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[SEAOC] Re: [SEAOC] Concrete Cracks[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaoc(--nospam--at)power.net
- Subject: [SEAOC] Re: [SEAOC] Concrete Cracks
- From: Walter Sawruk <sawruk(--nospam--at)srvr.third-wave.com>
- Date: Sat, 21 Sep 1996 08:24:55 -0400
At 07:56 AM 9/19/96 -0800, you wrote: Jeff Crosier, If your concrete shear wall is reinforced and properly detailed, you can calculate a lower bound stiffness for a fully cracked wall using the method given in Park and Paulay, REINFORCED CONCRETE STRUCTURES, 1975, pp. 315-319. This lower bound stiffness will maximize the loss of strength you will calculate using the steps you outlined. However, I do have some reservations about your overall approach for calculating the loss of strength of the cracked wall. The magnitude of the seismic loading this structure will experience in the next earthquake is a function of its stiffness, as well as other factors. The seismic deflection will therefore not be the same for the uncracked and cracked conditions as your approach implies. Why not calculate the wall's strength directly - instead of this round about way? Depending on what the crack pattern looks like, it may be feasible to idealize the cracked wall as a series of uncracked panels between cracks which can be analyzed as independent shear walls. Shear loads would be distributed to each panel according their relative stiffnesses. I hope this information is useful. Walt Sawruk Wilfred Baker Engineering, Inc. email: sawruk(--nospam--at)srvr.third-wave.com ...
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