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BAZ last won the day on March 19

BAZ had the most liked content!

About BAZ

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    NUST, Politecnico Di torino
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    structural engineering,cricket,football,economics and films/music.

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  1. Collector Elements

    In most cases, the force in the collector is not enough to enforce enlarged-section in the form of a beam. The reinforcement can be provided within the slab. There is no other way, One has to complete the load path.
  2. It is not only the difference of moments, the difference of axial load is also responsible for increased demand. The lower axial load, coupled with increased moments is the reason. In top story, the unbalanced moment is distributed among three members. In lower stories, four members share the unbalanced moment at the beam-column joint.
  3. If you will follow detailing of ACI then the foundation will provide rotational restraint. Modeling it with the pin is under-conservative. Column's longitudinal reinforcement is a function of the size of the cross-section, material strengths, axial force and bending moments. Compare them.
  4. Look at the design forces of members and compare, you will get the answer. Why are you modeling the foundation as the pin?
  5. Diaphragms

    You will assignment diaphragm property to your joints when you are not modeling area elements ( shells, plates or membrane) in the model, but the joints are connected by a horizontal area-member, or some combination of line-members, that will act as a diaphragm in the actual structure. ETABS will use it to distribute lateral forces to all joints based on that diaphragm property.
  6. Column to Beam Capacity Ratio

    Hinges at both levels only can lead to the loss of gravity-load-carrying capacity.
  7. Corbel action on Column analysis

    Yes, you can transfer forces generated by corbel (axial, moment and shear) to the column for analysis of column in ETABS.
  8. Steps in slab

    Yes, it should be structurally-viable framing option.
  9. Steps in slab

    For 1: It depends on the size of your riser relative to tread. 2: Yes.
  10. Column to Beam Capacity Ratio

    Yes, it can be ignored at the top story if it is only at the top beam-column joint. The ratio should be satisfied at the bottom of the top story.
  11. Long span lattice girder

    You should have modeled it as a simply supported member. For lateral stiffness, bracing members in the vertical plane could have been used. For simply supported case, you can assign truss member to bottom and top chord as well. If the girder is stiff, and you have chosen the loads correctly, the girder will cater for serviceability and design concerns.
  12. Looking at the beam layout in Figure titled Cantilever-1, I can judge that you have one-way slab panels. Check the ratio of long to the short side of your slab panels. So, you don't need to take strip moments from ETABS/SAFE. Yes, end moments of your beams are not correct. Check the connectivity of nodes in your model.
  13. load modeling

    Sorry, I m not sure what you meant. You don't need to include a member in the model just to add its load. You need to model only those members that are essential for completing the load path (structural members).
  14. Plate connection in compression and bending

    Looking at the figure, one cannot figure out the complete load path for a particular loading scenario. So, it is not possible to give a specific advice. But, the way these pipes are connected, there be moment due to the eccentricity of connections in addition to axial forces. In addition to axial and flexural stress, shear stresses can also dictate the thickness required for the pipe, if the load path includes these forces.
  15. hi all

    i have A question -please

    Can I model the load of partion load(brick wall load) by modeling a beam with very small dimensions such as 1 cm * cm

    and apply load on it (the small dimension beam).


    1. BAZ


      Sorry, I am not sure what you meant.


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