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Consider a typical I section beam with a larger top flange than bottom flange. Does this beam have the same moment of inertia about its major axis if you flip it upside down? For example if you had a beam that was a cantilever. Would it be better to have the top flange thicker or the bottom...

Hi, I'm working on a slab design trying to validate its shear capacity through the use of SAFE and Eurocode checks. I have checked all shear stress plots for one way shear but have some areas exceeded locally around columns. If these areas pass the punching shear check, is that sufficient? Thanks

Hi, I’m having some issues with SAFE21. The software isn’t displaying shell elements in 2D for some reason. I’m unsure if this is a graphics card issue. I am also unable to use the design tool. I get the error “Could not generate display. slab data not found or is incomplete”. Any help...

Hi, Does anyone have a good source that explains the basis of pier labelling in ETABS ? I am interested in the design of shear walls but offset openings are making this difficult to understand. Thanks

Hi, Has anyone come across the case of designing a metal deck composite floor for punching shear before? My understanding was that you calculate the basic control perimeter, U1 as per the above from EC4 (where dp is the depth to the centroidal axis of the metal sheeting). I'm a bit confused...

Hi, I'm looking at designing columns including the eccentricity acting on them by their connections. This is simple enough to understand for a simple pinned connection. However, for a moment connection, do you still need to allow for eccentricity since the connection isn't fixed to the shear...

Hi, I'm getting warnings and errors on my Strand7 model and struggling to understand what is wrong. Warning is "internal angle is out of range in plate 8161" Error is "global stiffness matrix is singular" Any help appreciated Thanks

Hi All, Was just wondering how others modelled the in-plane strength of unfilled masonry walls. I know the NZ Assess Guidelines (C7) say that you can model solid unfills with equivalent struts - can this be done with unfilled masonry walls? Thanks

Hi All, I have a situation where I'm treating a lighter structure on top of a much heavier structure as a Part for seismic loading. My question is what I ought to consider as the height of the attachment of the part (hi) when determining CHi? I understand that for precast panels for example...

Hi Guys, I have a situation where I have sets of concrete columns which are supporting steel UBs and I want to provide some lateral support. Would diagonal cross braces (tension only) work here or do we have a compatibility issue, whereby the column is too stiff to deflect enough to engage the...

Hi All, A common problem I have encountered when designing seismic restraints for services (ducting/piping etc) is the case where we have to brace to the roof structure, namely DHS or cold form steel purlins. This load can be relatively high in seismic areas and purlins typically span a large...

Hi All, I am new to designing diaphragms and seismic design principles and am wanting some clarity around how starter bar demands and shear wall demands relate to each other. For non-earthquake loading, typically we just transfer all loads from diaphragms into the lateral load resisting...

Hi All, My question is regarding a cold form steel purlin capacity. I do not have much experience with the local code (AS/NZS4600), however, the local supplier provides capacity tables which are given in the form of uniform loaded bending capacities (ΦbWbx)(Snip below). For cases where we have...

Hi, Does anyone have an example of a design/assessment of diagonal stiffeners at knee joints for steel portals? I understand that there have been papers written suggesting that these are not ideal connections. I cant find these papers anywhere but have heard Charles Clifton of the University...

Hi all, My query is regarding the hollowcore flooring system which is prevalent in NZ. My understanding is that this item is an industry wide issue and there's currently work being done to investigate retrofit options. Is it fair to say that some of the newfound failure modes only happen at...

Hi all, Does anyone here check the torsional capacity of their steel rafter in portal frames due to the torsional moment that is normally generated by the eccentricity between the purlin and portal rafter? I’m working to NZS3404

Hi, I am working as a seismic design engineer and designing bracing for some vertical pipes. I was wondering whether the floor slab provides any form of restraint for the vertical pipes or if they need to be restrained specifically.

Hi, I am working as a seismic design engineer and designing bracing for some vertical pipes. I was wondering whether the floor slab provides any form of restraint for the vertical pipes or if they need to be restrained specifically.

Hi, Just trying to work out the capacity in compression of an M10 rod to the NZ code. I am using this for the purposes of bracing some piping. In NZS3404 they have different values for alpha_b (Table 6.3.3(1)) based on the section type. They obviously dont have this value for threaded rods...

Hi, my question is: are the connections for nominal ductile structures required to be checked for overstrength. I.e. are you supposed to multiply the demands on our connection by Phi_oms? Following on from this, i have seen engineers scale the loads onto proprietary tension bracing with a...