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Thank you. I will have a look and maybe come back with questions

Thanks. May I ask where I can find this? Which book?

Thank you everyone. It is an extension to an existing structure. I don’t fully understand this. My understanding is if the chord is not continuous but pinned at each connection then the truss is still stable if the axial forces are within limit. What is the difference between a hinge at the...

Hi I have this roof truss that contains steel T sections as its top and bottom chord. The axial force is very close to their capacity already. If I do a combined N&M check the chord will fail due to the low bending moment capacity of T section. Now my question is do we need to consider bending...

I don’t think it is weird. If you ignore this continuity and design otherwise you might end up having extensive cracks in that area.

Thank you. Just have one more question. The extreme compressive stress for defining the boundary element is obtained by gross cross section properties from linear-elastic strength model according to AS standard (I believe that it is the same for the ACI). Does that mean I should use uncracked...

Thank you. Understand that at column ends you have higher curvature but just wondering how you have different EI for one column. Do you model three line objects instead of one or do you just do edge release?

Thank you. Does that mean I should do iteration? ie. reduce the stiffness of those are cracked and re-run the model, and check if any more new members crack and on and on?

Thank you. 0.4Ig for slab & beams in Australian Code while for columns and walls it ranges from 0 to 0.8 depending on the axial forces. The different stiffness reduction doesn't bother me much. What I am wondering is if you crack all members without checking if it does crack. Does that mean you...

Hi, Code says depending on the N/fcAg the stiffness should be reduced accordingly. How do you interpret and apply this in your analysis and design? Do you 1. Change the stiffness accordingly to the relationship between N and fcAg without checking if the section does crack or not. OR 2. Check...

Thank you everyone. @BAretired. Is below the intention of the framing? It is a roof with purlins running on top as shown (pink one) below I just did a FEA with 1kN/m gravity load applied to the curved beam and surprisingly it looks like the open section cantilever beam will be twisting as...

Can anyone please advise on the connection and the choose of member shape of the below structure? It is a roof with 5m high curtain wall below I have AISC manual for curved beam. Just wondering what shape and connection would you choose for the cantilever beam?

It is not precast. I was just looking at the picture you provide and think out loud.

Thank you. Looking at the picture you provided. I am quite surprised that it mentions the depth of the beam/slab only without stating how starter bars should be arranged etc. For example. If the beam/slab depth is greater than the column but the column is precast with single layer of dowel bars...

Like this. N20 bars vertical bars with 800 lap to starter bars (not shown on the pic) I think I can treat the bottom one as rotational restrained but not sure about the top one especially when the column width is 200 only

The columns are connected to slabs from 250mm thick to 500mm thick using starter bars.

I am checking the buckling capacity of some 200mm or 250mm wide concrete columns for a typical apartment and wondering if you would consider it is rotational restrained in this weak axis so k factor can reduced to 0.7?

Thank you everyone

Thanks for everyone’s insights. Agent666. Do you mean dowel bars + shear friction = shear strength? I am looking at ACI chapter 17 - anchoring to concrete but cannot find the shear friction. Do you mind if you can provide me an example if possible. I am also very interested in the difference...

Sorry for my wording. It’s in plane shear to lateral loads. Panels connect vertically using grout and dowel bars. I was just wondering how to check whether dowel bars are adequate in this case. I have seen come engineers treating dowel bars like normal rebar in concrete section and getting the...