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  1. moyseh

    Moment of inertia of asymmetric beam

    Thanks for your responses. How does one calculate the section modulus for an asymmetric beam. Say for example, the tension flange is the bottom (positive bending). Is the positive section modulus the moment of inertia divided by the distance to the extreme fibre of the tension flange?
  2. moyseh

    Moment of inertia of asymmetric beam

    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...
  3. moyseh

    SAFE Shear Query

    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
  4. moyseh

    SAFE 21 Issues

    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...
  5. moyseh

    ETABS Pier Labelling

    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
  6. moyseh

    Punching Shear Checks EC2 with composite metal deck floor

    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...
  7. moyseh

    Eccentricity Question

    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...
  8. moyseh

    Strand7 Error

    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
  9. moyseh

    Unfilled Masonry Block Wall In-plane Strength

    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
  10. moyseh

    NZS1170.5 Parts & Components Query

    Thanks guys - appreciated
  11. moyseh

    NZS1170.5 Parts & Components Query

    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...
  12. moyseh

    Concrete Column Bracing (Compatiblity Issue)

    Right, understood. How would I go about investigating checking the difference in stiffness between the two elements?
  13. moyseh

    Concrete Column Bracing (Compatiblity Issue)

    Thanks for the reply - not sure you fully understand my question though. Have snipped an image outlining the situation
  14. moyseh

    Concrete Column Bracing (Compatiblity Issue)

    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...
  15. moyseh

    LGS Purlins and Seismic Bracing Loads from Services

    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...
  16. moyseh

    Pseudo Equivalent Static Analysis (PESA) Forces and Starter bars

    Yep the only solution for the diaphragm I suppose would be FRP? Not sure how you would approach a stengthening scheme if your starters were under capacity? I can see how its a frustrating one for building owners
  17. moyseh

    Pseudo Equivalent Static Analysis (PESA) Forces and Starter bars

    Yeah I think this is a really good forum and so I keep coming here for questions/discussion. Yes I have read that paper - really helpful and essential one for diaphragms. I have found new diaphragms which are fairly regular easy to design. It's just when you have transfer diaphragms or...
  18. moyseh

    Pseudo Equivalent Static Analysis (PESA) Forces and Starter bars

    Thanks for your replies. Greenalleycat - Yes I've sought some internal help but just wanted to get some external opinions too to get a headstart. It is a highly irregular building unfortunately - very difficult to assess. Also compounded by the fact that it has numerous extensions, hence...
  19. moyseh

    Pseudo Equivalent Static Analysis (PESA) Forces and Starter bars

    Thanks KootK. Lots of helpful information there. If you wouldn't mind offering your advice on a specific example I have: Imagine we have a two storey structure: lower level concrete frame and shear wall and upper level we have concrete columns that extend up through the first level to support...
  20. moyseh

    Pseudo Equivalent Static Analysis (PESA) Forces and Starter bars

    Thanks for the reply that's cleared a lot of things up for me!

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