压型钢板选用表

1、BHPe2W构楼承板BHP*2W-DEK截面特性SectionProperties板型Profile宽度钢板厚度Width(mm)BMT(mm)2W0.750.909151.201.50材质说明MaterialSpecification钢板厚度BaseMetalThickness0.75mm,0.90mm,1.20mm,1.50mm钢板双面镀锌量CoatingMass275g/m2论碾取小丿出胧5虫度MinimumYield300MPa耐火极限FireRatingIssue楼板最小总厚度MinimumTotalSlabThickness耐火极限FireRating130mmN15hBHP2W结

2、构楼承板sBHP2W-DEK施工阶段最大无支撑跨度表TableOfMaximumUnproppedDec板型Deck楼板总厚SlabDepth(mm)楼承板钢板厚度BaseMetalThickness(mm)施工时最大无支撑跨度MaximumU单跨(1Span)双跨(2Span)0.752.602.751000.903.003.051.203.303.451.503.553.850.752.502.651150.902.852.901.203.153.301.503.403.700.752.302.451400.902.652.701.202.903.102W1.503.103.400.752

3、.202.351500.902.552.601.202.802.951.503.003.300.752.152.301650.902.502.551.202.702.991.502.953.200.752.052.201850.902.352.401.202.602.751.502.803.05此表中采用普通混凝土重呈2400kg/m3,压型钢板的屈服强度为300MPa,施工荷载15kPa。Thistableisbasedon(1)normalweightconcrete2400kg/m3;(2)yieldstrengthofdeck300MF使用阶段组合楼板设计表CompositeSlabD

4、esignTable组合楼板允许使用荷载表说明:表中允许荷载值是除去混凝土楼板自重后的荷载设计值。跨数(No.ofSpans)表示在施工阶段楼承板的跨数。钢板厚度(BMT)表示楼承板钢板的厚度。楼板总厚仃ST)表示楼板总厚度。参见图(1)BHP2W结构楼承板BHP2WCOMPOSITESLABDECKAlloi2W钢板厚度BMT(mm)融No.ofSpans1.802.00111.610.1楼板总厚0.75211.610.1TST311.610.1100112.811.1mm0.90212.811.1312.811.1115.513.4楼板自重1.20215.513.4SlabWeight31

5、5.513.41.83118.816.4kPa1.50218.816.4318.816.4BHP2W结构楼承板BHP2WCOMPOSITESLABDECK2W钢板厚度BMT(mm)跨度No.ofSpans1.802.00113.111.3楼板总厚0.75213.111.3TST313.111.3115114.412.4mm0.90214.412.4314.412.4117.315.0楼板自重1.20217.315.0SlabWeight2.13317.315.0120.918.2AlloikPa1.50220.918.2320.918.22W钢板厚度BMT(mm)跨度No.ofSpans1.8

6、02.00116.211.8楼板总厚0.75216.214.0TST316.214.0140117.815.3mm0.90217.815.3317.815.3121.318.5楼板自重1.20221.318.5SlabWeight321.318.525.722.42.741kPa1.50225.722.4325.722.4BHP2W结构楼承板BHP2WCOMPOSITESLABDECK2W钢板厚度BMT(mm)No.ofSpans1.802.00117.913.0楼板总厚0.75217.915.4TST317.915.4150119.516.9mm0.90219.516.9319.516.91

7、23.420.4楼板自重1.20223.420.4SlabWeight3.04323.420.4128.224.6kPa1.50228.224.6328.224.6Alloi2W钢板厚度BMT(mm)跨度No.ofSpans1.802.00116.914.2楼板总厚0.75219.516.8TST319.516.8165121.418.4mm0.90221.418.4321.418.4125.622.2楼板自重1.20225.622.2SlabWeight325.622.230.826.93.341kPa1.50230.826.9330.826.9BHP2W结构楼承板BHP2WCOMPOSIT

8、ESLABDECK2W钢板厚度BMT(mm)跨度No.ofSpans1.802.00119.116.0楼板总厚0.75222.019.0TST322.019.0185124.120.8mm0.90224.120.8324.120.8128.925.1楼板自重1.20228.925.1SlabWeight3.80328.925.1134.730.3kPa1.50234.730.3334.730.3Alloi边模选择表EdgeFormSelectionTable楼板厚度SlabDepth0255075(mm)边模.1001.201.201.201.201101.201.201.201.201151

9、.201.201.201.201201.201.201.201.201251.201.201.201.201351.201.201.201.501401.201.201.201.501451.201.201.501.501501.201.201.501.501601.201.201.501.901651.201.501.501.901701.201.501.901.901801.501.501.901.901851.501.501.901.901901.501.901.902.401951.501.901.902.402051.901.902.402.402101.901.902.402.40

10、2151.902.402.402.402201.902.402.402.402301.902.402.402.402352.402.402.402.402402.402.402.402502.402.402.402552.402.402602.402.402652.402.402752.402802.402852.40该表系基于以下条件而做的：1普通重量混凝土2400kg/m3o2在混凝土自重作用下，边模的水平及垂直方向的挠度不超过13mm。3在混凝土自重作用下，边模的设计强度不超过140MPa,但在施工荷载1.0KN/m2作用下，该：4该表并未考虑边模支座（可包括楼承板或钢板）的力学性能，变

11、形或转动而产生的影响。5对于厚度小于1.50mm的边模建议在坚腿加弯钩。该表仅供参考，并不能代替注册结构工程师的意见。Theaboveselectiontableisbasedonfollowingcriteria:Normalweightconcrete2400kg/m3Horizontalandverticaldeflectionislimitedto13mmmaximumforconCretedeadloadDesignstressislimitedto140MPaforconCretedeadloadtemporarilyincreasedbyone-thirThisSelection

12、Tabledoesnotconsidertheeffectoftheperformance,deflection,orrotationoVerticallegreturnlipisrecommendedfor1.50mmthickorthinneredgeform.ThisSelectionTableisnotmeanttoreplacethejudgmentofexperieneedStructuralEngineer;重量Weight(Kg/m2)惯性矩Ix106(mm4/m)正截面s+抵抗矩x103(mm3/m)负截面s抵抗矩x103(mm3/m)7.960.51916.0218.239

13、.520.63521.3422.1012.550.82128.7628.9215.671.02736.0236.02:SpansinproppedSpan三跨(3Span)2?853.153.604.002753.003.443.80Z552.803.203.552452.703.053.40Z352.603.003.30Z252.502.853.15a;(3)constructionNotefortheloadtable:ConcreteweightisexcludedintheallowablesuperimposedloadNo.ofspansreferstothenumberofdec

14、kspansduringconstructionsBMTreferstothebasemetalthicknessinmm.TSTreferstoTotalSlabThickness,seebelowsketch.(Fig1)楼板总犀TotalSlabThickness图仅供参考(Fig1)Refereneeonlynottoscale允许使用荷裁(kpa)-普通混凝土(2400kg/m3)vableSuperimposedLoad(kPa)NormalWeightConcrete(2400kg/m)跨距Span(m)2.152.302.452.602.752.903.058.86.25.44

15、.64.03.53.08.87.76.86.14.03.53.08.87.76.86.15.03.53.09.78.57.65.34.64.03.59.78.57.66.86.15.63.59.78.57.66.86.15.65.011.810.49.38.47.66.86.311.810.49.38.47.66.86.311.810.49.38.47.66.86.314.412.811.510.39.48.67.914.412.811.510.39.48.67.914.412.811.510.39.48.67.9允许使用荷裁(kpa)-普通混凝土(2400kg/m3)vableSuperim

16、posedLoad(kPa)-NormalWeightConcrete(2400kg/m3)跨距Span(m)2.152.302.452.602.752.903.058.16.96.05.24.53.93.49.88.77.76.84.53.93.49.88.77.76.84.53.93.410.89.68.55.95.14.53.910.89.68.57.66.84.53.910.89.68.57.66.86.25.713.211.710.49.38.57.77.013.211.710.49.38.57.77.013.211.710.49.38.57.77.016.114.312.811.5

17、10.59.68.816.114.312.811.510.59.68.816.114.312.811.510.59.68.8跨距Span(m)16.114.212.68.77.66.65.716.114.212.611.37.66.65.719.517.215.413.89.98.77.719.517.215.413.812.58.77.719.517.215.413.812.511.410.423.721.018.917.015.414.110.223.721.018.917.015.414.112.923.721.018.917.015.414.112.95tWSfflWWkpahmi(2

18、400kg/m3)“ableSuperimposedLoad(kPa)NormalWeightConcrete(2400kg/m)跨距Span(m)2.152.302.452.602.752.903.0513.611.610.08.67.46.45.616.511.610.08.67.46.45.616.511.610.08.67.46.45.615.213.111.39.88.57.46.518.216.011.39.88.57.46.518.216.014.29.88.57.46.522.019.517.412.611.19.88.722.019.517.415.611.19.88.722

19、.019.517.415.614.112.88.726.723.821.319.217.412.811.526.723.821.319.217.415.911.526.723.821.319.217.415.914.5悬挑Overhang(mm)100125150仃5200230255厚度EdgeFormThickness(mm)1.201.201.501.902.402.402.401.201.501.501.902.402.402.401.201.501.501.902.402.402.401.501.501.901.902.402.401.501.501.901.902.402.401.

20、501.901.902.402.402.401.501.901.902.402.402.401.901.902.402.402.402.40强度允许增加三分之一。dfortheconstructionliveloadof1.0KPafthepourstopsupportwhichmayineludeboththesupportingcompositedeckand/ortheframe.5andshallbeconsideredasareferenceonly.stage.3.203.353.503.652.62.32.01.72.62.32.01.72.62.32.01.73.12.72.42.13.12.72.42.13.12.72.42.15.73.83.43.05.75.33.43.05.75.34.94.67.26.74.64.27.26.76.25.77.26.76.25.73.203.353.503.652.92.52.21.92.92.52.21.92.92.52.21.93.43.02.72.33.43.02.72.33.43.02.72.34.74.23.73.46.54.23.73.46.55.95.