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RE: Seismic design of flatplates[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
- Subject: RE: Seismic design of flatplates
- From: Einar Einarsson <einar(--nospam--at)istak.is>
- Date: Mon, 18 Dec 2000 17:17:53 -0000
I was hooping to hear what is a common practice in situatons like I have with shearwalls to take the horisontal earthquake force and laterial interstory drift ratio of 0.15%. I am aware of recent articles in ACI Structural Journals on this subject by Megally and Ghali. They state that a slab-colmn connection must prossess the ability to undergo a specified minimum laterial interstory drift ratio of 1.5%, which is 10 times what I calculate in my situation. Vu must not exeed 0.4 C Vc, where C is strength-reduction factor. This limit on Vu may be difficult to satisfy without the use of drop panels or use of stud shear reinforcement according to M. and G.. I assume they must be talking about the use of flatplate on columns without shearwalls to resist earthquake force. Einar Einarsson, CE -----Original Message----- From: Eric Lehmkuhl [mailto:eric_lehmkuhl(--nospam--at)kpff.com] Sent: 15. desember 2000 23:56 To: seaint(--nospam--at)seaint.org Subject: RE: Seismic design of flatplates I would recommend studrail reinforcement for both strength and ductility. There have been several articles on this in recent ACI Structural Journals. Eric Lehmkuhl, S.E. KPFF Consulting Engineers, San Diego (619) 521 8500 phone (619) 521 8591 fax eric_lehmkuhl(--nospam--at)kpff.com -----Original Message----- From: Einar Einarsson [mailto:einar(--nospam--at)istak.is] Sent: Thursday, December 14, 2000 6:39 AM To: 'seaint(--nospam--at)seaint.org' Subject: Seismic design of flatplates Hello. I would like to hear from you. I am designing 7 story high concrete building. It has shearwalls to resist the wind and earthquake loads and flatplates on columns to resist vertical loads. My consern is about punching of the flatplates because of eccentric punching during earthquake. The expected effectiv ground peak acceleration is 0.15g at the building site with 500 years return. Do you have any recommendations. Should I reduce the nominal shear strenght of the concrete and provide shear stirrups ? Are there any recommendations from Europe i.e. ceb/fip. Einar Einarsson, CE.
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