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Re: IBC-ASCE load combinations[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint-seaosc(--nospam--at)mail-list.com
- Subject: Re: IBC-ASCE load combinations
- From: "h.d.richardson" <h.d.richardson(--nospam--at)telus.net>
- Date: Wed, 28 Nov 2012 09:34:36 -0700
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Hakan,I don't know what codes apply to your project; but in Canada it is necessary to design a roof for a minimum of 1.0 kPa (20.7 p.s.f., the same as your 100 kg\m^2) in order to account for maintenance workers and material.
Never-the-less, I agree with you; it's not logical to apply this load with the design wind load. It would be unsafe for workers to be on the roof during a design wind event. At the very least you should be able to apply a probability factor (say 75%) for a load combination where the two are added together.
Regards, H. Daryl Richardson ----- Original Message ----- From: "Hakan Ezcan" <kot173(--nospam--at)hotmail.com> To: <seaint-seaosc(--nospam--at)mail-list.com> Sent: Wednesday, November 28, 2012 8:51 AM Subject: [SEAINT-SEAOSC] IBC-ASCE load combinations
Hello, ASCE load combination considers Wind load+Roof Live loads. But inalternative load combinations there is no Lr+W . Im designing a canopy roofwith big cantilever. Consultant insists on exaggerated downward wind pressure load and they gave live load for roof also which nobody walks onas 100kg/m2 I dont want to consider this live load plus downward wind load because design is becoming too difficult and unnecessary heavy structure even with live load reduction. Its in Arabia and there is no snow or real live load so its pointless in my opinion and uneconomical for my company(weare design & build co.) .. Is it not sensible to avoid (downward wind+Live load) by referring alternative load combinations or load conditions ? Thank you all..
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