Desiging a Steel Beam in Tension and Compression?

Question

Can anyone help me out with steps on how to design a steel beam in compression and a steel beam in tension?

Answer 1

First, you need to choose what design method you are using ASD or LRFD. Once you establish this, determine your loading, develop shear and moment diagrams, obtain your maximum forces from the diagrams, then choose a section that will satisfy the requirements. The manuals have plenty of charts that represent several different loading scenarios which may simplify your structural analysis. Lastly, don't forget to check if your design meets all the failure modes (i.e. buckling, web crippling, etc.) You can find plenty of examples in these manuals. By the way, a beam in compression, is a column.

Answer 2

The difference is that a member in compression has to be checked for buckling. Find a decent steel design book.

Answer 3

The yielding of the compression metallic or stress metallic happens while the stress in the bolstered concrete reaches 60000 psi. you're able to calculate the middle of gravity of the pass section to permit you be responsive to the place the impartial axis for the beam would be in the pass section. Then use a tension equation to make certain the how lots the tension is take place in the metallic for double bolstered concrete. then you actual multiply by making use of the modulus of elasticity 29000 ksi, to make certain the stress in the metallic. The lever arm is the couple which could be equivalent and opposite in the beam and the lever arm is comparable to the area between the metallic in the better fibers of the beam and the decrease fibers the beam. consequently, because of the fact which you have metallic, that's distance between the middle of gravity of the metallic in the beam on the superb and backside of the beam pass section. this is the lever arm in the beam. that's for sure for a double bolstered beam. For a unmarried bolstered beam, the lever arm is the middle of "a" that's As(pass portion of metallic) divided by making use of .85xf'c x b. as quickly as you have a, take 0.5 of that and subtract that from "d". "d" is from the superb of the beam to the middle of gravity of the metallic on the backside. ACI says that tension for metallic can not pass over .003 yet it quite is because of the fact we assume that tension is linear alongside the intensity of the beam. whether that's linear alongside the intensity of the beam, while tension hits .003 inches, concrete start to weigh down and fail. metallic does no longer fail under this tension yet concrete does that's why the tension is desperate to .003 inches