SteelSectionsEC3 Examples

Examples


Example 1

esempio calcolo sezione acciaio

Steel column 5.20 m. 
Axial load G = 80 kN, variable axial load Q = 120 kN. 
Steel S 355.
Total axial design load:

Ned =1.35xG+1.50xQ=1.35x80+1.50x120 = 288 kN
Buckling lengths: Liy = 5.20 m, Liz = 5.20 m

 

 

 

 

 

schermata principale

In the main program screen, click Classification andResistance of standard cross-sections.

 

 

 

 

sezione standard acciaioFrom the tree control on the left select section type HEA.
Click + and all the sections of type HEA are displayed.

For steel grade S 355 and buckling length 5.20 m (table values between 5.0 m and  6.0m ), check Nbyrd and Nbzrd (buckling resistances in compression in y-y and z-z axis) to be greater than the design load of the column Ned=288 kN. 

Section 
ΗΕ 180 Α is OK. 

For buckling length 6.0m>5.20m, the section has, buckling resistances in compression Nbyrd = 900 kN > 288 kN and Nbzrd = 397 kN >288 kN.

 

 

Example 2

esempio calcolo trave acciao

 

Beam 5.80 m with loads.Permanent load g = 18 kN/m. 
Variable load q = 24 kN/m. 
Steel S 355.
Design load: 
qed = 1.35x18.0+1.50x24.0 = 60.30 kN/m
Maximum design bending moment:
My,ed =  60.30x5.802/8 = 253.6 kNm
Maximum design shearing force:

Vz,ed = 60.30x5.80/2 = 174.9 kN


In the main program screen, click Classification andResistance of standard cross-sections.

esempio calcolo sezione trave in acciaioFrom the tree control on the left select section type IPE. Click + and all the sections of type IPE are displayed.

For steel grade S 355 and lateral buckling length LLt=5.80 m (table 6.0m), check 
Μbrd2 (parabolic bending moment diagram) to be greater than the maximum bending moment acting on the beam My,ed = 253.6 kNm.

Section IPE 500 is OK. 

For lateral buckling length 6.0m>5.80 m, has resistance in bending moment due to lateral buckling 
Μbrd2 = 288kNm>253.6 kNm 
From the table above you can check the resistances in shear and bending. 
Shear resistance Vc,rdz = 1227 kN, bending resistanceMc,rdy = 779 kNm.

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