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Though CAL can do this, but how can I complete in an AutoLISP file? Thank you

To kelowna, I like to separate the deck from house so it'll not need permit. I try to find the frostline because I'm afraid the foundation above frostline and may have big displacement.

Thank you. I live in Mississauga. I feel the frostline may be less than 1.2m. It's a small deck (3mX3m) in backyard, I wish the foundation is simple as possible.

Ontario building code give 4', but I want to have a detail data for GTA. I want to build a small deck and don't want to make so deep a foundation.

To calculor1? Yes. But I can't find L2 in fig 2-15 case 1 match this note. Same as L2 in case4. To dik , We can use omiga2=1 conservative in design, but it's no the reason in this case.

case 1 for L1, it shall be 1.75 per CAN S16-01 for k=0. Why omiga 2 is 1.0? Anyon could give me an answer? Thank you.

To kelowna (Structural) S16 is steel design code. I had no idea for S06

Thank you gcjr.

Af is flange area in this code, does it include compression and tension flange? I can't find more commentary for it and the similar formula?Af is compression flange area in AISC 89. So I want to make sure I didn't misunderstand. Thank you.

I don't think that using eccentricity=45+flang width/2 is a good practice - if the girder is big, let say 3m and the neam is small (W21 or W24). How to calculation the eccentricity of beam to column connetion?

To enginering? I see. Just want to know a common situation. For example, one would like to control KL/r around 90-150 for column. p-delta effect was some thing we can control by change the rigidity of structure, as I understand. Similar as KL/r, I think it may have a allowance value.

What percentage the p-delta contribute to stress ratio for column of steel structure you found? I got 1% for braced frame and 5% for moment resistent frame.

Slenderness ratio of legs. If >200, add bracing is a simple solution.

It depends on the the stiffeness of girder and the connetion plate. Girder support was torsion resistance. If you consider girder length=0, it's the situation of Korea's calculation.

I got it? Thank every. To JrStructural Eng V=9000kN, Web=3000mmX20mm, weld:E49XX q=V/h=3kN/mm Required fillet welds thickness D=3/0.156=19.2mm used 2x10mm fillet welds

To StructuralEIT, We consider pure bending, the idealistic situation. If not connection, how can the flanges and web work together? Bending for 3 plates separately or "W" shape is total different

wait... Back to Mechanics of Materials. Pure bending: q=dM/dx=0 Not connection need?

You're right. Some time I'm not confident to the result. I had a gider with 26mm web. Full strength weld thickness =26/.7/2=19mm(2 sides), shear capacity design only need 10mm thickness (2 sides). The weld strength is only 54% strength of web.

If the flange to web welds is not develop the full capacity of web. How to check the weld strength? Let say, web=30mm, bending f=0.6Fy, shear ft=0.2Fy, how to calculated the weld thickness?

Thank you. The codes become more and more complex. "1252 combos"!!!