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Hello Mustaine3, Thanks for the reply but isnt RM is Torque. I need rotational force more like T = F.d , I need that F value, so I can calculate Torque using analytical methods

Hello, I am simulating a wire by applying rotation at one end and fixed at other end. I applied rotation using boundary conditions, may I know how to find rotational force required to rotate the wire from output. Since force depends on material properties so I guess there might be formula for...

hello tina, yes it is possible and may I know boundary conditions and what load are you trying to implement and what you want to find?

Hello, I am simulating a 12 filar and 9 filar wire torsion test. I can see contact stress values even after 30 degress in 12 filar where pitch distance is more but contact stress in 9 filar even after 180 degrees rotation is zero. I am analysing using abaqus with 1D element model and I use...

Hello, I am simulating a 12 filar and 9 filar wire torsion test. I can see contact stress values even after 30 degress in 12 filar where pitch distance is more but contact stress in 9 filar even after 180 degrees rotation is zero. I am analysing using abaqus with 1D element model and I use...

Hello, I am simulating a 12 filar and 9 filar wire torsion test. I can see contact stress values even after 30 degress in 12 filar where pitch distance is more but contact stress in 9 filar even after 180 degrees rotation is zero. I am analysing using abaqus with 1D element model and I use...

So you think increasing bottom steel area would be one of the solution? Its residential building

Yes hokie66, crank length here refers to bar being bent at 0.25 L of slab. So if the bar to be bent at 0.15 L is now at 0.25 L . That does not impose any problem?

Hello, Upon execution we provided crank bar length as 0.25 L for slab instead of 0.15 L as per IS456 . May I know the consequences for this mistake and how to resolve it? The slab is for residential building.

Hello all, I am trying to do torsion test where the wire breaks after certain rotations. I noticed that whenever I model for damage with damage criterion values, I am seeing rotational moment values as zero but not for plastic modelling (only with plastic values and no damage values) . Is there...

The flat slab span is 5 m x 12 m not 25 m x 12 m ... I am placing columns along 25 m span. I am also placing column along 12 m span in the middle. So flat slab area is 6m x 5m .. and slab thickness 0.2 to 0.25 m

solved it by increasing column and slab thickness.. Now punching shear ratio is less than 1.. Thank you all for helping, you guys are awesome.

is it true that when punching ratio is above 1 means it exceeded capacity? and thus have to incresae thicknees

hokie66, This is different design .. span is 5 m x 4.5 m [bigsmile] you mean column thickness should be increased only for 4 corners or even in the columns in the middle?

two storey building with flat slab and column size is 250 x 350 mm and only in corners and in top columns the rebar area is more. dik, So shall I use same rebar area as bottom columns?

Hello, I have designed 2 storey building but rebar size varies for columns at 4 corners.. bottom storey rebar area size is 700 mm2 and top storey rebar area size is around 1464 mm2. So am I doing anything wrong or results are acceptable?

Thanks for all your suggestions, Allowable deflection for flat slabs is Span/250 right? I used Etabs too it gave around 38 mm where allowable deflecttion is 48mm , so the results are not acceptable. Data M25 concrete, Fe500, slab thickness 250 mm , DL - 2.3 KN/m2 + self weight and LL - 3...

Hello all, Thanks for your replies. I am using Fe500 for reinforcement and thickness of slab is 250 mm and I am using few columns for more space. I considered live load with floor load and dead load with (self weight and PCC)

Hello, I am designing flat slab for G+2 college building. The area is 12 x 25 metres and is it possible to design flat slab by providing column only at edges but not in the middle? I designed using staad pro by giving columns at edges and deflection is within allowable limits (DL + LL) so...

Hello, I am trying to calculate simply supported 1D beam with fixed end on both sides subjected to U.D.L. Now according to analytical formula stress = M/Z , where M = Wl^2/12 at suppports and M = Wl^2/24 in middle and Z = bh^2/6 in case of elasticity and Z = bh^2/4 in case of plasticity for...