8/18/2019 Brace Sb4 Best

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Best & effective Solution of Structural Technology. BeST Ver 2.6

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BRACE-SB4

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150

        1        5        0

        1        5

15x

y

  Unit : cm

As  = 42.74

Ix  = 888 Iy  = 888

Zx  = 153 Zy  = 153

J = 32 Cw  = 543

Design Conditions

Design Code : AISC-2005(LRFD)Section Size : ㄴ-150x15

Steel Material Fy = 248 N/mm2 (A36)

Unbraced Lengths Lx = 3.13, Ly = 3.13 m

  Lb = 3.13 m

EffectiveLengthFact. Kx = 1.00, Ky = 1.00

Modification Factor Cb = 1.00

 Design Force and Moment

 Pu  = 21.7 kN

 Mux  = 0.4, Muy  = 0.4 kN·m

 Vux  = 0.0, Vuy  = 0.1 kN

Check Axial Strength

Check Slenderness Ratio  -. L/rx = 68.60

  -. KL/r = 72 + 0.75L/rx  = 123.45

  -. KL/r = 123.45 < 200.00 ---> O.K.

Check Width-Thickness Ratio  -. bf/tf  = 10.00 < 0.45 E/Fy   = 12.77 ---> Non-Slender Section

Flexural Buckling Stress

  -. Fe  =π2E

(KL/r)2  = 129.53 N/mm2

  -. Fcr,FBS  = [0.658FyFe ]Fy  = 111.30 N/mm2

  -. Fcr,TBS  = Not Apply

Compute Axial Compressive Strength  -. Fcr  = Min[Fcr,FBS, Fcr,TBS] = 111.30 N/mm2

  -. ΦPn  = Φ*As*Fcr  = 428.13 kN

Check Thickness Ratios for Flexure

Check Legs of Angle  -. λ

p  = 0.54 E/F

y  = 15.33

  -. λr  = 0.91 E/Fy   = 25.83

  -. b/t = 10.00 < λp  ---> Compact Section

Check Flexural Strength of Angle

  -. My  = 0.8*Fy*Sx  = 16.40 kN·m

  -. Mn,Y  = 1.5*My  = 24.60 kN·m

Compute Lateral-Torsional Buckling

  -. Me  =0.66Eb4tCb  L2

( 1+0.78(Lt/b2)2 -1) = 112.25 kN·m

  -. Mn,LTB  = (1.92-1.17MyMe   )My  = 24.16 kN·m

8/18/2019 Brace Sb4 Best

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Designer :Project Name :

Best & effective Solution of Structural Technology. BeST Ver 2.6

BeST MEMBER :Date : Page :

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BRACE-SB4

Ｋｗａｉ Ｖｉｉ Ｃｅｅ  ７５

Compute Leg Local Buckling  -. Mn,FLB  = Not Apply

  -. ΦMnx,ΦMny  = Φ*Mn  = 21.74 kN·m

Check Interaction of Combined Strength

  -. Ratio =Pu

ΦPn+ MuxΦMnx

+ MuyΦMny

  = 0.087 < 1.000 ---> O.K.

Check Shear Strength

Check Shear Strength in Local-y Direction  -. Cv  = 1.00

-. Vn  = 0.6*Fy*Aw*Cv  = 335.09 kN

  -. ΦVny  = Φ*Vn  = 301.58 kN

  -. Vuy/ΦVny  = 0.000 < 1.000 ---> O.K.