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

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.