Yes, it is a sort of a stile except that this one is high. It needs to go over a 20' high concrete wall.
Rajendran
--- On Mon, 11/29/10, Tom.Hunt@fluor.com <Tom.Hunt@fluor.com> wrote:
From: Tom.Hunt@fluor.com <Tom.Hunt@fluor.com>
Subject: Re: Seismic design of staircase in California
To: seaint@seaint.org
Date: Monday, November 29, 2010, 11:16 PM
Rajendran,
You will need to describe your structure a little better. So far it sounds like a stile if you are going up, over, and down an obstruction.
Thomas Hunt, S.E.
Fluor
From: Padmanabhan Rajendran <prajendran@ymail.com>
To: seaint@seaint.org
Date: 11/29/2010 01:41 PM
Subject: Re: Seismic design of staircase in California
Tom,
It is a staircase to cross over an obstruction. What will be the applicable component if Table 13.5-1 were to be used?
Rajendran
--- On Mon, 11/29/10, Tom.Hunt@fluor.com <Tom.Hunt@fluor.com> wrote:
From: Tom.Hunt@fluor.com <Tom.Hunt@fluor.com>
Subject: Re: Seismic design of staircase in California
To: seaint@seaint.org
Date: Monday, November 29, 2010, 7:18 PM
Rajendran,
Are you asking about the overall staircase as a structure or are you asking about a staircase within a structure? If you are talking about a steel braced frame or moment frame structure with a staircase inside then the overall structure would be likely a non-building structure similar to a building in which case you can use either Table 15.4-1 or Table 12.2-1. If you just designing the staircase (i.e. stair stringers and attachments) then you would use Table 13.5-1.
Thomas Hunt, S.E.
Fluor
From: Padmanabhan Rajendran <prajendran@ymail.com>
To: seaint@seaint.org
Date: 11/29/2010 11:00 AM
Subject: Re: Seismic design of staircase in California
Tom,
It is a stand alone structure. If I used Chapter 13 procedure, will it pass through the Permit Agency's scrutiny?
Thanks.
Rajendran
--- On Mon, 11/29/10, Tom.Hunt@fluor.com <Tom.Hunt@fluor.com> wrote:
From: Tom.Hunt@fluor.com <Tom.Hunt@fluor.com>
Subject: Re: Seismic design of staircase in California
To: seaint@seaint.org
Date: Monday, November 29, 2010, 4:20 PM
Rajendran,
Unless your staircase is part of the overall lateral force resisting system of the building it would probably be more appropriate to consider it a non-structural components and use ASCE 7 Chapter 13 for your seismic design forces (i.e. Fp forces).
Thomas Hunt, S.E.
Fluor
From: Padmanabhan Rajendran <prajendran@ymail.com>
To: seaint@seaint.org
Date: 11/29/2010 08:13 AM
Subject: Seismic design of staircase in California
I am designing a steel staircase located in South Long Beach, California. It is about 22' tall laid at about 40 deg to horizontal. To estimate seismic loads on the structure, I am considering it as a non-building structure subject to the sections of Chapter 15 of ASCE 7 (2005 edtition). There are 2 tables in this chapter to determine "R" and "Omega 0": Table 15.4-1 for nonbuilding structures similar to buildings and Table 15.4-2 for nonbuilding structures not similar to buildings. I think the staircase would be classified under Table 15.4-2 as "All other self-suppoting structures, tanks or vessels not covered above or by reference standards that are similar to buildings". Under this classification R = 1.25 and Omega0=2. Is my assumption correct? If not, what will be the accepted method?
Thanks.
Rajendran |
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