涵洞腳手架專項施工方案

涵洞腳手架施工方案CulvertScaffoldConstructionMS0目錄TableofContents一、制依照PreparationBasis????????????????????2二、工程概略ProjectDescription2三、支架及模板施工SupportandFormworkConstruction????????2四、支架算SupportConstructionCalculation??????.???.?..?3五、保及安全舉措EnvironmentalProtectionadSafetyMeasures????????????111一、編制依照：I.PreparationBasis《建筑施工扣件式鋼管腳手架安全技術(shù)規(guī)范》（JGJ130-2001）TechnicalCodeforSafetyofSteelTubularScaffoldwithCouplers(JGJ130-2001)《混凝土構(gòu)造設(shè)計規(guī)范》GB50010-2002CodeforDesignofConcreteStructuresGB50010-2002《建筑構(gòu)造荷載規(guī)范》(GB50009-2001)LoadCodefortheDesignofBuildingStructures(GB50009-2001)《鋼構(gòu)造設(shè)計規(guī)范》(GB50017-2003)CodeforDesignofSteelStructures(GB50017-2003)二、工程概略II.ProjectDescription本方案涵蓋施工道路全部涵洞的現(xiàn)澆蓋板,采納扣件式滿堂腳手架支撐，蓋板為厚度140mm、180mm、200mm、300mm、700mm的鋼筋砼。Thisschemecoverscast-in-sitecoverpatesforallculvertsforconstructionroads,whicharesupportedwithfastenertypefullhallscaffoldsThe.coverplateisofreinforcedconcretewiththicknessof140mm,180mm,200mm,300mm,and700mmrespectively,三、支架及模板施工III.SupportandFormworkConstruction滿堂支架搭設(shè)1.Fullhallsupporterection支架采納φ48腳手桿搭設(shè)，采納滿堂支架，支架支撐于地板C25鋼筋砼上搭設(shè)腳手架。Thesupportiserectedwithφ48scaffoldrodsandappliedwithfullhallsupportsThesupportis.supportedonthefloorC25reinforcedconcreteforthepurposeofscaffolderection’s.四支架施工計算IV.SupportConstructionCalculation計算依照：Calculationbasis在計算過程中，主要構(gòu)造的力學(xué)性能取以下數(shù)據(jù)：Inthecalculationprocess,mechanicalpropertiesofthemainstructurearetakenwiththefollowingdata:φ×2，截面慣性矩1.1．支架鋼管：，截面積,3，展轉(zhuǎn)半徑:i=1.578cm。41.1．Supportsteelpipe:’sφ×A=4.893cm,sectionalrea2,sectionmomentof3.inertiaI=12.188cm,W=5.078cm,radiusofgyration4i=1.578cm1.2．方木采納紅松：單重650kg/m，順紋壓應(yīng)力[σ]=12，順紋彎應(yīng)力w3[]12MPayMPaσ=，2橫紋彎應(yīng)力[σy]=1.8MPa，順紋剪應(yīng)力[j]1.3MPaτ=，曲折剪應(yīng)力[τ]=1.9MPa，彈性模量E=9×10MPa。31.2．SquaretimbermadefromKoreanpine:singleweight650kg/m,compressivestress3paralleltograin[σ]=12,bendingstressparalleltograin[]12yMPaσ=,bendingwMPa[σ]=1.8[]1.3stresscrossgrain,shearstressparalleltograinyMPaτ=MPa,bendingshearjstress[τ]=1.9MPaE=9×10MPa,modulusofelasticity3.模板與木塊自重：0.35KN/㎡Deadweightofformworkandtimberblock:0.35KN/㎡混凝土與鋼筋自重：25KN/m3Deadweightofconcreteandrebar:25KN/m3倒混凝土荷載標(biāo)準(zhǔn)值：1.0KN/㎡Standardloadvalueforpouredconcrete:1.0KN/㎡施工均布荷載標(biāo)準(zhǔn)值：1.0KN/㎡Standarduniformlydistributedloadforconstruction:1.0KN/㎡2支架及模板計算:Supportandformworkcalculation:2.1700mm蓋板2.1700mmcoverplate木橫梁間距20cm，立桿部署間距為60cm×60cm；Woodbeamspacingof20cm,andpolelayoutspacingof60cm×60cm;①竹膠板底模計算Bambooplywoodbottomformcalculation底模采納1.5cm竹膠板，設(shè)計強(qiáng)度取E=9200MPa，[σ]=13MPa。木橫梁采納5cm×10cm方木，跨間寬度L0=20cm，凈距L=10cm。按跨中最不利地點計算，取1m為計算長度計算：Thebottomformshallbe1.5cmBambooPlywood,withdesignstrengthE=9200MPaand[σ]=13MPaL=cmand.Woodbeamshall5cm-×10cmsquarewood,withinter-spanwidth200cleardistance.ItshallbecalculatedaspermostunfavorablemidspanpositionLength.L=10cmof1mistakenforcalculation.底模板2-3q1=0.35N/m×1m=0.3510×KN/mBottomform:q1=0.35N/m×1m=0.3510×KN/m砼重q2=2526N/m3×0.7m1m=17×.5KN/m3××Concreteweight:q2=2526N/m0.7m1m=17.5KN/m3砼重1.2倍沖擊系數(shù)：q2=17.5N/m1.2=21KN/m×Concreteweightunder1.2timesofshockfactor:q2=17.5N/m1.2=21KN/m×振搗砼q3=1.5kpa1m=1×.5KN/mVibratedconcrete:q3=1.5kpa1m=1×.5KN/m施工人群q4=1.0kpa1m=1×.0KN/mConstructioncrowd:q4=1.0kpa1m=1×.0KN/m總計荷載∑q=q1+q2+q3++q4=23.5KN/mTotalload:∑q=q1+q2+q3++q4=23.5KN/m強(qiáng)度:ql2/10=［σ］×bh2/6［σ］×2Strength:ql/10=bh/6h=√（ql2×6/（10×［σ］×b））=0.003293m=3.293mm剛度:ql4/128EI=l/400Rigidity:ql4/128EI=l/4003I=bh/123√（ql3××（××））h=40012/E128l=4.01mm間距10cm，1.5cm厚竹膠板可知足。Spacing10cm,whichcanbesatisfiedwith1.5cmthicknessbambooplywood.②木橫梁Woodbeam砼計算高度為0.7Concretecalculationheight:0.7×底模板q1=0.35N/m0.2m=0.00007KN/m22×Bottomform:q1=0.35N/m0.2m=0.00007KN/m××板砼重q2=2526N/m0.7m0.2m=3.5KN/m33××Plateconcreteweight:q2=2526N/m0.7m0.2m=3.5KN/m砼重1.2倍沖擊系數(shù)：q2=3.5N/m1.2=4×.2KN/mConcreteweightunder1.2timesofshockfactor:q2=3.5N/m1.2=4×.2KN/m振搗砼q3=2kpa0×.2m=0.4KN/mVibratedconcrete:q3=2kpa0×.2m=0.4KN/m施工人群q4=1.5kpa0.2m=0×.3KN/mConstructioncrowd:q4=1.5kpa0.2m=0×.3KN/m總計荷載∑q=q1+q2+q3++q4=4.9KN/mTotalload:∑q=q1+q2+q3++q4=4.9KN/m最大支反力Rmax×.6=3×.36KN/m4Maximumbearingreactionforce:Rmax×.6=3×.36KN/m最大剪力Qmax×.6=1×.784KNMaximumshearforce:Qmax×.6=1×.784KN最大彎矩22Mmax×0×22Maximumbendingmoment:Mmax×0×最大撓度fmax4493=0.0632ql/EI=120.0632×4.9×0×.6/(910××0.050×.1)=1.08mm4493Maximumdeflection:max=0.0632ql/EI=120.0632×4.9×0×.6/(910××0.050×.1)=1.08mm木橫梁的強(qiáng)度及剛度檢算：Computationalcheckofstrengthandrigidityofthewoodbeam:支撐處方木橫放的局部承壓：σab=R/ALocalbearingpressurefortransverselyplacedsquaretimberatsupport:σab=R/A局部受壓:σab=R/A=3.36103/(0×.10.2×0×.6)Localcompression:σab=R/A=3.36103/(0×.10.2×0×.6)=0.28<2.6Mpa232彎應(yīng)力:σab=M/W=M/(ab)/6=60.136×10×/(0.050.1)×232Bendingstress:σab=M/W=M/(ab)/6=60.136×10×/(0.050.1)×=1.163Mpa<12Mpa3剪應(yīng)力:τmax=3Q/(2bh)=31.784×10×/(20×.050×.1)3ShearStress:τmax=3Q/(2bh)=31.784×10×/(20×.050×.1)=0.53Mpa<1.9Mpa剛度:f/L=1.1/600=0.001833<0.0025Rigidity:f/L=1.1/600=0.001833<0.0025木橫梁采納5cm×10cm方木，間距20cm可知足要求。Woodbeamshallbe5cm×10cmsquaretimber;aspacingof20cmcanmeetherequirements.（1）板底支撐鋼管計算(1)Calculatiofsupportsteelpipeatplatebottomn700mm厚板底支撐橫向鋼管計算，縱距l(xiāng)a=0.6m,立桿橫距l(xiāng)b=0.6mCalculationoftransversesupportsteelpipeatbottomof700mmthicknessplate:longitudinaldistancela=0.6m;transversedistanceofthepolelb=0.6m.⑴橫向支撐鋼管依照均布荷載作用下的連續(xù)梁計算。Continuousbeamcalculationfortransversesupportsteelpipeinaccordancewithuniformlydistributedloads.q600600600支撐鋼管計算簡圖（mm)Calculationsketchofsupportsteelpipe(mm)0.56650.625支撐鋼管計算彎矩圖(kNm)·Bendingmomentcalculationdiagramofsupportsteelpipe(kNm)·3.834.6615.73撐鋼管計算剪力爭(kN)Shearforcecalculationdiagramofsupportsteelpipe(kN)荷載的計算：Calculationftheload:①鋼筋混凝土板自重(kN/m)：Deadweightofreinforcedconcreteplate(kN/m):×0×.600=10.5kN/m②模板的自重線荷載(kN/m)：Deadweightlineloadofformwork(N/m):q12=0.3500.×600=0.21kN/m③活荷載(kN/m)：Liveload(kN/m):經(jīng)計算獲得，活荷載標(biāo)準(zhǔn)值q2=2.0000×.600=1.2kN/mBasedoncalculation,standardvalueofliveloadq2=2.0000.×600=1.2kN/m靜荷載q1=1.210×.5+1.02.21=12×.85kN/mStaticloadq1=1.210×.5+1.02.21=12×.85kN/m活荷載q2=1.41×.2=1.68kN/mLiveloadq2=1.41×.2=1.68kN/m組合荷載:Combinedload:q=q1+q2=15.73kN/m2）抗彎強(qiáng)度計算Thebendingstrengthcalculation最大彎矩×0×.60××0.×60×最大剪力Q=0.615×.730.×6=5.663kNMaximumshearforceQ=0.615×.730.×6=5.663kN最大支座力N=1.115×.730×.6=10.38kNMaximumbearingforceN=1.115×.730.×6=10.38kN抗彎計算強(qiáng)度f=M/W=111.46N/mm2小于205N/mm26Calculatedbendingstrengthf=M/W=111.46N/mm2,lessthan205N/mm2縱向鋼管的抗彎計算強(qiáng)度小于205.0N/mm2,知足要求Thatcalculatedbendingstrengthoflongitudinalsteelpipeislessthan205N/mm2,whichcanmeetherequirements.v=0.677ql4/100EI=0×.5mm支撐鋼管的最大撓度為0.5mm小于600/150與10mm,知足要求!Thatmaximumdeflectionofthesupportsteelpipeis0.5mmandlessthan600/150and10mm,whichcanmeetherequirements.（3）立桿的穩(wěn)固性計算(3)Calculationfpolestability立桿的穩(wěn)固性計算公式Thepolestabilitycalculationformula此中N——立桿的軸心壓力設(shè)計值，它包含：Wherein,N——axialpressuredesignvalueofthepole,whichincludes:橫桿的最大支座反力N1=9.551kN(已經(jīng)包含組合系數(shù)1.4)MaximumbearingreactionforceofthepoleN1=9.551kN(alreadyincludingcombinationcoefficientof1.4)腳手架鋼管的自重N2=1.20×.1293.×9=0.604kNDeadweightofscaffoldingsteelpipeN2=1.20×.1293.×9=0.604kN計算軸心力設(shè)計值NCalculatedaxialpressuredesignvalueNN=9.551+0.604=10.155kN查《建筑施工手冊》第四版表5-16得：μ=1.，8λ=μ×.016=202,查《建筑施工手冊》第四版表5-18(插入法)=0.177AccordingtoTable5-16inArchitectureConstructionManual(Version4),μ=1.8,andwithλ=μ×.016=202,accordingtoTable5-18(interpolationmethod)inArchitectureConstructionManual(Version4),=0.177不考慮風(fēng)荷載時,立桿的穩(wěn)固性計算公式Whenwindloadisneglected,polestabilitycalculationformulais:=N/A≤[f]此中N——立桿的軸心壓力設(shè)計值(kN)；N=10.155kNWherein,N——axialpressuredesignvalue(kN)ofthepole;N=10.155kN——軸心受壓立桿的穩(wěn)固系數(shù),由λ=μh/i查表獲得——stabilitycoefficientofthepolewithcenterunderaxialpressure;withλ=μh/I,itcanbeobtainedfromthetable.i——計算立桿的截面展轉(zhuǎn)半徑(mm)；i=16——Calculatedsectionradiusofgyration(mm)ofthepole;i=16A——立桿截面面積(mm2)；A=489A——sectionalrea(mm2)ofthepole;A=489——鋼管立桿抗壓強(qiáng)度計算值(N/mm2)——Calculatedcompressivestrengthvalueofsteelpipepole(N/mm2)[f]——鋼管立桿抗壓強(qiáng)度設(shè)計值，[f]=205.00N/mm2[f]——Compressivestrengthdesignvalueofsteelpipepole,[f]=205.00N/mm27計算得=21.3N/mm2,立桿的穩(wěn)固性計算<[f],知足要求!Thecalculated=21.3N/mm2and<[f]inthepolestabilitycalculationmeettherequirements!因此腳手架穩(wěn)固Sothescaffoldingisstable腳手架立桿部署縱距l(xiāng)a=0.6m,立桿橫距l(xiāng)b=0.6m。Forscaffolding,longitudinaldistanceofpolela=0.6m,andtransversedistanceofpolelb=0.6m.3.300mm及以下厚度蓋板3.Coverplateof300mmandbelowthickness木橫梁間距20cm，立桿部署縱橫間距為120cm90cm×.Woodbeamspacingof20cm,andlongitudinalandtransversespacingof60cm×60cmforthepole.3.1模板與木方部署同上，計算從略。3.1Layoutofformworkandsquaretimberissameasabove,andcalculationthereofissoomitted.3.2板底支撐鋼管計算3.2Calculationfsupportsteelpipeatplatebottom1）300mm厚板底支撐橫向鋼管計算，縱距l(xiāng)a=0.9m,立桿橫距l(xiāng)b=0.9mCalculationoftransversesupportsteelpipeatbottomof300mmthicknessplate:longitudinaldistancela=0.9m;transversedistanceofthepolelb=0.9m.橫向支撐鋼管依照均布荷載作用下的連續(xù)梁計算。Continuousbeamcalculationfortransverseupportsteelpipeinaccordancewithuniformlydistributedloadsq900900900支撐鋼管計算簡圖（mm)CalculationSketchofSupportSteelPipe(mm)0.9680.705支撐鋼管計算彎矩圖(kNm)·BendingMomentCalculationDiagramofSupportSteelPipe(kNm)·3.474.34811.958撐鋼管計算剪力爭(kN)ShearForceCalculationDiagramofSupportSteelPipe(kN)荷載的計算：Calculationftheload:1鋼筋混凝土板自重(kN/m)：Deadweightofreinforcedconcreteplate(kN/m):×0×.9=6.75kN/m2模板的自重線荷載(kN/m)：Deadweightlineloadofformwork(N/m):q12=0.3500.×9=0.315kN/m活荷載(kN/m)：③Liveload(kN/m):經(jīng)計算獲得，活荷載標(biāo)準(zhǔn)值q2=2.0000×.9=1.8kN/mBasedoncalculation,standardvalueofliveloadq2=2.0000.×9=1.8kN/m靜荷載q1=1.26×.75+1.02.315=8×.478kN/mStaticloadq1=1.26×.75+1.02.315=8×.478kN/m活荷載q2=1.41×.2=1.68kN/mLiveloadq2=1.41×.2=1.68kN/m組合荷載:Combinedload:q=q1+q2=11.958kN/m2）抗彎強(qiáng)度計算Thebendingstrengthcalculation最大彎矩×0.×90××0.9×0×最大剪力Q=0.611×.9580.×9=6.457kNMaximumshearforceQ=0.611×.9580.9=6×.457kN最大支座力N=1.111×.9580.×9=11.838kNMaximumbearingforceN=1.111×.9580.9=11×.838kN抗彎計算強(qiáng)度f=M/W=190.62N/mm2小于205N/mm2Calculatedbendingstrengthf=M/W=190.62N/mm2,lessthan205N/mm2縱向鋼管的抗彎計算強(qiáng)度小于205.0N/mm2,知足要求Thatcalculatedbendingstrengthoflongitudinalsteelpipeislessthan205N/mm2,whichcanmeetherequirements.v=0.677ql4/100EI=2×.4mm支撐鋼管的最大撓度為2.4mm小于900/150與10mm,知足要求!Thatmaximumdeflectionofthesupportsteelpipeis2.4mmandlessthan900/150and10mm,whichcanmeetherequirements.3）立桿的穩(wěn)固性計算Calculationfpolestability9立桿的穩(wěn)固性計算公式Thepolestabilitycalculationformula此中N——立桿的軸心壓力設(shè)計值，它包含：Wherein,N——axialpressuredesignvalueofthepole,whichincludes:橫桿的最大支座反力N1=9.551kN(已經(jīng)包含組合系數(shù)1.4)MaximumbearingreactionforceofthepoleN1=9.551kN(alreadyincludingcombinationcoefficientof1.4)腳手架鋼管的自重N2=1.20×.1293×.9=0.604kNDeadweightofscaffoldingsteelpipeN2=1.20×.1293.×9=0.604kN計算軸心力設(shè)計值NCalculatedaxialpressuredesignvalueNN=9.551+0.604=10.155kN查《建筑施工手冊》第四版表5-16得：μ=1.8，=μ×.016=202,查《建筑施工手冊》第四版表5-18(插入法)=0.177AccordingtoTable5-16inArchitectureConstructionManual(Version4),μ=1.8,and,withλ=μ×.016=202,accordingtoTable5-18(interpolationmethod)inArchitectureConstructionManual(Version4),=0.177不考慮風(fēng)荷載時,立桿的穩(wěn)固性計算公式Whenwindloadisneglected,polestabilitycalculationformulais=N/A≤[f]此中N——立桿的軸心壓力設(shè)計值(kN)；N=10.155kNWherein,N——axialpressuredesignvalue(kN)ofthepole;N=10.155kN——軸心受壓立桿的穩(wěn)固系數(shù),由λ=μh/i查表獲得——stabilitycoefficientofthepoleunderaxialpressure;withλ=μh/I,itcanbeobtainedfromthetablei——計算立桿的截面展轉(zhuǎn)半徑(mm)；i=16——Calculatedsectionradiusofgyration(mm)ofthepole;i=16A——立桿截面面積(mm2)；A=489A——sectionalrea(mm2)ofthepole;A=489——鋼管立桿抗壓強(qiáng)度計算值(N/mm2)——Calculatedcompressivestrengthvalueofsteelpipepole(N/mm2)[f]——鋼管立桿抗壓強(qiáng)度設(shè)計值，[f]=205.00N/mm2[f]——Compressivestrengthdesignvalueofsteelpipepole,[f]=205.00N/mm2計算得=24N/mm2,立桿的穩(wěn)固性計算<[f],知足要求!Thecalculated=24N/mm2and<[f]inthepolestabilitycalculationmeettherequirements!腳手架立桿部署縱距l(xiāng)a=0.9m,立桿橫距l(xiāng)b=0.9m，穩(wěn)固。Thescaffoldincaseoflongitudinaldistanceofpolela=0.6mandtransversedistanceofpoleb=0.6misstable.腳手架表示圖4.Schematicdiagramofscaffolding10防備欄桿guardrail砼現(xiàn)澆板Concretecast-in-siteplate涵臺涵臺AbutmentAbutment涵洞腳手架Formwork板厚700mm支架表示圖SchematicDiagramofSupportwithPlateThicknessof700mm防備欄桿guardrail砼現(xiàn)澆板Concretecast-in-siteplate涵臺涵臺AbutmentAbutment涵洞腳手架Formwork板厚300mm支架表示圖SchematicDiagramofSupportwithPlateThicknessof300mm五環(huán)保及安全舉措：EnvironmentalProtectionadSafetyMeasures:1、安分項施工所波及的HES管理程序明細(xì)表(主要部分)TheinvolvedHESmanagementproceduresscheduleintheproject(mainparts)1HES程序言件名能否備注程序言件編號SeriesNumber需要RemarkName112

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HES管理計劃HESManagementPlan分包商管理計劃

IfsneedY3456789101112131415

WYP-TS00-HES-PCD-CJG-000-00003-00SubcontractorManagementPlanWYP-TS00-HES-PCD-CJG-000-00004安-全00工作規(guī)范手冊SWPManualWYP-TS00-HES-PCD-CJG-000-00005-00應(yīng)急方案程序ERPprocedureWYP-TS00-HES-PCD-CJG-000-00006-00醫(yī)療應(yīng)急程序MERPProcedureWYP-TS00-HES-PCD-CJG-000-00007事故-00檢查與報告程序IIRprocedure現(xiàn)場安保及交通計劃WYP-TS00-HES-PCD-CJG-000-00008-00SiteSecurity&TrafficPlan環(huán)境保護(hù)程序WYP-TS00-HES-PCD-CJG-000-00009-00EnvironmentalProtectionProcedureWYP-TS00-HES-PCD-CJG-000-00010受傷-00初期管理程序EIMProcedure危險剖析及工作安全WYP-TS00-HES-PCD-CJG-000-00011-00剖析程序HA&JSAProcedureWYP-TS00-HES-PCD-CJG-000-00012-00工作允許程序PTWprocedureWYP-TS00-HES-PCD-CJG-000-00013-00勞保用品程序PPEprocedure設(shè)備檢查程序WYP-TS00-HES-PCD-CJG-000-00014-00EquipmentInspectionprocedure危險化學(xué)品信息交流程序WYP-TS00-HES-PCD-CJG-000-00015-00Hazardous

YYYYYYYY16

WYP-TS00-HES-PCD-CJG-000-00016-00

ChemicalInforCommunicationProcedure現(xiàn)場交錯作業(yè)程序FieldSIMOPSprocedure17

WYP-TS00-HES-PCD-CJG-000-00017受-限00空間準(zhǔn)入程序CSEprocedureWYP-TS00-HES-PCD-CJG-000-00018-00高空作業(yè)程序1819

WYP-TS00-HES-PCD-CJG-000-00019-00

WorkatHeight吊車吊裝作業(yè)程序Crane&LiftingProcedure

Y12危險源隔絕程序WYP-TS00-HES-PCD-CJG-000-00020-0020HazardousIsolationProcedure暫時用電安全程序WYP-TS00-HES-PCD-CJG-000-00021-00TempElectricitySafetyProcedure21YWYP-TS00-HES-PCD-CJG-000-00022-00爆破作業(yè)程序22Blastingprocedure發(fā)掘作業(yè)程序WYP-TS00-HES-PCD-CJG-000-00023-0023ExcavationProcedure腳手架作業(yè)程序WYP-TS00-HES-PCD-CJG-000-00024-00Scaffoldingprocedure24YWYP-TS00-HES-PCD-CJG-000-00025-00熱工作業(yè)程序25HotworkprocedureWYP-TS00-HES-PCD-CJG-000-00026提-00升機(jī)操作程序26ElevatorProcedureWYP-TS00-HES-PCD-CJG-000-00027-00短期雇員程序27SSEprocedure注：以上表格所列出的是在HES的27項管理程序中安分項施工所波及的主要部分，“Y表”示需要。Note:alltheabovementionedHESprocedures,whicharemainlyfromthe27HESprocedures,areapplicableandinvolvedthisprojectYmeansneed..2、所需要辦理的作業(yè)允許證明細(xì)：AllneededPTWSchedule序號作業(yè)證名稱能否需要備注SNPTWNameIfneedremarks01工作允許證YPTW受限空間作業(yè)允許腳手搭設(shè)02證YformworkerectionCSEPTW03發(fā)掘作業(yè)允許證ExcavationPTW04熱工作業(yè)允許證HotWorkPTW05爆破作業(yè)允許證BlastingPTW06高空作業(yè)證Y混凝土澆筑和腳手架搭設(shè)WAHPTWConcretecastingandformworkerection吊裝作業(yè)證07LiftingPTW注：在辦理作業(yè)允許前，均進(jìn)行工作安全剖析（JSA）。Note:WhengothroughthePTW,theJSAmustbemadebeforetheapprovalofPTW.3滿堂支架搭設(shè)安全技術(shù)舉措:3.Safetytechnicalmeasuresforfullhallsupporterection13支架搭設(shè)采納人工實行，并嚴(yán)格依照設(shè)計圖紙進(jìn)行搭架。Supporterectionshallbecarriedoutmanuallyinstrictaccordancewithdesigndrawings.搭設(shè)支架前，應(yīng)組織人員對進(jìn)場的鋼管、扣件、桿件進(jìn)行檢查。第一，應(yīng)有產(chǎn)質(zhì)量量合格證，鋼管、碗口桿件表面應(yīng)平直圓滑，鋼管、碗口桿件的外徑、壁厚、端面等的誤差應(yīng)知足規(guī)定要求；鋼管、扣件、碗口桿件均不該有裂痕、結(jié)疤、分層、錯位、硬彎、毛刺、壓痕和深的劃道；鋼管、碗口桿件一定涂有防銹漆。經(jīng)過查驗合格的鋼管、扣件才能使用。Beforesupporterection,personnelshallbeorganizedtocheckthesteelpipes,fasteners,androdsdeliveredonsite.Firstly,theyshallbeaccompaniedwithproductqualitycertificatesurfacesof;steelpipesandcuplockrodsshallbeflatandsmooth;thedeviationsofouterdiameter,wallthickness,andendsurfaceofsteelpipesandcuplockrodsshallmeetherequirementsaspecified;thesteelpipes,fasteners,andcuplockrodsshallnotbesubjecttocrack,scarring,stratification,dislocation,hardbend,burrs,dentsanddeepscratch;steelpipesandcuplockrodsmustbecoatedwithanti-rustpaint.Thesteelpipesandfastenersnotmeetingtheaboveconditionsshallnotbeused,andonlycanbeusedafterthembeinginspectedqualified.搭設(shè)支架前，應(yīng)依據(jù)需要進(jìn)行放線定位。禁止將不一樣直徑的鋼管、碗口桿件混淆使用；鋼管與相連結(jié)的扣件應(yīng)般配。Beforesupporterection,setting-outandpositioningshallbecarriedoutasrequiredNeverusesteel.pipesandcuplockrodsofdifferentdiameterstogetherinamixedmanner;thesteelpipesandtheconnectingfastenersshallbematched.立桿在搭設(shè)時，上下的連結(jié)在高度方向上應(yīng)互相錯開，立桿上下連策應(yīng)密實、堅固。搭設(shè)過程中，應(yīng)常常對峙桿的豎直度進(jìn)行檢測，當(dāng)誤差高出規(guī)范值，應(yīng)立刻糾偏。整體式基礎(chǔ)的涵洞，直接在基礎(chǔ)上搭設(shè)腳手架，分別式基礎(chǔ)的涵洞，在基礎(chǔ)經(jīng)過夯實后，腳手架搭設(shè)在2×5cm木板上。腳手架頂部采納頂托調(diào)平，頂托及可調(diào)底座調(diào)理螺桿伸出長度不超出200mmDuringerectionofpoles,upperandlowerconnectionsshallbestaggeredintheheightdirection;upperandlowerconnectionsofthepolesshallbedenseandfirm.Duringerection,verticalityofpolesshallbeinspectedfromtimetotime;whendeviationisoutoflimit,itshallbecorrectedimmediately.Asfortheculvertwithintegralbase,shallerectscaffoldingdirectlyonthefoundation,whilethculvertwithseparatedbase,shallerectscaffoldingonthe2cmthicknessofboardafterthefoundationbeingcompactedThescaffoldingshallbeadjustedbyjack,andthejack.screwrodshallnotextendbeyond200mmfromScaffoldtobe.當(dāng)立桿搭設(shè)至必定的高度，在墩柱處，應(yīng)采納舉措將支架與墩柱抱緊，連為一體，鋼管與墩柱混14凝土面。平桿搭設(shè)應(yīng)與立桿同步進(jìn)行，平桿在連結(jié)后好，應(yīng)將碗口桿件上的扣件打緊。Whenthepolesareerected