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Have you checked IRC 2009 Table R602.3(2). I think it covers you here.

This problem comes up in work often and we have never had a consensus happy answer. I was directed by several people to a Dr Dan Dolan out at Washington State. He was polite and more than helpful. His response to this problem was as below "However, you could engineer a moment frame out of...

I posted this in wood engineering but perhaps should have posted it here. ASCE 7-05 table 12.12-1 is for allowable story drift. In an occupancy II wood wall structure, this is saying that I am allowed .025 x wall height for drift (no odd torsional design or high seismic). This means an 18...

ASCE 7-05 table 12.12-1 is for allowable story drift. In an occupancy II wood wall structure, this is saying that I am allowed .025 x wall height for drift (no odd torsional design or high seismic). This means an 18 foot tall wall can have 5.4 inches of drift at the top? Hopefully no glass...

Though not the ideal situation, where does code say wood definitively does not meet the requirement? It appears from looking that there is no consistent ASTM slip standard for wood surface, so it left for judgment or interpretation. This puts it back on ICC which I can find no stated opinion...

Can pressure treated wood (2x lumber, not plywood) be considered to be "slip-resistant material" according to IBC 1010.7.1 without any additional product applied to it (epoxy w/sand, grip strips, etc.)? An additional material might be preferable, as would a roof cover, but a client has asked...

Oops, I meant to also add before hitting enter that this is assuming that there is no parapet nor close proximity to a taller structure.

We are seeing on the east coast a lot of interest in simply running an unbalanced load case of 1.5/.3 of the LL or ground snow load about the center axis of the truss.

I've seen these truss frames done and engineered as drag struts with the plf load applied when the plates couldn't handle the full horizontal load. These were different than blocking panels placed between trusses or rafters with high heels to get the roof diaphram load down to the wall or to...

All of the input is appreciated. If I stay with SYP #2, I'll have 725 psi Ft, 1660 Fc, and 175 Fv all adjusted to Cd 1.6 to work with. My problem with the APA portal frame is if I read them right, I am maxed out at 10 feet tall. This wall is 18'-6. Also, for wind, I am limited to minimum...

Is there an allowance or duration increase allowed in shear capacity when designing a wood moment frame in place of a shear wall (with wind only) for either the top plates or header such as the 1.4 allowed in panels per IBC section 2306.3.2? Example, SYP #2 as my top plates has a value of 90...

Is there an allowance or duration increase allowed in shear capacity when designing a wood moment frame in place of a shear wall (with wind only) for either the top plates or header such as the 1.4 allowed in panels per IBC section 2306.3.2? Example, SYP #2 has a value of 90 psi. Can this be...

Do you think we are dealing more with safety factors as opposed to duration factors then?

Along these same lines, does anyone know where the basis for note "l" on table 2306.4.1 comes from for the reduction factors of .63 and .56 for normal or permanent load durations? Thanks

I was looking for general thoughts on shear wall capacity. IBC 2306.4.1 allows a 1.4 increase to table 2306.4.1 for wind design for wood structural panels. I don't see a similar increase allowed for gyp from section 2306.4.5. Is there one? I also don't see a reduction for specific gravity of...

Thanks to everyone. Input, explanation & opinion are appreciated. CG

I agree that I only use one endzone when I throw the load into the diaphram and then to the supporting wall, but is the end zone in my example 3' feet or 6' (2a)? Thanks.

Quick question if anyone can help or give an opinion. MWFRS - Method 1 (Figure 6-2 pg 37 in ASCE 7-05) To calculate the area of end zone for horizontal pressure, notice on the longitudinal diagram that the area A is given as a distance of 2a. Below in notation 10 "a" is calc'd three different...