Tek-Tips is the largest IT community on the Internet today!

Members share and learn making Tek-Tips Forums the best source of peer-reviewed technical information on the Internet!

Register Log in
  • Congratulations TugboatEng on being selected by the Eng-Tips community for having the most helpful posts in the forums last week. Way to Go!

Recent content by QSIIN

  1. QSIIN

    Diagonally reinforced coupling beams Upper limit - ACI-318 vs NZS-3101

    ACI 318 has quite a stringent upper limit on maximum allowable shear stress on diagonally reinforced coupling beams [10SQRTf'c (psi) / 0.83SQRTf'c (MPa)], however the new Zealand concrete code, NZS 3101 states "No Upper limit is placed on the shear force that may be resisted by diagonally...
  2. QSIIN

    AS3600-2018 Core wall design for EQ - minimum reinforcement

    HD-111, Section 11 tells you to do this. It doesn't make any sense to choose "limited ductile" or "moderately ductile" if you're building is not behaving in a ductile manner, ie, not going into tension and going beyond the elastic limit. Agent666, pretty much the majority of buildings in...
  3. QSIIN

    AS3600-2018 Core wall design for EQ - minimum reinforcement

    If your wall isn't going into tension under the ductile assumption, then you have reduced your EQ load too much and assumed more ductility than the system actually has. Hence the code minimum of tension reinforcement to account for the over reduction. You should check the tension requirements...
  4. QSIIN

    Minimum Base Shear requirements for Dynamic Analysis

    My approach is to build a thorough 3D model and use the T1 period from the modal analysis in place of the T1 period from the code calculation, but only to the point that the base shear is reduced to 70% of that with the code T1, as per section 6. But if you did a response spectrum, the code is...
  5. QSIIN

    Can you have two layers of reinforcement in 150mm precast wall?

    Haha Agent666 That's because in the Australian code, a singly reinforced wall without ties has better capacity than a doubly reinforced confined column! And it doesn't define the difference either, so you're free to choose the one that gives you the best (cheapest) result for the contractor...
  6. QSIIN

    AS3600 - 2 layers of reo in walls - Cl 10.7.3

    blihpandgeorge, I think it's fair to say 11.1 (b)(i) gets you what you need.
  7. QSIIN

    AS3600 - 2 layers of reo in walls - Cl 10.7.3

    Retrograde, It's not a contradiction, its a conservative look at two sides of the same coin. 11.2.1 says that if a wall is completely in compression, you can use one layer of reinforcement (if within the limits of CL11.5).But you have to check this using 100% of the earthquake load (not...
  8. QSIIN

    AS3600-2018 - Detailing for grouted ducts in precast walls

    I don't like the idea of grout plastic grout tubes. I find it interesting that there's so much discussion and focus in the industry about development length, lap length, anchorage, etc, but grout tubes are just thrown around out there without much thought. I suppose for compression only...
  9. QSIIN

    AS3600-2018 - Detailing for grouted ducts in precast walls

    Can anyone recommend any articles, studies, product tech spec sheets for grout tubes? I see a lot of offices simply specifying a 75mm dia metallic ribbed grout tube, but not a specific product. Are lap splices (tension/compression) really effective through grouttubes? What length of a "ribbed...
  10. QSIIN

    AS 11.5.2 b) - Plain concrete Walls on De or Ee Soil Classification

    I agree with that: there should not be different rules for walls and columns. They are both compression elements with bending. The magnitude of the load, and slenderness are the variables. Unfortunately though, the code clearly gives very different rules for each, and if the code will not...
  11. QSIIN

    AS 11.5.2 b) - Plain concrete Walls on De or Ee Soil Classification

    Rapt, Tmac clearly discusses 2000x200 elements being ignored in a core/shear wall system, the discussion isn't about every possible framing system. But even still, if the structure only has a series of 2000x200 "columns", they would attract the lateral forces and would have to be designed...
  12. QSIIN

    AS 11.5.2 b) - Plain concrete Walls on De or Ee Soil Classification

    Tmac, If the 2000x200 blades are small enough that they only attract <3% of the lateral load (total or each?), is it even fair to say they are "walls"? They sound like "columns" to me, that should be designed to section 10. If the gravity loads aren't particularly large, and they aren't high...
  13. QSIIN

    AS 11.5.2 b) - Plain concrete Walls on De or Ee Soil Classification

    Tmac, Part of the issue is that (supposedly) section 11 was never intended to be used for isolated blade elements. Unfortunately, 3600 doesn't clearly define the difference between a section 11 wall and a section 10 column. And as the D&C market has pushed leaner and leaner designs, thin&long...
  14. QSIIN

    RC Walls vs Reinforced Block Masonry Wall on Earthquake Sensitive Buildings

    Raygon, I think you might be misunderstanding the function and meaning of the ductility factors. The whole revision of 3600-2018 was to address this misunderstanding which is largely present in Australian engineering design. That is, the ductility factor is a function of the behaviour of the...
  15. QSIIN

    Structural Wall&quot; definition AS3600-2018

    Hi again, just to keep this thread going... CL14.4.4.3 Axial load limit for elements with u>1. The description says N*/Ag, where N* is the sum of the seismic weights defined in AS1170.4 (earthquake code). So, is this axial load limit only for G + 0.3Q? It says increased axial load resulting...
See more

Part and Inventory Search

Back
Top