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Structural Engineering Forum Of Pakistan


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Nustian371 last won the day on November 27 2017

Nustian371 had the most liked content!

About Nustian371

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    2nd Lieutenant

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    New Zealand
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    Calibre Consulting
  • Interests
    Structure Design
  1. Nustian371


    I Would like to know that you have designed your column end plate as moment resisting connection with two layer of bolts then why you need to weld our beam to the column. It is very difficult on site and as per my experience I have never seen to types of connection at one end. Thanks
  2. Nustian371

    Flange brace design

    For the design of flange brace you need to check the restraints strength of the member as per your code limits. Based on the restraint length you can get the force required to design your brace. Sir Umer and sir Zeeshan correct me if I am wrong. Thanks,
  3. Nustian371

    Connecting Building With Bridge

    With connections design you have to be very careful. As you mentioned one end is going to be hinged and other will be roller, Your truss on each side will have a certain width and it wont be resting with one support connection. I mean at each end the truss will have two or three connection points with the beam or corbel. So when you say hinged it be virtually not hinged and will become a kind of fix connection as the number of anchor bolts on each point will be bore than two. So check your building movements in worst cases, like seismic and wind etc and design the slotted hole connections by giving appropriate movement at the joint. For the roller connection you will use the rubber pads any type but you must make vertical pins through sleeves on corbel beam or any connection through your bridge to restrict the dislocation of your truss form the pad. Normally the rubber pads come with these pins and slotted holes are provided in the truss base plates which help them to restrict movements. See Granor Rubber Pad bearings for bridges. I have attached two examples of what I have said above. I hope they make any sense to you. Bridge Connection.pdf
  4. Nustian371

    Cold Formed Steel Design

    Hi Waqar, I hope you have got your answer from sir Umer and others I will just add something as per my experience with the steel structures. In most cases cold form steel or light gauge structural members are designed on the basis of local failure in stead of global. These buildings are single storey most commonly and double to triple storey in very special cases. So the loadings are worked out manually and each member either column or beam/truss is checked for the local buckling and bending, axial and shear stresses. These members can be modelled individually in SAP 2000. The members are closely spaced to each other like wall panels may have studs at every 400mm c/c and then for door jambs and window head your section are doubled etc. So the steel in a wall section or roof members is quiet high. For the modelling of these structures you must do these manual checks before and calculate the required capacities of each members and your required bracings etc. then you model the structure you will get the results. But still having said that the wall studs have many jointing elements like horizontal support members for the installation which are normally difficult to model and these restraining elements also help in reducing the KL/r for the elements. which is not considered in most cases during modelling. So the best is to do these structures manually and verify them by any software with logical assumptions. software like framecad are designed for these structures so they take into effect all the restraints as you build your 3d they add all the required horizontal supports due to which the analysis results are different to as modelled in SAP 2000. Cheers,
  5. Nustian371


    I will try to be active in steel section from now on...

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