Since Category A & B rarely if ever needs Seismic (The exceptions being
Emergency responders) C&D are the first level of seismic to which 13
applies. Again I'll say that I'm not sure about E, but if the Ss falls with
in the range of Table 9.3.5.6.2 the loads will not exceed what has been
anticipated for fire sprinkler systems. NFPA 13 will always allow a
registered engineer to provide equal or better alternate forms of bracing,
but who will ever pay for that and why would they if the seismic is with-in
the range of NFPA 13.
If your a Class D then 13 covers it.
If your a class E I'm not sure but check your Ss and see if it's with-in the
range on Table 9.3.5.6.2. there is nothing I find in 13 which limits you to
specific Classes.
13 was updated to meet a level that both ASCE 7 and the hanger an bracing
committee were able to agree to. The table goes all the way to 3.00 Ss which
is pretty extreme. I've done about 20 jobs on the "Ring of Fire" in the
pacific and never come close to that.
Who was teaching the seismic class you went to ICC or NFPA/NFSA/AFSA?
Thom McMahon
Firetech, Inc.
2560 Copper Ridge Dr
Steamboat Springs, CO 80488-2136
Tel: 970-879-7952
Fax: 970-879-7926
----- Original Message -----
From: "Keith Pepin" <[EMAIL PROTECTED]>
To: <[email protected]>
Sent: Thursday, March 20, 2008 10:45 AM
Subject: RE: Seismic D
Thanks Thom, but I need to know if someone on this board can confirm if D
and E are outside the scope of 13. I am working closely with an engineer
and
need to make sure it can be designed with NFPA 13. I attended a recent
seminar about seismic and was told that it is outside 13 standards. Can
someone confirm? If so what guidelines do you use?
-----Original Message-----
From: [EMAIL PROTECTED]
[mailto:[EMAIL PROTECTED] On Behalf Of Thom
McMahon
Sent: Thursday, March 20, 2008 11:41 AM
To: [email protected]
Subject: Re: Seismic D
I don't believe that D is outside the scope of 13, I'm not sure of E. We
currently have a project with a D category and an Ss of .70 this yields a
Cp
of 0.43, (see Table 9.3.5.6.2) which is less than the Cp if the AHJ
doesn't
specify the seismic load. This will actually provide less of a design
requirement for the bracing loads than is required when 9.3.5.6.3 is used.
Thom McMahon
Firetech, Inc.
2560 Copper Ridge Dr
Steamboat Springs, CO 80488-2136
Tel: 970-879-7952
Fax: 970-879-7926
----- Original Message -----
From: "Keith Pepin" <[EMAIL PROTECTED]>
To: <[email protected]>
Sent: Wednesday, March 19, 2008 4:06 PM
Subject: Re: Seismic D
It was my understanding that D and E are outside the scope of 13???
-----Original Message-----
From: "Thom McMahon" <[EMAIL PROTECTED]>
Date: Wed, 19 Mar 2008 15:40:48
To:<[email protected]>
Subject: Re: Seismic D
The requirements of NFPA 13, 2007 should provide what you need. Also most
seismic programs like TOLCO use the S1 and Ss to calc loads, the first
sheet
of your structural drawings usually has this information.
Thom McMahon
Firetech, Inc.
2560 Copper Ridge Dr
Steamboat Springs, CO 80488-2136
Tel: 970-879-7952
Fax: 970-879-7926
----- Original Message -----
From: "Keith Pepin" <[EMAIL PROTECTED]>
To: <[email protected]>
Sent: Wednesday, March 19, 2008 3:03 PM
Subject: Seismic D
Is there any document that provides guidance for designing seismic
bracing
in a building of cat D?
Thanks in advance.
Keith Pepin
Design manager
Quality Sprinkler
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