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8/18/2019 CS1 BeST
1/2
Designer :Project Name :
Best & effective Solution of Structural Technology. BeST Ver 2.6
BeST MEMBER :Date : Page :
http://www.BestUser.com
CS1
219.1
6.35
x
y
Unit : cm
As = 42.44Ix = 2403 I y = 2403Zx = 288 Z y = 288J = 4807 C w = 0
Design ConditionsDesign Code : KBC09-Steel(LSD)Section Size : b -219.1x6.35Steel Material F y = 241 N/mm 2 (A53)Unbraced Lengths L x = 4.20, L y = 4.20 m L b = 4.20 mEffectiveLengthFact. K x = 1.00, K y = 1.00Modification Factor C b = 1.00
Design Force and Moment P u = 136.7 kN M ux = 13.7, M uy = 6.7 kN·m
V ux = 1.7, V uy = 3.5 kN
Check Axial Strength
Check Slenderness Ratio -. KL/r = 55.81 < 200.00 ---> O.K.
Check Width-Thickness Ratio -. D/t w = 34.50 < 0.11*E/F y = 93.44 ---> Non-Slender Section
Flexural Buckling Stress -. F e =
π 2E(KL/r) 2 = 649.52 N/mm
2
-. F cr,FBS = [0.658F yF e ]F y = 206.57 N/mm 2
Flexural-Torsional Buckling Stress -. F e = (π 2EC w (K zL)2 +GJ ) 1Ix+Iy =78846.15 N/mm 2 -. F cr,TBS = [0.658
F yF e ]F y = 241.01 N/mm 2
Compute Axial Compressive Strength -. F cr = Min[F cr,FBS , F cr,TBS ] = 206.57 N/mm 2
-. ΦP n = Φ*A s*F cr = 789.03 kN -. P u /ΦP n = 0.173 < 1.000 ---> O.K.
Check Thickness Ratios for Flexure -. λ p = 0.07*E/F y = 59.46 -. λ r = 0.31*E/F y = 263.34 -. D/t = 34.50 < λ p ---> Compact Section -. D/t = 34.50 < 0.45*E/F y = 382.27 ---> O.K.
Check Flexural Strength of Pipe -. M p = F y*Z x = 69.38 kN·m
Compute Local Buckling -. M n,LB = Not Apply -. M n = Min[M p , M n,LB ] = 69.38 kN·m -. ΦM nx ,ΦM ny = Φ*M n = 62.44 kN·m
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8/18/2019 CS1 BeST
2/2
Designer :Project Name :
Best & effective Solution of Structural Technology. BeST Ver 2.6
BeST MEMBER :Date : Page :
http://www.BestUser.com
CS1
Check Interaction of Combined Strength -. P u /ΦP n < 0.20
-. R atio =P u
2ΦP n+[ M uxΦM nx + M uyΦM ny ] = 0.414 < 1.000 ---> O.K.
Check Shear Strength -. V u = V ux 2+ V uy 2 = 4.97 kN
-. F cr1 =1.06E
Lv/D (D/t) 5/4 = 1266.92 N/mm 2
-. F cr2 =0.78E(D/t) 3/2 = 788.94 N/mm
2
-. V n = Min[0.6F y, Max[F cr1 , F cr2 ]]*A g /2 = 307.26 kN -. ΦV n = Φ*V n = 276.54 kN
-. V u /ΦV n = 0.018 < 1.000 ---> O.K.