If we are talking about 6 m or 20 feet, welding it down will act as some form of diaphram for a platform. This could stablilze the members supporting the platform (lateral torsional buckling), but beyond that you got to brace things.
I have just paid my $240 to PTC for one year of licensing and upgrades for a year, and have wasted 3 hours of my time to get Mathcad 14 on my new machine. I need licensing codes, and believe me PTC are not making it easy, although I am totally legitimate. I dont know if PTC realizes that their...
My case is simply supported and sliding around the perimeter. The horizontal component required for membrane would come (in my case) from the in plane shear of the plate.
Held not fixed gives the largest deflection out of the table on ROARK 5 p 408. Held and riveted is next. Held and fixed...
Tankman650: I am looking at Roark p 408 5th edition. There are a number of edge conditions in the table. What does 'Held, Not Fixed' mean?
Shaggy18VW: I tried to get the two tech briefs you mention but cannot find them on the NASA website. Could you please give me a little more direction?
Is anyone aware of a routine that will do bracing gusset plate design for connection design (plate thickness, bolts, welds, etc). Ideally it would be Mathcad (that I can modify if I want). Alternatively, it could be a procedure that could be put into Mathcad. Not so ideal, it could be part of...
Joint Constraints
I had difficulty with joint constraints, when I constrained a number of joints together. What happened is, static equilibrium was not satisfied for the model. The lateral loads times the moment arm about the base (a point) did not equal the reaction loads about the same base...
I am looking into stresses and deflections of relatively thin (span/thickness approx 300) rectangular plates (clamped against rotation and somewhat rigid in the plane of the plate along the perimeter of the plate). I read that when the deflection is in the order of the plate thickness (or...
As far a moment, this is a ACI 318 thing. Dont forget shear. The forklift could give you some problems with shear, especially with tipping, maximum wheel loads, depending on how thin your slab is.
Yes X is better than N, but there is only one A325 bolt. The A325 bolts are the same geometrically for a specific length and diameter, so there is not a special A325 bolt (one that is the N and one that is the X). The bolts attract an N or an X if the threads are included or excluded from the...
For anchor bolts, snug tight should be enough. With concree shrinkage and creep, a bolt tension corresponding to a specified torque would be lost over time.
You could weld a 36" C10 c/w clip angles onto the face of the HSS, and bolt connect the stringers to the 36" C10. The HSS would have to be strong enough to handle any unbalanced loads.
If this is a 90 degree stair landing, your plate (or clip angle) on one side of the HSS would...
I am in Canada also, but also registered as a structural engineer in the US (Washington, Oregon, Hawaii,...) and in Canada from Ontario west. I am working in your industry. You are right that the cost varies substantially, same as yourself, not a simple matter of tonnage. It depends on the...
A 2x8 will not span 12 feet. More like 2x10@16"c/c. A bathroom with tile floors will require two layers of plywood, especially if you use tiles larger than 10".
I am not sure why you want to use bolts. The existing 2x6 are not contributing to anything. Just forget that they are...
I do not recall any hoop stresses caused by a temperature differential. For the bending moment it is (differential strain caused by temperature/2)*(modulus of elasticity of the concrete)*(section modulus of the concrete). This would be in both directions (horizontal and vertical). This would...
I am using the ACI318-02 which has a new phi for columns of 0.65 (was 0.70). The old curves could be used by simply ratioing them, except in the bending area transition where the phi value goes to 0.90 (unchanged). I was never thrilled with interpolating these curves.
I have found on the...
I agree with the previous posters, too little information is provided to properly answer this question. It I do not understand how the purlins spanning 26 feet would work in a 40 foot long building. Could the purlins actually be rafters spanning from a ridge beam to the walls? Anyways...
A seal weld does not have strength because of its size (too small). As stated in the previous post, in corrosive environments, it seals the crevace between two pieces, and is a very good base for paint. Have you ever noticed where in a corrosive environment you get the first corrosion, on the...
JohnSki,
I would stick to the normal bolts. I have welded a plate on the face of a colum that was drilled and tapped for bolts (cap screws with full thread), but that was for a very large piece of equipment. The beams were 1" and 2" built up box beams. I had diaphrams inside some of...
If I understand the geometry of your problem, you have a wide flange supporting load on its weak axis framing into a column of the same depth.
I would recommend either connecting the beam by its flanges to the column (could be bolted plates to both the beam flanges and the column flanges); or...
