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Hey! I have some existing drawings from 2006 that specify "Cast Steel - Johnstown Works Grade SX, .10-.20 C". Could you provide me any direction on the material specs? This is for a furnace vessel lip ring at a BOP in the USA.

I am working on a 150' diameter, 40' tall fixed roof oil storage tank. The roof structure consists of W12 girders, forming an octagon in the middle of the tank radius. W12 rafters bear on the girders in a radial pattern, with steel plate bearing on the rafters. Does API require the plate be...

I have an existing fabrication drawing for a tank by "General Welding Works" in Houston, Texas. They appear to be closed. Anyone know if they were bought out?

Is there some way to get columns and beams to move with gridlines when I change them? I want to make a preliminary model and adjust it as the design changes.

I am looking at the first connection type in the AISC 14th edition Table K1.1, a Transverse Plate T- connection. If you have a compressive load, R, as shown in the diagram, but you also have one on the other side, how do you get the allowable crushing load? My first thought is that it should...

I ended up using a load distribution similar to what rb1957 posted calculating the moment as M = P/2 * gap + (t_centerlug/2*P/2)/2. This gave a realistic bending moment.

I am designing a pin in double shear. I have (2) 3/4" plates with (1) 1 1/2" plate in between them with 1/16"-1/8" gaps in between the plates. It would seem that all of the force is transferred in shear and bending in the pin would not need to be considered. Another engineer says that I have...

I need to calculate the seismic force on an elevated tank foundation (deep concrete caissons/drilled piers). I am analyzing the 7' diameter x 10' tall hazardous liquid waste tank as a "non-building structure' per ASCE 7-05 chapter 15. I am assuming that it is rigid and 15.4.2 applies. The...

I have some example bridge deck screed plans and some computer output. Does anyone have a good resource or example on how to calculate them and what goes into the analysis?

So, no reduction in the vertical loading than. I have to take the max lifted loads for both cranes at the controlling locations.

I have 2 cranes, running parallel; which are both loading the same steel truss. Do I have to use the maximum loads from both cranes to design the truss or can I reduce the load somehow?

I have been using this package for 2 weeks now. I am pretty disappointed with the quality of the program. The modules have constant bugs, and support is manned by people who don't know anything about bridges or their own program! It seems that their call center supports tons of software so...

I have searched this site and others and talked to many engineers, but want more info. What is the best way to learn bridge engineering? (Steel LRFD)

I mean: Analyzing a structure that has both tension only bracing and tension/compression bracing. More specifically, adding t/c bracing to an existing structure that only has tension only bracing.

Is there any rule about combining tension-only and ten-comp bracing? I would normally ignore the tension only bracing if it were rods, but now I have L5x4x5/16 angles. (please include a reference if possible)

Since this question never was answered, I am giving it a bump I have new question regarding Cp for roof in wind direction normal to ridge for 0 degree angle and for wind parallel to rige. I have ratio h/L=0.8, values that are givien in the table are for h/L<0.5 or h/L>1. What does one do in...

"Class D, mill building Spec, AIST Tech Report 13? " Yep.

Yes, increased capacity is desired. It is possible that each side gets a column, but at some locations the client wants to keep the bay open and reinforce the runway with web plates.

Under a top running girder, column bearing on slab on grade. Short span (25-30 ft), class D crane, 10 ton capacity.

I am working on adding a column on a crane runway beam at mid-span. Anyone have experience with this so I know what to look out for?