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  1. mikesg

    AS3600 reinforcement detailing - beam to column connection

    Thanks for your reply, It is my bad that I did not clarify that I am not based in Australia, that's why I am not acquainted with the specific detailing practices there :) Thanks again, Mike
  2. mikesg

    AS3600 reinforcement detailing - beam to column connection

    Dear colleagues, I have a particular question regarding reinforcement detailing per AS3600. In a non-seismic beam-to-column connection, should a certain percent of the bottom reinforcement in midspan be anchored behind supports or we can use separate column bars and splice them with the bottom...
  3. mikesg

    who doesn't use manual computations anymore?

    Is it impractical to combine TXStructural's solution (two splices instead of one) but weld instead of bolting - this way you will have the beam look like it should and work like it should? If welding is impractical at all, even in places with smaller forces, can slip-critical bolts be used in...
  4. mikesg

    Steel beam top flange lateral restraint by trapezoidal sheeting

    @JAE: I agree that sheeting can brace Z shapes (as well as other cold formed thin wall sections), and calcs support this. But hot rolled shapes are a problem definitely :) @DST148: If I understand correctly, I should use formulae A-6-9 and A-6-10 modified as per point 6.4.2b for continuous...
  5. mikesg

    Steel beam top flange lateral restraint by trapezoidal sheeting

    >the code isn't a cookie recipe Very well said, and fortunately it is not a recipe, it would not be interesting otherwise :) > Can you use the Eurocode for determining when you should use an unbraced length greater than zero, but less than the full length of the member? A good pointer. I will...
  6. mikesg

    Steel beam top flange lateral restraint by trapezoidal sheeting

    Dear colleagues, I am working on a steel project and am struggling with the recurring question whether (and when) the roof sheeting provides lateral restraint to the top flange of the purlins when calculating for gravity loads assuming the purlins work as single-span pinned beams. Our code...
  7. mikesg

    Lateral load resisting frame question

    This structural system is forbiden in our code (Bulgaria), the reason being you cannot detail the slab adequately to dissipate energy and develop plastic hinges. AFAIK, the use of this system was the cause of many building collapses in a Turkey quake several years ago. I would try to find a...
  8. mikesg

    Seismic: behaviour factor of a precast concrete structure, no rigid roof diaphragm

    Dear colleagues, I am analysing a one-storey structure, that consists of precast RC columns, fixed in both directions at base, supporting precast prestressed beams spanning in one direction. Beams-column connections are pinned. The roof is made of T panels, and there is space between panels so...
  9. mikesg

    Width to Thickness Ratio

    In our local code for steel structures the effective web height is taken as the distance between the lines of bolts connecting the angles to the web. I believe it is the same in the Russian SNIP.
  10. mikesg

    Wind loads on vinyl fabric and rectangular steel frame

    As far as I have been informed they intend to glue it and there will be no pretension. I will include some pretension in my calculations in case they decide to go for tightening rope. Thanks again, your responses were valuable and important to me! Mike
  11. mikesg

    Wind loads on vinyl fabric and rectangular steel frame

    Thank you for your valuable responses! @ishvaaag - I might give it a try, although at this point I would like to better understand the behaviour of this structure. But I will keep the link for future reference. @MiketheEngineer - I was thinking about that, but I am not quite sure I have enough...
  12. mikesg

    Wind loads on vinyl fabric and rectangular steel frame

    Dear colleagues, I have to design a rectangular frame 10m/3m (33ft/10ft) that will have a vinyl advertisement on it, it will be vertical and the big dimension is the height. I am not allowed to connect (e.g. tie) the fabric in intermediate lines of the frame, only on the edges. It would be easy...
  13. mikesg

    Earthquake Engineering

    I don't know about the course you are considering, but I expect that such courses teach more than just determining forces. Seismic design is not a complicated methodology created for just coming up with some force values to load your structure with - after all there are simplified methods that...
  14. mikesg

    Oman building codes

    Hallo again :) After doing an extended research I found some papers indicating that the British Standards (design of concrete, steel, etc) are applicable and also the UBC. Interestingly I found no references to local codes, which don't believe is possible. I also found papers regarding the...
  15. mikesg

    Oman building codes

    Dear colleagues, I am working on a project that requires me to have a general overview on the structural building codes governing in the Sulatanate of Oman . This includes codes regarding the design of reingorced concrete structures, steel structures and of course seismic design code and...
  16. mikesg

    Replacing a removed masonry wall - seismic

    Thank you for your answers, Our calculations show that this wall works a part of the structure and not a partition wall only /using tables that are a supplementary part of the code/. It contributes about 7~10% of the shear resistance of the affected level. I cannot claim for "precise"...
  17. mikesg

    Replacing a removed masonry wall - seismic

    Dear colleagues, I received a call from a client who has removed a 25cm (10") unreinforced masonry wall in his apartment. This wall is between two columns, the clear width is 3.60m (11ft 10"), there is an unreinforced door opening 90cm(3ft) wide on one side of the wall, which makes 2.70m(8ft...
  18. mikesg

    Pipe column connections!

    As far as EC is concerned, the analysis of this type of connections (EN 1993-1-8) is based on the equivalent T stub method which as you know uses yield line analysis, takes account of prying forces, etc. I am not sure how well this method applies to pipes - they are not quite rectangular. In...
  19. mikesg

    Steel column made of three parallel pipes - checks

    Thanks for both answers and for your suggestions for approaching the problem! Mike
  20. mikesg

    Steel column made of three parallel pipes - checks

    Hi, I have to design a column made of three steel pipes (5" diameter each), that will be loaded by biaxial moments and compressive force. As a cross-section the pipes will be placed in the tops of a equilateral triangle and have clear space between them about 4-5". I intend to provide...

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