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...
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...
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
^...
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...
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...
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
' '...
Hi all,
I am looking at a multi-span light gauge floor joist now. My questions are that:
1, for inner support where negative moment happens, what is the flexural stength Equation in AISI if the compression (Bottom) flange is NOT braced at the inner support?
2, How to design the bracing or...
I can see in IBC 2003, 1616.1, IT CLEARLY SAYS "ASD is permitted to evaluate sliding, overturning and soil bearing ..."
However, I could not find such sentence in IBC 2006. Did I miss something??
Hi guys,
I ran into this foundation design for a 1,000 ton press. I am just curious what is the design load I should use:
I understand 1,000 ton is the press capacity. However, should I design the FTG for a live load of 2,000 kips???
Hi Guys,
I am just wondering if there is any design example/guidance/reference I could look at for the design of the grade beams which tie two isolated braced frame footings?
What I wanted to know is that:
Do I need to design this grade beam with some moment and shear capacities?
Any...
Hi all,
I came out with this interesting thought. Say I have a braced frame isolated footing which will take 300 kips seismic lateral shear (footing takes all lateral shear, no slab on grade involved). My question is that:
Do we usually consider this 300 kips in the footing design, besides...
