Hi Everone!
A specialist is designing a 140m clear span truss for Hangar with a pure pin base connection, featuring a 160mm diameter pin. The columns are resting in this pin on both sies. Given the enormous loads, I'd appreciate feedback from anyone with experience on similar heavy connections.
"Hello everyone,
I'm reviewing a design featuring purlins supporting a standing seam roof. Since the purlins are unrestrained the top as well as bottom flange, I need to design for both gravity and wind uplift loads. To prevent lateral-torsional buckling (LTB), I want to implement a bridging...
I have a propped cantilever beam. The total length of the beam is 15m with a 4m overhang. At the two supports its is bearing on the concrete columns with bottom flange bolts. The beam is totally unrestrained. To my question, AISC provides no K factor for LTB. Since at the suports my top flange...
In Cantilever beams, the tension flange is typically braced to prevent Lateral-Torsional Buckling (LTB), unlike Simply Supported (SS) beams where compressiom flange is braced to prevent LTB. LTB occurs when the conpression flange laterally deflects and whole section twists. How in Cantilever...
Dear Members,
1. Will curving a beam have the same effect as cambering a beam in terms of achieving the desired structural performance and deflection characteristics?
2. When calculating the elastic deflection of a steel beam with a natural mill camber of 10mm due to fabrication tolerances...
Dear All,
I am trying learning FEM. I have a plate with small b/t ratio thus qualifying as a slender section. It is made by cold rolling process. Since this section will be subjected to local buckling, I want to know that if I model this plate in Staad and check Von Misses Yield Critera. Will...
Hi!
I recently receievd a design of a beam spanning 30m with intermediate splices every 12 m. They have given camber to a beam for Dead Load. Instead of cold camber technique, they have given slope in members to achieve that camber. Is it ok?
Hi!
For composite beams as per AISC, the shear force that Shear studs are designed to resists is min of Steel Tensile Strength or Concrete Compressive Strength as given in Chapter I,AISC
My question is why we use Tesnile Strength or Compressive Strength as Shear force at the intrafe of two...
Hi!
I am designing a composite section with concrete slab having depth 250 mm and a WB Steel Section. I came to know that they will cast 150 mm concrete first and then the 100mm. So for conposite action I should consider full 250 mm or only 150 mm. Any help is appreciated.
In case of design of gusset plates we can use KISS method to determine the geometry. According to this method in order to satisfy equilibrium momemts must be introduced at the gusse beam column junctions.
My question is for design of gusset plates should we consider this moment to be acting on...
Hi!
Can anyone please provide an example for design of gusset plates using KISS Method.
If someone could pen it down on a paper with just a simple example as I am trying to understand the basics
Hi!
Can anyone explain the difference how all sides pinned and all sides fixed chequered plate will be welded?
I came across one excel file which allows the user to select this option.
I was going through AISC Design Guide 11. I have some doubts to clear.
We have many methods to compute natural frequency such as Southwell-Dunkerley(lower bound), Rayleigh
(Upper Bound) and Modal Analysis using Staad.
I have a 4 storey steel building which has a Vibrating Screen installed on...
As we are aware of this equation being used to calculate maximum and minimum bearing pressure.
F=P/A +- 6M/bl2
When designing base plates for large eccentricity we use this equation where b is the width of base plate and l is the length of base plate. Similarly when we compute the base plate...
Hi!
I am a little bit confused.
We have failure theory Von Misses to check if our member has yielded or not .
We also have a bending theory i.e M/I= Stress/y
If I am designing a beam and I am very sure that it will fail by yielding
Will both bending tbeory amd von misses give same result?
I...
hi!
Can anyone explain that why tension field cannot be developed in an end panel.I read it from ome book that the tension field is balanced by the left panel for middle region but at the end it cannot be balanced.I didnt get how it is balanced.
Can anyone expalain using free body diagram
Also...
Are prying forces only a concern for HSFG Bolts?
I read somewhere it is only for Pretension bolts.
Also I want to ask how these forces are generared.I have read lot of books but still I am not able to understand propeely.
Hi Guys!
I am designing Base Plate as per AISC Design Guide 1 with large moment case.
In Bearing the the cantilever bending distance is m or n .What will be the effect if I use stiffners.
I have using 8 bolts per flange.
