032架设施工方案englishREV1.docx

032架设施工方案englishREV1.docx

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032架设施工方案englishREV1

YPC-BASFCompanyLtd.IPSProject

BCC600,000t/yEthylenePlant

Support

ConstructionProcedure

（REV1）

BASF-YPCEthyleneProjectManagementDept.

TheFourthConstructionCompanyofSINOPEC

Code：

FCC-BCC/Procedure-032

Important

Comprehensive

√

General

YPC-BASFCompanyLtd.IPSProject

BCC600,000t/yEthylenePlant

Support

ConstructionProcedure

（REV1）

Preparedby:

LiWeifeng

Reviewedby:

XuJianling

Approvedby:

GaoHongyan

BASF-YPCEthyleneProjectManagementDept.

TheFourthConstructionCompanyofSINOPEC

19May2003

TableofContent

1Projectinduction1

2Constructionbasis1

3Constructionprocedure1

4Constructiontechnicalrequirement2

5Scaffoldcalculation4

6HSEmeasure7

1Projectinduction

ScaffoldinBASF-YPECethyleneplantcanbeinthreesectionsaccordingtoheight:

：

scaffoldwithheightunder24miswidelyusedonsite,anddonotneedstabilitycalculationaccordingtoconstructionregulation;attachedcolumndoublelinesupportwithheightinrange24m＜H≤50m,shallcalculateaxesstability；scaffoldwithheightover50mshallcalculateseparately.

Atpresent,plantswithheight24m＜H≤50m，aremainlysupportedinAkindcolumn.

2Constructionbasis

1）《requirementanddesigncalculationoffastenersteeltubescaffoldsupport》JGJ130-2001

2）《constructionsafetytechniqueregulationofpetrochemicalenterprise》SH3505-1999

3Constructionprocedure

4Constructiontechnicalrequirement

4.1Grounddisposal

1）Beforesupport,tampground,increasethedensityofearthandstrengthengroundsupportload.Laysillorsteelboardtoconfirmgroundsupportload.Whengroundtamping,groundnearfoundationshallbehigherthanadjoiningplacetopreventlow-lyingwhenrainingandaffectwholestabilityofsupport.

2）Laypostbaseplatebeforesupport;insertpostonbaseplatetoexpandstrengthareaandsupportstability.

3）supportmaterialsadoptionsshalladheretothefollowingrequirements：

a）supportpoleismadeofsteeltubewithφ48mm,3.5mmthicksteeltubeandinqualityaccordancewithGB7008-79tosteelQ-235Ab）BuckleismadeofforgingcastironintypeofKT-33-8，fastenedboltismadeofsteelinqualityofQ-235A.c）ScaffoldboardismadeofsteelinqualityofQ-235Awithwidthnotlessthan2mm。

4.2Generalrequirementofscaffoldsupport

1）Whensupport,trytosupportindoublelinesupporttoconfirmsupportstability.Insidesupportpoleshallkeepcertaindistancewithcolumnwallandthelessdistanceshallbemorethancolumninsulationthickness+100mm。

2）Supportshallbetidyandinorder:

postandrailshallbeputuniformlywithpostinaverticallineandrailinhorizontal.Sweepingpoleshallsupportinverticalandhorizontalwith200mmhigherthanground.Verticalspaceofpostis.8~2mandhorizontalspacenotmorethan1.3m；walkspaceofbigrailisn’tmorethan1.8m.

3）Whensupporting,shallputapartenoughworksurfacesupportedbyscaffoldboard.Whensupportingscaffoldboardsidebyside,shallbenotlessthan2blocks,prohibitingusingsinglescaffold.Spaceofworklayershallbe1.6m~1.8m.

4）Scaffoldboardfixingshalladheretothefollowingrequirements：

a）Whensupportingscaffolding,besidesconnectingwithsupportpolefast,boardshallbecloseandconnectedbyironwire.Verticalscaffoldboardshalljointogetherwithlengthnotlessthan300mm.b）Use10#~14#galvanizedironwireforconnectionandfixofscaffoldboard.Ironwirejointshallbesetinsideorundersideofscaffoldboard;surfaceshallnotappearironwire.c）Whenfixingscaffoldboard,besidestyingfastwithrails,boardshallbeconnectedsidebyside.

5）Setdoublelayersbarriersonworklayerswithheightofbaserailnotmortthan200mm,antspacebetweentwobarriersnotmorethan1000mm.

6）Whenhavinglocalwork,twoendsofworklayersshallsetbarriers.Inspecialcondition,shallsetsafetynetonundersideorsidetopreventfallings.

7）Setupanddownpathoneveryworksurface.Afterinstallingladdersonplatform,useladderaspathdirectly.Forpartswithoutladder,shallsettemporaryladderwithprotectioncageandshalltiefastwithironwireandconnectwithsupportpole.Additionally,shallsetbarriersonsideofjoints.

8）Whensupportingscaffold,trytoavoidsupportingpostorrailinsideladdersothataffectpassingorworker.

9）Forhighercolumnandgreatweightofscaffold,postbearsmuchstrengthononesidebase,ifaddtheweightofworkersandothermaterials,thestrengthwillincrease,sowhensupportinginhigh,shalluseladders,platforms,pipesupportandoverhangingbeamassupportpoint,removemuchweighttocolumnsoastoincreasingthesupportstabilityandusingthemformediumandsmallsupport.（includeliftingsupportandhangingsupport）

10）Whensupportsurfaceisnotinsideofladderplatform,cansetbridgingaboutevery6moutsidedoublelinesupport.Fixthesoffitwithladderplatformorbrackettoincreasewholescaffoldstability.

11）Whensupportinginhigh（generalheight＞24m），shallaccordwithdensityofladderplatform,pipeshoeandpipesupporttodecidewhetherneedtosetbridgingsoastoconfirmthewholesupportstability.

4.3Acceptance

1）Afterscaffoldcompletion,aqualifiedscaffoldershallinspectallscaffoldsandinspectcontentoftrustdeed;Ifeligible,reportittoHSEstationorganizingacceptance.

2）HSEstation,supportunitsandusingunitshaveunitedinspection,ifeligible,signagreementandhangsafe/unsafesymbol.

3）Inspectionshallbedoneonaregularbasis（minimumweekly）

4.4Constructiongistofroofscaffold

Takethesecondlayerplatformofroofaslocatedbase;supporttwo#supports（onbothside）.Taketheconnectionpoleof#supportsasfulcrumandjoinroofplatformsintoroofoperationplatform.

5Scaffoldcalculation

Calculationcanbethreeconditions：

ifheightisover50m,calculateseparatelyanddeliverinletters;speciallysupportroofoperationplatform,calculaterootageplatformsupportstrengthandpoststability.Ifdoublelinescaffoldwithheightof24m＜H≤50mwhosemicro-cellis#support,calculaterelatedindexofthis#support.

5.1Accountingprocessofroofspecialsupport

ExampleforC-540column，accountsecurityofallcolumnsroofsupport.

5.1.1Load

1）worker：

5persons，about5×70kg=3.5kN

2）scaffoldboard：

about6（block）×25kg=1.5kN

3）supportpost：

about150（m）×3.84kg=5.76kN

4）totalload：

about3.5+1.5+5.76=10.76（kN）

5.1.2“#”Support

Usescaffoldboardforfillingthebaseandexpandingcontactarea.

Totalarea:

0.25×3×4=3（m2）

5.1.3Stabilitycalculationofaxespresspost

σ=N/φ/A≤ſ

N——calculateaxesstrengthdesignNo.ofpostsection

φ——stablemodulusofaxespresspole，

A——postsectionalarea，

ſ——designNo.ofsteelantipressstrength（205N/mm2）

5.1.4Calculation

N=1.2*（1.5+5.76）+1.4×3.5=13.612kN

A=singlepostsectionalarea=489/mm2

φ——byreferredtoλ=K×μ×h/i=1.155*1.5*180/1.58=197

byreferredto（JGJ130-2001）list6：

φ=0.186

σ=N/φ/A=13612/0.186/489/8=18.7N/mm2≤ſ=205N/mm2

5.1.5Conclusion

Wholesupportisstablebyabovestabilitycalculation.

Additionally,fix#supportandroofplatformwithdragbartoincreasewholestabilityofsupport.

5.1.6Strengthcalculationofplatform

1）Pressureof“#”supporttoplatform：

σ=N/A=10.76/3=3.58kN/m2

2）AccordingtoPS-D50-R.1item2.1.5contenta：

vesselplatformstrengthis4.0kN/m2

3）σ=N/A=10.76/3=3.58kN/m2≤4.0kN/m2

4）conclusion：

C-540columnplatformcanfitfortherequirementofsupportconstruction.

5）Additionally,realsupportareaofC-540columnplatformis3m×columnplatformwidth1.1m×2=6.6m2，workingload10.76kNfarlessthancolumnsupportcapacity（6.6m2×4kN/m2）26.4kN。

5.1.7Insummarization，roofsupportofallcolumnsisbasicallysimilartoC-540andstrengthcalculationissafe.

5.2Calculationprocessofattachedcolumndoublelinesupport

5.2.1Load

1）Worker：

2persons，about2×70kg=1.4kN

2）Scaffoldboard：

about40（block）×25kg=10kN

3）Buckle：

80×0.0015=0.12kN

4）Supportpost：

about420（m）×3.84kg=16.128kN

5）Totalload：

about3.5+1.5+5.76=27.648（kN）

5.2.2Supportcapacityofscaffoldfoundation

Tampingbackfill：

49~78kN/m2

5.2.3Doublelinesupport

Usesteelscaffoldboardforfillingbaseandexpandingcontactareawithheightabout50m.Usecircular-likedoublelinesupportofdoublepipepostwithabout22layersworkingsurface.MaincolumnsareC-360、C-210、C-530withtheirmicro-cellsof#support.

Usesteelscaffoldboardformicro-cell#supportcontactingground.Thecontactareais2×0.25×3=1.5（m2）

5.2.4Stabilitycalculationofaxespresspost：

σ=N/φ/A≤ſ

N——calculateaxesstrengthdesignNo.ofpostsection

φ——stablemodulusofaxespresspole，

A——postsectionalarea，

ſ——designNo.ofsteelantipressstrength（205N/mm2）

5.2.5Calculation

N=1.2*（10+0.12+16.128）+1.4×1.4=33.4576kN

A=singlepostsection=489/mm2，total4postsof#support，totalareais489*4

φ——byreferredtoλ=k×μ×h/i=1.155*1.55*190/1.58=215

hispostwalkspace~1.9m。

byreferredto（JGJ130-2001）list4：

i=1.58cm

byreferredto（JGJ130-2001）list5：

μ=1.55

byreferredto（JGJ130-2001）list6：

φ=0.157

σ=N/φ/A=33457.6/0.157/489/4=108.95N/mm2≤ſ=205N/mm2

5.2.6Calculation

Supportofdoublesupportover50misstablebyabovestabilitycalculation.

Additionally,fixdoublesupportandroofplatformwithdragbartoincreasewholestabilityofsupport.

5.2.7Foundationstrengthcalculation

1）Pressureofdoublesupportmicro-celltogroundis:

2）σ=N/A=27.648/1.5=18.432kN/m2

3）Accordingto《constructionfoundationdesignspecification》GBJ749~78kN/m2

4）σ=N/A=27.648/1.5kN/m2=18.432kN/m2＜49~78kN/m2

5）Conclusion：

thefoundationcanfitfortherequirementofsuchkindsofsupport.

6