MIDAS Information Technology Co., Ltd
■MEMBER NAME : 1HEA400( 4 )
1. General Information
(1) Design Code
(2) Code Unit
: AISC-LRFD10M
: N, mm
2. Material
(1) Base Plate
(2) Rib / Wing
(3) Anchor Bolt
(4) Concrete
: S275 ( Fy = 275MPa, Es = 210,000MPa )
: S275
: Class 8.8
: 35.00MPa
560
390
600
450
410
300
100
3. Section
(1) Column
(2) Base Plate
(3) Anchor Bolt
(4) Pedestal
: HEA400
: 410x560x24.00t ( Rectangle )
: 6-M24 ( Pos.( x ) : 100mm, Pos.( y ) : 175mm )
: 450x600 ( Rectangle )
4. Design Forces
CHK
Name
Pu
( kN )
-
-
sLCB2
326
1
Yes
sLCB2
326
2
Yes
sLCB8
172
3
Yes
sLCB1
269
4
Yes
sLCB7
173
5
Yes
sLCB9
173
6
Yes
sLCB3
290
No
Mux
( kN·m )
0.00000
135
0.00000
135
0.00000
102
0.00000
158
0.00000
102
0.00000
102
0.00000
135
Muy
( kN·m )
0.000
0.000
0.000
0.000
Vux
( kN )
-0.0061
4
-0.0061
4
-0.0095
6
-0.0048
3
Vuy
( kN )
-22.95
-22.95
-9.435
-15.81
0.000
-0.0168
-10.16
0.000
0.0106
-10.16
0.000
-0.0191
-19.42
5. Check bearing stress of base plate
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(1) Bearing Stress
ㆍ fmax = 1.418N ( Area = 1.000mm² )
ㆍ fmin = 1.418N ( Area = 1.000mm² )
ㆍ σmax = 1.418MPa
ㆍ σmin = 1.418MPa
(2) Calculate Bearing Stress of Concrete
ㆍ Φ = 0.650
ㆍ A1 = 229,600mm², A2 = 270,000mm²
ㆍ Fn = 0.85 fck
A2 / A1 = 32.26MPa
ㆍ øFn = 20.97MPa
(3) Calculate ratio
ㆍ σmax / øFn = 0.068 < 1.000 → O.K
1.42
0.18 0.39 0.60 0.82 1.03 1.24
0
0.28 0.50 0.71 0.92 1.13 1.42
6. Check tension stress of anchor bolt
(1) Tension Force not EXIST.
7. Check base plate
(1) Moment Diagram ( Element Force. Nodal Average is not Applied. )
ㆍ Moment Diagram ( Mxx )
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-12.80kN·m/m
-7.28 -5.68 -4.08 -2.48 -0.88 0.72
-14.47 -6.48 -4.88 -3.28 -1.68 -0.08 1.52
ㆍ Moment Diagram ( Myy )
-9.374kN·m/m
-5.21 -3.12 -1.02 1.08 3.18 5.27
-16.53 -4.16 -2.07 0.03 2.13 4.23 6.32
(2) Shear Force Diagram
ㆍ Shear Force Diagram ( Vxx )
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-157 -94.07 -31.35 31.37 94.09 157
-894 -125 -62.71 0.01 62.73 125 899
ㆍ Shear Force Diagram ( Vyy )
-141 -84.75 -28.23 28.29 84.81 141
-803 -113 -56.49 0.03 56.55 113 803
(3) Design Moment ( Use Average )
ㆍ Mux = -12.80kN·m/m
ㆍ Muy = -9.374kN·m/m
ㆍ Mu = max( Mux , Muy ) = -12.80kN·m/m
(4) Calculate moment strength
ㆍ Φ = 0.900
ㆍ Zbp = ( tbp ) 2 / 4 = 144 mm 3 /mm
ㆍ Mn = Fy x Zbp = 39.60kN·m/m
ㆍ øMn = 35.64kN·m/m
(5) Calculate ratio
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ㆍ Mu / øMn = 0.359 < 1.000 → O.K
8. Check anchor bolt ( Cast-In-Place )
(1) Design Force
ㆍ Number of Anchor Bolt = 6EA
ㆍ Tu.max = 0.000kN
ㆍ Vu = 22.95kN
ㆍ Vu1 = 3.824kN
(2) Check Shear Strength
ㆍ Φ = 0.750
ㆍ Ab = 452mm²
ㆍ Fnv = 320MPa
ㆍ Rnv = Fnv x Ab = 145kN
ㆍ øRnv = 109kN
ㆍ Vu1 / øRnv = 0.035 < 1.000 → O.K
9. Check Development Length of Anchor Bolt
ㆍ Tension Force is not Exist.
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