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I'm hoping someone can assist me with this. In the IBC2003 Table 2306.3.1, there are tabulated values for recommended shear for wood structural panel diaphragms. In the "Structural I Grades" category, the largest nominal thickness of the panel it provides is 15/32". Is there a way to calculate...

Thank you to Ltwine and all who provided helpful suggestions!

Ltwine, Yes, I will be replacing the full length of the joist. So, are you saying that I should replace it with another beam or joist and full penetration weld the bottom flange onto the cross beam with a 1" steel plate? Thank you!

SteelPE, I believe you are talking about the truss joists. What I'm looking at is provided by Dietrich Metal Framing, which has a manufacturing plant out here in Hawaii. In their SSMA catalog, they have joist sections which are called S-sections. They have 8" and 10" deep S-sections...

Here's the second one...http://files.engineering.com/getfile.aspx?folder=a17109f6-d548-4f51-a64f-5ce0d954babc&file=CIMG3310.JPG

Here's a couple photos for clarification... I hope I explained it in the correct way...http://files.engineering.com/getfile.aspx?folder=b9c4a2b4-bff7-4105-a2eb-0fe5aa339324&file=CIMG3312.JPG

Oops, I meant by cutting the bottom flange, not the web.

Ltwine, I guess the question was... what do I need to do in order to make the 8" joist fit into the 9" space so that it can be supported by the cross beam underneath? In order to fill the 1" gap, what do I need to do, e.g. use plywood, weld steel plates, etc. And if using 10" joist, do I cut...

Thanks for all the replies. Yes, I need to replace the 9" joist (severely corroded) with either an 8" or 10" joist, and I have to make it fit in that space. I've thought of using plywood under the 8" joist, but I don't think it'll meet the fire code. We don't have 9" joists readily available...

I need a suggestion or recommendation on how to make a 8" deep steel joist fit in a 9" space. The existing steel joist is supporting the metal decking and concrete topping on the second floor (e.g. joist supporting second floor), which is supported by a beam spanning in the opposite direction...

Hi Mike, Thanks for your advice. Is there a minimum point load as an alternative?

Hi, Can anyone tell me what the minimum live load is for a roof structure (utility room, electrical room, supplies closet, etc)? It's not in ASCE 7-02 and not on any other forums, either. Thanks!

Hi Ron, So would that mean the wind pressure parallel to the ridge would only have one value? Wind pressure normal to the ridge had two values to calculate the total pressure, but the parallel direction has only one pressure acting on it?

I had one last question regarding this topic... So, if the total horizontal distance from the windward edge is h and the roof is symmetric (equal area on both halves), then the windward and leeward roof pressures will cancel out? Or, do I calculate for the worst combination (i.e. use -0.9 for...

Thanks for the attachment file. I understand it now.

bmagdalena, Thanks for the reply. I don't see why there wouldn't be a leeward side, regardless of wind direction? I don't understand why they don't have the Cp values for leeward direction on the roof for wind blowing parallel to the ridge.

tadeng, Thanks for your reply... but what I was asking was, what values of Cp can I use for the leeward roof. I know the windward roof values are given but I'm not sure what to use for the leeward roof.

Hi, What are the values of Cp that I can use to analyze the leeward roof (wind direction parallel to ridge) for method 2 MWFRS? Figure 6-6 does not have a table under the leeward column... I'm a structural engineer intern, and this is the first time I've encountered something like this. Oh...

msquared48, Thanks for your reply. Actually, double 1.75x11.875 microllams don't work... the bending moment is too large and the total deflection is way over the L/240 limit. Based on my calculations, I came up with either a double 3.5x11.875 parallams or a single 7x11.875 parallam. Would...

Hi, I was wondering if anyone could help me with this small problem... I'm trying to come up with the most economical solution for a beam that needs to be put under double TJI230 2-5/16 by 11-7/8 members that are taking 320 PLF dead and 280 PLF live loads. Simply supported. An alternative to...