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Badar (BAZ)

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Everything posted by Badar (BAZ)

  1. Badar (BAZ)
    structural dynamics is course at undergraduate level in good universities around the world and should be taught at that level so that they can better participate in design office. Linear Time history analysis is in their range, non linear is out of range. This applies better in OECD countries where quality of primary/secondry education is lot better than Pakistan. Anyway it will be very difficult for one to justify this thesis if one does havn't been taught structural dynamics. If you are considering to run TH analysis on ETABS without going through concepts,I would say better don't do it.
  2. Badar (BAZ)
    Yeah it right, in most cases, to do more than what is expected.
  3. Badar (BAZ)
    I would also say same as Umar. You don't have to follow code provisions 10.12.1 through 10.12.3 as it for ratio >1.4. As a precautionary measure, you can provide for extra confinement of joint or specify same concrete strength for only joint region,no extension in slab. Increasing confinement of joint region will be easier than pouring higher strength concrete in joint.
  4. Badar (BAZ)
    look at the explanation here http://dl.dropbox.com/u/45238683/20120630_094014.jpg
  5. Badar (BAZ)
    yeah.this term, stocky, is used in europeon codes.
  6. Badar (BAZ)
    use Pythagorus theorem to be exact. sqrt[( pi.d.n)^2 + (hn)^2]. where d is dia, n is number of turns and h is pitch of spiral.use 1 for n to get length of one spiral.
  7. Badar (BAZ)
    where you heard/read this term? In Pakistan we use US codes and they use the term short column.Strength of Short/stocky columns is governed by the material strength of cross- section and is not effected by the length of column. Though local buckling might occur in steel columns. Then there are slender columns whose strength depends on ratio of length to radius of gyration of section.These columns buckle under compressive loads before material strength of their cross-section can reach.
  8. Badar (BAZ)
    it is section 10.9.2 in ACI 318-08. i am not able to upload section.
  9. Badar (BAZ)
    Code does require us to use a minimum of six bars for spirals, it does not mention circular cross section in that specification. Code requires minimum of 4 bars for circular/rectangular ties. But we can still use 4 bars in circular column as code also states, at many places, that if engineer is able to prove the safety of his design proposal in light of rules of mechanics,material behavior and serviceability requirements, than he can use it. I answered your question keeping in mind that particular member is kind of dummy member, the one which is not an integral part of structural member.
  10. Badar (BAZ)
    long term deflection multiplier accounts for deflection in members due to shrinkage and creep behavior in an approximate way. It is approximate because instantaneous dead deflection is multiplied by deflection multiplier and then this value is added in DL and LL deflection to get long-term deflection. Self weight multiplier option is used the software to compute dead weight of structure.If it is 1 then dead dead weight will be multiplied by 1. I edited title of thread as it can help in searching for particular topic in forum,I hope you will not mind.
  11. Badar (BAZ)
    A method to reduce stiffness properties (I , J) of section when section cracks.
  12. Badar (BAZ)
    you don't have to change any load cases.
  13. Badar (BAZ)
    You will need to select code as well. There will be a default code selection, you can change to suit your requirements.
  14. Badar (BAZ)
    Well! codes we use are based on American culture. Surely they don't celebrate marriages as we do. Even if marriage hall has three or four floors, I have seen occasions in which 3/4 marriage ceremonies taking place at same time.
  15. Badar (BAZ)
    You can read conditions in which we may reduce live loads in attached document. When you will select reduceable live load in software, it will automatically reduce the live load according to the Code. It is economical and logical to reduce live load in certain cases,read attached doc, because probability of occurrance of full live load in all floors at same time is very less. (see section 4.8) http://dl.dropbox.co... loads -s04.pdf
  16. Badar (BAZ)
    Salaam everbody! We know more, when we share our knowledge,and this forum is platform where we can share and get knowledge relating to structural engineering. Umar makhzomi has done good job in spreading this forum,having posted an ad on facebook. But we need to do more,as facebook is not enough.More people should be inlvolved in this forum which will help us discuss our problems related to structural engineering and eventually can help us in becoming better engineers. Please give your suggestions as to how can we publicize this forum. cheers.
  17. Badar (BAZ)
    As you all know, that when foundation is subjected to tensile forces,sort of GAP arises at the interface between foundation(excluding pile) and soil.It is because there is no mechanism to transfer tension between two materials and besides both materials cannot take tension.Uplift analysis tries to capture this behaviour.
  18. Badar (BAZ)
    Chinese architectural firm plans to build world's largest building in 90 days. Prefabricated construction is on rise.http://designtaxi.com/news/352814/China-Plans-To-Build-The-World-s-Tallest-Building-In-90-Days/
  19. Badar (BAZ)
    doc uploaded be Aeysha states that,'Note that the horizontal component of Em is Ω0 times the seismic force E (not Ω0 E/1.4); thus if allowable stress design is being utilized and the analysis results are in terms of a reduced element seismic force E/1.4,that force must be multiplied by 1.4 to be used in this equation in order to be compared to member strength'. read part in blue,and tell me what u make of it. Em is defined as maximum earthquake that can be transferred by continuous member to supporting member and max earthquake force should be Em not Em/1.4.Em/1.4 will be sort of service level force.
  20. Badar (BAZ)
    1.2 D + f1L + 1 Em 0.9D +/- 1 Em
  21. Badar (BAZ)
    Yes , you r right. ubc 97 requires us to use those combinations only for members supporting discontinuous system. Where ever uniform ductility demand is lacking in vertical members ( Bangale's book). It seems logical to extend this requirement to connections in steel structures.
  22. Badar (BAZ)
    yeah it is perfectly Ok for gravity loads.
  23. Badar (BAZ)
    you can read these papers.http://dl.dropbox.com/u/45238683/crack%20model%20comp%20study%20diana%20delft.pdf http://db.tt/dm3BWUNM http://db.tt/PWv22REh
  24. Badar (BAZ)
    masonry takes negligible tensile stresses,similar to concrete. No moment is transferred to masonry column,only compression forces are transferred. Slab or beam is always supported simply by masonry column. In steel structures moment resisting joints are designed where as in RCC beam reinforcement is developed in column which transfers moment from beam to column.No such moment mechanism exists in masonry construction .
  25. Badar (BAZ)
    It depends on aspect ratio of slab, span length, and geotechincal conditions.One may require main reinforcement in both directions, as empty situation also needs to be considered( bottom slab loaded by soil pressure due to self weight of slab / water pressure if water table is high). Direction of hook (upside or downside) does not matter,hook is for anchoring( in case bond fails).
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