsandtotechnically supervise theplacement ofstructural backfill. FOUNDATION DESIGNCRITERIASoil:Basedupontheresultsofourfieldexplorations andlabora-torytests,werecommend thatspreadandmatfoundations bedesignedutilizing thenetbearingpressures presented onPlate2,Foundation DesignData.Thebearingpressures presented onPlate2areapplicable forthecompactnaturalgranularsoilandstructural granularfillcompacted inaccordance withouraforementioned recommendations. Therecommended bearingpressures applytothetotalofalldesignloads,deadandlive.Theterm"netbearingpressures" referstothefoundation pressurethatcanbeimposedinexcessofthelowestadjacentoverburden pressure. Therecommended bearingpressures applytofoundations atleasttenfeetinwidth.2B-6 6-Werecommend thatthemaximumnetbearingpressures imposedonthenatur'alcompactsoilsandthecompacted structural fillshouldbelimitedto10,000and8,000poundspersquarefoot,respectively.
- Although, froma1stability standpoint, greaterbearingpressures coudbeusedinthedesignoflargespreadandmatfoundations, werecommend thattheselimitingvaluesbemaintain'ed inordertorestrictfoundation movements tosmallelasticdeformations.
Rock:Werecommend thatfoundations installed ontheunderlying soundrockbedesignedutilizing abearing,pressurenotinexcessof35tonspersquarefoot.Thispressureappliestothetotalofalldesignloads,deadandlive.Itispossiblethatweathered rockmaybeencountered atthesoil-rock interface. Ourfieldexplorations indicatethattheweathered 'oneisrelatively thin,generally lessthanonetotwofeetinthickness. 1Weunderstand thatthebedrockinthereactorareawillberequiredtoprovideresistance tolateralforces.Webelievethatalateralresistance of25,000poundspersquarefootofverticalcontactareacanbereliedup'oninthesoundrock.Thislateralresistance appliesonlytofoundations pouredin"neat"excavations directlyagainsttheexposedrockfaces'he25,000poundspersquarefootvaluedoesnottakeintoaccounttheadditional resistance whichwouldbeprovidedbyanyadjacentoverburden abovethesurfaceofthebedrock.Theexposedbedrockshouldbeinspected byaqualified Engineering Geologist inordertoexaminethecondition ofthefoundation materialandtocheckforanyunusualorunanticipated jointpatterns. 2B7 TURBINE-GENERATOR FOUNDATION Theturbine-generator willbesupported onamatfoundation approximately 40feetby150feetinplandimensions. Thebaseofthematwillbeinstalled atapproximately Elevation +243feet,somefourt6sevenfeetabovetherocksurface.Thecenter-line oftheturbine-generator willbeapproximately 50feetabovethebaseofthematfoun-dation.Thedeadweightoftheequipment andthefoundation willimposeapressureofabout4,000poundspersquarefootonthefoundation soils.Weunderstand thattheturbine-generator willoperateatapproximately 1,800revolutions perminute.Duringstart-upandoperation, anunbalanced momentontheorderof2,000,000 foot-pounds willbetrans-mittedtothesoilsatthebaseofthemat.Thismomentisasteady-state condition anddoesno"varywiththeoperating speed.Unbalanced dynamicforceswillbenegligible. Atorqueapproximately tentimestheoperating torquewillresultfromashort-circuit load.Thisshort-circuit torquevillbebalancedwithintheequipment foundat'on andwillnotbetransmitted tothefoundation 'soil,Ouranalysesindicate~thatthedeflection resulting fromtheunbalanced momentwillbeontheorderof0.004inchesattheedgeoftheunit.Webelievethattherewillbenoinfluence fromanysmallunbalance intheequipment sincetheoperating frequency iswellabovetheresonantfrequency ofthesoil-foundation system.-oOo-2B-8
8-Thefollowing PlatesandAppendixareattachedandcompletethisreport:Plate1Plate2PlotPlanFoundation DesignDataAppendixFieldExplorations andLaboratory TestsRespectfully submitted, DAMES6MOORERobertM.PerryStateofNewYorkP.E.Registration No.35284RMP-AR:ts Ar'thurRothman2B-9 LARSONTARIOTNSCRCCNHOVSCROADI07I240r--LQgINATVNDCRl06I250CjRlI198D)lIljl+fIVCVORNC205CRVIRtACORI0l5ll2TVC5Cl62'8CORIlp00244246SOAIVCLSTOAOCOVILDINRSOSIN2062IROADSS+I05DNDRRCSORINOSDRILLCDTORTHISINVCSTIOAI INN+CORINStORILLCOARCVIOVSLT +PLOTP.LANSHOVPllWCONTOURSOFCOMPACTORACULARSOILANDUNDERLYING ROCKCTINLNCL~SOfEET0SOIOOCILSCRTASSDCIATC5 ~INC~~DN0~NO[P706GOI~DATCD2+66yCN'IITLCO ROCHCSTCR CA5AhoILCCIAICCOA>OAA!IDL ~CIVIL~SVRSVATACIT)>LOAATIONo RLCT>LANICST~I0LtLOCA5ION~"EOAILCCSI ERSISOOftd W&(0f4Vll.h.S>>MARECOANEHDED HET/IEARIHOPRESSUREIHLBS./SO.Fl.0/0002000SOD04000OOOOEOOD700080009000/0000I/000/2000STVIL4CIL/'IICCNPAAFILLACTCOOAAMVLNATVAALCOMPACTOAAMVLAASOILS/0NOTCTSCCTCX'IOt'CPOIIT FORVSCOfTMISPLATC~FOUNDATION DESIGNDATANhTURhLhNDFILLSOILSPAMSOCSMOOSSSPLATE APPENDIXFIELDEXPLORATIONS ANDLABORATORY TESTSFIELDEXPLORATIONS Thesubsurface conditions intheplantareawereexploredduringthisinvestigation bydrilling7supplementary testboringstodepthsrangingfrom35feetto90feetbelowthegroundsurface.Thelocations oftheboringsareshownonthePlotPlan.Thefieldexploration programwasconducted underthetechnical direction ofaDames&MooreEngineering 'eologist. Theboringsweredrilledapproximately fourinchesindiameterutilizing truck-mounted rotarydrillingequipment. Driller's mudwasusedwherenecessary topreventthewallsoftheboringsfromcaving.Continuous observations ofthematerials encountered intheboringswererecordedinthefieldduringdrillingoperations. Undisturbed soilsamples,suitablefor'aboratory testing,wereextracted fromtheboringsutilizing theDames&Mooresamplerillustrated onPageA-2ofthisAppendix. Thesampleristhreeandone-quarter inchesinoutsidediameterandapproxi-materlytwoandone-halfinchesininsidediameter,. Rockcoreswereobtainedfromthetwotestboringsinthereactorareatoadepthof50feetbelowtherocksurfaceutilizing aSeriesNXcorebarrel.The"oresrecovered aretwoandone-eight inchesindiameter. ThesoilsamplesandrockcoreswereshippedtoourNewYorkofficeandlaboratory wheretheywerefurtherexaminedandsubjected toappropriate laboratory tests.Detaileddescriptions ofthesoilsandrockencountered intheboringsarepresented onPlatesA-lAandA-lB,LogofBorings.Thesoilswereclassified inaccordance withtheUnifiedSoilClassification Systemdescribed onPlateA-2.28-10
DRIVIHCORPUSHINGMECHANISM COUPLIHGSOILSAMPLERTYPEUFORSOILSDIFFICULT TORETAININSAMPLERU.S.PATENTNO.2,318,0d2 WATEROUTLETSNOTCHESF0RENGACIHCPISNINCTOOHEOPRKHECA5KETCHECKVALVE5HKADVALVECAGK5PACETORECEIVEDISTURBEDSOII.HOTE5HtAOKZTSH5ION CANStIHTROOVCEO SSTWSSNIltAD'NDSPLITSARRtLALTERNATE ATTACHMENTS SPLITBARREL(TOFACILITATE REMOVALOFCORE5AMPLt)CORERETAINERRINGS(5.5/giO.O.STILONG)5PLITBARRELOCKINCRING~CORERETAIHINC DEVICEBITCORKRETAINING DEVICERKTAIHtkRINGRETAINtkPLATES(INTERCNANCtASLt WITHOTHERTYI'55)SPLITFERRULETHINWALLEDSAMPLIHGTUBE(INTERCHANCEASLE LtNGTN5)2B-11~j A-3Thenumberofblowsrequiredtodrivethesampleradistanceofonefootintothesoilutilizing a500-pound driveweightfallingadistanceof18inchesispresented inthecolumnattheleftofthelogofeachboring.,Thepercentofcorerecoveryobtainedduringcoringoperations isalsopresented inthiscolumn.Theelevations whichappearatthetopofeachboringlogrefertoUnitedStatesCoastandGeodeticSurveyDatumandweredetermined byrepresentatives ofRochester GasandElectricCompany.LABORATORY TESTSSoil:Anumberofundisturbed samplesofthenaturalcompactgranularsoilsweretestedtoevaluatetheirstrengthcharacteristics. Triaxialcompression testswereperformed onthesoilsamplesinthemannerdescribed onPageA-4.Inadditiontothetestsonsamplesofthenaruralundisturbed soils,triaxialcompression testswereperformed onsamplesofremoldedandrecompacted granularmaterial. Thesetestswereusedinourcompacted fillstudiestoevaluatethevariation instrengthcharacteristics withchangesindensity.Aload-deflection curvewasplottedforea-hstrengthtestandcheshearingstrengthofthesoilwasdetermined fromthiscurve,Determinations ofthemoisturecontentanddrydensityofthesoilsweremadeinconjunction witheachstrengthtest.Theresultsofthestrengthtestsandthecorresponding moistureanddensitydeterminations aretabulated onPageA-5,SummaryofSoilStrengthTestData.28-12
A-40ihIETHODS OFPERFORMING UNCONFINED COMPRESSION ANDTRIAXIALCOMPRESSION TESTSTHESHEARINGSTRENGTHS OFSOILSAREDETERMINED FROfifTHERESULTSOFUNCONFINED COMPRESSION ANDTRIAXIALCOMPRESSION TESTS.INTRIAXIALCOMPRES-SIONTESTSTHETESTMETHODANDTHEMAGNITUDE OFTHECONFINING PRESSUREARECHOSENTOSIMULATEANTICIPATED FIELDCONDITIONS ~UNCONFINED COMPRESSION ANDTRIAXIALCOMPRESSION TESTShREPERFORMED ONUNDISTURBED ORREMOLDEDSAMPLESOFSOILAPPROXIMATELY SIXINCHESINLENGTHANDTWOANDONE-HALFINCHESINDIAMETER. THETESTSARERUNEITHERSTRAINKONTROLLED ORSTRESS-CONTROLLED. INhSTRAINWONTROLLED TESTTHESAMPLEISSUBJECTED TOhCONSTANTRATEOFDEFLEC-TIONANDTHERESULTING STRESSESARERECORDED." INhSTRESSKONTROLLED TESTTHESAMPLEISSUBJECTED TOEQUALINCREMENTS OFLOADWITHEACHINCREMENT BEINGMAINTAINED UNTILANEQUILIBRIUM CONDITION "WITHRESPECTTOSTRAINISACHIEVED. YIELD,PEAK,ORULTIMATESTRESSEShREDETERMINED FROMTHESTRESS-STRAIN PLOTFOREACHSAMPLEANDTHEPRINCIPAL STRESSESAREEVALUATED. THEPRINCIPAL CIRCLEDIAGRAMTODETERMINE THESHEARINGSTRENGTHOFTRIAXIALCOMPRESSION TESTUIIITSTRESSESAREPLOTTEDONhMOHR'STHESOILTYPEBEINGTESTED.UNCONFINED COMPRESSION TESTSCANBEPERFORMED ONLYONSAMPLES'WITHSUFFICIENT COHE-SIONSOTHATTHESOILWILLSTANDASANUNSUPPORTED CYLINDER. THESETESTSMAYBERUNATNATURALMOISTURECONTENTORONARTIFICIALLY SATURATED SOILS.INhTRIAXIALCOMPRESSION TESTTHESAMPLEISENCASEDINhRUBBERhlEhlBRANEi PLACEDINhTESTCHhifBER, ANDSUBJECTED TOhCONFINING PRESSURETHROUGHOUT THEDURATIONOFTHETEST.NORMALLY, THISCONFINING PRESSUREISMAINTAINED AThCONSTANTLEVEL,ALTHOUGHFORSPECIALTESTSIThfhYBEVARIEDINRELATIONTOTHEMEASUREDSTRESSES. TRIAXIALCOMPRES-SIONTESISMAYBERUNONSOILSATFIELDMOISTURECONTENTORONARTIFICIALLY SATURATED .SAMPLES.THETESTSAREPERFORMED INONEOFTHEFOLLOWING WAYS:UNCONSOLIDATED-UNDRAINED: THECONFINING PRESSUREISIMPOSEDONTHESAMPLEATTHESTARTOFTHETEST.,NODRAINAGEISPERMITTED ANDTHESTRESSESff'HICHAREMEASUREDREPRESENT Tl{ESUMOFTHEINTERGRANULAR STRESSESANDPOREWATERPRESSURES. CSDUDRINED:THESAMPLEISALLOWEDTOCONSOLIDATE FULLYUNDERTHEAPPLIEDCONFINING PRESSUREPRIORTOTHESTARTOFTHETEST.THEVOLUMECHANGEISDETERMINED BYMEASURING THEWATERAND/ORAIREXPELLEDDURINGCONSOLIDATION. NODRAINAGEISPERMITTED DURINGTHETESTANDTHESTRESSESWHICHAREMEASUREDARETHESAMEASFORTHEUNCONSOLIDATED-UNDRAINED TEST.DRAINED:THEINTERGRANULAR STRESSESINhSAMPLEMAYBEMEASUREDBYPER-FORMINGADRAINED,ORSLOW,TEST,INTHISTESTTHESAMPLEISFULLYSATURATED ANDCONSOLIDATED PRIORTOTHESTARTOFTHETEST.DURINGTHETEST,DRAINAGEISPERMITTED ANDTHETESTISPERFORMED AThSLOWENOUGHRATETOPREVENTTHEBUILDUPOFPOREWATERPRESSURES. THERESULTING STRESSESWHICHAREhlEAS-UREDREPRESENT ONLYTHEINTERGRANULAR STRESSES. THESETESTSAREUSUALLYPERFORMED ONSAMPLESOFGENERALLY NONCOHESIVE SOILS,ALTHOUGHTHETESTPROCEDURE ISAPPLICABLE TOCOHESIVESOILSIFhSUFFICIENTLY SLOW'ESTRATE~~ISUSED.ANALTERNATE MEANSOFOBTAINING THEDATARESULTING FROhfTHEDRAINEDTESTISTOPER-FORMANUNDRAINED TESTINWHICHSPECIALEQUIPMENT ISUSEDTOMEASURETHEPOREWATERPRESSURES. THEDIFFERENCES BETWEENTHETOTAI.STRESSESANDTHEPOREWATERPRESSURES hlEASURED ARETHEINTERGRANULAR STRESSES. 2B>>13 SUMMARYOFSOILSTRENGTHTESTDATADRYMOISTUREBORINGDEPTHDENSITYCONTENT(feet)(pcf)(percent) CELLPRESSURE(ps')ONE-HALFDEVIATORSTRESS(psf)REMARKS20230>~11411.21,5003,900Natural20320320420520710'-15>20>153;16$11011512711712412011212512214411.010.610.510.811.212,111.57.37.611.611.86.51,5002,0003,0001,5002,0001,5005001,5005001,5001,5003,0006,0005001,0003,0002,0002,0001,0001,0002,0002,1002,9004,4003,3003,7504,1501,4002,7002,7004,3001,6003,8008,3008001,8004,0004,0003,5003,0001,8005,200Recompacted Recompacted Recompacted Recompacted Recompacted Recompacted NaturalNaturalRecompacted Recompacted NaturalNaturalNaturalRecompactedRecompacted Recompacted NaturalRecompacted NaturalRecompactrd Naturn1
A-6Rock:Unconfined compression, triaxsalcompression andtensiontestswereperformed onselectedrockcoresextracted fromtheborings.Ihesotestswereperformed bysubjecting rockcoresapproximately twoandone-eight inchesindiameterandfourtosixinchesinheighttoanaxialstrainandrecording theresist'ing. stressdeveloped by;therock.Astress-strain curvewasplottedforeachofthecompression testsandtheshearingstrengthoftherockwasdetermined fromthiscurve,Theresultsofthestrengthtests{EUREHContherockcoresarepresented below:DEPT'HCELLPRESSURE(feee)(pei)ONE-HALFDEVIATORSTRESS(psi)TYPEOFDESI20142Tension2014550~ETension~201491,0004,700TziaxialCompression 202473,900Unconfined Compression 20250>1,5004,400TriaxialCompression indicates peaktenslles'.ressnormaltobeddi.gplanes,2B-15 A-7'lhofolloii~ingPlat.sareattachedandcomple:cthisAppend1x: PlateA-lAPlateA-lBLogoi.Borings(Borings291and202)LogofBorings(Borings203t.hrough207)PlateA-2UnifiedSoilClassification SystemandKeytoTestData28-16 DEPTH/NFEET8LOIFCCIV>>VTSYAF8OLSftfSCRIPTIOrVS BORING201SVRFACfELfVATIOIV2>4~31DEPTHINFEFT8LOFFCVCIHTSYSF8CILSCfSCR/PT/VRS BORING202SVRFACEELEVATIOFF >2'.01hotRTvV,ITDYD ~lo-~-~MLsaot>.CLAIEY5>llr>IHTRACEC>5A>>ioA'<<0OCCASIOt'ALvuALI.GRAVElGh>TSIL'llCLAYWt'IHTRACCOF5AND/040~Ml-dRO>riCLAYEY5ILTWITHPOCKCT5OFFtktSANOANCOCCA5IONAI. SMALLGRAvtL5~20-Tt580GSgJPI(<<I4:)/6HC~9S,/-0:..:5080I/IS'LGMGRADIN>iWtIHOCCASIONAL SWIALLGWAVCLREDDISHSROI>>Nsill>>Fit>E10Co>t5C5ANOtv0GRAvCI.'ItICCVCK>SICNFILMAllok ALTER>ATING STRATACFTt<<IN10THICKSCODCODf>ISfVfRYFINKGPAINCDSANDSICPIC> 5lll'ISANOSTONC AkoSAI>>DYSILTSTokf WIIHOCCASIONAL IHINSCOS0FFI5SILC5HALE~SEDOINGISHONIEDNTAL HITHOCCASIONAl CROSSSEODINGAND$HALYPAIITINGS ~ColoaISPafooulhA>ITL'I RED~CVT>>1/I<<OOWGRCENOLOICHCSAholA'TERSCCCVRTHROVGHOVT IHCOEPtH$EKPLOREO~7~20--44g50CLGRAY5ILTVCLAYWITHTRACCOFFINCSANOOitAOINOatTHOCCAstoNAL SIAALLORAVCLRCOOI5HSRGWNSILTYSANDWITH50uEGRAVELGRADINGTtGRAYANOWlTHuoitfGRAvf,THCOVEfk51ON FORMATION ALICPNATING 51RATAt>FIHINToTHICKSEOOCOOENSCvERl'INCGRAIWCD5ANOSTONC ~SILlYSAN$510NCANDSANDYSILTSTONC wlIHOCCASIONAL IHINOCDSOFFI5$ILCSHALC~OCDDIIIGISHORIEONTAL WITHOCCASIONAL CROSSSCDDINGANDSHALTPARllt>>55
'OLORIsPRtoou>NANILY RED>dalRhkoouGREENOLOTCHf5AkoLAYCR5OCCIIRTHROUGHOUT IHEDEPTHSCKPLORED87K7070-<<',80IOSS80CORINGcourlttco ON3-23~NOCASINGVSEDWATERLEVELNO'IRECORDEDSORINQCOMPLCTCDON32666NOCASINGVSCOwATCRLEVCLNOTRECOROCOLOGOF8ORlNGSNCTLS'IovvtsIFIDIRIkfGo'Vvtittl>ILEDRiot>OIW>lREFCt<<10IHL>Ah<<PE><<ltILO*sPfovlwfo,l0>':tfTaf0>uf5Ir<<ORT~>"ILcRclifFoolIt>TDTHfI'II'RtvPDEN wt'tHA5lf~D>>I~'ttIH>>r>itIt'Dl.t.CfWFIWItlfvfsTHCo>>V!5FiI>>!<<GAESAI'FlfkIS3>SSTt>>.2'SrIPrCtuit>>>>FVF>t(PII>>Iru>>>IIt<
ts>I%>><if'<<<<>trt<<INIH>'OLMutt Thtt,>0'WVil.A>>IVvltfCfr<<fI~tt<<<<ILWASU'EDIO,<<I,I<<<<LWCoht~~THCt,vf~>ft<<~>>.I2!>>~~<
- c.'".c<tc'ccr p/vl~ii<g(8>'f~If>>nnr)--.~-%r'l".3Fr(2'.'";
- ('i..
Subject:
COMPRESSION TESTSOFCOREDROCK,SAhlPLESTwo'oredrockspecimens (204-114-1 6204-104)werepreparedandtestedinunconfined axialcompression. StraingagesofX-Xconfiguration wereemployedtodetermine axialandlateral.strain.ewOnecoredreel;specimen(204-125) waspreparedandtestedinunconfined axialcompression-creeg. Thisspecimenwas.loadedto10,000psiforfourhours.Thespecimenwasthenloadedfrom10,000psitofailure.Onecoredrockspecimen(204-114-2)waspreparedandtestedincyclictriaxialcompression ataconfining pressureof100psi.Thespecimenwasloadedandunloaded10timestoastressof6000psi;10timestoastressof9000psi,and10timestoastressof12,000psi.Atthecompletion ofcyclicloading,thespecimenwastestedtofailure,. StraingagesofX-Xconfiguration wereemployedtodetermin&.axial andlateral.strain.'IOnecoredspecimenwaspreparedfromsample204-125andreturnedtoDames&Moore.Coredrocksample204-86wascutintotwosamplesandreturnedtoDames6hkoore.Poisson's ratioforeachspecimentestedinunconfined axialcompression wascalculated fromthelinearportionofthestress-strain curve.~Completeresultsofalltests'erformed areappended. Respectfully submitted, r~Approved: A.J.ecc>sost.ChiefHetallurg istLU~USPITKINsINC.yssonletallurgist Thl~teportI~rendereduponchecondition thacicIsnoctobereproduced whollyorlnpartforadvertising orothe'rpurposesoveroursignature FORIIIor11/aaorlnconnection withournamewlshoucspecialpermission Inwriting. 0 Dame.~oreOguntalaL'uCf7Qi:f:inincoratodDate:SeptM-287lF'NCO'lFINED CO:lPRESSIOi1 T;STSWt.Diam..Scenic..~~a~inLengthinAreaVolumeso~in.cu.in.DensityUlt..Load(g/.')ibUlt.Stl.,SiRem.arI'.s0'-114-14911.87204-10'89 1.8620'-1254831.864.304.284.252.752.722.7211.6411.56."42.0141.7811.83.-41.5052750060,50050,50019,100l22,24018,560violentshaviolentshaviole..tsha204-125485.1.854.332.6911.65..".41.63returnedtoDamesand~<fooreTRIAXIALCOi~fPRESS IONTESTSWt.Diam.LengthArea'olumeDensityUlt.LoadUlt.S;.:.nle~s-.:.lQuinn~~~sc.i.~cu.i'nlQsmscu.in.1bs'Sec.-,,iR.-...*..=i:.= ~04-ll4-2 4971.874.342.7511.9441.6252,00018,910v'ole..tshaCon'neng.Pressure-100
- s.
IDames6Hoore'tn:l/rA.OpuntalaLuciusPitt<it1incorporatod hei)t'ember 6,1973H-2871File:GirmaPSISSON'S RAT'IO~SamlaStressRangeForPoisson's RatioPoisson's Ratio204-114204-1045090-12,730 5150-11,030 .25.19HOISTURECONTENT~Samla204-114204-125HOISTURECONTENT'.09510.0958 'lDames6llooreAttn:HrA..Oguntala"-ucIU,Pi"f:n.".orporat0dH-2871I'ile:CinnaSeptember 6,1973Sample:204-125UNCONFINED COMPRESSION-CREEP AxialLoad~i'xialS'tl.GsS~psi7AxialStrain(u-inTin)(u-in/inLateralStrain)El"psedTime(min.)0100020003000'00050006000700080009QOO10,00011,00012,00013,00014,00015;00016,00017,00018,00019,000,00021,00022,0000370740'1001470.18402210257029403310.36804040441047805150551058806250662069907350772080900180390630~8301030'1250]440I1630179519552110~2250237025004260527152820292030203i20~322033100001015255565'59511012514015517519020522524526528000.30.71.01.31.7'2.02.32.73.0.3.33.74.04.34.75.05.35.76.06.36..77.07.3
Dames6lfooreAttn:HrA.OguntalaUCO.IincorporatodP)k4DCOJ'1P.J;SSIOlJ-CREEPH-2871File:Ginn.September 6,1973Sample:204-125Emial1.oadPhialStress(ps+PaxialStrain(u:in7in) Lateral.St1".c.in'u-in/in)ElaspedTime(min.)23,00024,00025,00026,00027,00027,20027,2QO27,20027,20027,20027,20027,2QO27,20027,20027,20027,2002?,20027',20027,20027,20027,20027,200')p~On84608820'91903400349035809560.3670993010,00010,0003760'q37,85>383010,000383510,00038451O,OOO384510,00010,000'0,000 10',00010,000anrrn386038603860386038603P/~r)10,000385010)000386010,000386010,000386010,0003860\.10,000386010,0003860300320345375.39040042543544Q445450455-4554554554557.78.08.38.79.0-~10~2030405060708090100110120130140150160170 ttDames6MooreAttn:HrA.Oguntala'-" ~'.ffpa~~~ltpsLw&c44L4LLi~tlincor;.>oya,t0dH-2871File:GinlSeptember 6,1973UNCONFINED CONPRESSION-CRE PSample:204-125/~vialLoadTl~sAxialStess~vs~7A"i"1Strain(unpinz.n)LateralStrain(uuinin)ElapsedTUile(min.}27,20027,20027,20027,20027;200.27,20027,20028,00029,00030,00035,000.40,00045,00050,000.50,500Ult.Load10,00010,00010,00010;00010,000'0,000 1.0,00010,29010,66011,03012,87014,71016,540.18,38018,560386038503865386538653865+3870'.)'-3925399540604450488053355860455455.460460460460460.470'4855056007559851340190200210220230240'50')250.5251.0251.5253.5255.5257.5259.5 20000017500(15000H.C4Q)1'2500ATERAL4-<1yio'IALSTRAI>tQM.4Q'~4100007500)5000E2500tIDhNES&HOORE.UNCOJFIIJEDCOMPRESSIONSA.'4PLE204-12501nnn')QQQ',grhhLUCIU8PITKIN,IiiJC.?1-20719-5-73 0 V~~20000DAl-lES5aiOOREUllCO.'1>'I.'lED CO!tPRESSIO:l-CREEP SRESSVS.TI!1ESMlPLH201-12515000LUCIUSPITi<I~l,Xt'lC.H-.28719-5-73100005000014 'I thedomeallmembraneandshearstressesresulting from.theearthquake oadingwillbedeveloped inmildsteelreinforcing. Theloadingontheconcreteshellofthecontainment following anaccidentmustbetransmitted toitthroughtheliner.Thelinerattemptstoexpandunderthecombinedinfluence ofthetemperature andpressure. Sincethecontainment structure maybeclassedasathinshell,(thediametertothickness ratiois30),itisconsidered thatitwouldhavebeenvalidtotreatthetemperature riseinthelinerasanequivalent pressureincrease'. ,Nevertheless theanalysisasactuallyperformed considered anequivalent linerforceoccurring atthelocationoftheliner.Suchequivalent linerforceswereestablished baseduponnothermalstrainreliefatpointswhereconcreteisuncracked. Thelinertemperature increasewas.assumedtobel0'Fduetoaccidentconditions wherethelinerisinsulated. Baseduponnoreliefofthermalstrainswithuncracked concretethiseffectofthis~~~~~emperature rise'wasconverted toanaxialforceplusamomentabouttheentroidofthissection.Asadesignconservatism, theelasticexpansion oftheconcreteshellunderpressureandtemperature loadshasnotbeenusedtoreducethetemperature inducedstresses. RockAnchorsThebasiccriterion forthedetermination ofanchorlengthisthatthepulloftheanchorisresistedonlybythesubmerged weightofrockandthattherockoffersnotensilestrength., Thiscriterion furtherassumes'hattherockbreaksoutatanangleof45'othebonddevelopment lengthofthetendon.Thiscriterion alsoallowed"for anyadditional loadsontherockimposedfromtheinsideofthecontainment vessel.Thehold-down capability oftherockintherockanchordesignhastakenrintoconsideration thecirculargeometryofthevessel.E,5.1.2-204/.69 Thedesignoftherockanchorsisbaseduponthesimplified assumption thattherockbreaksoutatanangleof45'otheaxisofthetendonwiththeapexoftheangleatmid-height ofthefirststagegrout.Thisimpliesthattherockfailuremodeisoneofdiagonaltension.Thisassumption ofahalf<<angle of45'orrockisnotuniqueasisevidentbythefollowing references: M.,S.Garrett,Proceedings, I.C.E.,Vol.1.,Pt.1,No.1,p.23;Discussion, Vol.1,Pt.1,No.4,1956,p.399.2.Zienkiewica andR.M.Gerstner, JournalofthePowerDivi,sion, ASCE,January,1961.3,1300-TonCaacitPrestressed AnchorsStabilize Dam,A.Eberhardt andJ.A.Veltrop,JournalofthePrestressed ConcreteInstitute, Vol;10,No.4,August,1965.Furtherverification oftheconservative natureofthisassumption wasdemonstrated bytherockanchortests'escribed inSection5.6'.l.l. Thesocketsfortherockanchorsarepercussion drilledintotherockthroughsteelpipesleeveswhichareweldedintotheunderside of.thebearingplatesfortherockanchorsandextendedthroughtheringgirder.Thesocketsintherockplusthepipesleevesarefilledwithaneatcementgroutintwostagesaftertherockanchorsareinstalled. Protective steelcovers,asshownonFigure5.1.2-1,areweldedtothebearingplatesfortherockanchorstoenclosethesidewalltendontorockanchorcouplings. Thetendonconduitextending abovethisenclosure is6inchdiameter"s'chedule 40pipewiththreadedcouplings. Thistendonconduitisthreadedintohalfcouplingweldedtothetopoftheprotective steelcover.Inordertopermittherequired. conduitmovement, stainless steelbellowsareprovided. Thetendonconduit,including theprotective steelcover,isbulkfilledwiththecorrosion protection systemdescribed inSection5.1.2.3.Thisfillermaterialisin)ectedthroughaconnection intheprotective steelcover.Theexteriorsurfaceofthecontainment structure willbcwaterproofed fromtheedgeoftheringgirdertoElevation 253'-0"toprovidecorrosion protection. 5.1.2-20a 4/69 riortoinstalling anyrockanchors,atestwasperformed bygroutingrockanchorinawaterfi11ed,clear;sixinchdiametertube.Thisrockanchorcontained 90-1/4inchdiameterwireswiththegrouttubeandbottomhardwareallidentical totheproposedfoz'hepermanent installation. Thistestdemonstrated thatthegroutdidflowsoastocompletely enIcasethetendon.However,italsoindicated thattheuseofbleederholesnearthebottomofthegrouppipe,aswellasthe.grouppipeterminating abovethebottomofthehole,tendedtoproduceanunacceptable dispersion ofthegrout.Thiscondition wasremediedbydeletingthebleederholesandextending the,groutpip'ewiththeadditionofabeveltothebottomofthehole.Hotestscouldbemadeonthecompleteness ofgroutingofpermanent rockanchors.However,procedures usedforgroutingdidcomplywiththosefoundtobesatisfactory inthepreviously describeh test.Thesidewalltendonsarecoupleddirectlytotherockanchors.Whenlift-offreadingsaremadeonthesidewalltendons,thiswillalsoprovideameasureoftheprestress forceatthefixedend(i.e.upperanchorheadfortherockanchors). However,asinanybondedtendon,itisnot~possibletomeasuretheprestress inthefullrockanchortendon.Thesecriteriaareidentical withthoseusedfozdamsintheUSAandEuz'ope.onfirming information wasalsoobtainedfromTheCementation (67bCompanyLimitedofGreatBritain,aspecialty firmwhoseactivityinrecent1yearshasb'eendevoted,inlargemeasure,totheprestzessing ofbothexistingandnewdams,especially inSouthAfricaandAustralia. Largecapacity,, post-tensioned anchorsdesignedonthisbasishavepreviously beenusedinanumberofdamsinEurope,Africa,Australia and.thiscountrytoprovidestability forthestructures. Oneoftheearlyapplications wastheanchoring oftheCheurfasDaminFrance1935.Similarly, prestressed rockanchorshavebeenusedfoztiebacksonretaining wallsona.permanent aswellastemporary basisandforsuspension bridgeanchorages. Recent.jmajorstructures forwhichprestressed rockanchorswereusedarelistedinTable5.1.2-2.Alistofrecentmajorapplications ofBBRVninety-1/4inchdiameterwireprestressed rockanchorassemblies isgivenbelow.5.1.2-204 0 WanapumDam,Washington MayfieldDam,Washington BoundaryDam,California JohnHollisBankheadDam,AlabamaIceHarborDam,Washington ManglaDam,WestPakistan-Rockanchorsand-Rockanchorsforstabilization -Rockanchorsfor-Rockanchorsfortrunnionanchorspenstocksloperockstabilization damstabilization -Rockanchors-Trunniongirderanchorage, mainspillwayThedesignisbasedupontheuse'oftheBBRVsystemdeveloped originally inSwitzerland andusedextensively forrockanchorapplications. Laboratory testsoncorerepresentative ofrockintheapproximate areaanddepthoftherockanchorinstallation indicateabulkspecificgravityoftherockof2.54.Sincetherockparticipating withtherockanchorsisbelowthegroundwatertablethesubmerged weightofrockof96pcf(2.54-1.0) x62.45)isusedindetermining thehold-down capability. Thebonddevelopment length(firststagegrout)fortheni:nety-1/4diame'ter wiretendoniscomputedasfollows:For0.60f635kipsu80/60x635000mx6x170xf12$22.0ft.Eachrock'anchor isinitially tensioned to80Kofultimatestrengthandthe)ackingforceisthenreducedatlock-offto70%ofultimate, Thebondstressassumedbetweenrockandgroutis~l70si.Thisvaluewasdetermined tobeconservative asdemonstrated duringthetestperformed onreducedscalerockanchorsasreportedhere-inandalsoasreportedbytheSwissFederalLaboratory fortheTestingofMaterial(Reference VSLPrestressed RockandAluviumAnchors,Losiner&Co.SAdatedMarch1965)andasdocumented inGrolversuchemit Spannankern anTalsperran derAsterreichen. Bunderbahnen unddieAnwendung derVorspannbouweise aufdenTalsperrenban, VonA.Ruttner,Wien,AustrianEngineering Journal1964.Testdata5.l.2-214/69 0 (obtainedfortheJohnHolgisBankheadDam,WarriorRiver,Alabama,alsoconfirmtheconservatism ofabonddevelopment lengthdeveloped onthebasisoftheaveragebondstressof170psibetweengroutandrock.Thediameterofthedrilledholeforeachrockanchoris6inches.The~assumedbreakoutangleof45'otheverticalismostconservative asdemonstrated duringthereducedscalerockanchortest,andinReference 8.'Weightofrockinkipsperft.circumference =0.096d.~7~P2InternalPressureinkipsperft.circumference 0.072d(2r-d)Thedepthd26.5ft.,wasestablished basedonpreliminary design.Nosurcharge beyondtheinternalpressureofthecontainment vesselwasconsidered tobeeffective indetermining therockanchorshold-down capability. Therefore, forvaryinginternalpressures therockhold-downcapacityuniformaroundthecircumference ofthevessel,isas'ollows: InternalPressure(si)060697590RockHold-down Capacity(kipsperft.circumference) 67.4240.4266.4283.7327.0~.5.l.2-2210/68
Forthecombination ofoperating plusincidentloads(i,.e.LoadCombination (a)inS<ction5.1.2.3), thoupli.ftperCootcircumference isconstantat259/0keepsperft.,lessthantheassumedrockanchorcapacEtyof327.0kipsperft,Therefore, thefactorofsafetyonpull-outagainstthefactoredloadis1.26.porthestructural prooftest,upliffperfootcircumference isconstantat182.0kipsperitttlessthantherockanchorcapacityoi2dg.dkipsperft.forafactorofsafetyof147.Forthecombination ofoperating plusincidentplusdesignearthquake 'oads(i.e.LoadCombination (b)),themaximumupliftperfootcircumference is274.1kipsperft.andtheminimumXs150.5kipsperft.Thiscopsiders horizontal andverticalcomponents ofground.motionoccurring simultaneously andtheireffectsaddedalgebraically. Duetothegroupactionofanchors,theovercapacity oftherockagainstlateralloadscanberepresented bythefactorofsafetyagainstoverturning. Thisfactor,usingtherockhold-down capacitybasedonthepressureloadof75psigis2'.38.Forthecombination ofoperating plusincidentplusmaximumpotential earthquake loads(i.e.LoadCombination (c)),themaximumupliftperfootcircumference is289.2kipsperfteandtheminimumis25.4kipsperft.Thefactorofsafetyagainstoverturning againusingthesameconsideration is1.96.ofsafetyaConsideration wasalsogivenforseismicloadingwithoutinternalpressure. FortheO.lggroundmotion(vertical andhorizontal components considered ~tooccursimultaneously andtheeffectsaddedalgebraically) thereisnouplift..Minimumdownward'omponent is0.9kipsperft.~Thefactorofsafetyagainstoverturning is4.62.Forthe0.2ggroundmotion{vertical //an/.horizontal components considered to'ccursimultaneously andtheeffectsaddedal'gebraically) theinaximumuplift69.2ksperft.Thefactor'jainstoverturning is2.31.5s1,2-23 0e .iThetendonsareanchoredintotherocksocketwithanexpanding grout.Thegroutcontained anadditivedesignedtoreducethewaterrequirement ofthecement,haveaslightlyexpanding actionandretardtheinitialset.Theexpansion baseduponoriginalgroutvolume.is8%+2%.Thisexpansion isaccomplished bythereactionofaluminumpowderwiththealkaliesofthecements.Thisreactionresultsinliberation ofhydrogengasin.the'ormofsmallbubbleswhichhaveanexpanding effect.Testshaveverifiedthatthemolecular formofthehydrogeninthealkalinemediumwillnotadversely affectthesteel.(Thetop(movable) anchorheadfortherockanchoriscoupledtothebottom(fixed)anchorheadofthesidewalltendonasshowninthefullyengagedpositionontheattachedFigure5.1.2-12. Dimensions andmaterialwillbeasshownthereon.Thebushingprovidesforcouplingthesmallerdiameterixedheadtothelargermovable(i.e.,tensioning) head).Thecouplingasright-hand threadsoneachend.Duringconstruction, aftertherockanchorsweretensioned, thecouplingwassetinplaceonthetopheadoftherockanchor.Whenthesidewalltendonwasinsertedintheconduit,thecouplingwasthreadedontothe,bottomheadofthesidewalgtendontotheendofthread.Thecouplingwasthenturneddownontothetopheadoftherockanchorresulting inallthreadsonbothanchorheadsbeingfullyengagedasshownonthesketch.Thedesignofthetendonhardwareensuresthatthehardwareremainselasticuptotheultimatecapacityofthewires.Therefore, attheeffective prestress forceof60%oftheultimatestrengthofthetendon,averagestrainsinthecouplingaredesignedtobenogreaterthan60%oftheyieldstrainofthecouplingmaterial. 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I.lI.I.lIItrI~Ile.eIII\'eeIxl;~I:.,'.:1$l~~l,,~llfxra~.'e.gr,lj'.5I{~II;'l~i~I.l~I.IIIiIeI~eIII,~eI!~~IeI!;I*'('l-..I.~t,',l.){.I.1I.45I.I~IIII~Ir~)-l'IINeif..l,IiIeiI..T.,t*~3-III~~~~'Ie~~~~4Ieee~lIe~~~eIII~IlIeIPOPLOADCO!IISrlIIATIOIJ 'Xl':eOpS(o'lSLHIPSIrWIOT+IOTL+ILEE)r.lyu.pLrET/YTer!Lcomcsllm(a -nC.(V.,rrfwluIILIOTFTO!ILOor!IFck OE:I.o.'rr~~~~~~Il~lIIlI~I~IeIeeeI.{r'eII1IIIllI.tli,:rx'~~~I"""i~~e~II ,J0 ~/VGilbert;Associates, Inc.Reading.Panneylvan4 ALYSIS/CALCULATIOH SUBJECTREVe'MICROFILMEDORIGINATOR OATECISIDIf~=HCPA"';4nA+OFPAGES~+~wrdrr~~ok~&~ro opww~A,iiUwg4>wc'orr~rr/~A w)MM~:~>eS:r'fdAÃ<dDrytloman@~M/~TPW/Nck~w~i+r~~Z- &He'm~c5~ NW/ACsr'A'cE owcorrr,re~/42Idna~!m~~M~otIZWZhWT~rum~Q<<r~arru~r~Srud=lIWmWO~~ambi-tPROPRIETARY INFORMATION OF'GILBERTASSOCIATES, INCo-FORINTERNALUSEONLYAl4a611~78 SUBJECTGilbertAssociates, inc.ReedIny.PenneyItten4 HALYSIS/CALCULAT IONREV.MICROFILMED ORIGINATOR DATEr/~PAGESIroww4Am+m~rerrp~w&RM S')EcWWar'tScZ.W~MRNA/~d~r CP~~~I~O<dMiIt+I.)ij)ijIM3CJt'r"N0c2Mg~gIIomaJSoitax~A>WiI1ZMt1~<<t~,~.,~m-~PROPRIETARY INFORMATION OFGILBERTASSOCIATES, IHCt-FORINTERNALUSEONLYGAIie6II~78 ~~~~SUBJECTCISIDPAGEGilbertAssociates, ioc.Aensiing. Pennsylvania NALYSIS/CALCULATION REVo~0MICRDFILMED ORIGINAT0RDATEIijllrsWw-KscrWW (a3i%iJcso+Z~IIIII3'&zz@j8za9'741)WWIH8'S~jI/ajarIIC7!!IccpWwwwMMpp IZ.C~zwiomar~~cW(cII"~III'II*~iEPROPRIFTARY INFORMATION OFGILBERTASSOCIATES. INCrFORINTERNALUSEONLYGhl44611~78 I~e I'HHI'4~mHHHHGilbertAssociates, inc.Reading,Pennsylvania ALYSls/CALCULATIOH SUBJECTREVHMICROFILMED ORIGIIIATOR DATECISIDPAGErZPAGESAWZP5IHIIreo<PPPIIHHeIeInnnInvnnv IunI1nIIevIIH111v1n'IIneeTkCcbI-IkTFS IMIFtllINTFPMklIISFONLYHGAI446ll78
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INC.FORINTERNALUSEONLY---r'-GAI446II~78 SUBJECT'kk kttCISIDPAGEGilbertAss'ociates, IIIc.Reading,Pennsylvania ALYSIS/CALCULAT IONREVtMICRDFILMED ORIGINAT0RDATEc5eE~~ytItI~WcP~k!~+~(pi~l'g;~g/gll+l,AgjgIIpgg'gipco~~IkIiIklk"IIl'ikI~ItIlfIItIk~IIk*kIIItItIttAtt~PPrkPPIPTkPY IMFrkPVATinlti nFrIIREPTASSOCIATES. 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peIIcement,modifiedforlowheatof'hydration, isusedtominimizerinkage."Grab"samplesaretakenperiodically atthebatchplant,upondeliveryofcement.EachsampleistestedbytheTestingLaboratory forconformance toASTHC150,andtheresultsarealsocomparedwiththecertificate supplywitheachdeliveryofcement.Elastometer BearinPadsTestsareperformed onelastomer specimens toensurecompliance withrequirements for(1)originalphysicalproperties in~luding tearresistance, "rdness,tensilestrengthandultimateelongation, (2)changeinphysicalopertiesduetooveraging, (3)extremetemperature characteristics, (4)ozonecrackingresistance, (5)oilswelland(6)shearmodulus.In.addition, twofullsizepadsaretested,oneforcreepandoneforIultimateload.SpecimenNo.1isinitially placedunderessentially onstantcompressive loadof1000psi(thedesignpressure) for'Iurdaystomeasurecreep.Thispadisthenloadedupto2000kips(5.3timesdesignload)whenthetestwasterminated withoutfailure.SpecimenNo.2wassimilarly loadedupto2000kipswithoutfailure,Thereboundofthepadsafterthe2000kiploadwasremovedisessentially complete. AsummaryofthetestresultsisshowninFigures5.6.1-(and5.6.1-4.RockAnchorTestsThreescaleddowntestrockanchorswereinstalled todemonstrate firstthehold-down capacityoftherockandsecondthecapacityofthebondbetweenrockandgrout.5.6.1-44/694heal/hfdf
Twotestsweremadeonrockanchor"A"whichwasinstalled atthecenteroftheproposedcontainment vessel.Thefirsttest,calledtestA-1wastodetermine rockhold-down capacit'.y, Theset-upfortestA-1isillustrated inFigure5.6.1-5.Thebeamsupportpierswerelocatedbeyondtheassumedinfluence circleofrockhavingadiameterof23feet6inches.Anindependent framewaserectedtoobtaindeflection measurements ontheconcretepierattheanchor.Thisplacedallsupportsforliftingaswellasmeasuring devicesoutsidetheinfluence circleofrock.Dialgaugeswereusedtomeasurethemovementoftheconcretepierandtheanchorhead.Thetestloadwasappliedwitha150tonjackmountedonthebeamsspanningthetestanchor.Measurements ofthejackingforceweremadewithadynamometer, calibrated immediately beforethetest.Thesecondtestonrockanchor"A"(TestA-2)andthetestsonrockanchors"B"and"C",alsoinstalled nearthecenteroftheproposedcontainment vessel,weremadetodemonstrate bondcapacity. Theset-'upfortestA-2andforrockanchors"B"and"C"wasanarrangement wherebythejackwassupported directlybytheconcretepieradjacenttothetestanchor.5.6.1-4a4/69 li)(k<nch<)lA"<<)<)sists <)f:w<.nty-e<<;hi. i/4inch<liam<'I< rwir<>>grout<'df<)ralengthof4feet5-1/2inchesina3-3/2inch.diameterhole.Alltestrockanchorswereoversized sothatthe'estloadof100kipswoulddeveloponlyabnut30/oi'heu]timatecapacityoft<n<ionwireswhiI<.<1<v<'loping <ibondstressof170psiwhichisthedesignstressforthe.containment rockanchors.Thispermitted testingbond:.tresses wellinexcessofdesign(170psi)withoutexceeding ultimatewirestresses. Thetestprocedure fortestA-1wasasfollows:Theanchorwasloadedin20,000poundincrements to100,000pounds.Theloadwasmaintained ateachincrement for15minutespriortotakingmeasurements forelongation ofthetendonandclevations oftheconcretepedestalandadjacentrocksurface.Becausetheanchorheydappearedfromvisualobservation tonothaveliftedoffatthe100,000poundload,theloadwasincreased to110,000poundsatwhichpointliftoffwasapparent. Subsequent reviewofmeasurements onthemovementoftheanchorheadindicatethatactualliftoffoccurredbetween80,000poundsand100,000poundsaswouldbeexpected. IntestA-2,"B"and"C",ten<)onwasjackedfrom,theconcretepierimmediately d.adjacent tothetendon.Table5.6.1-1listsmeasurements takenduringtestA-1.figures5.6.1-6,5.6.1-7and5.6.1-8showplotsofloadvs.elongation deflection foralltests.Theapplication of'testloadof110kipstorockanchor"A"(asindicated bytheresultsoftestA-1shownonFigure5.6.1-6)isequivalent to137.5%ofthecalculated hold-down capacityassumption usedinthedesignisvalid.Theplotofloadvs.elongation deflection forrockanchor"A"testsA-2(seeFigure5.6.1-6)and"B"and"C"(seeFigures5.6.1-7and5.6.1-8)indicateafactorofsafetyagainstslippagebythegroutandrockofatleast2.0(200kiploadvs.100kipdesignload)forrockanchor"B".Ifslippageoccurredwithinthegroutthefactorofsafetyagainstfailureisevengreater.Theplotofloadvs.elongation forrockanchor"A"showsanapparentdis-continuity whichisindicated byadashedlineonFigure5.6.1-6.Thisrepresents settlement oftheconcretepieradjacenttotherockanchorwhentheloadwastransferred fromtheliftingframeusedintestA-1tothelock'utwhichbearsontheconcretepier.5.6.1-5
fpg'D~'CSAC.K,puu-Ro>LOPgled0pCAmS'GRHg ~~~C'I'igIalI('III.)AEASVClb<C~-bwTUQ:-.=.-A-~i".~i.-~cgl()f()llRoc&~CHo~Cowewe.~EPiK~.I,)~l()~~Ill'>~'i" 'g""I',i,V>>ya,~~ecc.~~CIHOagI~4~/i-/Y//-.=-//P'C PJ~)Q:I1Ql:zoosAwc+~ 281i280.80Io=28424b22~200180160C.<140C0120TESTAIIolMOVEMENTOFPIERIb)MOVEMENTOFTENDONHFAI'~oOz:hg7C~V1m+Wm~Ill~xz0~IIT'llV-ImIRZiMfKZ"%~3E2o2m~idC~RQI80o00i0IIIROCKANCHOR"A"TEt)DON:28-1/4"yWIRESULTIt1ATE TENDONLOAD=240(1-372)=330MAX.OVERSTRESS LOAD=0.8(330)=264TOTALTENDONLENGTH=12'8-3/4"EFFECTIVE DEPTHOF'GROUT=4'5-1/2"0IIIIINCHES~DEFORMATION 0 280260.80fv=26'4240220200SEENOTE18016054o140O12010080ROCKANCHOR"8"TENOON:28-l/4"yWIRESULTIMATETENOONlOAD=330HAX.OVERSTRESS =0.8(330)=264TOTALTENOONLENGTH=13'2-1/2"EFFECTIVE OEPTHOFGROUT=5'-5"nRQn~7C~ZnmKK0~R7~mmle4mI6040h0NOTE:JACKINGFORCEINCREASED TO208WHENSLIPPINGOCCURREDANDSTOPPEDWITHATOTALELONGATION OF2II/16"ANDAJACKINGFORCEOF19S~JACKINGwASHALTFDTOAVOIDPOSSIBLEDAMAGETOJACK.INCHES-DEFORMATION 2 0e 2eQ260.80Iv=2642cQ220200160O.hcoICQ0120100ee40ROCKANCHOR"C"TENDON:28-1/4"4WIRESULTIMATETENDONLOAD=330MAX.OVERSTRESS =0.8(330)=264TOTALTENDONLENGTH=14'8-3/4"EFFECTIVE DEPTHOFGROUT=4'5-1/2"wm~lMQURlÃKRPggeaCeaaINCHESDEFORMATION 2I/ TAPLE.5.6.1-1 t'INNASTATION-UNITNO.1.ROCKANCHOR"A"-UPL"FTTESTVTTHAC:-:leap FPJvcDPTEOFTEST-~AY19,1965084C'ADNIPS0PIERDIALS~E~S.'r'.CORNERCOPDERINCHES.300HEADDIALINŽHES.700AVERAGED"FOR~XTION TO:OFPIERTQ~Cl$>>S0NORT:-:t/4g~Co~SlawwAC7-5/SS"".H90955]nl01n2$1040IC551.Il<5~ea+520406080'00'10.304.308.311.318.354.3SO.005.009.012.019.031.039.705.709.714.723.752.767.0045.0085.0115.0185.04251/4LIFTOFFA'?PA;~NT .05957-9/16c5/8.-349.025739.037.334.016.724.02540.326.0'0.715.01SC'0UK~~@vge6:~200.318.3'2.003-.002.7066aa.0105.005c/w6 00 Thiscopyto:R"L'UKENBe~.acelGl.'.8EllTASS0C1ATES.Ii%C.mcREADING~NEWYORK0(IL',cl]>!l$ SEP19l966C)rn!~$enBEGHTELCORP.~~M'>>E,U>>PoreU.~hanarerGinnaPro)octNestinghouse AtonicPol'erP>>OoBox355Pittebu"gh, Pennsy3vani k
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~~WZ/HL9-12-66RevisionIIIproprti"ofconsistency andexpansion. TheTestingLaboratory sh-llbeprovided, representative samplesofthem=terials toperformthestests.Reimbursement for;heTestingLabo"atory's servicesvillbeoythePurchaser. 5.2PlasticVo3.umeChangTheexpanionofatestspcimnofgrou.'.oftheproposedpro-portionsshallbe¹ternined byrrasuringthechangeinvolumofagroutcolumn.Thcexpansion ofthsampleshallbeperiodically observed.. L'ndingupontht>-eofgrouttestd,thetestmaybediscontinued. ateithr3or4hourshenitisevidentthat<expansion haspractically ceased.,Attheendofthisperiod,thebleedingwater,ifany,shallbepouredfromthesurfaceofthegroutintoasmallgraduated. cylinderx!hereitsvolumeisobserved. Thegroutexpansion measuredapercentexpansion basedonoriginalgroutvolumeshallbe8prcent+2percent.Anybleedingwatercollected onthesur""aceothegroutshallbeneasuredand.reportd.asperentofoleedingbased.onoriginalvolumofgrout.Innoeventshallthegroutexhibitbleedinginexcessof0.4percent.5.3Compressive StrengthThecompressive strengthofthgrout~!iththeproportions tobeusedforthed'or!<shallbedetermined bytheTestingLaboratory. Thetestmoldsusedtodetermine comprcsivestrengthshallbeprovided~!ithendplatesandrodsthat>!illinsurecompleterestrintofthgroutafterpcimensarecast.
Dl<C/F.L9-12-66RevisionIIIThcstanda'mmethodfortstingtwo'nch(2")cubesisfound.inASMC-10)-64"Standard. i'.thod.ofTestforCompressive StrengthofHydraulic Cemntkortarsl,usingttsoinch(2")CubSpecimns).6.0ttZXTttGlCareshallbetakentoremovelamps,oversizenmterialand.foreignamatterpriortointroducing materials intoth-mixer.Thetempratureofthecernntwheeplacedintothemixershallnotexceed140'1.Toproducauniformgroutmixturevithaminimumofmixingtim,amixerthatproducesashearingactioninmixingshallbeused..Thismaybeaccomplished. bypaddies,discs,ordorisrunningathighspeed.inaverticalorhorizontal position. Mixingtimeshllbeapproximately 1/2minuteperbagofcernnt.Duetotheshearingaction,aconsiderable amountofheatisgenratd.and.mixingathighspeedshallbelimitdtoabout2minutes.Standardmortarand,concretemixcrsorhandmixingisnotsatifactory." T¹groutmixtureshallbescreened. arithan8-meshstrainerimmdiatelyafteritleavesthe'rtixer. Undernocircumstances shallgroutberetempered.. Theproportions ofthegroutshallbesuchastohaveaslouracrater-cementing materia1ratioasisconsistent t<ithpumpingreauirirnts.Thsproportions aresubjecttoapprovalbytheEngineer. 7.0PLACI'fGGRDUT7.1GeneralImmed.iately beforegroutingtheabaterinthebottomoftheholeshallbagitated, an~pumped.outtoremoveanysiltclayandfinerockdebris.Pu".>ping stmllbetermir~tduhntheeffluentisviibly fceofsuspnded,."-t rial.3:fthrocksurfacintheholeinotdamp,theholesha3.1befilldwithwatertothoroughly wetthroc!'urface. Eachholshallbeinspected todetermine ifthereisaflowofeatrintothholesufficient todisruptpropergrouting. Anyseriousproblemshallbeclied.totheattention oftheEngineertodetrainifprcssuregroutingand.re-dri3.ling oftheholeisreauired. Vatershallbeprmitted.torisinthholeuntilasteadylevelisattained.. Theholshallthenbegroutedasspcifiedher~inafter. -Vomorethantwoterdonsshallbegroutd.underwaterunti3.ithasbenascertained. bytensioning thinitialanchorsthatthegroutdevelopstherequired, bondcapacitv. AttheContractors optiontheholesmaybepumpdoutcompletely and,iftheinfluxofwaterdcesnotexceedonefootperhour,andgroutcdasdryho3.eUithoutwaitingfortensioning theinitialt~'oanchors.Standbywaterflushingequipment shallbeprovidedwithsufficient capacitytoflushoutapartially groutedholeifthegroutingequipment brea!csdownduringgrouting. Theplacingofgroutforeachstageshallbeacontinuous operation. Alistofallequipment and.adescription ofthefrequency and.meansforcalibrating gagesshallbesubmitted, tothePurchaser forapproval. Hogroutshallbeplaced.duringheavyrainorwhenthereisheavyrainexpectedwithinsixhours.Th=Grcutbeingplacedissubjecttoinsoctionand,""mplingbytheTestingLaboratory toensurecontinued. compliance withthernuiretmnts ofSection5.0LABORATORY TESTS.Th"=erortarcubes"hullbecastfor"irststagegroutplacd,inechhole.hes"-cu'asshallbbros'en,twoatsevendaysand)I
rP;~DKC/HL9~,-ogHvsionXIIoneimmediately bforetheanchoristensioned. Thefinalcu"esnailnotbtestedmorthan24hoursbooretensioning theanchorintheholereprentedbythecub.Sineconsistency ,testsrenotbingperformd,theTestingLaboratory ~rillensureproportions are.asapprovedbytheEngineer. Therockanchorsshallbeinstalled inasimim~rseqencetothatspecified, fortensioning thecendonsunderSection8.0T""NSIO'lIHG SEQUEilCE toavoidanexcessive timeintervalbtt'eeninstallation andtensioning. Mhenthshipmentofanchorsisreceivedatthejobsite,alltndonsshallexaminedforsnippingdamagesandlocationofspacer.Asthetendonislot;aredintothehole,thetendonshallalsobeexaminedforanyinconsistencies apprentinthearrangemntofthevires.Aftertheanchorisinsertdintothoholeandpriortoplcingthefirstsmythgrout,thebuttonheadsshallbeexaminedtoinsuretrirelengthsareasspecified. Priortoinserting ea'chtendon,thedepthoftheholeshallbedeter-minedsmlthegrout'pineextension protruding belowthebottomanchorhes6cuttolengthsoastoengattha.lowestextremity nohigherthen\tcsoinches(2")abovethebottomofthhole.Thegroutpipeshallhavea60'evel.7.2FirstStageGroutThedepthofeachholeshallbedetermined and.thevolumeofgroutcomputedtoprovidtherequiredembdmentlength.Thegroutshallbplaced.bygravityinamannrtodisplaceanygroundeaterintheholeup~;ardtrithoutproducing anys'gn'ficant disprsionoftherout.Specialcareshallbexercisdtogrout 70z~c/>z.9-12-66RvisionIIIapproximately thefirsttoofeetataslo'.1speedtoavcid,excessive mixingofthegoutuith~he~rater,Groutshallbeplaced.toanelevation approxirutely on".footabovethedesiredlevel.llithinthirty(30)minutesand,afterthegroutfeeder'hosehasbeenvithdra~n,thepumpshallblovereQtoanelevation ofll'-0"blowthtopofthegael-r~plateanQoprateQlowlyuntilitisevidentthatnogroutisbeingremoved,. Ahydrostatic healofwatershallbemintaineQ constantly towithinonefoot(1'j*ofthjackingplatebyaQdingvavrthroughtheholeinthenchorhead.ToohourslaterthepumpsshallbelovereQtonineinches(9")abovethepreviously pumpedgroutlevel,(i.e.,10'-3"beloxrthetopofthe)ackingplate)anQ,Whilepumping,shellboloweredslo~slyuntilthegroutlevelisQetcted.Xfgroutlevelismorethansixinches(6")helottheoriginallevel,adjacentbolesshallbeinspectQforgrout.IfgroutlevelIiswithinthespecified tolerances, nofurtheractionisreouirQpendingtensioning excepttomaintaintheholefullofwater.PericQicchcksshallberudetoensurethattheholereminsfilled.>'itheater,Ifthegroutlevelisnot~rithinthespecifieQ toler-ances,thetendonha13.bremoveQanQtheholeflushed.ThecauseofabnonaalgroutriseorfollshallbdetrmireQbforere-grouting. 7.3SconQSta~eGroutAftertensioning therockanchoranQimrdiatlybeforein)ecting seconQstagegrouttheholeshallbecleanedanQfiU.edvitheater"sQscribedhrbefore.Thesecond.s~~.':cgroutshallbin)ectedassconaspracti'cable afterthetendcnistcnoiorQ.Eiavrea~ac"-rcshouldbeexercised ocncurethotadjacentholesarenot 0 DXC/FiLo>:66H.visionX3'T.prcmature1y filleGuithgroutbyusingexc-ssivegroutpressures. The~routsh=llbinJect"dbyapositive6ispl=cntpumpofthe"progressing cavity"type.P3.'!hoss,valves>and.fittingsshallb~ratertigh.Priortog.outing, theentiresystem(i.e.pump,hoses,valvesand.fittings) shallbpressuretested~atheatertoensure;rater tightress. Provision shallbenadetoproperlyventthecavitya!hengroutisinJecteh. Thegroutshallbepumpedcontinuously ataslowerrateuntilthecvityisfilled.Thuseofapressurepotisnotprmissible. Aftergroutappearsattieventopening.thegrouthoseshallbesrlthdra~m asgroutingcontinues (wastingexcessgrout,)untilitisclearth"tallen-trappedairhasbenremoved,, an6theductiscompletlyfilled.tjithgroutofgookauality.Onepressureguageshallbplacebowithinthreefeetofthepumpdischarge and.asecond,gaugevithin15feetoftherockanchorhead..Aftersecondstagegroutingiscompleted. thetopanchorhead.shallbeprotected. withacoatingofHO-OX-lD"CN"orapproved, eoualandwithanatalcover.80YEOSXOHXHG SEQUENCEBockanchorsshallnotbetensioned. untiltheconcretesupporting thetendonhard."ar(oasep3.ate, inovablehadand,shins)hasattainedaminimumultinwtecompressive strengthof4000psi.Mhenatendonislocateclwithin3'-0"ofaconstruction Jointintheringgirder,theminimumultimatecompressive strengthoftheabuttingpourshallalsob.4COOpsi.i!oroc!:anchorsshallnotbtnsionduntilthegroutsp"ci!!nsexhibitaminimumcon'inect compressive strngthof4COOpsi( ~"9-D3~C/HL9-12-66PevisionIIIunlessotherwi"e approvedbythaEn~.-inaer no,shallt¹yb,tensioned bforathegrouthascuredaminimumof10@ys.ThasacuancfortnsioningthanchorsshaM~basfolio':rs: a.Initially, tensioneveryfourthnchor.Therearenolimitsionsonthesouancfortensioning theseanchors.b.Secondly, tensiontheanchorslocatedmidtraybatwenthetensioned anchors.Therearenolimitations onthŽsequencefortensioning thasanchors.c.Third3.y, tensionremaining anchors.~~in,therearenolimittionsonthesequncefortensioning theseanchors.Elevations shallbobtainedbythConstructor {5chtelCorporation) onaminimumof12equallysnacad,locations ontheringgirderimmediately beforeandafterthetensioning operation. Thisdatashallbasubmitted totheEngineer. One~reekafterthatensioning ofallanchorsiscomoletad, fourequallyspaced.anchorsshallbajaclmdtoascertain thma~tudeoflosses.Thisdatashallbesubmitted tothEngineer. Eachrockanchorshallbajackedtoeightypercent(8')oftheminimumguaranteed ultimatecapacityofthewires.ThagacM.ngforceshallthanbareducedtoseventypercent(70~~)ofu3.timatcapacityshenfinallyanchored. {shim.~d) 'np3"-ce.Thestress<<strain curvesfortheproduction lotsused.hallbesubmitted tothe~r'neeralongwiththefina3.gagexcdingandelongation foreachstressedanchor.Ifthelossofprest-ass forceduatofailureofwiresorbuttonhcdsexceedsonelmlfperent(0.5),tl:e]zginaerstd%.beimmdiatelysoadvised.iseduponstress-strain curvesforthawireused,thecnticiptedelongation slmH.bdater:a:nad considering fir"t,thaffective lengthtothe A ,-10-(.D",C/H.9-12-66RvisionIIIelevtionofthtopoffirststagegroutandsecond,theeffective lengthasthecompletetendonlength.TieEngineershallhadvisedifanyslippageisdiscern=ble duringthetensioning operation. Deviations fromthespcified.secuenceshllnotbep-rmitted. withoutthepriorapprovaloftheEngineer. TheZnginer'hallbaprovidedload,and.elongation readingsat1CCOpsijackpressure, ateighty.prcent(80~)oftheminimumguaranteed ultimatcapacityoftheT~iresandatthefinallyanchoredposition. 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II'1IvIiIII~\.~~c~r~~~~~* 0 1'AL~PZDIA%'T. DATEHove~ber20,1967GL(CE&CO,D-y"(;g'r'r'".DL'.RROH,N-"CHETvXXCAZ '~,':=,"- =""~Zi"m-~rLASORATORY: 320CENESESTREET.LAKEXUR:CH.ILLII<OIS 600'7SHIPPEDTOJosphT.Ryerson&Sons,Xrc.25583'lest10thStreetCnxc"-o,Tllinois60616Attn"ion;la<.Fra~'.3ialasOP,DEP,~qO.21T111.0DATESHIPPED;Iov. 6,1967VATOgROLLgO.ii0-OZ-D'+/0HuclearGrad-Batch4775AWIOt"6TSHIPPED4-55gallondriers;'1500lbs.netN>lehrebycrtifjttattheabovid=ntified materialp-astestedinaccord".cere't'nG"'lbrtAssociates, Xnc.,TechnialSpecification SP-5357andthattheresultofsuchtestshavmtt'."rquir==ntsasfollows:ChloridsHitratesSulfides6pp~Hodtectableao>atHodetect="ble ~untR.A,L=-rric'< -D'rec"or,Analytical SeracsSubscribed ondsIYorntobeEoremetlIis=K/9r'760TAItYrLIRLICI}i',Q I~>~I-".:ARBOHN CHEEPICALDIVISION'.E.GBACZ8CO.
SUBJECT:
NAMEOFCOMP4fdY: TO:FROM:COPYIO:INITIALPUHPXNGOFNO-OX-XD'H CASINGFILLER-NUCLEARGRADEROBERTEZKTTGXNNANUCLEARPO!ERPLANTONTARIO,NEWYORKThoseconcerned withthisproject'PaulE.FranceclTYChicago,, Ill.D4TEFeb.8,1968INRFPLVTOYOURSOFMyreportcoveringtheinitialpumpingofNO-OX-XD"'H CasingFiller-NuclearGradeattheGinnaBrookwood Pro'jectisenclosed.. Xtsintentistokeepallinterested partiesabreastofdeve'lopments. PEF:ejEnc.'PaulE.FranceProductManagerMaintenance andProduction CoatingsHr.Mr.Hr.Mr,icossLulcensCharlesHustonJohnGilbertVDonLindseyBechtelCorp.II%GinnaNuclearPowerStationLalceandOntarioCenterRoadsBox157OntarioCenter,NewYork1452(JamesHoodHr.EdCantabene GilbertAssociates Rochester Xron6HetalCo.E'er.DavidTateVesting'rouse ElectricCorp.Hr.R,Kpro;k'r.JackBonifaceHr.Johng.rthurRochesteGa"&ElectricCorp.89EastAvenueffRochester.,Ne~.York14604IIT.p~ycrsonQSon~XiacePOIo,.8000Chica",o, Xllino'..=.801f50P~IO(Q(III,II lWII TEjvDdt)40C9'2......72........ .:....,0C...:..tg2.-.'72....8'7....., /g(OOSa.Lz.'I-.543+BR2.88/D7f~DRu~JP>RC.F'9-/C-d~Q-l2C4glk./08-J~--CcF/s-scOJ2-bbg-rs-bbg.IZ-6Sg-/S.gS8'I2-6C9-I2-Cd8-(~-saS->>-dC,8'-/C-44S-/s-648'/5"dCS-/~-cbh-a.-Sdg-jb-Cb9-ls-6bg-ts-bdS.-rsdC-'j-2u-dC9-g-2O-8(9-2a-CdQ-g-$(I'I-<<y-zu-4Cz-0-cc'-aa-6d.q/5/vC.HcQQRourg.-i~-~c8-12.64"/2.-C48-.,/5-6C9'-/2-6bP-Ih-CD$,"I2.-5'g8;/r-c~8-.I>ZC.8'I2-t.(8'-g~-bb8;.is--dc 8'./6db.9-/~(c8-/~"-6d&-a--48'g-/c-gg8-rs-sC8'./b.8C.p-/g-$g8-r~-dc9'-2.a-g59-',1-C~.9-zu-6bq.z3-~4g-2o-b5p-Zo-(4'-V-Z6Q-gd-gg9-~~-C'5...9'..-.s z.-~>..9-8'40P-z~-dcf-as-dd0-g-dd9'-8Ž8dg-27'-4l.9'-,.),7-,d4.~-SŽ4S/0..-6-d.4:f~gy-(gIC..-.0-.C2yo-/c-DC.p..-.P.7-4.4', l0.-..4-4C(g-/~-869.~'7-ggto-t4-6'6io-,:c4p-zo-'(4p'-s~-c(~p-so-g(p-zc-(4g-ZO-4dg;)o-.C'-3O.-d(j-'po;469;QH-C4.i.P-3dŽdd.P-'Z'u-c4'~~g-3o-Cc='o-dd-g-3y-g$~o.g4g-3c-C4'-"e~-Cc'-3'*c-44':'9-yp-sc...9'-zu-C6Ip-zc-C5,/d.-s.tK=.2..g.,-..b: &.....'W/.r.":2c"..-..d&.'/!-gc-6L-/6-5-C-'60-,(O-2D yHEEvtgoL8'...5'7!+O3.'.~O,535't.s4r'.'5/FoQ2C3a~"f/':.7-"TEOPdHlBE,.';,+2/l7lll.2-......+l19+....2,.C'glg.cf8.....,I/+..t20.I2./...'.98I+o-'/+p.IuC/6-+/2,P,.3$l3.5SeallP.t~-840le&P.lz9Jg"'lRyc..K'Pwz~c~g-zo-dC9-2o-dg%%u.I9.t'9-2u-dg9-R.aa9-ao-gc1-Ie-,Cb9-i-S49'-2.3-(8-'1I/8'4Cj-~W-gg0-~2'bC'-g.g,-g4. 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s...S=-rrv.qx~4~gz=~ar,7.+=',0;h~a~k .IVA.P..6'..,i.l= +d&tK,cj'..7~.. 7.&A@....M!i ev..Hk"gouZ~ruc~~IEE~IIEVVE......../C P...@bc-A'.'lV,/"-+pti sIvggr=7"r=A'5rdrYEB Qp]ypL"I-~~p--'.---"/5- -lS-"-44~.-......g, .5F8+>...44yOT.rp)j/'p,c<F8lY.brrc-ppct'pp'~pIZc/j.pp/'0'Z/jrcptov/Ev.v9j/EYv.c.1Vy~~~~>~~MP~s'.'jy~!y+~~fAgfi('P'g(y Pg~E~vEy,'g.'~>+wpy>>..C-~E~~~V~~y~I,EV~~EV~Vy~~~~E 0 Rockanchors-somedesignconsiderations GS.Uttlejohn (UK)INTRODUCTION TableI.Althoughrockanchorshavebeenusedsuccessfully formanyyearsinconnection withthcprcstressing ofdams,roofstratacontrolandslopestabilisation, therearestillmanyquestions concerning theirdesigntodaythatcannotbeanswered. Theuscofrockanchorsinconstruction withparticuhr reference toexcavation engineer(ng isnowIncreasing atagreaterratethaneverbeforeandthiscomb(nedwiththetrendtowardshigherloadcapacities oftenassociated withpoorqualityrockhasledtoagrowingneedtoestablish reliabledesignformulaewithrealistic safetyfactors.*WhenapoutedanchorfaBs,itmustbebyoneofthefoBowingmodes:(a)Failureofthcrockmass(b)Failureofthegrout/rock bond(c)Failureofthegrout/steel bond(d)Failureof'thesteeltendonandinordertodetermine theactualsafetyfactorI'ortheanchor;cons!dcrationmustbegiventoalloftheseaspects.Thepurposeof!hispaperistodescribesomecurrentanchordesignconcepts, andthenquestionthevalidityofthebasicassumptions inordertohighlight topicsforI'urthcrdiscussion andinvestigation. OVERALLSTABILm'F THEANCHORTheassessment oftheoverallstability ofananchoriscarriedoutinordertoensurethatMureoftherockmasssurrounding theanchordoesnotoccur.Whereitispossibletoplaceananchorinaperfectly homogeneous rockmassthisaspectofthedesignwouldappeartopresentlittledifficu!tyinpractice. However,inmanycaseshcterogencous rockmassescontaining jointsandfissuresofunknowngeometryrestricttheapplication ofthesimp)emethodsdescribed belowandnecessitate modifications bytheexperienced rockmechanics cnginecrusinghisenpneering judgement. svariably, aninvertedconeofrockIsconsideied tofailinIthesimplecasesbutthcangeandpositionoi'h>>apexofthecone<<iihrespecttothegroutedorAxedanchorlengtharechose<<differently byvariousengineers indifferent countries (seeTableIj.GeometryofinvertedconeIncludedanglePositionofapexSource9090~60.90.909060'0BaseofanchorBaseofanchorBaseofanchorBaseofanchorMiddleofgrousedfixedanchor,whereloadistransferred bybondBaseofanchorwhereloadistransfcrrcd bycndwedgesorplatehfiddleofanchorforbond.BaseofanchorforwedgesorplateBaseofAnchorBaseofAnchorTopofgroutedfixedanchor,orBaseofAnchorBaseofAnchorUSA-Hilf]l973)USA-White ]l973)Britain-Banks [l955]Biitain-Parker ]l958]Britain-Lit tlejohn]1972)(seeFigureI)Germany-Stocker [(973]Canada-Saliman andSchaefer]l968)VCanada-Brown ])970)Australia-Standard CA35]l973)Csechoslovakia-Hobst](965)'60employedprimarily insoh.heavily Aissuredorweathered rockniassTheupliftcapacityisnormallyequatedtotheweightofthespeci(led rockcone,andwherethegroundissaturated andbeneaththewatertable,thesubmerged weightofrockisused.Iftheanchorisinclinedthenthesamegeometryisoftenappliedandt)>>effectofgroupsofanchorsinvobdnginteraciion isioproduceaAatverticalplaneatthe(nterfauxot'adjoining cones(Fipuc'l.Asthespacingfor~singl>>linenfanclsorsreducesfoiihera simplecominuous wedgefailureintherockisultimately assumed.Oftennoa;;ountistakenoitheoveibuldcn piessuiefromuncanlo!idated depositsorthcshearstrengthoftherockatthefailureplane.Oftheengineers mentioned inTableIonlyHilftakesdirectaccountoftheshearstrengthbyratingthatavalueof500lb/frz(24kN/m>)maybeaHowedforindesign.Littledataisavailable onthcsafetyfactorsemployedwhenanalysing theweightofrockintheassumedpuHoutzone,butitisknownthatsomedesigners applysafetyfactorsof1.6to2whileothersequatetheweightofrocktothercquircdanchorworkingloadandassumethatotherrockparameters ignoredinthccalculation e.g:shearstrength, wiUproduceasufficiently largesafetyfactorinthcdesignasamatterofcourse.Theaboveanalysesonlyapplytoanchorsatanglesbelowthehorizontal andobviously theshearstrengthof'herockbecomesthemajorfactorwhendealingwithoverheadanchors.'In roofstratacontrolanchorsaregenerally oflowcapacityandrockbolts,usingquicksettingresins,areofteninstaUedonatrialanderrorbasis,thisbeingthequickestandcheapestwayto'stitch'ogether anewlyexposedrockfacc. ThclengthofrockboltisoftendecidedonthebasisofobservedspaUingbytheminingengineerandingeneralthelargertheexcavation thelongerthelengthofbolt.Boltlengthsof3'areverycommonbutasafurthergtddcFenderctal[l963]suggestL)3timeswidthofjointedblocks.Thercaftes thernaxhnumspacingbetweenboltsistakenasL/2approximately, inordertoprovideacontinuous zoneofcompression inthcrock.Thisapproachtospacinghasbeendescribed byBeomonte[1961)Pendesetal[1963]andHilf[1973].ThereisadearthofdataonanchoifaHuresintherockmassbutasetoftestswhichprovidessomeresultsontheoverallstability aspectispresented bySalimanandSchaefcr[1960)inwhichtheydescribethefailureofgioutedbaisontheTrinityClearCreek230kiUovolttsansmlsrion line.Fourtestswerecarriedoutondeformedreinforcing barspoutedInto24in.(70mm)diameterholestoadepthof5ft(1.52m)inasedimentary rockwhichwasmostlyshale.InaHcases,failureoccunedwhenablockofgroutandrockpuHedwut. Atfailurethepropagation ofcrackingtotherocksurfacegaveanindication oftheconeofinAuence(Figure3).Assumingabulkdensityof125Ib/fP(2Mg/m>)fortherockanalysisofthefailureloadssuggeststhatthe90conefromthesniddleoftheanchorlengthgivesveryconservative resultswithsafetyfactorsranging,fromabout7.4to23.5,wldlethe90'onefromthebasegivessafetyfactorsof0.9to2.9.Bearinginmlridrheengineer's desiretooptfmiseanydesignthereitlittleevidencetosubstantiate thecurrentapproaches showninTablel.WhileitIsappreciated thatseveralmiUinntnntofworkinganchorage capacityhastbeenproridedtodatewithoutseriousIJHurc.itisconsidered shatmucheffortshouldnowbeexpendedintheformoffieldtesiinginawiderangeofrockstostudytheshapeandpositionoi'herucL'wcdges'ubdivcd atfJHufe.Tileplr"lJn)lneShoUIJJvrunlnllld Jletingleanchorsandgroupstestedoverarangeofinclinations. Somestandardisation onsai'etyfactorsfortemporary andpermanent anchorsitalsodesirablc togetherwithagreement onwhatallowances shouldbemadeforunconsohdated overburden andtheupperlayersofweathered rock.Ingeneralitisclearthatinordertocalculate theanchorage lengthaccurately vrithaknownsafetyfactor,itisnecessary toutHiteaUthctoolsofrockmechanics, e.g.detailedmappingofjoints,assessmcnt ofjointfillingmateriaIproperties, thicknesses anddipsofbeddingplanetandotherinhomogeneities. TldsapproachHcunentlytherareexception ratherthanthesul>>anddiscussion shouldbeheldonwhattypeofriteinvestigation andfielddataarerequiredtofacilitate rockanchordesign.BONDBETWEENTHECEMENTGROUTANDROCKBasically therearctwotypesofInjection rockanchorbeingconstructed today:(I)Straightshaft(2)Sbrgleormultiunderream Theloadtransfermechanism forthesetwocategories iscompletely diffcrcnt. Thcstraightshaftanchorreliesmainlyonthedevelopment ofskinfrictionorshearintheregionoftherock/grout interface whiletheunderrcamed anchordependsmorconthemechanical interlocking ofthegroutconesandtherock.Thissectionconcentrates onthe.straightshaftanchor.Estimation ofthemagnitude anddistribution ofthebondstsengthrnobilised alongthestraightshaftrockanchoriswithoutdoubtamajorproblemfacingthedesignengineer. Itiscuncntpracticetoassumeanequivalent unii'ormdistribution forbondstressorskhfrictionalongthcfixedanchori.e.irxDxasldnwhereL~fixedanchorlengthP~requiredanchorloadD~effective anchordiameteraskin~valueofworldng,bondstressWhereshearstrengthtestsarecaniedoutonrepresentative samplesoftherockmass,themaximumaverageworkingbondstressatthefixedanchor/rock interface shouldnotexceedtheminimumshearstrengthdividedbytherelevantsafetyfactor(normaVynotlessthan2).According tocurrentusagethisapproachappliesprisnarily tosoftrockswheretheunhxialconlplestiv>> strengthitlestthan1000lbf/ing(7N/mm>),andtheholeshavebeendrilledusingarotarypercussive teciurique. IntheabsenceofshearstrengthdataorfieldpuHouttests.theuhimatebondsrsestisoftentakenasI/IOoftheunconfined compressile strengthofmassiverocksuptoa.maximum valueofaskin~OOOlbf/in>(4.2N/mmg),wherethecrushingstrengthoftheccmcntgroutitequalloorgrcarcititanWOOthfsin-t42N/min'.Applyinganappuenlsafety'0gP0PaPfla,g//jI~ 00 Table2.Rocktype~BondstressIbf/in>(N/mm>)WeakMcdiun}"Strong50-100100-150150-200(035-0.70)(0.70-1.Q5)(1.05-I40)TheAustralian CodeCA35-1973 statesthatavalueof150Ibf/in>(1.05N/mm>)hasbeenusedinawiderangeofigneousandsedimentary rocks,andconfirmsthatsitetestinghaspermitted valuesofupto300Ibf/in>(2.1N/mm>).Coates[1970)allowsavalueof350Ibf/in>(2.4N/mm>)withasafetyfactorof1.75,forahardcoarsepainedsandstone. Caremustbctakenhoweverbeforeapplyingtheabovevaluessincethedegreeofwcathcring oftherockwhateveritsclassification Isanothermajorfactorwhichaffectsnotonlythevalueofbondstressatfailurebuttheload.deflection relationship duringserviceortestloading.Figure4illustrates thelattereffect.Theseresultsarcforsquarebarsgroutedinto2in.(50mm)diameterholes4.75ft(1.45m)deep,andtestedforuseontheCurrccanti. Mddwaytransmission line.Goodandverypoorresultswere'produced bythesamerocktype,RhyoliteTuff,insoundandweathered conditions respectively. Nodataisavailable ongroutorrockstrengths butitissigniilcant thattheequivalent uniformbondstressatmaximumjackcapacityisscarcelyO.lN/mm>.lngeneral,fewfailuresareencountered attherockanchorinterface andnewworkisbasedonthesuccessful completion offormerprojects, i.e.former'working'kin frictions arere<mploycd orslightlymodifieddepending onthejudgement ofthedesigner. Inrealityhoweverthisassumpiion ofuniformdhtribution ofbondisunlikelytobctrueexceptI'orverysoftrocks.Sincethereisliuleinformation available onfieldanchorsrcfercnce mustbemadetoinvestigations intobondinreinforced concrete. HawkesandEvans[1951Jshowthattheoretically thcdistribution ofshearstressalongthcrurfaceofananchoredsteelreinforcing rodloadedintensionatitsexposedcndcanbeexpressed inanexponential form:Ss-Ax/4e(Figure515factorof:,whichisconscrvaiive bearing,inmindthelackofrcie}untdata,iheworkingbondstressislimiiedto200lbf,in>(1.4N/mm>).Aminimumfixedanchorlengthof3misalsogenerally recommcndcd. ltIshoivevermorecommontofindthemagnitude ofbondsncsssimplybeingassessedbyexperienced engineers, andihevalueadoptedforworkingbondstressnormallyliesintherange50.200Ibf/in>(0.351.4N/mm2).Inthisconnection KochofBBRAustralia reconunends bondstressesforthreecategories ofrock(sceTable2).whereSoshearstressatthetopoftheanchorS~shearstressatadistanceXfromthetopd~anchororroddiameterA~aconstamrelatinga}dalstressintherodtobondstressintheanchorage material. Thistheoryhasbeendcvcloped byPhillips[l970]whereheshowsthaitheorctically S}id>-Ax/4~Ae(Figure6)pThistypeofbonddistribution hasbccnverifiedmostrecentlybyCoatesandYu[1970[whoseconclusions aresufiicicntly closetothoseofHawkesandEvanstosuggestthattheirapproachisapplicable torockanchorages. CoateiandYuusedafiniteelementmethodiocalculate thestressalongtheanchorinacylindrical holeinatriaxialstressfield.Theyshowedthatthestressdistribution Isdependent upontheratiooftheelasticmodulioftheanchor(E)andtherock(E,)[Figure7j.Comparisons ofFigure6and7showtheconnection betweenthetwoanalysisifp~isproportional to-'.tAFromFigure7itcanbeseentha!amodularratioof10couldbetakenasbeingsufficient togiveareasonably evenstressdistr}7}us!on. Considering theelasticmodulusofgrout,valuesof3.04x!0+6Ibf/In>(2.1x10'<N/mm>)quotedbyPhillipsforaneatwater/cement ratioofQ.4,and1.45x10+<Ibf/in>(1.0x10+<N/mm>)givenbyBoyne[1972)fora035watercementratioexpansion grout,suggestthatbeforeanevenstressdhtribution canbeassumed,rocksshouldhaveclasticmoduillnthcrange0.15-030x10+6Ibf/in>(O.I-0.2xI0'4N/mm>).Usingastatistical relationship derivedbyIuddandHuber[1966]wldchrelatesthecompressive strengthtotheelasticmodulusESe(compressive strength) ~-350Itmaybeestablished thatthecompressive strengthshouldbe850Ibf/in>(6N/mm>)orless.ForthemajorityofrockanchorsInsta!Icdtodate,normal.values of>wou!dbein,<itherangeofO.ltoIandhenceitissuggested thaithebonddistribution fortheseratiosapplytomanyanchorages inrock.Beraidi[1967jhascarriedoutanexhaustive seriesoftestsonthisaspect,andsometypicalresultsinmarly'imestone arcshowninFigure8.Asexpectedthemainresultsshowthatthedistriburiion ofstressismostuniformforhighvaluesof~~,butthedistribution variesKrock'onsiderably forlowvaluesofth!sratioI.c.rocksofhigh elasticmodulus.Berardlconcludes thattheportionofthefixedanchorwhichactua!Iytransmits thcforceisindependeni oftheanchorage length.butdependent onitsdiameterandtheengineering properties ofthesurrounding rock,especially themodulusofelasticity. PCgggp(ggp( REMARKSSincethcvalidityoftheuniformdistribution ofbond,Iivhiehismostcommonlyassumedbydesigners isclearlyInquestion. iiisrecommended thatInstrumented anchorsshnldbepuiedtofailureinawiderangeofmaterialwhoseenpneering properties havebeenfullydassified, inorderioascertain whichparameters dictateanchorperformance. Inthiswayitshouldbepossiblefnduecoursetoprovidemorereliabledesigncriteria. Table4.Characteristic strengthofconcretefcIbf/in>(N/mm)Maximumbondstress2850357042805720(20)(25)(30)(40>)BONDBETWEENTHECEMENTGROUTANDCABLELittleinformation isreadilyavailable onthissubjectrelatedtorockanchorsandthcgeneralfeelingofengineers isthatthispactofthedesignisnotcriticalsincethefixedanchorlength,necessary tomobilisesufficient resistance attherock/grout interface, usuallyallowsalargesafetyfactoragainstfailureofthegrout/steel bond.PlainbarIbf/in>(N/mrna)DeformedbarIbf/in>(N/mm>)1712002142720.2)(1.4)(I5)(1.9)243272314371(1.7)(19)(2.2)(2.6)Foragroupofbars,theeffective perimeter oftheindividual barsismultiplied bythefollowing reduction factors.Inpracticeitiscommontofindanchorage ortransmission lengthsforbarsandwiresquotedassomenumberofdiameiecs sincethismethodensuresaconstantvalueofapparentavecagebondstressforvariousdiameters. Itshouldbeborneinmindhoweverthatthetransmission lengthvarieswithgroutstrengthaswellassizeandtypeoftendon,anditisstilladvisable onocassions tomeasureexperimentally thetransmission lengthfortheknownsiteconditions. TheBritishCodeofPracticeCPIIO{1972)specifies aminimumanchorage lengthof100diameters forplainwire,wherethecubestrengthofthegroutisnotlessthan5000Ibf/in>(35N/mm>).Bearinginmindtheminimumfixedanchorlengthof3mthentheCodeissatisfied forbarsupto30mmdiametec. Forsmalldiameterstrand,recommended transmission lengthsaregiveninTable3.Noallowance isapparently madeforgroupsofstrands.Reduction factor0.8OAi0.4Whilethereisanappreciable amountofinformation avaUableconcerning themechanbmofbondtransferinthefieldofreinforced andprestressed
- concrete, itfsconsidered thatmuchmorestudyisrequiredinthcfieldorrockanchorswithparticular regardtoloadtransferingroupsofstrandcablesandthehAuenccoflateralrestraint.
Theuseofspacersandcentralisers, leadingpossiblytodecoupling, alsowarrantsinvestigation. CABLEDESIGNTable3.DiametccofStrandin.0.370.500.70(mm)9.312.518.0in.(mm)813'\0200330500Transmissfon LengthAdesignerusuallyhasaccurateinformation ontheultimatestrengthofthetendonmaterialwhichhehaschosenandhavingdecidedontheanchorworkingloaditisastraight-forwardprocedure toapplytherequiredsafetyfactorsandarriveatthecrosssectional areaofsteelrequired. Basically therearethreetypesoftendontochoosefrom,namely:bar,wiceandstrandandasaresultofrecentdevelopments inprestrcssing equipment andgeneraleaseofhandling, strandisincreasing inpopularity, althoughforlowcapacityanchorsoflimitedlengthbarsaremostcommon.TheAustralian Code(1973)stipulates amaximumvalueof150lbf/in2(1.05N/mm>)forthebondstressforacleanwicetendonand300ibffin>(2.10N/mmZ)foradeanstrandtendon.'Withregardtopermissible bondstressesforplainanddeformedbarsinconcrete, Table4iUustrates thevaluesstipulated bytheBritishCodefocdifferent gradesof<<oncrcre. Thesevaluesaieappliedtoneatcementgroutsonoccaifmls. Whilethemarketfortemporacy anchorsisnowexpanding rapidlythroughout theworldthesamecannotbesaidforpermanent anchorswheretherefsadearthofpublished information onlongtermbehaviour andwelackagoodunderstanding ofstress/strain distcil>utfon aroundthemechanical orgroutedzonereistingpuUaut.Untiltheseissuesaceresolvedandinordertoniaintain asteady,butsafegrowthintheuseofanchorages insoilsandsoftrocksthewriterrecommends thataUpermanent anchorsandtemporary anchors,wheretheconsequences aresevereiffailureoccurs,shouldbetestedtoaleast1.5timestheworkingload.InBritainsinceaUstresslevelsandfactorsofsafetymustberelatedtntheclracactcristfc strengthofthepcestcessing steel(f>>)asdescribed inCP110,PactI.70POOgO"gCP~/I~ 0 197"thcaboverecommendations'may besummarised asfollows.Permanent anchors(including temporary anchorswherefaUurewouldbeveryseriouse.g.temporary anchorsformaincablesofasuspensionbridge).difiicuhies inconstruction, orendangersafetythroughlossofprestress withrirne.Onlyinthiswayisitbelievedthatpermanent anchorages willcontinuetodcvclopsafelyandbecomefullyutilisedoverawiderangeof'applications. REFERENCES Designforce(T~)Testforce(Tt)Factorofsafetyagainstbreakingthecable(Sb)hfeasured factorofsafety(Sru)50%fpu75%fpu2.01.5BANKS,J*.Theemployment oftheprestressed technique onAlitNaLairigeDamPaperpresented totheFifthCongressonLargeDams,Paris.1955.BEOhiONTE, M.Criteriperilcalcoloclaposainoperadibullonidlancoraggio. Gcolcchniar No.I,February1961.pp5.13.ItIsnoteworthy thatthisrecommendation willnotonlyincreasethemeasuredsafetyfactoroneachanchorbutthelowerstresslevelsInthesteelwillreducethebondstressrequiredinthefixedanchorzonewhichshouldbeofinteresttothoseengineers whohaveexperienced bondfailureatthegrout/tendon interface. .Temporary anchorages (consequences notsevcrciffailureoccurse.g.temporary anchorsforgroundpreloading orpipejacking)Tu625%fpuTt78%fpuSb'>1.6Srnu1.25TheImportance ofsafetyingroundanchorscannotbeoverarmphasfsedasitistheposttensioning, operation whichpreteststhcanchorthusensuringitssafety.Itisconsidered thatgroundconditions areneversufBiciently homogeneous orpredictable toallowengineers toignorethischeapinsurance. GENERALCONCLUSIONS ltisclearfromtherapiddevelopment ofgroutedanchorsthats!gniBcant savingsarebeingmadeoncontracts pertaining toaividerangeofapplications butthereisagrowl.gneedforinvestment intheformofinstrumentation onnewanchorcontracts whichwBIallowinvestigation ofsuchimportant aspectsas:Stress/strain distribution aroundthelixedanchor2.Longtermbehaviour 3.Interaction betweenanchorsandthestructmebeingtied.sincetldsaffectsstability calculations 4.Loaddispiacement relarionships forfixedanchorsin;i<<crentgroundconditions, sincetheserelationships influence choiceofsafetyfactorwhichshouldbebelatedtopermissible movementaswellasuhimateIuad.10.12.BERARDI,G.Su!!omportamento degliancoraggi immersiinterrenidiversi.University ofGenoa,lnsthutediScienzadelleconstruzioni, SerieHl.Pub/60.1967.BOYNE,D.M.Useofskinfrictionvaluesinrockanchordesign.Thesispresented InpartialMilmentofHonoursDegrccatUrdversity ofAberdeen. 1972.BRITISHSTANDARDS INSTITUTION CPI10:Partl.'Ihestructural useofconcrete. Desfgnmaterials andworkmanship BSI,London.1972.BROWN,D.G.UpliftcapacityofpoutedrockanchorsOntarioHydro.ResearchQuar!crly.Yol22.No.4.1970.COATES,DS.Rockmechanics principles. Department ofEnergy,hbnesandResources. hfines/tfonogrrrph iVo.874Ottawa.1970.COATES,D.F.andYU,YS.Threedimensional stressdistribution aroundacylindrical holeandanchor;Proceedings ofSecondCongressofinternational SocietyforRockhlechanics.
- Belgrade, 1970.HAWKES,J.M.andEVANS,R.H.Bondstressesinreinforced concretecolumnsandbeams.TheSrrrrcrural Enginccr,29, 1951.HILF,J.W.Rockanchorages.
PrivateCommunication. 1973.HOBST,LVircpirmenyrk Eilrorgonnrrrr VizugylAozlemrnyck Ar4,1965p475515.1965.JUDD,W.R.andHUBER.C.Correlation ofrockproperties bystatistical methods.International Symposium onhliningResearch. 1966.5.G."u>>dthrcshnlds whereu>>vluussiop icingnuuufcullliluupil 14>>ufundlluldfngcapacityor
I:..KOCH.l.LBBRAustralia Pry.Ltd.PrivateCommunication toP.hbtt.Losinger6:Co..Berne,Switzerland. 1972.I'.LlI'ILEIOHN.G.S.Quesionnaire onrockanchordesign.PrivateCommunication. 1972.15PARKERPl.Theraisingofdamswithparticular reference totheuseofstressedcables.SixthCongressonLargeDams,NewYork.1955.Figurel.~if~IsuIN16.FENDER,E.~HOSKING,A.andhlATTNER, R.Groutedrockboltsforpermanent supportofmajorunderground rocks.Jotunalofrhelnrrirurion ofEngineers. (Australia) 35,1963.pp12945.17.PHILLIPS, S.H.E.Factorsaffecting thederignofanchorages in'rock.Cementation ResearchReportR48POCcmcntation ResearchLtd.,Rickmansworth, Herts.1970.IS.SAUK1ANR.andSCHAEFER, R.Anchoredfootingsfortransmission towers.AmericanSocietyoi'ivilEngineers. Preprint753,October1968.Figure2.IIIIIIIIIIIIIII19.STANDARDS ASSOCIATION OFAUSTRALIA SAAPrestressed concretecodeCA35.Section5Groundanchorages. 1973.pp50-53.20.~STOCKER.hl.F.ReplytoLittlejohn's questionnaire. Privatecommunication. 1973.21.WHITE,R.E.Empricaldesignmethods.Privatecommunication. 1973.22000Lb22000Lb15000Lb48000Lb/r'/~90'534/I62o/8//1004//I1000/62oTestNo1TestNo.2Ficurr.t. /itarcdrmrrsrresuirrarTrinirvClearCrrcki.TestNo.3TestNo.4 6:S~Srio2Oro0.5Ai060XOtterrorlttVo itrootuteri)SockaooeirsRhtorrt5rsltrtcne OrtperNorr46AtesOrorite[veornS0100C460Ocs30000rCordrrrrle ttorrison ioSonrtstooe itorrenti)Rhtrtrlenleeiel0Q1f'<k<<*Q2Q3OlFigure6.(AftcrPhillipsj.Loaddistribution alongananchorage assumingALfsbsrgc.DOesi6nto06soli)poco~soEA~0.1EA0NGZOJ06OSDeflecticn ininchesFigure4.(AftcrSalimandrSchacferjCurrecantl-midway transmission line6SIS,~10.0fEIdArtoAe0,5A~CLS5As0.1AIOarFigurc7.(AfterCoatcsandYuj.Loaddistribution alongananchorage. F'rtnr.e.l1ft<'rlieuLcsandErarrsj71rclrctiurlstressrllrbrr'artrlvr rrlvrrgallvvlrvf. e 1e23~1m.2m32410FT.2s6B10F1.Distribution ofskinfrictionalonfixedanchorlethTypeAC-Diameter~120wasTypeAL-Diameter~120mmeLength~5.9mLength~11.0mFigure8.(AfserBerardi/. Distribution ofskinfrie(ionaiongfiredanchoriengsh.
I~I'~I~I'~~-'i~~Post-Tensioning ManualPOST-TENSIONING gINSTITUTE Pf~(7'c~vga~~i-4VlibV,UPOST-TENSIONING INSTITUTE 1701LakeAvenue,Suite375,Glenview, illinois60025(312)7-966 2.2.8NORTHItES'< UF'iBf.ABCr'e:<'1PANY -continued BBRVWlREROCKANCHORSAnchorCapacity(No.ofwires,max.)304662116144170208BearingPlateSize(inches)Square9'/4Round(dia.)10'/2131611'/214'/218'/220171/22223'/226191/220'1223TrumpetO.D.(inches)4'/25'/26'/277'/2Stressing AnchorHeadDiameter(inches)41/25'/26'/477/88'/4993/8105/8Bore-Hole Diameter(inches)FixedRockAnchorHeadDiameter(inches)31/441/232/44'1451/242/45'/46'/277'/252/46'/46%~~~~~~'bq~(7~r~~4I~~o~~q',%l~~~~I~0'~t1p~~'.~i,'~~oGroutpipeSpacerRocksurfaceSecondstagegrout(optional) b,'o'o,"o.~//'b-'FirststagegroutSolidRock,o,:o',".0~',~0
Tentative Recommendations forPrestressed Rock.andSoilAnchors
TENTATIVE RECOMML'.NDATIONS: ":~-:,;COMMENTARY 4.1SCOPEThischapterhasbeenpreparedtoprovideguide-anceintheapplication ofpermanent andtempo-raryprestressed rockandsoilanchorsutilizing highstrengthprestressing steel.Itrepresents thepresentstateoftheartandoutlineswhatarecon-sideredthemostpractical procedures forinstal-lationofprestressed rockandsoilanchors.4.2DEFINITIONS Permanent Anchor:Anyprestressed rockorsoilanchorforpermanent use.Generally morethana3-yearservicelife.Temporary Anchor:Anyprestressed rockorsoilanchorfortemporary use.Generally lessthana3-yearservicelife.DownwardSlopedAnchor:Anyprestressed an-chorwhichisplacedataslopegreaterthan5'elowthehorizontal. UpwardSlopedAnchor:Anyprestressed anchorwhichisplacedataslopegreaterthan5'bovethehorizontal. Horizontal Anchor:Anyprestressed anchorwhichisplacedataslopebetween+5'ith thehorizontal. AnchorGrout:(Alsoknownasprimaryinjecton) PortlandCementgroutthatisinjectedintotheanchorholetoprovideanchorage atthenon-stressing endofthetendon.Incaseofasheath-edanchor,alsoincludedinthegroutbetweenthesheathandtheanchorhole.Resinsarealsousedasanchorgrout.Theirproperties arenotcovere'dbythesetentative recommendations. Corrosion Protective FillerInjection: (A/soknownassecondary injection) Materialthatisinjectedintotheanchorholetocoverthestres-singlengthoftheprestressed anchor,providing corrosion protection tothehighstrengthsteel.Thismaterialmaybegroutorothersuitablematerials. Consolidation Grout:Portlandcementgroutthatisinjectedintotheholepriortoinserting thetendontowaterproof orotherwise improvetherocksurrounding thehole.Inserting: Thephysicalplacement oftheanchortendoninthepreparedhole.Lift-OffCheck:Checkingtheforceinthepre-stressedanchoratanyspecified timewiththeuseofahydraulic jack.p 'gMhCPTENTATIVE ~".'..QI;:;-;"..'i;>ATIONS ProofLoad:Initialprestressing pyranchor,repre-sentingtheproofloading,Transfer(lock-off) Load:Prestressing forceperanchoraftertheproofloadinghasbeencom-pletedandimmediately aftertheforcehas~beentransferred fromthejacktotheanchor-age.DesignLoad:Prestressing forceperanchorafterallowance fortime,dependent losses.Tendon:Thecompleteassemblyconsisting ofan-chorageandprestressing steelwithsheathing whenrequired. Anchorage: Themeansbywhichtheprestressing forceispermanently transmitted fromtheprestressing steeltotherockorearth.Prestressing Steel:Thatelementofapost-tension-ingtendonwhichiselongated andanchoredtoprovidethenecessary permanent prestress-ingforce.Coating:Materialusedtoprotectagainstcorro-sionand/orlubricate theprestressing steel.Sheathing: Enclosure aroundtheprestressing steeltoavoidtern'porary orpermanent bondbe-tweentheprestressing steelandthesurround-inggrout.Coupling: Themeansbywhichtheprestressing forcemaybetransmitted fromonepartial-lengthprestressing tendontoanother.SheathedAnchor:Ananchorinwhichthestress-inglengthofthehighstrengthsteelisencasedinagrout-tight sheath.Theannulusbetweenthesheathandtheperiphery ofthedrilledholemaybegroutedtogetherwiththean-chorgrout.Un-sheathed Anchor:Ananchorinwhichthestressing lengthofthehighstrengthsteelisnotencasedinasheathing. CoheisveSoils:Soilsthatexhibitplasticity. Gen-erallydefinedascomposedofmaterialmorethanhalfofwhichissmallerthantheNo.200sizesieve.NonCohesiveSoils:Granularmaterialthatisgenerally nonplastic, composedofmaterialmorethanhalfofwhichislargerthantheNo.200sizesieve.COMMENTARY Inordertobetterdefineasoilascohesiveornoncohesive itisnecessary toknowthepercent-ageoffinesandalsotoknowtheAtterberg limitsofsoilscontaining morethan12percentfines.43ROCKANCHORS43.1Description Aprestressed rockanchorisahighstrengthPtlg,qII@())~~4~'Qrc~i TENTATIVE RECOMMENDATIONS steeltendon,fittedwithastressing anchorage atoneendandameanspermitting forcetransfertothegroutandrockontheotherend.Therockanchortendonisinsertedintoapreparedholeofsuitablelengthanddiameter, fixedtotherockandprestressed toaspecified force.Thebasiccomponents ofprestressed rockanchortendonsarethefollowing: (seeFig.4-1).1.Prestressing steelwhichmaybeasingleoraplurality ofwires,strandsorbars.(seeGuideSpecificatIons forPost-Tensioning Materials, pages133to183.)Thetotallengthofthepre-stressing tendoniscomposedoftwoparts:a.Bondlength(socket), isthegroutedpor-tionofthetendonthattransmits theforcetothesurrounding rock.b.Stressing length,whichisthepartofthetendonfreetoelongateduringstressing. 2.Astressing anchorage isadevicewhichper-mitsthestressing andanchoring ofthepre-stressing steelunderload.3.Afixedanchorisattheoppositeendofthetendonthanthestressing anchorandisamechanism whichpermitsthetransferoftheinducedforcetothesurrounding grout.4.Groutandventpipesandmiscellaneous ap-purtenances requiredforinjecting theanchorgroutorcorrosion protective filler.COMMENTARY 4.3.2DesignConsiderations -RockAnchorsRockanchorscanbeinstalled indownwardorupwardpositions, however,closetohorizontal positions arenotrecommended becauseofgrout-ingdifficulties. Recommended BondStress:Theultimatebondstressvaluesgiveninthetablebelowareguidevaluesonly.Coredrillingtoexploretherockqualityisanabsolutenecessity, andcoretestingtogetherwithpull-outtestsoftestrockanchorsarestronglyrecommended toverifythedesignassumptions priortoinstallation ofpro-ductionanchors.Thevaluespresented inthetablemustbeusedwithaSafetyFactorywhichwilldependuponthetypeofapplication. Thefollowing aresuggested methodsofobtaining safeworkingloads:a.Safetyfactorappliedtotheultimatebondstressobtainedfromeitherpull-outtestsorbondstresstable.Safetyfactorshouldrangefrom1.5to2.5.-1G8-GROUTTUBE~~0~~o~0~~0ISTRESSING ANCHORAGE ScBEARINGPI.ATEPRESTRESSING STEELSECONDARY GROUT(OPTIONAL) PRIMARYGROUTFig.4.1-RockAnchor
IENTATIVERECOMMENDATIONS b.Proofloadingofeveryanchorofnotlessthan115percentofits,transfer(lock-off) force.Duringtheproofloadingoperation, thepre-stressing forceshallnotbemorethan80per-centoftheguaranteed ultimatetensilestrength(GUTS)ofthehighstrengthsteel..Thedurationoftheproofloadingistobespecified bytheEngineer. Transfer(lock-off) theprestressing forceatalevelofbetween50and70percentofitsguaranteed ultimateten-silestrength. Thedifference betweentransferloadanddesignloadshallincludeallowance fortimedependent losses.COMMENTARY Thedurationoftheproofloadingis usuallyupto15minutes,inwhichcase,theprestressing forceisheldbythejack.Iflongerdurationisrequired, itisrecommended totransfertheforcetotheanchorage andremovethejack.TypicalBondStressesforRockAnchorsUltimateBondStressesBetweenRockandAnchor-Grout PlugTypeGranite&BasaltDolomitic Limestone SoftLimestone" Slates&HardShalesSoftShales"Sandstone ConcreteSound,Nondecayed 250PSI-450PSI200PSI-300PSI150PSI-220PSI120PSI-200PSI30PSI-120PSI120PSI-250PSI200PSI-400PSIForsmallloadstrandanchors(suchassinglestrand)thebondbetweengroutandstrandmightgovern.Thebondcapacitybetweengroutandstrandisabout450psi.'Bondstrengthmustbeconfirmed bypullouttestswhichIncludetimecreeptests.4.3.3DrillingHolesforanchorsshouldbedrilledtoadiam-eter,depth,line,andtolerance asspecified bythe.engineer. Theholeshallbedrilledsothatitsdiameterisnotmorethan1/8inchsmallerthanthespecified-diam ter.Coredrilling, rotarydrillingandpercussion drillingmaybeemployedastheconditions war-rantCoredrillingisgenerally slowerandlesseconomical. Drillingtolerances arecontrolled bythesizeofthedrillsteel,weightofthedrillrig,themethodofdrilling, andthenatureoftheground.Holescanbedrilledtoanangletolerance of3percentoftheirplannedlocation. 4.3,4Watertightness Theholesforsome'orallrockanchorsmaybetestedforwatertightness, ifspecified bytheEngineer. Whenspecified, theentireholeshallbetestedforwatertightness byfillingitwithwaterandsubjecting ittoapressureof5psi.Iftheleakageratefromtheholeoveraperiodof10minutesexceeds0.001gallonsperinchdiameterperfootofdepthperminute,theholeshouldbeconsolidation grouted,redrilled andretested. Holesarewatertestedtoinsurelimitedgroutlossforproperanchoring ofthetendon,andtoinsurecorrosion protection bylimitinglossofeitheranchorgroutorsecondary grout.Con-sistencyofconsolidation groutdependsontheresultsofthewatertest.Shouldthewatertestindicateahighvolumeofleakageinthehole,astiffconsolidation groutshouldbeused,suchas,amaximumoffivegallonswaterpersackof-170-
TENTATlVE RECOMMENDATIONS COMMENTARY houldthesecondwatertightness testfail,theen-ireprocessshouldberepeated. Holesadjacenttoaholebeingtestedforwatertightness shallbeobservedduringthetestsothatanyinter-hole connection canbemoreeasilydetected. cement.Shouldthewatertestindicatealowvolumeofleakage,averyleanconsolidation groutshouldbeused,suchaseightgallonsofwaterpersackofcement.Itisnormalpracticetoredrillaconsolidation groutedholeafterthegrouthashad24hourstosetup.Paymentforconsolidation
- grouting, redrilling andtestingshouldbebasedonunitpricessincethesequantities areunpredictable.
Typicalpay-mentunitswouldbe:watertests(each);cement(CllIIT); redrilling (lin.ft.).4.3.5Fabrication 4.3.5.1Materials Anchormaterialshallbeinaccordance withGuideSpecification forPost-Tensioning Materials ~~(seepages133to163).Anchormaterialshallconsistofeithersingleormultipleunitsofthefollowing: a.Wiresconforming toASTMDesignation A421,"Uncoated Stress-Relieved WireforPrestressed Concrete." b.Strandconforming toASTMDesignation A416"Uncoated Seven-Wire StressRelievedStrandforPrestressed Concrete." c.Highalloysteelbars,eithersmoothorde-formedconforming toASTMDesignation A722"Uncoated High-Strength BarforPrestressing Concrete." Stressing anchorages shallbecapableofdevel~oping95percentoftheguaranteed minimumulti-matetensilestrengthoftheanchormaterialwhentestedinanunbondedstate.Milltestreportsforeachheatorlotofpre-stressing materialusedtofabricate tendonsshallbesubmitted ifrequiredbytheEngineer. 4.3.5.2Fabrication ofAnchorsAnchorsshallbeeithershopfabricated orfieldfabricated inaccordance withapprovedde-tails,usingpersonnel trainedandqualified inthistypeofwork.Anchorsshallbefreeofdirt,detrimental rustoranyotherdeleterious substance. Anchorsshallbehandledandprotected priortoinstallation insuchamannerastoavoidcor-rosionandphysicaldamagethereto.Anchorsmaybeeithersheathedorun-sheathed. Thesheathing mayconsistoftubessurround- .ingindividual anchorelements(bar,wireorAlightcoatingofrustontheanchormaterialisnormalandwillnotaffecttheabilityoftheanchortoperformitsfunction. Heavycorrosion orpittingshouldbecauseforrejection oftheanchor.Thesheathing materialcanbeeithersteel,plasticoranyothermaterialnonNetrimental tothehighstrengthprestressing steel. TENTATIVE RECOMMENDATIONS COMMENTARY strand)orasingletubesurrounding theelementsaltogether. Asealshallbeprovidedtopreventtheentryofgroutintothesheathpriortostress-ing.4.3.6Insertion andAnchorGroutingAnchorsshallbeplacedinaccordance with~therecommendation ofthemanufacturer.. Anchorsshallbesecurelyfastenedinplacetopreventanymovementduringgrouting. Grouttubesandventnetworksshallbecheckedwithwaterorcompressed airtoinsurethattheyareclear.Careshallbetakentoinsurethatthebondlengthoftheanchoriscentrally locatedinthehole.Ifmulti-unit tendonsareusedwithoutafixedanchorage atthelowerendofthetendon,provi-sionshouldbemadeforadequatespacingofthetendonelementstoachievepropergroutcover-age.Groutingoperations shallgenerally beinac-cordancewithSection3.2(pages143to149.)andinaccordance withtherecommendations ofthemanufacturer. Primarygroutoftheproperconsistency shallbepumpedintotheanchorholethroughagroutpipeprovidedforthatpurposeuntiltheholeisfilledtothetopoftheanchorage zone.Thegroutshallalwaysbeinjectedatthelowestpointofthebondlength.Provisions shallbemadefordetermining thelevelofthetopoftheprimarygrouttoassureadequateanchorage. Aftergrouting, thetendonshallremainun-disturbed untilthenecessary strengthhasbeenobtained. Thefollowing dataconcerning thegroutingoperation shallberecorded: TypeofMixerWater/Cement RatioTypesofAdditives GroutPressureTypeofCementStrengthTestSamplesVolumeoffirstandsecondstagegroutCentering devicesarenormallyprovidedatabout10ft.centersthroughout thebondlength.Itshouldberecognized thatwaterseparation orbleedcreatesalayerofwateratthetopofanygroutingstage.Forstrandtendonswherebleedismorepronounced, bleedwatercouldbeover6percentoftheverticalheightofthetendon.Chemicaladditives areavailable thatwillcontrolthebleed.Collodial (highenergy)groutmixerswillreducethisphenomenon. Inthecaseoftwostagegrouting, itisnormalprocedure tofillthevoidcausedbybleedwateratthetopofthesecondstagebyregrouting afterthesecondstagegrouthasset.Inthecaseofsheathedanchors,thefirststagegroutingcoversthefulllengthoftheanchorbe-tweenthesheathing andtheperiphery ofthehole,andmayfillthespacebetweenthesheath-ingandtendonthroughout thebondlength.Secondstagegroutingmaybeusedtofillthespacebetweenthesheathing andthetendonthroughout thestressing lengthorthroughout theentireanchorlength.Forsheathedanchors,consideration shouldbegiventoforcetransferthroughthegroutintheannulusaroundthestressing length.4.3.7Stressing Stressing shallgenerally beaccomplished inaccordance withtheprovisions ofSection6.3.4.Theanchorshallbefirststressedtoaninitialloadofabout10percentofthetestload,whichisthestartingpointforelongation measurements. Stressing isnormallycarriedoutsevendaysaftergroutingforTypeIorTypeIIcementsandthreedaysaftergroutingforTypeIIIcement.Atthesetimes,groutwithawater-cement ratioof0.45willhaveacompressive strengthofabout-172- / TENTATIVE RECOMMENDATIONS Immediately thereafter, theanchorshallbestressedtotheproofloadandelongation istoberecorded. Themagnitude oftheproofloadistobedetermined bytheengineer. Ifmeasuredandcalculated elongations disagreebymorethan10percent,aninvestigation shallbemadetodeter-minethesourceofthediscrepancy. Whentheaboverequirements aremet,theanchorforceshallbeloweredandanchoredatthetransferload.Thisloadmaybeverifiedbyalift-offtestandrecorded, ifrequiredbytheEngineer. COMMENTARY 3500psi.Movements ofthebearingplateinexcessof5inchshallbetakeninto consideration incom-paringmeasuredandtheoretical elongations. Fortemporary rockanchors,elongation measure-mentsarenotusuallyrequired. Usually,theproofloadisspecified as115percentto150percentofthetransferload.Theproofloadingofanchorsispartofthestressing operation andoccursjust priortoloadtransfer. 4.3.8TestingThestressing anchorages shallbecapableoflift-offduringtheperiodofinstallation, inordertochecktheforce.Thelift-offtest,ifany,istobespecified bytheEngineer. Allowances shallbemadefortimedependent losseswhencomparing thelift-offforcewiththeprevioustransferload.Thelift-off, ifrequired, isusuallydoneonarandombasis.TheEngineeristodetermine thepercentage oftendonstested.Meaningful lift-offs canbetakenassoonas24hrs.aftertheanchorisstressed. Itispoorpracticetorequirethatthejackbeleftonananchorsincethejackbleedsoffandtheresultsareincorrect. Formostrockanchorapplications, theprimarytimedependent lossissteelrelaxation whichcanbeasmuchas3percentofthetransferloadinsevendaysdepending onthetypeofsteel.Moreexactvaluescanbeobtainedfromtherockanchorsupplier. 4.3.9Corrosion Protection Prestressed rockanchorsshallbeprotected againstcorrosion byprocedures suitablefortheintendedservicelife.-4.3.9.1Temporary RockAnchorsCorrosion protection providedfortemporary anchorsshallbebasedontheintendedservicelifeoftheanchor,andonthecorrosion potential oftheenvironment inwhichtheanchoristobein-stalled.Forwedge-type post-tensioning systems,protection shallbeappliedtotheanchorheadandwedgeholespriortoinsertion ofwedgesandstressing oftendons.Corrosion protection oftem-poraryanchorsshallbeinspected andmaintained throughout theservicelifeoftheanchor.licheninrockwherethereisnoapparentdan-gerofcorrosive attacks,temporary anchorswithaservicelifeupto3yearsaresometimesinstalled withnocorrosion protection alongthestressing length.However,normalpracticefortemporary anchorsrequiresuseofaferrousmetalorsuitableplasticsheathing coveringthestressing lengthtokeeptheprestressing steeldryandprotectit fromcontactwiththesurrounding rock.Awatertight sealshouldbeprovidedbetweenthesheathing andthegroutinthebondlengthononeendandbetweenthesheathing andanchorage deviceattheotherend.Theannularspacebetweentendonandsheathing maycontainpreplaced greaseorpowdercorrosioninhibitors. Asphalticpaintingor greasecorrosion protection ofanchorage hard-wareisrecommended. Forwedge-type post-ten-sioningsystems,asmallamountofmovementortraveloft'ewedgesisrequiredtodevelopforceinthetendonabovethetransferload.Todevelop-173-TENTA7IVE RECOMMENDATIONS COMMENTARY thefulltendoncapacity, therequiredwedgemovementmayvaryfromapproximately 1/3ginchto1/8inchdepending onthewedgetypeandthetransferloadlevel.Therefore, toassurethatthetendonshavecapacitytosustainunantic-ipatedloadssubstantiallyin excessofthetransferload,itisimportant thatcorrosion protection ofanchorage hardwarebeprovidedandmaintained. Appropriate spacersshallbeprovidedtocen-terthetendonintheholethroughout thebondlengthtoinsureadequatecover.Centering devicesarenormallyprovidedatabout10ft.centersthroughout thebondlength.4,3.9.2Permanent RockAnchorsPermanent rockanchorsshallbeprovidedwithprotective corrosion sealsovertheirentirelength.Fortendonsutilizing sheathing overthestressing length,theannulusbetweensheathing andtendoninthestressing lengthofthetendonshallbeprotected withapreplaced grease,pow-dercorrosion inhibitor orgrout.Agroutplugshallbeprovidedtosealtheendofthesheathing adjacenttothebondlength.Groutshallbeap-pliedfromthebottomoftheanchorholecover-ingbondlengthandtheannulusbetweensheath-ingandrockinthestressing lengthinonecon-tinuousoperation. Permanent rockanchorsutilizing atwostagegroutsystemmaybefabricated withouttheuseofsheathing abovethebondlength.Groutshallbeinjectedfromthebottomoftheanchortothetopofthebondlength.Groutquantityshallbecontinuously monitored. Secondary groutingshallbeappliedtothestressing lengthafterstressing andanyrequiredstressmonitoring arecompleteandaccepted. Specialattention shallbegiventoassurecor-rosionprotection ofthetendonattheconnection totheanchorage hardware. Theanchorage hard-wareshallbeprotected byembedment incon-creteorothersuitablematerial. 4A.SOILANCHORS4.4.1Description Aprestressed soilanchorisahighstrengthsteeltendon,fittedwithastressing anchoratoneendandananchordevicepermitting forcetrans-fertothesoilontheotherend.Theseanchors,whichareusedinclay,sandorothergranularsoils,areinsertedintoapreparedholeordrivenintothesoil.Concreteisgravityplacedtoform-174-TENTATIVE R2iGMlviEiiDA i'IONS'anchorage, orgroutisinjectedunderpressureoformabulbofgrouttoanchorthetendon.pressurebulbsoilanchorsareusuallyequippedwithacasing,whichiswithdrawn duringthegroutingoperation. Subsequent toplacement ofanchorgrout,thesoilanchorisstressedandan-choredataspecified force.Soilanchorsmaybeclassified asfollowsde-pendingontheiruseincohesiveornoncohesive soils.Soilanchorsinnoncohesive materialaregen-erallypressuregrouted(SeeFig.4-2).Theymaybeinstalled bytwoprocedures: 1.Augerdrilled-usinghollowstemcontinuous flightaugersnormallyof6"to10"diameter, thetendonisplacedthroughthehollowstemoftheaugerbeforeorafterdrillingiscom-pleted.Concreteorgroutisthenpumpedunderpressurethroughthehollowstemandtheaugeriswithdrawn asthegroutfillsthehole.2.DrilledorDrivenCasingPressureGrouted.Inthistypeofanchora3"to6"diametercas-ingiseitherdrilledordrivenintothegroundtothefinaldepth.Thecasingisthencleanedoutandthetendoninserted. Theanchoristhenpressuregroutedovertheanchoring zoneasthecasingiswithdrawn. Groutpres-~suresusedvaryfrom50to200psi.Soilanchorsincohesivesoilsaregenerally ofthefollowing types:1.AugerDrilled(SeeFig.4-3)-usingeithercon-tinuousflightaugersorshortaugersonaKellyBartypeofmachine.Theseanchorsdif-ferfromthosedrilled.incohesionless soilonlyinthewaytheyaregrouted.Theaugeriswithdrawn beforegouting,andpressure,groutingisnotused.2.BelledTypeAnchors(SeeFig.44)-DrilledeitherbyaKellyBartypemachineusingaugersandastandardcaissonbellingbucketorthedrilledcasingmethodwhichemploysasmallairormechanically activated under-reamer.Thecuttingsareremovedbyairorwaterflushing. Belledanchorsrelyonthebearingoftheunderream conesagainstthesoilforresistance topullout.4A.2DesignConsiderations Thedesignofsoilanchorsislargelyde-pendentonthesoilconditions anduponthe'typeofanchorused.Useoftestanchorstodetermine COMMENTARY A"lostpoint"onthebottomendofthecas-ingisusedinthismethod.Thepointremainsin thegroundduringandaftercasingwithdrawal. Forlargediameterholes,augeredanchorbondstressesinthebondlengtharenormallyabout10'psialthoughtherecanbeawidevaria--175-
GROUTTUBE0~~~~~~1~~~':.<I~'.:.I~.'0;~~e~0;~ga~Q'~f4~STRESSING ANCHORAGE ScBEARINGPLATESHEATHING 8cPRESTRESSING STEELGROUT(WITHDRAW CASINGORAUGERSIMULTANEOUSLY) 4'p~Sg~GROUTBULBSp~CgpCgFig.4.2-Pressuregrousedsoilenchor o~(pp'$io~jf j$",g'+4l~("'0"0 p)~i<<otgti~~1(4<<o(<<'. i<<>>~red.lo>o<<il~.~gQlor.'i 'lp('dQ1<<>><<ooo>>ooooo4At>>GROUTTUBEOp)~D~~Q0~'q0oy~oQ~~SECONDARY GROUT(OPTIONAL) PRESTRESSING STEEL+op0PgOCg~STRESSING ANCHORAGE &BEARINGPLATEPRIMARYGROUTFIXEDANCHORAGE Fig.ol.3-Augeredsoilanchor TENTATIVERECOMMENDATIONS COMMENTARY thenecessary bondlengthisstronglyrecommend-edforaugeredanchorsandisessential forpres-surebulbtypesoilanchors.Minimumstressing lengthsof20to25ft.arerecommended. fioninthisfigure.Itisnotpractical togivetypi.calbondstressvaluesforpressurebulbtypesoilanchors.Pressurebulbanchorsdeveloptheten.donforcepartially throughbondandpartiaoythroughbearingofthebulbofthesoil.There.sponseofsoilstothepressuregroutingvarieswidely,and,forthisreason,fieldanchortestsarenecessary toproperlydesignpressurebulban.chors.Theminimumstressing lengthsrecommended arenecessary sothatsmallmovements ofthestressing anchorwillnotresultinlargechangesin load.4.4.3Drilling4A,3.1AugeredholesAugeredholesmayvaryfrom6inchesto24inchesindiameterandlengthsmaybeasmuchas100feet.Someaugershaveattachments whichpermitbellingorenlarging thebottomofthehole.Morethanonebellmaybeprovidedinco-hesivesoils.Augeredholesarethefastestmethodofdrill.ingasoilanchor.Qi4.4.3.2PressureGroutedAnchorsPressuregroutedanchorsareinstalled byeitherrammingacasingwithadetachable pointusinganairtrack,orbyaugeringasmallholewithahollowstemcontinuous flightauger.Rammingisusuallyonlyemployedinfairlyloosesandsandgravels.4.4.4Fabrication 4.4A.1Materials Soilanchormaterials shallconformtothere-quirements ofSection4.3.5.1.4.4.4.2Fabrication ofAnchorsAnchorsshallbeeithershopfabricated orfieldfabricated inaccordance withapprovedde-tails,usingpersonnel trainedandqualified inthistypeofwork.Anchorsshallbefreeofdirt,detrimental rustoranyotherdeleterious substance. Anchorsshallbehandledandprotected priortoinstallation insuchamannerastoavoidcorrosion andphysicaldamage.Anchorsmaybeeithersheathedorun-sheathed. Alightcoatingofrustontheanchormaterialisnormalandwillnotaffecttheabilityoftheanchortoperformitsfunction. Heavycorrosion orpittingshouldbecauseforrejection oftheanchor.Spacersarenormallyprovidedatabout5ft.centersinthebondlengthofaugeredanchors.Thesheathing materialcanbeeithersteel,plasticoranyothermaterialnonNetrimental totheprestressingsteel.4A.5insertion andAnchorGrouting4.4.5.1AugeredorBelledAnchorsSoilanchorsaremanuallyinsertedinaugered-178-II -GROUTTUBE~~0'o~I,,~].oSECONDARY GROlJT(OPTIONAL) ~~O0PRESTRESSlNG STEEL~~~O~tl~~~~~~~~STRESSING ANCHORAGE &BEARINGPLATEPRIMARYGROuTFig.44-BelledsoilanchorNOfF.:ANANCHORNAYHAVENORETHANONEBELL 0 TENTATIVE RECOMMENDATi'ONS COMMENTARY holes.Concreteorgroutispumpedorgravityplacedintothebondlengthoftheanchor.44.5.2PressureGroutedAnchorsA.RammedAncliorsTheprestressing tendonisinsertedinthecas-inganddriven.to itsfinalpositionwiththecasing,orthetendonmaybeinsertedafterthecasingisdriven.Grout,underpressure, ispumpedintothesealedcasingasthecasingiswithdrawn fromtheholebymeansofhydraulic jacks.Afterthecasinghasbeenwithdrawn fromthebondlength,pres-suregroutingisdiscontinued andthecasingmaybewithdrawn. Itiscommonpracticetowithdrawthecasingandcontinuepumpinggroutatpressures highenoughtoresultinagroutrequirement ofonebagofcementperfootofhole.However,thegroutrequirement dependsgreatlyontheholediameter, andthepermeability anddensityofthesoil.B.AugeredPressureAnchorsAsmalldiametercontinuous flightaugerisusedtodrillthehole.Theprocedure forinstalling thistypeofanchorisexactlythesameasthedrivenanchordescribed abovewiththeexception thattheaugerisalwayscompletely withdrawn. OiC.UpwardSlopedSoilAnchorsPressuretypesoilanchorsmaybeinstalled onupwardslopes.4.4.6Stressing Stressing shallgenerally beaccomplished inStressing isnormallycarriedoutsevendaysaccordance withSection6.3.4.aftergroutingforTypeIorTypeIIcements,andthreedaysaftergroutingforTypeIIIcement.At.thesetimes,groutwithawatercement ratioof0.45willhaveacompressive strengthofabout3500psi.Soilanchorsarenormallystressedto15to50percentabovedesignload,heldatthatloadfor5or10minutes,andthenrelaxedandanchoredatthedesignload.4.4.7TestingSoilanchorsincohesivesoilsnormallyre-quiremoretestingthanrockanchorssinceco-hesivesoilsmaycreepundersustained load.Con-tinuousmonitoring systemsmaybeemployedwhenspecified bytheEngineer. 4.4.8Corrosion Protection Measurestoprovidecorrosion protection forsoilanchorsvarydepending onwhetherthean-chorisintendedfortemporary orpermanent use.Inbothcases,protective measuresaresimilartothoseforprestressed rockanchorspresented inSections4.3.9.1and4.3.9.2.Lift-offtestsaresometimes performed onse-lectedanchors;thesemaybeof8-hourdurationinthecaseofgranularsoils,but24-hourdurationmaybecalledforonanchorsincohesivesoils.Theaveragemonitoring systemconsistsofaloadcellplacedbehindthestressing anchorage. ThisloadcellhasSR4straingaugesinstalled onit,andtheresultscanbedirectlyreado'naIVheat.stonebridge.Aseparatepaymentitemshouldbesetupformonitoring. -180-0 'e'TR~~"RSOiuCG312-265-1460CLGSECHTE'ORP RNLUKEN2/2S/68OuTARIGCNfERiuYCC-b:ESSERSKT1eGYi+J>E/D KCRGuEB~RGER C/GGILBERTASSOCIATES INCREDINGPATWX--510-651"0420V~'JGSTuLLBECHTELCORPONTARIOCEiuTERNYTWX~7]Q82897Q4DBTATElESTINGHGUSE APLDGNTAQIOCEiuTERNYTWX-510"250-2354~~EUPGl)ELLWESTINGHOUSE APDPITTSBURGH PATl"X-"710-797-3658 J0)HALLOl)ELL WESTINGHOUSE A'D~~ITTSBURGH'A TWX--710"797-367SHOGD~~~GILBERTASSOCIiuCC/GBECHTELONTARIOCEiuTERNYTWX510"250"2306JGRGSCHGEGNFGCG"'7227l'eESTWILSONAVE.CHICAGOILL.ECAiuABEiuE ROC.,ESTER IRONZ,NETAL'rPGBGX565-,.ROCHESTER. NYRe-)Ceeee~ee1,Cgt~'iovalveoy]e'rg;,5.iye'C'>>'-t!tel;h.'- -'Ad>.t]PLtCPent~~~t(-1('<eP~gQet1I1I~~~~AJGdSIsEIiuVESTIGATIGN WHICHBEGAiuGi)FEBRUARY13ANDWASANCDIFFICULTY IiuNAKINGUCGiMSU.teAsEDGiuFEBRUARY27ANDFEBRUARY28>>ASARESULTrPTHEWALLTENDONCGiuNECTIONS TOTHEROCKaFTHEAORSREVEAl.ED ATlPaFOLDPROBLEM~BUSHINGI~Do~]-COi)TRGLSYSTEi]ALLOWINGTGGTIGHTAPITCHDIDIANETERIiNTHEter.,ru.ALACTIGYiN--RETURNBUSHINGSTGRYERSGNSTEEL~GAUGEL~~~~N~FUi.LLENGTHGAUGEANDREi~iACHINE TGACCEPTFULLENGAGENENT ONGr8'.1""."4ITHINNGGGGAUGELIY(ITS~Ie.v,iDAi'~GETGBrJTTGt~iANCHORHEADTHREADS~e."-eEUPiHREADCHASERAiuDCLEANALLTiuDruSNSTALLEDPRIORTOTHEIR~Ri'S]ALA]IONINJHeESTRUCTUR'l'IH1SNa)Nuit'tINSTALLED WILLHAVEANCHORHEADS.";"""" ':-'1'~R~'.GVc.BURrlS~FGRTHEFIRSTLGTGFTENDONSTGBE~-iALLED>>.- AREPRESENTATIVE BUSHIuGWILLBESCREWEDONTOTHE~'~~.e~e+eea~~ee~rp'T4(TP'.MAreh. 10IretJiPiriTed1rsTT8 0 ~~'-:--'--'"'f~QGR 55-r5-9~)~9Ã5TRATED= F)Bi-5T75rAG'rQD~mUK~AD"-.5 J~h-"'~~*' ':"ELISINATKDUPON,'PPROVAL'Y BECHTEL-"---""".":~4~4">>4i'.*4'4~~44cc>>rkglqc.>~cvol4qp~vcac'ccc.Pcl,A,~4~44>>'~'.C~>>,4~.'4,*.~,6>>>i>>'WORKWILLRESUI}EGNTENDONYiARKS131AiNDI33WHICHAREHUNGUPASSOONSCArFOLDINGISAVAILABLE ANDANiAFRANEISAMOUNTEDGN7HETsPBASE'4LATE~PITTSBURGHTESTINGLABORATsRY HASRUNACGPRESSIONTESTGNYGNDAY",iEBR)sARY27rGNTHEANCHORAGE CGYiPGNENTS WHICHAREREPRESENTATIVE OrTHERE!1EDIAL ACTIONBEINGTAKENBYGEGYirG.CG~THISTESTAPPRGXIYiATES THENANNERVERYCLOSELYINWHICHTHELOADl')ILLEVENTUALLY BEAPPLIEDONTHESEPARTSDURINGSTRESSING ~THEFOLLOWING ISAPRELIi~fINARY REPGRTGFTHERESULTSGFTHETESTASRECEIVEDOVERTHEPHsNEFROMHR~CssPEROFPTLBYrRANKBIALAS~~IArTERLOADINGPARTSTO1F000>700LBS~AiNDRELEASING LOADS'THERE1')ASA.SNALLINITIALRESISTANCE TGTURNINGBYHANDWHICHWASGVERCGNEVERYEASILYANDTHEPARTSi41GVEEFFORTLESSLY ~'AFTER.LOADINGTGI060000LBS~ANDRELEASING THESANEANGUNTOF'.RESISTANCE WASOBSERVEDTHIS.WASrsVERCGNE WITHOUTUNDUEEFFGRTTHEANCHORAGE CGYiPONENiTS WERETHENLOADEDTGI200000LBS~THECAPACITYsF'HEMACHINE~AFTERUNLOADING THEPARTSTURNEDEASILY~WITHsUTANYINITIALRESISTANCE ~C~I*THISTESTPROVEDTHATTHETHREADSNAYBESUBJECTED TGALOAD20PERCENT'..GREATERTHAN'HETU~TSGFTHETENDONWITHOUTUNDUEELASTIC"DEFORMATION ~BASEDONiTHISTESTrITHASBEENiAGREEDTHQATATOTALDAYiAGE'-'" F20PRCENTGF7HREADSINTHISANCHORAGE COMPONENT ISACCEPTABLE CERTIFICATIGNShlILLBESUPPLIEDTHATALLTENDONAiNCHGRTHREADSHAVEBEEN.SUBJECTED TGIk)SPECTIGN ANDAREWITHINPUBLISHED TGLERANCESl DGCUYiENTS ..'"',.L')ILL'ATATE DIMENSIONS GFGGANDNGGOGAUGESTGBEUSEDGNBUSHINGS, -'NDTHATEACHBUSHINGREL)GRKED HASBEENCHECKED~ADETAILEDREPORTEXPOUNDING UPONTHEPROBLEMGFANCHORAGE CGNPGNENT-'- ':.-,;-"ENGAGEHENT ANDREMEDIAL,AC7ION TAKEN'HREAD DIMENSIONAL TGLERANCESp CERTIFICATION GF'IMENSIONAL CHECK'OFREWsRKEDBUSHINGS~ PHYSICALTEST-,.; REPORTFRGYiPTLGNTESTPERFORYiEDi WILLFOLLOWIiN30DAYSAS~AGREEDINTHEJGBSITENEETINGWITHBECHTELGN~FEBRUARY28'968~JrsSTRYERSGNANDSGN'INCFRANK.JBIALAS-PROJECTENGRCHGGILL,.,:,'F n4IS~,I'E4DTUBECHTELGNTR4~4c~4p~"444,Melan~"'d~c'44440'444~co~c>>&Arrl~@cd),44gcJ4%&4~wheal~&% 1~1IIri'iL'(L'>1-Bj'C:..'lL'L CG.:.l".1".510-250-239C .":"..(:...':, ',."'.;~~i~'~'U6TJc(.'1"tfOiirj-t'/0 li0:'Jh!"BE:.GL:8 >~:~".XiILJ3L!"T ASSGC'Ib!C~"-'.r-", -;itEADIiXG .ih.'KX51v-'51"5420TtjLL.BL-Citji.LCGfj~~'.~~.'.~,.....~"-"~:.,'-:..'QrI gA;(IJ.>CENT!'<'iiY'l.:cN710pL>jig/Qc.',~."','~',.'.~.~~~;:,';-"..-'.-".-', 0,1.:-.'RAFF'iESTIi'!GH J'EArg':;.-;.~jig fA'rII9.'QE",! 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'~<z5~"'LNLGADE.D;:F}irj;"i"---'V}'i VCR>Gii't>0.:"iAI Kl"&LAfFGj"~h,IihLAYD6"i~'SlACE;AND-':-.i'."-",'",:.'.;-:-".""..":.- ',~'~p">CG VQ)EO."xrt9klL'if".ELL:jE'!l":,'Y:fA rir'P<LI}J8-',br'L}}((lGEI'. jILLPt:CHAj'GED, '-.'-":j';-".;-' ,-~'i~.--';- '-.Qi36DAI1:Y,OA'~.I~~i-~~~~8'l'}'ti'HO'Fe~'(A fc~It;}>'IF-TBHfi&4S--:%r'ILh-,mi':M~J~F9-'>>:.'-'". 2':--'Ã JNCGXLfi2Fl:;A'lF.'.",ILL'OF" 'O'D.iG0"COAL'FN6rJVS"'6)"JD Pa'-,";,'.""!".: 1;-'j<~PL'EVENT'".fH~ .T"lJ."J'F'0"i3F'ING,tJ"'TAi~I"A'fLtjj'-Y'+'t}:.t~iJ'D."'1'0fE"~.-:;".'":."',:j";..": ~-:<<14~StjP'. <JJt;->fbi>jY. 0fHi"R9E'It.i/iiiAT}j'rc':<Jlw'BJLQL... .i'-."..;,'-.:, ~'"~;+i"':":",,'g" .H.".:-;8-!~I,,A.LIF'fIl'JG CGii}LIi>j6i'ILLfiFSUi>lEtrf'D .6"'}GP.HEAD:.Oi'. 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'~W,~'I~~'}iii'}'i}j9".I'iilia.A}'}.lj Iw1i'.'=:}}rj.i'QirA'L'rLG>;t'.!it j)t'9'j'tt4i."jt;:!> 'Cil'J'>;i..1,:G.i!i..L}H}'.hCAr'l'~I'L}1YIi'~f'LACE~6"'EA'ErI9....PLACl'DI"jitic<aGIDt'}'ll'.;.:Gt:l(A;i(:ri0(lGL'PLI.'Ll }'.10:.'Jj.'i/'.!<INC'JH'. lljJ'}Gi}UG'!'}.U}10 l~fi}r..}9'9'i il"AOI','tHj'.iit:.r.'}!L}j IiilJ.}hR}LATf'.~""}ArlyAt.'>'1>'l i,;l:.'i}ILJi'.:":Trl.i!.A'}.'.1 A>.i:.}tLLl.':!}>('>t;;i.:}1 ~lil>;0JLPI.IXi-'AS~i.'i>ULY I~"'iHEi!CG:".}'L!"J'l-L YCi,"I;Cl>!:4 F9i'i"0}'."'... I,iALL'}}I'0'lfiYJHE'":,'."'"i~>!~) J.'>Iiia'}/BALLL}.> ~v'r'~rM+C'ac/er>>.4"4'a <-~-.~-YG~yH4~cnwg/,,~~~1*Ii)':.'>j:}:Yi.I:.rj.'>: 6.'i9:j'iC~oFa:A".>J< 't31s".jA'.1Cc!LCAf'0 CONSTRUCTION PRODISaaa'VIC8DIVISIGNPHONE)RO22121~PIANTI1CTrICROCKWELL. CHICAGOt(AILADDRESS:P.O.GOXCCOOA,CHICACO.ILL.GOCOOJ040PtlT,RYC800RIf0h,IhC~aericooie "-)July20,1966i.r~D~w~CG..aber.a>>GilaartAI!Soeio1P.O."=o:1-'r98CgPt.wissCgassi>>c"v'Ra"din0,Pa""ylvn'"10630"zr~r.Cronbradar:adEro~~'so"oftheofficethisweal:,ihevat"ke""'.".l=bartyG"vawi"g"ndcc=-ant'ng ondrew'ng3-400-606-1 peryour'e""arof.ily13,'9o6.Basedon-ydiscus$iorsw.thifr.Brown+tha24d'I..ansion 'uldbtot}eGpofthaco?crete'Dotb4bo"tcaof-thcbaarinpl"ta.Al0thaaccesscove-onticoup1in'rotection "can"shou>dbettec"adtoatu"radupo"weldedonlip(seeSect.Q.inredpanci")onthasidesincesshown'tGpzndbott'>o'Zcava="deecopyofhallofdrawing3-400-606-1 endmarkedthaaboveinrad,".an'"~ l.T~aenclosing acopyofthepresentdrawi=0o=thecouplerfo=you"xŽzoxation.(Zntnedesignofthisccupler,wehaveusedthefollowngvaluesforloadsendstressing: a"'webleellGwaolae'ncntensilestress.nC1018steel--26.4ksiloconth"edsinC10'8steal=1.55kipsoneachofthread-easuradonthe0.D..rastran~thof90w'ras=-240ksi=1060~ma..it"..u jackingforcefor90wres=192ksi=-848k.~.irmaransferforceo"90wires=.168ks'742k-...vivuma~ectiveprestress for90wires=144ksi=636.c"-cueltcrsilestressoncoupling68-'ISk=22.4ksi6742k=19.5ksi-c"1loadonthaads@48k--1.23k/in.:iotath'=th'scoupleriscrrantlybeingtastedbythaPittsburgh Resi-nLabo="-tory. Varytrulyyours,pfE.ClydeLathopC¹afD'aftsnan post-~ansionin" 2r>>~yirO4~~o' tlifsl~~~~~t~I\t~~~.~..-',-'.'.=::.'.':- ~':.~."~:~~-,,::-."." ~:~-'..f'.:-..';.'-.ll t~tontlotinfo~ilont(ofll~jl'.'"'"n'"n~~oi~o~ihTg~~~~o~~~ot;.;:Ioowing.'tnfoonsldotalion ollIsft~q'fnlI'~.theoondilions andagfoofnonl> ~,,",.;.~...:.":,,".".::".-.-'llj"8.p,ogTRE54:,Pgftk~';.C.lfo,ffflef~ol.>.~ g,'li~,Z'n <<~'I~'~~I~~IIvIC(./..'ItI'r~~'i~Ig,tfI'//-'I/*~ts.'Q~'...I'st~,'.,~"'I~,'"~lC'"'IIIII~~'C.~RIG'.*~....HAQD/.t~'hhJt~~\.'I,tI'I~I:If.t'.i!fjtfitf'ff'tI~t~jjjj'.!j',:jiii,Cs,C"CrIs~'III'gl@A~,4A.~P: t~Irr'~rI~'s~~rCIW'~oIIIItC,~~rr~QQ(gggggPL+ I~pssrf"+Irtsf~4CI~I~5IsVC"'~s.'tf~~tf'IMADE,SYDE'P.'sogiiTOOtfn<-I!.DATE..,(g~,.~I~CTACOOlcS Ix""~',~s~issCUSTOMER...:,;,ziTi4~855';.-:.', ~I ~hClampGasket/lnlec'.+cccniPunchBar%'*I'~c~-~e!'Wck/bIficfl7Zo'IAcng. sIlr,~~l'0l.'r.,Service "Geckef-Jgk""';:.':..'1 "~~~.0),ii0+i(110,l00'.000.I,',.'."./.6S'QDJ:;-.'.",'IVa/I/ Tha+naa./////'II'hi'4grig.ItA.','I,.'tIpr'S3IPrt;:;!ct>>C.t>>10>>Ii\~I~I~r,'rIr'.rI~'t'00>>ttIIIIXCOt"I'I~I;~tttthAI~....~jc-IJ~.GtLBEn7ASKS'i-5,ZC'0~rNoarrcsueceosv.".Atts~5IIIIIII~Stttctttt ~$~~~~~~4~5;IJ'QtIA/,S'-~IJi'+II'th>>ttvhV.>> TC VM<<i+I%t' 'W>i<<OWEMi~23/jcTyprca(brieBusAr'ny-gr'yhfhana7ha7g'-'B9uA'ressi.(l'7encknncaaHe8'ocAncHp8tEij'h8bernc/'Tdc/7~p"-8'julfrcss 7Ai'7/8~X7yprca(AbreCoupliny/Ag'er('a C/0~ADOPH,FS,/K7ube-C/Ot8Ruborfleua'~teyrol: CRcf.J'reason'ny Sh'O-2ltil&~'K>JackingFor'ce8'4/+Egg.ecPrvc pr~st'ress Force635+'IIh
w.ostg~rg40'g-~~~-,oQI blasSpac.e.dCSShown~ndgoj.edLl~QQQw>\t~~A~iQA+<ox1/4'ui'<oS.'"QQrrrvC)0OCO00ag0OOOOOO0OOOC~O.OOCC'~QOc..-O.-0SQ0~~V--.6-9.6j-Irg!C'OO'OCO:sCOOGGOCCC:OGOOOGOOGGOOQOOOOOOOQ-OOOGOO-$gpicalholeSpic>ngt~.OlaVTl+)(~V)C8 0 ihPCf.tlatH~zK7>go<<>I~5-SHEMI4Qi(>L<AC-<~H~i<.~rpQ'+09'48Q9+&9-88'.--".~jg~l':-QGGBG i~'<Bi,DETRvL-Rlskag~,p<e~kgung~Cpdgv548'OgRCCjcfkCGf)ngSuer/ACFPP~.~)A4KC3:C>4 Jzr~lI~lJ(v~p=v~)g.""JPLEgw.~-f-T~lg'f'.,FQ,Yu@,~Pg,i7lk'=Tts.'gg~'lPQvjCD~~lQl~II.14I,~lIIo.fIIII~'I!i+0Iel)I~If$,6c.Tgr4P4K4Q;fZ,H.BUTT~THD52---RRK.~A~~ CCgwC4s-'7Llh-ala-itg"5RH.QuTiTNT%I(5g-p,QQ6u'TTzrgi~IQ.Id~cQIiiIIIISCc<LoA/C)-C1i~ligjltR<lI40'~>>zCaEPEQoh~cf>~wcgpFerz.~C.-r<~t'~i>>C>i APPENDIX5APITTSBURGH TESTINGLABORATORY REPORTS5A-1'
,Q'=I-::.'I aAHORTT-'"'=:U::~LCH T:=GTI)"-3G LWBORATORY CSTAMISHLD I~SIP1TTGBURGHI PA.AS*llVTUALtao>>TlOHTOCLICHTSeTHtrVLLtoAHDOVSstlVaseALLSrroavaAlitTUSH!IT".D ASlCOHrlDTHTIAL FaornfvorCI.!..ITS ~AHDAVTHOS!tATIOH railSUSLICATIOH O.STATtllgHTS ~COHCLVSIHSOIIt.t.CT1rllollOlll!CCAIIDIHO ~OUlllltroaTSIS$11rkvaortHDIHOOUllWAITTCHArraovAICLIENT'sNo.21yllg~3Fw-.M29~X~~v7RE<ORrLABORATORY NO.Q~CQOQORDERN4.PQ1QO$9Rcportof:C-.-=~"eaoive EeMTcs4soK~9T)i-oTI"-..'."a L">aPincea-"3c.OQL>>;."vOGM'Da.-~stto:s3.i~a%TaL>'~"'t6SGQDXQcaP0.LuL,".'"~~CZc..'o,Xll'.-.;a~a QO'.QQU3U'~20LL;L"~QCQQto2"i>>ACQGH&~0hDX'~L36~IX1dQro~~m".cLg has,ha"aplateedt&nocSheconcreteboasplaCe.cGGcQto'EQ33PXQcQiQcccazt"~co1/'3/~7.h,concreteaIzdo~.,v,tv=pnt:ezrasu~~itted forf-arico-Thefolloukxg corcreteproprtiesmrorecorded. 6113.bs.1240lbsS.SD.1850lbs.S.S.D;3001bs.4LachesC~ItllgvgmgrZSZ08Tgg.m.TD.TypeIIIPortlexBC~ntDravoCorp.Siliceous SandPBX8C-33BravoCorp.Siliceous Gravel1"SimVsterSluapCCQ'RESSXVE SX~';O'ZHS GateofTestfaSectional AresCashingLoadCrmhfLngStrengthAgeI..bPSX~CaaBirch8,1M7Birch8D1967March9,1967March9,196728.2728.2728.2728.2792,00081,000115,000120,00032502287023080Average40703424034150AverageP~ch10,1967~ch10,H6720.2728a27124,000L~1,000439042804340Ave"-age5A-2
gSTlROCISOlS4~+~St~aSARO<+PITTSBURGHTESTINGLABORATORY CSTASLISHCD IS~IPlTTSBURGH, PA.ASANUTUALfROTCCTIDN TOCLICHTSTHCfUSLICAHDOURSCLVCS, ALLRCSORTSARCSVSHITTCD ASTHCCOHI'IDCHTIAL fltOfCIITY OfCLICHTS,ANDAUTHORIZATION fOltI'U~LICATIOHOfSTATCMCHTS. CONCLUSIONS ORCXTRACTSfRONDRRCOARDINO OURRCfORTSISRC~CRYCDfCHDIHOOVRWRITTCHAffROYALcuENTsNo.21N3Hach29,1967REPORTLABORATORY No.Q~C9QQSORDERNv.PQ>>18619%hentheconcreteiathestandhMreachedtherequested stealth,theotandvmtestedbythefoll~iagathod.Ac~~essive losof742,000lbs.-wasappliedXa,iacz~ents of106,CODW~s,,m8thanroloedininert=nts ofXQS,OQOLb.".Thegagerandiastbulatodbaal~v-;ereobMinMus&gadeflecta~terdesigoadaoshownonPae5ofEyeroninot~ctioos dated2/2/6?~CycleCeowasrepeated, recording .the.smgagareadiaoo. Oathethirdcycle,dialgagereadingscererecordedon3yLpto7t2,e~ulbs.meleave.-cont~~~inMt',000ibm.iex~antsto1,'200,GQD lbs.At954,08)lbs.hairlineczechsappearedomM~esidmofthest~.&eramereao.otherapparentdefectsat1,209,000 lbs.Yha0"slG.~~einoCrU-=ant ~dasSon.Nso~~txmasmc=its, eithercmeresskve ora~y~~s$ve,verecordedmC,aspecS.Hed dieesncefreethecenterlincofthecez.'crete stando-metalbaeplate.~LotionOatheconcrate3inchesfreeedgeofbaseplato.Cathebaseplate7-1/2inchesfx'aacantor1inaoi8tand~Ontheba"eplate4-3/4inchesfrcacenterlineofstand.Onthebasep?ate6inchsfreyacenterlinnefstandsOatheconcrete1inchFramedgeofbassplate.5A-3 /PITTSBURGH .TESTINGLABORATORY 5TIA'g<ISODSvIT'O4/y+gCS~+SANO<+CSTASLISHCO ISSIPITTS8URGH, PA.ASAKUTV*L~ROTCCTIOH 'TOCLICNTS,THCRUSLICAHOOURSCLVC~,ALLRCSORTSARCSVSKITTCO ASTHCCOHI'IOCNTIAL I'ROSCRTT ORCLICNTS,ANOAUTHORICATIOH SORSUSLICATION ORSTATCKCNTS, CONCLUSIONS ORCXTRACTSFROKORRCCAROIHO cuENT'svo21TL143LC49W~D~ATX03 M~UM"RESOVRRCPORT~I~RCSCRVCOJCHOIHOOVRWRITTCNAPI'ROVAL. LABORATORY No.6524@8Yeech29,1967oRDERNoPQ10619REPORTOMl)oQQO212,0A316,000~IOOG30530,6t!0635,009742,600636,000$30,000&~6,ceo318,0092XC),QCQ105,MQ00lS,CM2XR,CGQ318,000424,6MBLOOPÃ636,0&742,0M636,099$30,090424,OOO318,8QQ2D,Q~O105QGO0F000-.COL002-.002"00300@-.005-.096-.005-SM5-.ON~At)0+-003-600~000-.002-093-.QC4-005-.005-035<<CM>--006-OQS-M50A~l~soi~3.QX000F000.001F002.M2003F004.004F004004F094.093003~M2F9002ndLoadie=000~OOKOORM3~093~003.CPA]~CW~094.094.003S603003.COP.'000 ~009,~092~005~009.011.013.015~010~017016.015014~012F009.M3~GOO.OQS094.099~019012~013~015~ON013012911.MI9~M5~OR/.8$001~004.M5.007~009~011.013.0?>.012.011.OM.008.005~002,009.003.094.OQS.007.003.OXQ~011.010OiO~0085.M7$005~Q.)QSMO-000-.001-.004-007-.CQ9-s010-.OQ-013-.013-012-.012-.OlR-012-.002-.002-.007-.009-.011~DQ-.OD014-.915~QLk5.014-.013-sOXR5-01XS".DlO-.0025A-4 0 (ROTIg4lPpr,4TCS0D0Ci+4C4+fwsAxOO~PITTSBURGH TESTINGLABORATORY CSTASLI~HEOI~SIPITTSBURGH, PA.ASAHUTUALtAOTCCTION TOCLIENTS~THCtUSLICAHDOVASCLVCSo ALLIIESOCTSAIIESVSNITTCD ASTHCCOHfIDCHTIAL tlIOI'CATV OfCLIENTS,ANDAVTHOIIICATION fOllI'VSLICATIOK OfSTATCKCNTS, CONCLUSIONS OIICXTN*CTSfAONOllIICOAIIDIHD OVIINCtOIITSISCESCNVCDtCHDIHOOVIIWRITTENAttlIOVAL, 'IH407RCV.rcLIENTSNcs.21>114-3Naxch29~1967REPORTLABQRATQRY Na.652408QRDERNo.PQw18yilgLOAODW092fATIOB %MS!BPKHTS 3rdLcmdic0MS,ctN212,000318,000424,000530,0M635,000742,OMF000i003o004-004s005.006s006~007~000.092s002o003~003s0035o004~004~009~004~007.009~011~012~013$~01$.000~003~OWS.096.007S0085.010.011~M2-,099-011~012-s013~014-o015-.0155954,000HairXiaacrachsvisibla.PXTXSSQRGR TESTXHCIAEORAVORT EarGa@heImagerPhysicalTastingbopnz'event 1cct3RyoreonSteel1-PXLChicago5A-5. LoadsdeveLoppeg bytleTewotow.'3Dwi'ieVi.(i'ma"e.St."a~el.4 Ov'ist'(8.sinceFoYccili'ti'aLF'once.Fle&LFolc8.lOGO~$gYPorceForBasepLoLe.oolicfl8'h."~2GBD"(2Bn"IVetBenz-ivgAreaPL.a4eth'ckwas5gi/ll5A-6
pppC)BEARINGSTRESSES1)Act~oLAVerage,742.Goo/24D 3OBQp=i2)ALLowaLiLe, f'rBioise-SLaLi(useACtCodes4HopsiAi,'42-'8"-SPYo"(Tedo.sp-ci') 3)ALLowaLiLe forWaLLandDories.F,'=F'000psiAg(MSc~>ni~w~~"clearai~ce+voatdPLa<ts42.0'i2."-350uG,G'000/3 2GB'-3.'2.lGp0'=tc4~taLP,f,QQYLC'LOt~tO~:Thg.>~Ct'r!'< tmL~+t.c=size(seel3)isi~accorda~ceVit@<heRCl-CCdVaC~L'rG~=-~tasusmc!cvf~i'sPrrjeci.5A-7~CS0%+tQhl8o>XN )BADEPLA-lETESTToverdi'fyLleAoleqvactio(-'La(e.- eliolauseszavglpLa<e.-HcLe~i'aL-s<revcl'4<4e,FoLLowi'~g Test>spmposzc'I.i)TestSet~pSee.l2iie.:esgv dsowivgSPT-Idc(edI-'ZO-G7,rS6n(DQ7LQOg3),'tgI/ag3/~II2ja"QIgI)223/y"Ba~epl.a%~Tru~'~PEI-R,lwfOrCt29tConcr=tgSter4H."I:g'll,=g]iglI2'-l""2"2'-4-"ELevc'kiov SCo<ceca~f:~V~~00psi4l(QI-OM5A-8PLan TPS'LNC~<IA~ C!'OKI,~~~1 Shim0od8'1~"COnCrQt&-Stra~q<gF~~)~I+000pslGaspl.aQConcreteSlavot~~t~\AIEH&el~~CI%5% RSCVRCl%2)A!opL>cdL'i0'AofLo&olPyak.'A'L9Kh 60Q)000UI('7676V)(59,~Tes'irnocki'~e Tablea)App!~/Loactinincrenne< tso'flOG~:to742max.4)ReleaseLoadiningres>>ends oflOZ!4p2~~.c)Repeata)c>>db)ol)Apph~Loaolinincrer.entoof(OG':OFa>'t.WI"P.Gy-7~t.t-<aC!~I'.iC CAPQci4i)R)!vlegswre Def'or>>>agio nsoFI.erQodnLoco'i>>ore~went o{-a~i,h)~c).(SetupseeL)}f)ObServe.Conere%eStandIfarCracks)5A-9H";gg:Qli~I-WQC0i<I0gNp> g)Defoe)~iaLi'on -Heas>rav~enkS Th@ivsit'u)~8nt:uk)o~w isskOUAonL/go)')[uSt.yang fee,Y'8aM)YBC~YE&Ot),")QS, 601GPgtCopC)""-'~Stc>>BaspLate.W00Q(iv)r~c"~1V0~ri~DiaL-~dica~0'eS,ko'ioL)PLANPro(zeFl)(cp,SUpfM>a.sf~<oi.oL) f4I~CwO~clELEvATIGN 5A-10'RuQC~ TeS4Res~LtSa)obervotiosegfConcreteStoic()I:iSO~I:l<~PQ4&5%BahtheCgaCr'Ck<Stan@Idogsv'utcvacl((othe">.-thanHaivLi'veC'raCh~s) upto<healescled Loadof742.".Thellc'rLi'ne. crackstocLase.afterrewove'vg oftheLead,SpaLLl>gofthetimbrelvfovceol(avlHncvstrictwvaL}Covere<e.avcunal%heSuscp[c~c. v~i~occ.vra~a>SInSiO>nifiCant..b)Observctioh ofEasepLote. lhIsantIcipatet,thatthePLat,e-5a"L.~>.ri'C..lISWC4Sub~e.C<Cdk.G'tYGSS~<3 cJFQ&tPY$4@~%48~/ieLdstv~~vOj'.4uptoolesicv~LoadofVAR",'ThedeFovnatio~measure~e~hsslo~Lclthereforevav~~Lin'euvwiththeLoadandindicate. conpiete.(~Of')recoveryduvinclunLoadincl, Thea~auv4oft4eclefcrvat<ov~CA>L,tfg~@~6~tCb8dGt.8rr-~i'~QGJ Lcte.v.(rcx.Iteadi'net ('/tc")5A-11L'.0I-0D0Pw(g0iNtsUpC~XqVC') TheedgeoftleEasepLaLeShohLotsLoi])L~slwill<heedcleot-CgiClC.~P.SL)'C)ltZemi('W.g perml&SibleClnrLingupi~chl't"Q LIM~gf.esivcbL8m~gv~~beuriwc~tY'QSSOti&tY>4l itlO>a.8)CGnCYQKQN1X.SeeGktaCLBchLetter)YO~PacheneLl-o~pcvah~ontoR~JGi'so~oha4col1/2g/@7~SEC.C<V;5C. OI-646.SPCCl~8~ Si2~.LimitkinehnoÃ.ooh'<rec>a%e40l'IPertovv~kLeTestir-Co~creteT~5t.Ci/Ll'ndCi~)WOE>'C&4.CQ$YCnCjhgQfgC'n$QyL49,hn+OC'I)P<iTestCyLIvolevss4aLLbe.broke~ov<hesaxechalnsb4ebear('~ol pLate.testispe.>>f0vwe.ol.005A-12a,luPx% 6)pic;sgpLc,te -Hatei.i'c.LSee.chtac4eolI-leatTestRepoxtyeqavdingtheshe~i'ea.L Co~po-sinai'o<. (whiz(meetshSTM-A3G'The,pxessi'c'cLl&st-ReportoftePr<Se~<l'6 'VSCl~PLe<W~'L5f'oLLow.5A-l3 PlTTSBURGHTESTlNGLABORATORY CSTASLISHCO l441P!TTSBURGH, PA.ASAHUTUALtllOTCCTION TOCLICHTS,THCFUSLICANDOVIISCLVCS ~ALLIICFOIITS ASCSUSHITTCD
- 4THCCONFIDCNTIAL FAOFCSTTOFCLICNTS,AHDAUTHOIIICATIOH FOIIFVSLICATIOH OFST*TCHCHTS, CONCLUSIONS OllCXTIIACT~FIIOHOllIICCAIIDINO OVIIIICFOIITS ISIICSCIIVCD tCHDIHOOVIIWSITTCHAFFIIOYAL LABORATORY No.TPC1L?l'w<<l07RCT,~iolLf9<<V2L,'343.D3-3.'.REPORTORDERNo.~8/0>>>>08-+Q'l<<{'>>""QrlgGr"QC99-7F"?LQ""cXCCWOI{;
lc833BSOT.nLTJ.QP(-loe>KO:<<7d~>>QPxY~P)<<<zGI?TICiiScQDXxlc+P.O.E{?ztlQGO-.<C~-'<~(gog X~'X~.a03.S 601i89rocrace)ve{',';so lC2~oO'-'veax:ctlovheaoQosmÃ)Ls'.Rorcc'p-en>390niQOLGiQ8CCGZQPA'lCQ 03.T.'Lci'%4dns+ro-FA'"LthDre>>PZ4A8:l?QBCiXlQXlF)EG z::{.azo/xxfe6. ah9szaendsc.hsx'.roc:.s -'>;Are..".".":!b'{l8, ).:.""r2=d &i".@vsu'xv..tef: Qflag{rUlb3.(I=.{$ f0':Ccapri',.QL~'k'cl iQ(Ccfci-F:BOCA ~IS.Qstheda..aFF?ir.gs ~PoU0~9ogaasmvat.~cr.s w:.raxccc.{-;cd. .'iKCRQ"0::J9A.8"i'Pt'CLX CO-PT->Fd"QI<<%~,Z~i~,COOrom.Pettoxheadedx~ix'{sd'Formedaa&ch">>aC.'5'/.I.LV.r!J,j./8Gb.5IL:9dcS{'F'-Apl 8UgbC1$'Anch{?r,heed)oo"easbyS~c.r.df0madopeorlacknue.GL'8>4399lbs~r';OapraVelt.2{?.;..atZCm e;.Ca~aaSnctedabOVa.Ar~bgzf>0:'8lcL?sects byb{.nd,g,"-.~capp'T:ar >Oemr!ug.L"I)'.lfHocaplen<'efozva'=ima cc1-:">l?oI-a>.'haveAr!Cr'Q3'i('? ~iXO"ns"SAG0~i-'LTGQ 4',".G"'? L;~3$PR:Ci~QckDQC1097,000 XLB.kQ)"-pp<<".;;c".Sc c4~Fo-..:".":c'.oa"..- c-cG>>"..e~aeLedaLsvc.Elr'Cl4ia,. Flo36'AF'{?.".".6 byP;:.".r'+:".C'm ."={".".!Pe>>.r. XOCi:nut.y<a>>n+orpBPP':0'~L'2:;i e.2;';Os(!CKCGI0"-i!.,iQ".f'0~'OTt~'v'+bvv'o)PI0Qnihca>$I1~g'lr)rdPCQv1OiQgsg'Q2't)".'Viir~iI~Ii~irilwn5A-14 reSAMOS.rPITTSBURGH TESTINGLABORATORY CSTASLISHCD I~OIPITTSBURGH, PA.ASAMUTUALPROTCCTION TOCLICNTS,THCPUSLICANDOUII~CtVCS,ALLIICPORTSARCSUSIIITTCD ASTHCCONPIDCNTIAL PROPCRTVOICLICH'TSAHDAUTHORIZATION FORI'USLICATIOH Ol'TATCHCHTS, CONCLUSIDHS OltCXTRACTSfltOHOltIICCAIIDINO OUltltCPOltTS I~RCSCIIVCD PCHDIHDOUltWRITTCHAPPIIOVAL. LABORATORY No.vL.rrCLIENTrSNO.':..I'.>;:.:-.- .l>>'?'.~:REPORTORDERNo.<<rr>>%>>r~4>>>>errA>>>>1iA'ter>>>>rb r>>rrrprr>>Ar4.~~?8%A~\'\~a.AJIa'4WOAPlrP~l~P.>>>>k>>rr>>t&l'farl>>>>IhliFP 41VA>>rrlt ~PO.re>>rNAl 0'>>WV>>>>VA>>CVetsAT% "'"8UI"03.beL4'<<Ii>>('I(r('.CQC)JlAl/JIIPr1C'.VO'LQl9-':,OJOXh..(.,",Cc..gj: QOQDQ80I)JGl,!F97,0f'."9 XT"a.~S'.ROXPQf d.(:L"9'.~CGPS.S,f)f:Qt:U6fkL'Lli>~a 3.,0?viPOUO44'..~,2M,C>)9 Xbl;.Ti)II.LT,A~Ie4CI6tL'OXubi6,f.(H'!AIQQCiPg",i.'Ca?L tiI.'.FDIC';IN'",l.XODG v>>st<<A(r>>rtlQrrlPasa'L:CdaaCV~+QGGGCP41Q.bO;C.PXX'XS~cYit'-"4 '~2Gz'i-'if' ~~MRS'cp%%1pv~Abl'r~<<r~.~'~<<>>>>>>Irt>> r>>r>>r>>I~C>4laob+2elLI~Ih)A'AAIQPrPC>> .SLATf.-'A...I<'lr'C.'.It i<TI,.ILTQPSÃfZ25f 5A-15
COMIPRESSION TES/PROCEE'ES7OFIOVYXREANCHORHEADASSEMBLYSE'TUPTEST/iVNIACHINEPEPDPAWING'7O-PT-IA APPl.Y'OMPh~ESSION TODESICNATED lDAD(SEETA8lE8ELOfI')(TA'ISISASTATICTE$T,APPLV'RHEASEiOAOSACCORD/Nil/'/ HOLDABACI/L'OADFOPAPi.q/ODOF'VVONIINUTESRELEASELOADANDDISASSEMBLE CIIECk'ND RcPORTO/VALLDE;GR/Y1A TIONS>CPAS>OPOTHERS/C/t/SOFFAIl,GAPE/IYTAEANCIIOP h'EAD)ADAPTORLOCKN'l/'T,ANDI/ORTU'BESHIMS.REASSEMBLE ANDREPEATATNEXTH'/CHER/GAD.lOADTABLE74Z,OOOi8$.to<oooo//fACg/AfEbfAP'IMI/MRh'7'-8-G vo-eT-( 0 /-~gl.O/VGS/Ilb'/</-~jSOAKSFllb//-~gLOMSA'//8rZ-/LO/t/6'iill::5/i-P<<IONGSNMA@CA'OR'EAD ClhfDAOAPTcR/CRgoPT-I-s-/4LOANSH/M8dsFP(ATCFORTESTS70PT/'ll/-PEA-OTE: CPAIIIGElAfSERIALS708EAPPiiED MADEBYOATjP,A7l0-II-t'.4Vo-P7-ix.ZA AoMCJAN00ICS0SCIHT8Y~8S0Hi50N,~HC,semiREt,iSiOe .CUBTOMElt Jr~)er~e~~~QW;(:OilttQI~I)~Col~l~JgNp~~'Ip~ ~~pi"~>>+4~A!~J=:Ot~~lt-~"4~n TlhPCGATEA~~-tCj'c.~o<s,SHawQOClLI'AOlE,CHA,arJd,g90W<eEp~ztgg,Ct'~~>Ptb'Clt-L.'THROVCM,5P~Ct if<<,SStte~~frA~ot4cXa~~QT7'AVH'EADSEAg/Qggggpgggi~g'j)~xi~QI.L>>-~'1rDern,a"i.Talc:~V4lP.eHatF3o~tRE.A~)cHDc~HE.AoPrZ.ztJK~-I,C~&hXag.lK'L(4$5qOJ4lip,PCJ>t.>C> HEhg<PT,.;~~MAPKBTL(GCPATE-((gnrerncooroeJor~e~wr<<ra<<oosn<<os~ceoCUSTOMEyt I!.Isdre~ndhesnothda<<pabltsheC, ilrst!."<t:eeperty ofJosephT.Hymen4Son,lac.lristentroIhererrptent fornisconfident: ~Iusroely,arrleconthersrndt!ions endygn~gants toiwng.Inconsrderetro<<ol theteenor!hidrsrrtn"..!hn n.ripienl prrmesandspecslorerumrlvponreevcst,anotbelrls.".e!Iootbcreyodwed, teptec.teator@Unwiseohnesedol,directlyorlndirtc'.ly aithorrtJosephT.ItyrsonLSoo,Irv'ertttea conseat,erosheviedinanyreeydetrimerrlet lotheInterests otJosephT.Ityerront$orr,Ioc.+gG"ftCyet NCrAC00IC5J0SCPHTIOVCII~000L00N~NC~custodian ADAPT'OC< ii'
~tr~A)..i>"uctcwsawmvABATER/A/:TL/8/IV<//SSA180D<</~y&YALE'O-/0 AOKBY!OATEi<MT[/0-/0-6090-P7-7SMC1ACOOIC5J05C~HTIIYICIIS0I41S0H,INC,ru8ESwMSc-o~rzsTOWV I0-'4SEC.A-A/IQTERAL:Pixel:EH'FP2%0cMAOESTlOQTKWh7~CfA(0dlC8J05CPH1CRS0NkS0H~HC8leSKATE~Oh'ED/OARY ESTIHg~I'RsANOC+CSTASLISHCD I~4IPITTS8URGH, PA.ASAHUTUALSROTCCTION TOCLICNTS,'TKCSUSLICANDOVRSCLVCS, ALLRCSORTSARCSUSKITTCD ASTKCCOHFIDCKTI*L SROI'CRTT OSCLICKTS,AHDAVTHORIZATIOH FQRSUSLICATIOH Ol'TATCHCNTS, CONCLUSIONS ORCCTRAC'TS TRONORRCOARDIHO OVRRCSORTSISRCSCRVCDSCHDINCOVRWRITTCHAPRROVAL, LABORATORY No.Z-.o-..oZv,3.'AcbREPORTORDERNo,.cuENTsNo21l3L<13';1-6{} PITTSBURGHTESTINGLABORATORY 6~2438Ch-9583Reportof:Rcportto:LoadTestsofCopierandAdapter90-11JosephT.Ryerson6Son,Inc.p.0.Doz8000-AChicago,Xllinois, 60880Attention~ NrM.A.CorsonQQaMereceivedatourlaboratory onebushing,measuring 11"long,7-7(8"z8buttressthreadsonthe0.9.and5-1/8"z8buttressthreadsontheX.D.,alongwithapullingrodmeasuring l8"long,with3-3/4"of5-1/8"x8buttressthreads.Thisbushing+ostobeuoedincon)unction tH.ththecouplingidentified inourLaboratory ReportHa.649730.Thesetup+asmadeasshownonRyersondrying,that:is,thebusld.ngtrasthreadedintothe10-1/2"diametrcoupling+5tha5-1/4"pu3.1rodononeendandthe8"pullroilontheotherend.Theassembly+asthealoadedandtensionod totherequiredloads,thenreleasedanddisassembled andthethreadscheckedbathinsideandoutsidethebushingforvisibledefects.Xterasalsocheckedwhetherornotthepullingrodsturnedeasilyormithdifficult:y.Theresultsofthesetestsareesfollows:LoadLbs.742,009848,000954,000Lodtoedaptor&CaptortocouplerRodCoadsptorAdaptortocouplerBodtoadoptorMaptortocouplerRemarlcoHardturneasily.Handturneas>>ly.Handturneao'ly.Handturneasily.H'adturneasilyHand.turneasily.5A-23 gy51IIIg9SPRO<+.'ITTSBURGH TESTINGLABORATORY CSTASLISHCD IGOIPITTSBURGH, PA.ASAMUTUALI'ROTCCTIOH TOCLIENTS,THCPUDLICAHDOURSELVES, ALLREPORTSARCSUBMITTED ASTHCCONFIDENTIAL PROPFRTYOFCLIENTS,AHDAUTHORIZATION FORPVGLICATION OI'TATEMENTS. CONCLUSIONS OREXTRACTSFROMORRCGARDING OURREPORTSISRESERVEDI'ENDINGOVRWRITTENAPPROVALLABORATORY No.~'\F'~th~riCLIENT'SN0.REPORTORDERNCI.Tl"aI~Ja!~~K~kx,e";,~,o"o B9".CCO82ID<OZTkACAEIfatQL'.O CO:tPXCZBITL'IC')vIPrj tT.T:.t'Cc')CD,8'tS".'kC'ilHT.J.PA<<4r1IFtpI"Igi)i~~4I'O'V'LF~'-0p"fe'."o" SdC;pC;0X'O eo::o.'I.e= ifQn@;.JR>>1I1".1T.VQt:GK'il1,2QC,GQO tFCdCC~a.~a;~to=. AQQfa<QKCCIQQI.'II)lGF gP.QG~'"..-TI'C,tv:+niVT'Fi8;Tf)IJTr~Q;10;I)rPX'>ZQ.':l(i-'I '<KS';I"XHQiZ~EQP~'i" QRY'C.~iVvkkkVkkkkek~kvvkVV ~Vkk~P~'V'V~Ca<3.8(!uI'<<IAI.'ua'FC.'~' I'dlJJlCFI1TC".SC'dl'- .>Ž$8i."a"Ski5A-2P ~~P,Fl~DPTE.=wltd'.~Pc.~';id=. PEpDg+A(i',+PASI0IJ~ODE~LC.14+"'. Q\&WZk6S';.'"ikRiC.i'="'-'wi> {7i'i~~is<~z::w:vc.",v,~-~.. 0gpssy5F<<I=..i<GGinaosAc.;c>RoiHQL+) icwz~Aco~6Asst~vcV~PCKs'.PKWGSA,rVwq-k4E.~)Qw<=c'GaP<E.R.Kc&r.~pv~q<~~l8~EFc.HE.c.K. FcR.Xo.g.+DEz.acyl~RE0TcTORAR.QD'~)t4COt3PLFF'Z~SggE,~~png ~g.FAo~Ae.C.E.SEKP-Y >Q0K~l7KW>'lE R'E'MARKS (pdkh)SEK&ii'C)0'I'Fplc.dl& YQYURti)FCC)AREO'F7Y~~~tO'T~~"=b,~s~,~~gE6>>>R~pE~~wi~i~xTHlr:-.,WF; P..<.aAc.LD450l4.$)otalgOii-4)Qc-i)OOQ,G<\@fQHhc&~df.HAvlHvgHtWIEHtSj@PMMt1ACOOICS cosrov~R~>>l><~c~~aF:i.~;-.>C, 0 NEMCOOICS J0SCO'TItVCIlS0N4SOl,s4C~Ct~YP%CTaaseoee~ s4mVrKBYiOATKA~"1LAIf%~~~NC1A(04ICS J0SCS'revCaS0N~C0H~HCQC53RXds& cvsvowaVsS.g/'18el'ALEOlPv~'
1cr~l~L)~I~IPQt~IC,g~~ggggQL+ywc9~~aC~'4$~~lIQWv! 0 YiL':t!~S <TIA'iSO.~lIIIRSCga@cLIENT'>Nortr4M/06/REPORTORDERNCI.PITTSBURGH TESTINGLABORATORY CSTASLISHCD 1441PITTSBURGH, PA.ASAHUTUALShOTCCTION TOCI.ICNTS, THCSUVICAHDOUIISALVCS, AI.LIICSOIITS ASCSUSIIITTCD ASTHL'OHSIDCNTIAL SAOSCIITT OCCLICNTS,ANDAVTHOSICATIOH FOIICUSI.ICA'TIOH Ol'TATCIICNTS, CONCLVSIOHS OliCXTHACTSCSOHOIIIICOASDIHO VVIIIIXI'OHTS ISIICSCIIVCD CCHDIHOVVIIWSITTCHASI'IIOVAL, LA8ORATORY No.Ci'.5'i6z~G~PG-2>J6L~ Rperto2:Reportto:SOV5xe'Zon.'onTe"tJ0$8g?'4Rp'Orson6SonDXnc~P.O.Eo=8000-ZiCLTicc..eo, X22~~m~s60680'-:H~rece9vcaa:Iazplomhf.chvw8idantiD~d to.asasG99etretension.Hemercreqccstod totostthe.,angle1ntensionaensm'ir~ slongetkoa odore120"gageLength.'Xhos~xploconraf.ated or":90w9et.>>,2/'4"iadiaretm,v~thanchorheadsvneachend.5hzanc'urh~~avar@heldonthvitrobytheuXrebuŽtonheads.Theanchorhead.hadexternalthreadstPai"hthread&~.intoacoupler.Thecoup2ert¹amc"cdeicatoquDrods,6"in4kecstax, which+melnstclled fntheeppesandlove-cx'osoheadlsofoI""-l,260,000$ testf.ag, asch5~.enmate~!aom~ter, eodl.fked to@AveraL70"gTameXeag~W,erasueedtmxU'.coresBULEffCXQQt438tQtop2otM~"6QttacQedcQv84PXTXSFURRi CBST..V~Q Ui"QQ"MP~Y ce~ 120108ULTIMATESTRENG'.EH OPTENDON1,084,000 POUNDS(PIRS7WIREBROKEATTHISPOINT)ELONGATION 4.49INCHESOR3.74XMINIMUMGUARANTEED ULTIMATESTRENGTH1I060~000POUNDS963%WIELDSTRENGTH974,000'POUNDS 81XELONGATION (MEASURED UNDERLOAD)ELONATIONMEASUREDUNDERLOAD)IIQR5LllQEa7260Q~x$Q%0,gQ.VoQQ4836lpPl00I24.1XELONGATION 81l2"1tlII8II0II2.636II4.04.44,ELONGATION IN120INCHES 0 90VVlPiETENOONIEGtThe.puvpoSCDfkh}sTes'L1sperhFyklnatchhTe~ol'c~,coststI~oiof'vvi'res,tinevvi've,savoce.o\akeachevdiva~chovhec olsbyreo~Soff3~ttovbeeolsis90tires)cssk-rowgasonew>f0,lHe~esthf~rthe~aLLovvstoneas~ret4eendow-8LOvcjotio~.Thecoop)etcEwolavolorShave.bee~pYevho~8L'h/L.osLeGl'ei/o>'holt+QLILLI'~aLest.Ye&/t40ftlnQThelndow,(seeRyeegon90-PT-lolateol7/26$G80-Pr-27/z~/cc>md<Hecgrvesponoling TestYCFo~4f~owPT'da.teol iD/24/G6'.)tCJ)GlHhIpcbl~Up~5A-31
/>,LGAQlvlip,alp,oi(oint irc)ulti'wio,testre.no~t I,afP'iri"wive.(seeASTIi-4.2I)2400~6'"siQLnarA&tl> ~t.klmQ4QStYC~L$44C(-'IGWi'reIe.dan~D"O,o49oB2%ii'out-t'0l;"GCcO"r/IC"~0VCr56~~Min.VieLdstrengthofBDwi'veTc,~ofo~,~QAS&tQcfAwQQYLggtt,O'/oextee:sior, 5g'J'~xuI.t.,St;redokk -845'GOO"Anti'ci"pate.d TestRes>LtVowi'eloreokwiLLoccvvhefoireKineLoadof'OGO~i'sveoioheoI. (7."I:B.E-LGMGAYl,GNMin.TeinolanaLonolotion 3%wil"l-.suva.'dwnde,eLot6!Yvni'n..CjolngeLc.nrt&.o(10ft(SeePCI,proposeol Post-tendai'avii'ng Iioter!QLSPci';c-'05)WQOW5A-32 ThzEl,ovchai,i'onist.oherreos+vcc:l AlovevgvhbzKwee~Archo~-i1cc'n6s.The.WiveLangt.ln(ov44eTest'.tanoIovisIO'0"-+I20"C0The.rne<lnoole of'nenstnrinol alon-g@h<gnShOLLk)CSlnniLotyt0KhConespeci'Faol inASTH-42I.IriLi'LaLongofov'O.l%~0.l2"~'Ja'>i' i'aLStress29'900psi~128<~jieLolal:l%'extension ml'Vi(ieLdSt('e.VCj<hMin.ELoncjation 3k~~<o"~Sl<"istobeveaWedbef'ovefursL.wiveloreohsftl~5A-33
Upp8.rCrossbar.vol 90Wi<CCo+FLGt90wireAechophe~oI ~<~~~4~sELo<gctb'0~ ~eOSuvi'~q OleVi'Ceot;t:oc4aot <oA~olor-he&otgace<~acy'/azRQ~g~gll'30tI'~J+"wi'rmLowprCrossbar9
4g%sag(dr0+I4r0YIIToINrQSAEOC<PITTSBURGH TESTINGLABORATORY EETADLIEHED I44~PITTSBURGH, PA.AE*NUTVALrAOTECTION TOCLIENTE,THEWELICANDOUIIEELVEA, ALLNEAONTEAAEEUDNITTED AETNECOHEIDENTIAL rNOrENTTOrCLIENTE,ANDAUTHDAIEATIOH TOArU~L>CATIONOPETATENEHTE, CDNCLVAIOHA VIIIEETNACTEFNDNOENEDAEDINO cIJKNTBNo2LT341891-48VVIINEAOETEI~NEAEIIVED PEHDINOOVAWIIITTEHArrNOTAL, LABORATORY No.640730hugust25,1966ORDERNo.CR-9583REPORTReport,of:XoadTestsof90-X7CouplerReportto:JosephT.Ryerlon6Son,Inc.P,0Sox8000hChicago,I1linois60680httenthm: Hr.M.h.Corsonc8ubeaitted toourlaboratory forloadtestewasanasseablyidentified m90-X7coupler.Mevereinstructed tosetupthecouplerasseiblyasshcwnonRyersondrawingChatshovedthecouplerthataeasured10-1/2"049.,8"Long,siCha7-7/8"-8buttressthreadandbe8"diameterpullingrodsateitherendthreadedintoChecoupler.%ethreadengageaent ateachendwas3-1/2"ohftertheassemblyvascoaplete, veveretoapplydesignated .tensionloadsandreleasetheloadsaccordingly. hfterreleasing theloadsweveretodisassemble theassemblyandcheckthreadsatbothendsoftbecouplerforvisibledefectsandcheckwhetherornotthepullingrodsvouldturneasilyorvithdifficulty froathecoupler.5mresultsofthesetestsareasfollows:dLbs.RANAZksThreadslubricated vithoil.142,000Handturntopofpullingrod.Bandturnbottoaofpullingrod.848,000Handturntopofpullingrod.Mandturnbottcuofpullingrod.954,0001,007,000 Handturntopofpullingrod.Handturnbottociofpullingrod.Randturntopofpullingrod.Handturnbottanofpullingrod.Approximately 3turns,strapvrcnchesusedframthenon.Evidenceofthreadcuttingonrod.Threadsonbottenroddressersvithfile,Threadslubricated with"FluoroGlide"drricn.5A-35 cu~~21~1891<<48 August25,1966REPOR'FLABORATORY No.'RDERNo.P)TTSBURGH TESTlNGLABORATORY DDT~IDNCD IMIPlTTSBURQHI PAADAttMTOALDOOTDCTION TOCJCNTD,TNtWDLICAINIODOOCLVCT, ALLNCWNTDANDDttDtttTTCD ADTNtCONTTDCNTIAL tR4PPITTOtCLICNTD,ANDAIITNOAITATNNt TOOWDLICATION OtCTATDNCNTO, CONCLIIDIOND ORCNTNACTDttttNtONNDDANDINO Ott~ITCtOITID IDOCARVCDNTNDINOODDNNITTDNATTNOVAL640730CH-NSliNO,OOQSml~topofpelliag~SaadternhottauofpelliagzoC.lPAO,OOOBaodteentopofpullingrod8@adternbottaaofpollingAxe.PZTXSSQRCRT88TIBGULSORhTORY EarlGa1.1aghe ManagerPhysicalTestingDepartment ccs3-ClientAttn:Nr.M.h.Coraon1-PTLChicago5A-36 f)t/0~I}}