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lemya musthafa SEFI Member
Joined: 21 Feb 2019 Posts: 2
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Posted: Thu Feb 21, 2019 5:33 am Post subject: PROGRESSIVE COLLAPSE |
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HI
CAN ANYONE EXPLAIN ME THE COMPLETE PROCEDURE OF DOING NONLINEAR DYNAMIC ANALYSIS FOR PROGRESSIVE COLLAPSE IN ETABS17, IF I TAKE A 8 STOREY BUILDING, AFTER REMOVING THE COLUMNS (OF GROUND, 4 TH OR ROOF) WHERE WILL BE THE MAXIMUM DISPLACEMENT OBTAINED, GROUND, 4 TH OR ROOF. WHY?
LEMYA MUSTHAFA |
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abhio ...
Joined: 08 Mar 2010 Posts: 547
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Posted: Thu Feb 21, 2019 11:10 am Post subject: |
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Dear Er Lemya,
If you remove all the columns at a floor, then the portions above and below will become separate pieces. In particular, the upper part will not have any supports at all, and cannot be solved by standard displacement based stiffness method (the diagonal terms of the stiffness matrix become zero).
There are some types of software which can simulate impact between different objects, such as those used for simulating crash tests of vehicles. |
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lemya musthafa SEFI Member
Joined: 21 Feb 2019 Posts: 2
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Posted: Fri Feb 22, 2019 7:27 am Post subject: |
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SIR
I AM NOT REMOVING ALL THE COLUMNS. I WILL ONLY REMOVE ONE COLUMN AT A TIME, AT DIFFERENT LOCATIONS SUCH AS CORNER, EDGE, MIDDLE. OF DIFFERENT FLOORS. I JUST WANT TO KNOW LOSS OF WHICH COLUMN GIVE MAXIMUM DISPLACEMENT.
LEMYA |
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rahul.leslie General Sponsor
Joined: 01 Apr 2008 Posts: 501 Location: Trivandrum
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Posted: Sat Feb 23, 2019 10:12 am Post subject: |
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Max. displ is expected to be at the point where the column support is removed, i suppose. But i wonder why you want to remove columns of 4th and roof.
Anyway, you need to insert non-linear hinges in the members... and also include geometric non-linearity as well, in the analysis, to get the 'tie-action'.
Also, if i remember correctly (of what i read quite long time back), the loads in the contributory area of the column to be removed is to be doubled: refer to the code for exact details. |
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VPandya General Sponsor
Joined: 09 Nov 2009 Posts: 842
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Posted: Sat Feb 23, 2019 5:12 pm Post subject: In USA you have to meet Code IBC 2015 , ASCE 7-16 requiremenmts . |
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Dear Sefi Engineers ,
I suggest you use attached document on Progressive Collapse Design . Reason is , in USA you have to meet Code IBC 2015 , ASCE 7-16 requirements . This is a very complete document on PROGRESSIVE COLLAPSE DESIGN , WITH DESIGN EXAMPLES OF BOTH STEEL AND CONCRETE BUILDINGS .
UFC 4-023-03 DESIGN OF BUILDINGS TO RESIST PROGRESSIVE COLLAPSE, WITH CHANGE-- 3
Date:
07-14-2009
Change / Revision Date 11/1/2016
Copy of UFC 4-023-03 attached :
Regards .
Vasudeo Pandya P.E.
Structural Engineer |
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