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Recent content by JIMEY

  1. JIMEY

    Lateral torsional restraint of glulam

    Thank you all for your help. I think I found the answer I was looking for. Eurocode 5 Part 1-1 has a section 9.2.5.2 which gives the load that lateral bracing for timber members (including beams) should be designed for. But if anyone is still interested, I've attached a link to a sketch showing...
  2. JIMEY

    Lateral torsional restraint of glulam

    I have a 5"x27" glulam beam (very slender) spanning 35'. The compression side of this beam does not have any lateral support, and as a result, the beam fails in bending. I've calculated that in order for this beam to work, the compression side needs to be laterally braced at third points along...
  3. JIMEY

    Wood diaphragm in tension/compression

    Thank you all for your helpful responses. @sticksandtriangles, your plan diagram is exactly what I am talking about. Your section you drew makes perfect sense to me if the framing runs perpendicular to the wall in question. If the framing runs parallel, how would you normally deal with this...
  4. JIMEY

    Wood diaphragm in tension/compression

    I come from a region of high seismicity, so I am typically not worried about wind loads (seismic loads are always higher). Since the weight of a building tends to be more or less uniformly distributed throughout the floors/roofs, we usually assume that the seismic load in the diaphragm gets...
  5. JIMEY

    Development of column reinforcing in to footing

    Thanks for the responses. After thinking about this some more, I believe you guys are totally right. It's a question of anchorage and whether or not the concrete is going to "break out". It's interesting how ACI 318 doesn't seem to directly address break out of cast-in hooked rebar (unless I'm...
  6. JIMEY

    Development of column reinforcing in to footing

    I have a concrete column which has tension in it when under seismic load. Obviously I am using the vertical reinforcement in the columns to carry all of the tension. The column is pin-connected to a pad footing at its base. The footing has a double mat of reinforcing (top and bottom) since it...
  7. JIMEY

    Choosing which method for Seismic Analysis (Eqiv. Static Procedure v. Dynamic Analysis)

    I'm actually having problems with this very issue right now. I've got a 5 storey wood frame building. Due to irregularities, I need to design it with a period of 0.5 seconds - otherwise the building code requires a dynamic analysis. The problem is that in reality the period is probably at least...
  8. JIMEY

    Drift Capacities in ASCE 41

    I was told by someone that it is important to consider drift capacities when doing a seismic evaluation. Particularly for things like unreinforced masonry and stuff like that. As they explained it to me, if you have something like a masonry wall which is not being used as part of the seismic...
  9. JIMEY

    Drift Capacities in ASCE 41

    I was told by someone that it is important to consider drift capacities when doing a seismic evaluation. Particularly for things like unreinforced masonry and stuff like that. As they explained it to me, if you have something like a masonry wall which is not being used as part of the seismic...
  10. JIMEY

    Using ASCE 41-13 to evaluate Unreinforced Masonry

    Haha. For some reason I failed to realize that URM was also covered in chapter 11. I went straight for chapter 15. Thanks for the help! I think this makes sense now.
  11. JIMEY

    Using ASCE 41-13 to evaluate Unreinforced Masonry

    Oh, I think I understand. So let's say I wanted to evaluate a URM building to a Life Safety performance level. The only route available to me would be to do a tier 1 evaluation, and if there are any deficiencies, proceed to a tier 2 evaluation (and possibly a tier 2 retrofit). But if...
  12. JIMEY

    Using ASCE 41-13 to evaluate Unreinforced Masonry

    Hello, I am using ASCE 41-13 to evaluate unreinforced masonry, and I am a bit confused about the performance objectives of it. Section 15.2 contains a "Special Procedure for Unreinforced Masonry", so that was where I started. The very first paragraph explains that this procedure only satisfies...
  13. JIMEY

    Breakout of anchors vs punching shear

    Thanks for all the responses guys. Some really good discussion here. So it sounds to me like the discrepancy between the two methods is a result of different testing conditions. Punching shear was checked with at least a minimum amount of reinforcing in the slab, and a certain amount of flexural...
  14. JIMEY

    Breakout of anchors vs punching shear

    Thanks for your responses. I agree 100% with KootK's first comment. In my punching shear calculation, I actually only used the embedment of the anchor as my effective depth to make up for this. I completely ignored the concrete beyond the washer. I've posted my calculations here. Feel free to...
  15. JIMEY

    Breakout of anchors vs punching shear

    I have always used the formulas in Appendix D to calculate the strength of anchors in breakout, pullout, blowout, etc. Just yesterday I was designing anchors for a slab, and the problem that I'm getting is that even if I put the anchors all the way down to the bottom of the slab, I'm still...
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