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You can download a SAP 2000 demo

I remember that staad can output all design parameter, you should check which is different from the Code, than you will find the problem.

Hi, Calculor; I have been thought that U2<1.4 can control Cf small enough, it seems wrong. here is a result using SAP2000 to calculate a cantilever column (it's easy to check ), W14X665. P=1192kip, Vx=6.5kip, My=-2000kip-in, L=500in Result: U2=1.1, stress ratio=0.502 for k=1. According to...

Some engineers told me, when we use U2, we don't need condiser the effect of k > 1. I used SAP200 to calculate a cantilever column W14X665. L=500", P=-1191kip, v=5kip, Mz=2000kip-in. for K=2, Ce=1193kip, Cr=1005kip. In this case, U2=1.1, if k=1, stress ratio=0.5 k=2, ratio=1.3 P-delta...

Hi, tg; No all structural engineer paid enough attention to stability because most time they deal with the concrete structure and concrete columns are "short column" in general. U2 is a simplified method to consider P-delta effect, it is used in both moment-resistant frame and braced...

Even the UBC 1997 are contained the seismic and wind design data of other countries, I don't think you can use it. You see, every country has its design and load code

any program for structural calculation. you can download sap2000 demo to calculate a structure less than 100 joint.

Hi, trainguy, k was not deal with moment amplification due to sway in stability analysis. k is a effective length factor for no-simple support member that compare with ideal simple support member with axial compress, it means, in that support condition, member with l length have same stability...

Hi, Fuentes, Thanks! By the way, can we check the deflection of beam is SAP?

Hi, VOD, My friend told me they use k=2.0 for sidesway permitted, I thank it will waste material in most situation. It make me confuse that Appendix B told us k should be greater than 1.0 for sidesway permitted, but did not tell us how to calculate it. I contacted one member of CISC committee...

Hi, VOD; In CISC appendix B, k=1, 2, 2 for three special situation of sway permitted column, so I don't thank k=1 is suitable for sway permitted column. k is a theory value for structure, no matter what kind of method to calculate, it should be almost same, if not completely equal. CISC...

Thanks, VOD. I understand your means, but the problem is how to calculate the effective length factor k. P-delta analysis can't solve the problem. For example, a column with 1000 kN axis force and 10 kN.m moment. If consisting P-delta effect and M change to 20 kN.m, it did not change a lot...

In CISC handbook, you can't get effective length of columns in a sidesway unprevented frams. It really suprise me. I wonder if I could consult other codes, let say, AISC?

I can't find the way to input design fator in SAP2000. It's quite different from STAAD. Pls give me a hand.

In this case, you must calculate the bend moment cause by self weight. You can calcalate Fb according to AISC F.3. In the other hand, we also control l/r<=200.

If you calculated the section character, you would find that open section can hardly bear torsion load.

if you used AutoCAD2k or newer, you can use &quot;insertobject&quot; and choose &quot;link&quot; model.

you only need a stiff. at the connection place.

In AISC, allowable shear stress in 0.40Fy if don't need to consider stability.

you can calculate the section properties according to material mechanics.