CSA S16-09 Example 002
CSA S16-09 Example 002
W
WIDEIDEFFLANGELANGEMMEMBEREMBERUUNDERNDERCCOMPRESSIONOMPRESSION& B&BENDINGENDING
E
EXAMPLEXAMPLEDDESCRIPTIONESCRIPTION
The frame object axial and
The frame object axial and moment strengths are tested in this example.moment strengths are tested in this example. A continuous column is subjected to factored loads and moments
A continuous column is subjected to factored loads and moments C C f f= 2000 kN;= 2000 kN; M
M fx fx-top-top= 200 kN-m;= 200 kN-m; M M fx fx-bottom-bottom= 300 kN-m. This example was tested using the CSA= 300 kN-m. This example was tested using the CSA S16-09 steel frame design code. The design capacities are compared with S16-09 steel frame design code. The design capacities are compared with Handbook of Steel Construction (9
Handbook of Steel Construction (9thth Edition) results. Edition) results.
G
GEOMETRYEOMETRY,, PPROPERTIES ANDROPERTIES ANDLLOADINGOADING
2000 kN 2000 kN Material Properties Material Properties E E = = 200,000 200,000 MPaMPa Loading
Loading Design PropertiesDesign Properties f
f y y = 345 MPa= 345 MPa C C f f == 2000 kN2000 kN A A 3.7 m 3.7 m AA xf xf = 200 kN-m= 200 kN-m xf xf= 300 kN-m= 300 kN-m Section A-A Section A-A W310x118 W310x118
Construction.
Output Parameter SAP2000 Independent
Percent Difference
Compactness Class 2 Class 2 0.00%
Axial Capacity, C r (kN) 3849.5 3849.5 0.00%
Bending Capacity, M r 33 (kN-m)
605.5 605.5 0.00%
COMPUTER FILE: CSA S16-09 EX002
CONCLUSION
HANDCALCULATION Properties: Material: f y = 345 MPa E = 200,000 MPa G = 76923.08 MPa Section: W310x118 A g = 15000 mm2 r 33 = 135.4006 mm, r 22 = 77.5457 mm I 22 = 90,200,000 mm4 Z 33 = 1,950,000 mm3 J = 1,600,000 mm4 12 6 1.966 10 mm w C 2 2 2 2 2 2 2 2 2 22 33 0 0 77.5457 135.4006 o o o r x y r r 2 2 24346.658 mm o r Member:
l z = l e33 = l e22 = 3700 mm (unbraced length) k z =k 33 = k 22=1.0 0.9 Loadings: 2000 kN C
.1 145 145 7.81 345 Cl y F .2 170 170 9.15 345 Cl y F 307 8.21 2 2 18.7 f f b t .1 .2 Cl Cl , Flange is Class 2.
Localized Buckling for Web: 345 15000 5175 kN 1000 y y g C f A .1 1100 1100 2000 1 0.39 1 0.39 50.30 5175 345 f Cl y y C C F
276.6 23.24 11.9 w h t .1 Cl , Web is Class 1. Section is Class 2Member Compression Capacity:
22 22 22 33 22 22 1.0 3700 345 max( , ) 0.6308 77.5457 200000 y f k l r E
1 1 2 21.34 1.34 1 n n 0.9 15000 345 1 0.6308 r g y C A F 3489.5kN r C Torsional & Lateral-Torsional Buckling
2 2 5 2 2 33 33 33 2 10 2643MPa 1 3700 135.4006 ex E F k l r
2 2 5 2 2 22 22 22 2 10 867MPa 1 3700 77.5457 ey E F k l r
2 2 2 1 w ez g o z z EC F GJ A r k l
2 5 12 6 2 2 10 1.966 10 1 76923.08 1.6 10 15000 24347 1 3700 ez F
1113.222MPa eZ F
min , , 867 MPa e ex ey ez ey F F F F F
1 1 2 21.34 1.34 1 n n 0.9 15000 867 1 0.6308 r g e C A F 9674.5kN2 1.75 1.05 0.3 2.5 b b M M
