8/18/2019 Ahu Sb3 Best

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AHU-SB3

Ｋｗａｉ Ｖｉｉ Ｃｅｅ  ７５

200

        6        0        0

        1        7

11

x

y

  Unit : cm

As  = 134.40

Ix  = 77600 Iy  = 2280

Zx  = 2980 Zy  = 361

J = 91 Cw  = 1940000

Design Conditions

Design Code : AISC-2005(LRFD)Section Size : ㅐ-600x200x11x17

Steel Material Fy = 345 N/mm2 (A992)

Unbraced Lengths Lx = 1.10, Ly = 1.10 m

  Lb = 0.55 m

EffectiveLengthFact. Kx = 0.80, Ky = 0.80

Modification Factor Cb = 1.00

 Design Force and Moment

 Pu  = 0.0 kN

 Mux  = 77.9, Muy  = 0.0 kN·m

 Vux  = 0.0, Vuy  = 103.1 kN

Check Thickness Ratios for Flexure

Check Flange  -. λp  = 0.38 E/Fy   = 9.15

  -. λr  = 1.0 E/Fy   = 24.09

  -. bf/2tf = 5.88 < λp  ---> Compact Section

Check Web  -. λp  = 3.76 E/Fy   = 90.56

  -. λr  = 5.70 E/Fy   = 137.29

  -. h/tw  = 47.45 < λp  ---> Compact Section

Check Flexural Strength about Major Axis

Compute Yielding Strength  -. Mp  = Fy*Zx = 1027.34 kN·m

Compute Lateral-Torsional Buckling  -. Lp  = 1.76ry E/Fy   = 1.75 m

  -. Lr  = 1.95rts  E0.7Fy

 JcSxho

... = 5.04 m

  -. Mn,LTB  = Mp  = 1027.34 kN·m

Compute Flexural Strength about Major Axis  -. Mnx  = Min[Mp, Mn,LTB] = 1027.34 kN·m

  -. ΦMnx  = Φ*Mnx  = 924.60 kN·m

Check Interaction of Combined Strength

  -. Pu/ΦPn  < 0.20

  -. Ratio =Pu

2ΦPn+[

 MuxΦMnx

+ MuyΦMny ]  = 0.084 < 1.000 ---> O.K.

Check Shear Strength

Check Shear Strength in Local-y Direction  -. λr  = 2.24* E/Fy   = 53.95

  -. h/t = 47.45 < λr

  -. Cv  = 1.00

-. Vn  = 0.6*Fy*Aw*Cv  = 1365.19 kN

  -. ΦVny  = Φ*Vn  = 1365.19 kN

  -. Vuy/ΦVny  = 0.076 < 1.000 ---> O.K.