ReferenceCalculationsFormwork/falsework are designed for nominal loads ( unfactored )Unfactored Load Intensity (n1)===1.0gk +1.0 qk1.0 * 20.75 + 1.0 * 1.522.25KN/m2OutputDesign of 15 mm PlywoodPlywood is supported by 50 mm GI pipes15 mm Flywood 150 mmConsidering 1m wide stripUDL ( w )=Check for BendingMaximum Bending Moment (M)=== Maximum Bending Stress (s)= 0.06322.25KN/m50 mm G.I. pipesWL28KNmKNmMZ0.03710310310001526 1.67N/mm2=NmmPlywood=< 11.37N/mm2(Allow. Bending Stress)15mm ok.Therefore Bending Stress is Satisfactory.Check for Shear Maximum Shear on plywood==WL212.980.1502=1.669Shear StressKN0.974103=100015=0.111N/mm2N/mm22.58N/mm2(Allow. Shear Stress)OK2
ReferenceCheck for DeflectionCalculationsMaximum Deflection=OutputW =22.250L =150E =70001WL4384EIKN/mmmN/mm2=13.82150413384100015700012=Span/Deflection=0.0149150mm0.0149Span/Deflection=Hence 15 mm plywood is satisfactory10067> 200OKDesign of GI PipesTheplywoodissupportedby50mmdiameterand2mmthickGIpipes,whicharespacedat150mmcenters. Then the GI pipes are supported by 2/50 GI pipes spaced at 775 mm centers.Check for Bending0.1502/50 G.I. PipesG.I. Pipe0.1500.775Maximum Bending Moment (M)=WL28=12.980.1500.7752KNm8 0.251= Bending Stress (s)Check for G.I PipesG. I. Pipe 48.3Hand Book ofstructural steelwork A.D.weller 1997KNm=MZ thickness 2 mmId41d426433.142848.3444.34ReferenceId41d42OutputCalculations64I=EN 102103.142848.3444.34641047.81cm4 3.238cm3 .Z= Therefore Bending Stress (s)=0.1463.238106KN/m2= Bending Stress (s)BS 5975Ann-B77385KN/m2 ReferenceCalculationsDesign of 2/50 G.I pipes just under the GI pipeOutput1502/50 GI Pipes785 mm2/50 GI Pipes 0.775 m0.775 m Load from GI pipe is a UDLW=W=Maximum Bending Moment (M)=12.980.775KN/m10.06KN/mWL2810.060.78528=KNm= Bending Stress (s)Check for G.I PipesG. I. Pipe 48.3Hand Book ofstructural steelwork A.D.weller 1997 0.775KNm=MZ thickness 2 mmId41d42643.142848.3444.34641047.81cm4 3.238cm3 .I=EN 10210Z=5 Reference Therefore Bending Stress (s)Calculations=Output0.77522(3.238106)KN/m= Bending Stress (s)BS 5975Ann-B119652KN/m2 ReferenceCalculationsDesign of GI Pipe Supports.0.785 mOutput 0.775 m0.775 m 0.785 mLoad on a Leg==Assume - Effective length of GI pipe Radius of GyrationSlenderness ratio==12.98 x 0.775 x 0.785 7.901500KNKNScaffold legmm1.62cmLer==(150 / 1.62)93BS 5950CL:7.4Capacity of GI pipePcAgpc==290.9 x 12436.07 KN 36Capacity of a Leg( GI Pipe Scaffolding leg)=KNcapacity ok.Therefore the condition is Satisfactory.Design of WallsLateralpressurefromwetconcretearedirectlyappliedto15mmplywood.Theplywoodissupportedby50mmdiameterand2mmthickGIpipes,whicharespacedat150mmcenters.ThentheGIpipesare supported by 2(50) GI pipes, spaced at 600 mm centers.Maximum concrete pressure on side formworkCIRIAReport 108PmaxDC1RC2KHC1R.............1Where :-D=C1=C2=R=24 kN/m3 ( Unit weight of concrete )1 ( as a wall )0.45 ( retarded concrete )1.5 m/hr. ( concrete pouring rate )7 ReferenceCalculationsH=T=K=1.730 m ( Wall height )32 0C ( concrete temparature at pouring ) 36Tc +16K= 3632 +16K=0.562522OutputPmax2411.50.450.56251.73011.5Pmax.=33.71KN/m2Design of Side PlywoodPmaxD50mm G.I. pipes1.410.320 150 150 150 15mm Flywood 50 mm GI PipeConsidering 1m wide stripCheck for BendingUDL for 1m strip ( w )=Maximum Bending Moment (M)== 33.712(50) mm Gi pipe33.71KN/m2KN/mWL28=42.670.1502KN.m80.09KNm Maximum Bending Stress (s)=MZ0.0910610001526=N/mm28 ReferenceCalculations= Maximum Bending Stress (s)2.40OutputN/mm2 ReferenceCheck for BendingMaximum Bending Moment (M)CalculationsOutput=WL2833.710.1500.60028 0.228== Bending Stress (s)Check for G.I PipesG. I. Pipe 48.3Hand Book ofstructural steelwork A.D.weller 1997KNmKNm=MZ thickness 2 mmId41d42643.142848.3444.3447.81cm64104I=EN 10210Z= Therefore Bending Stress (s)== Bending Stress (s) 3.238cm3 .0.2283.23810670413.84KN/m2KN/m2 ReferenceCalculationsOutput14 ReferenceCalculationsOutput15 ReferenceCalculationsOutput16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 因篇幅问题不能全部显示,请点此查看更多更全内容