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Yes, the bottom chord of the truss needs to be sanchwiched between the plate. This is to prevent twisting of the truss out of plane. I believe the truss manufacturer might even require it done. You can check Vulcraft catalog.

Normally, what I've done to stiffen or strengthen the bottom chord of a wood truss is simply attaching another 2x's to one face or both face of the truss (flatwise) with penny nails or wood screws and staggered.

How about using single angle (shelf angle) and expansion anchor into CMU. You can look into Simpson's catalog for the right anchoring system into ungrouted CMU.

Yes. As fas as I know. I've used and specified pressure treated lumber many times. But, never applied any reduction value. The only thing you have to look out for when using PT is it might be corrosive to fasterners and connectors.

There's an example calculation at buildabout.com you can download.

You might want to check out www.buildabout.com. There are some spreadsheets you might be able to download for free.

Thanks for your replies. Did you apply this product to a condo type structure? How do you feel about the product in general?

Has anyone heard of "epicore" composite floor? I don't think I have the correct spelling.

Yes. It is non-composite. I don't specify any rebar for the pre-cast. But, it is up to the pre-cast manuf. to design the embedded plates for the beam to be welded to.

I've used embedded plates and welded to the beam. The steel beam is not braced during construction. So, you must design the beam for full unbraced length of the beam with all dead loads and construction load. If you design the beam for this condition, than there's no need to specify anything...

I am not a computer person. So, the computer terminolgy is not understood. Now I understand. I tried it and it works. Thanks for your help.

Johnwm, Thanks for your respond. I wrote this statement... Range("E285").Value = 1.1766 - 1.1766 * Log(d285) But, I am getting a error. It does not recognize cell d285. Am I doing something wrong? Thanks again.

Hi, I am fairly new to VB. I could not get the cell "c11" in Excel to update automatically once a number is entered in cell "c10". I wrote the following in VB ... if c10<=10 then x=1.0 range"c11".value=x end if if c10>10 then x=2.5 range"c11".value=x end if Thanks...

Normally when you have to design a grade beam, that means the soils is really bad. What I would do is ignore the contribution from the soils capacity. I would design the grade beam as a normal beam with whatever load is applying to it.

Catagory 5 huricane equals to ASCE 07-02 195mph wind, I am not sure if the figures and equations for Cp, Kz, qz, etc. still applies. ASCE 7-02 wind map only goes up to 150mph.

Henri2, I appreciate your comments. I am not trying to change the world. I just do what makes sense. All my specs, structural specs, I take out the "...the approval of architect." and replace it with "...approval of structural engineer." As a matter of fact, the architects I do work...

Henri2, I've seen structural observation and inspection by an architect. Just look at your structural specs and you will see "...the approval of architect/engineer." If you look at the architectural portion of the spec, do you see "...the approval of structural engineer."? I am not trying to...

Henri2, There are many examples where an architect may not be qualified to do structural inspections. A architect is not qualified to observe installing of piles, pour slab on grade, inspect welds, etc... I've seen architects doing all these inspections and they've missed all the critical...

Another questions come to mind... On many specs, it says "...notify architect/Engineer". Sometimes it mentioned only architect. I don't think a architect is qualified to do any structural inspection or structural review. Why do structural engineers allow this?

You could add a coupler to extend the anchor. If it's only 2 or 3 threads short, I would plug weld it.