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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...

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...

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...

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...

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...

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...

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...

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...

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...

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.

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...

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...

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...

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...

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...

I think I agree with you. What you're saying does make sense. Thanks for your input.

Thanks for responding. I've attached the "Dynamic Analysis" section of the building code here, as well as the commentary which outlines the 9 step procedure for getting the scale factor that I was talking about. As you can see, our code is near identical to your New Zealand code. We also scale...

I have a question about what is almost the first step in the response spectrum analysis procedure. I live in Canada, so everything I do is based on the National Building Code of Canada (although I would think an RSA would be similar everywhere in the world). In the building code commentary, it...

Thanks for all your responses. So I guess I will just use doubler plates whenever I need to increase my panel zone shear capacity for special moment frames. Just to clarify, does everyone think I am still OK to use diagonal stiffeners for ordinary moment frames?

I have been designing OMRF's for years and I have always used diagonal stiffeners in the panel zone when needed if the shear was to high. Now my office is starting to get into SMRF's and so I am reading FEMA 350 to learn how to design them properly. I can't help but notice that FEMA 350 requires...