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I am just wondering if I need to do non-linear staged construction analysis in stage post tensioning transfer girder design. It seems to me that since stage post tensioning is performed, it will basically cancelled most, if not all, of the non-linear effects due to stage constrcution. The reason...

Thanks structSU10. After reading this note, my understanding is that: the 0.3 factor in ADAPT and the 0.5 or 1.0 factor in SAFE are the program selection. In other words, they are the corresponding engineers' selection, NOT something ACI 318 explicitly specified. That being said, SAFE might...

I am using ADAPT and SAFE PT to design post-tensioning and found discrepancies for the load combinations for serviceability. ADAPT: 1.0D+0.3L+1.0PT SAFE: 1.0D+0.5L+1.0PT 1.0D+1.0L+1.0PT Both programs refer the comb. to ACI chapter 18. However, after checking ACI 02, 05, 08, I must say I...

thanks WillisV. What you said is exactly what I wanted to ask.

kslee1000, so if the equivalent fluid pressures are the same, the forces the wall will retain are the same, no matter what the volume of the soil is? In other words, 1" soil will put same amount of force on wall as 100' soil? Maybe I did not say clearly, by saying "1" or "100'" wide soil, I...

ok guys. I am confused. Please educate me: Say the equivalent fluid pressure is 65 psf/ft for a natural soil. Q1: What is the equivalent fluid pressure from a 1' wide soil, which is retained on both sides by the walls? Q2: What is the equivalent fluid pressure from a 6' wide soil, which is...

equivalent fluid pressure

ok. My question is really this: are the EFP's different on retaining walls which support 6' wide soil and 100' wide one?

For example, a wall of 12' high retaning a soil of same height, but a limited width, say 6'. the question is: what is the EFP on the wall? Is it different than the one for a wall retaining a 100' wide soil? wall 12' high-->|xxxxxxx|<--wall 12' high ^...

well. just curious from code point of view if we could do that.

I know the answer would be yes for strip footing supporting a concrete/CMU load bearing wall. But what if the wall is cold-formed studs spacing at 12"-24" o.c. I think probably we could not get much reduction on live load for wall studs due to the spacing (Width * spacing (12"to24"). But it...

rrmiv: "Uplift due to seismic, wind, etc. " in original post. Just curisou. What is the direct uplift due to seismic?

rrmiv, Well, I do not think the tributary area is the same for DL and lateral induced uplift for a braced frame ftg. Assume only braced frames are used, then one ftg in one frame will take an uplift load from a tributary area the same frame will be exposed to. However, the tributary area for...

Thanks Dave, but no, I was talking about the downward axial force on wall studs which are parts of shear wall.

I do not know if these rule of thumb numbers are correct, but I am wondering what is the definition of "tributary area". 1, To be specific, I think this "tributary area" is different for dead load and lateral induced uplift load. You should have a much smaller one for dead load and a much...

I happened to notice that people used different loads from different tributary width to calculate the uplift in light gauge column, e.g., for a 24" studs, 24" is the tributary width for compression while 5' or 6' may be the one used in uplift. I am just wondering if there is any code...

oops. the drawing messed up. the two ridges shoud be in 90 degree angles.

I am just curious if we need to consider drift and sliding snow loads on lower sloped roof beside another higher sloped roof. For example, I have two roofs w/ 12:12(low) & 8:12(high) as below: ' ' ' 8:12 'Ridge ' '...

Thanks apsix and swearinggen. I understand that we must brace the bot. flange at the column point. But should we provide some bracing to the joist bot. flange as well, between the inflection point and the column? If so, how to do the design?

forgot to mention: the top flange is continuously braced by concrete slab on metal deck