robyengIT, thanks for the reference and the help again. Very appreciated
prex, beta is the value from the table however, it is only limited to a certain values of a a, a1, b. b1 where my values differ from what is given in the table
How can I figure out betta value which is not tabulated in Roark's formula table 11-4 case 1-c?
In my case a=1.4b, a1/b=0.11, b1/b=0, Reference is attached
http://files.engineering.com/getfile.aspx?folder=a1cdd72d-229b-4fa0-9d83-952a72696f77&file=Roarks.jpg
AISC 2005 Chapter K is applicable to HSS only with Fy ≤ 52 ksi and Fy/Fu ≤ 0.8...In my case, I am welding a pad-eye to a round HSS which is a drill pipe with Fy=148 ksi & Fu=160 ksi which means both of the requirements are being violated.
On the other hand, the pad-eye is only taking 0.5Te...
A continuous steel beam is running over four steel columns. The columns are fully welded to the bottom flange of the beam. I have analysed the beam already and it is ok and now want to check the columns. Obviously, because of relative stiffness of the beam and the column, the column will take...
Motorcity,
That's why for conservativity I pinned the diagonal webs. This will pass all moment on vertical web to stabalize. I think this is the worst case scenario.
Thanks for commenting on.
I am analysing an open top offshore container with Staad pro. It is a 20ft container made out of HSS truss walls with eccentric KT-connections. As one can notice from below pictures, diagonal web members of side and end walls (which are released from translating moment in all directions) are...
Gents,
Thanks for the responses. I've been particularly asked to work with BS 2853:1957 because the original design was done in reference with this standard.
neukcm,
I'll check BS2853 to see if I can refer to BS2573-1 which I am not very hopeful with. Thanks anyway.
I am checking an existing runway beam to BS 2853:1957. However I can not find horizontal load requirement in the standard. Where I live we apply 10% of the load horizontally to the beam. Is not there any horizontal loading requirements in BS 2853:1957?
In BS EN 1991‐3-2006 there is a 5%...
I have a tee joint of Box sections (square hollow section) in Ansys WB. Both of them have same outer sizes however thiknesses are different. When i model them with midsurfaces the walls are not matching on which created stress singularities.
I was thinking about to model the shells in outer...
I have a tee joint of Box sections (square hollow section) in Ansys WB. Both of them have same outer sizes however thiknesses are different. When i model them with midsurfaces the walls are not matching on which created stress singularities.
I was thinking about to model the shells in outer...
TehMightyEngineer,
Thanks for repling back.
Table B5.1, row7. applied to .....between lines of fasteners or welds. In my case, the cover plate projecting out from the egde of flange where the two paralel stream of welds are. I think i have to stick with row 4. What do you think?
Concerning...
Cover plate is welded to the top flange of an I-Beam in full length. The beam is simply supported and top flange is in compression.
AISC 9th Manual Table B5.1 row 4th - Outstanding legs of pairs of angle in continues contact; angles or plates projecting from rolled beams or columns; stiffeners...
