CALCULATION OF BOLT BEAM SPLICE ( ASD METHOD BY AISC )
PROJECT ONE BANGKOK TITLE Weld splice plate , MSJ3
ENGINEER AEKKACHAI DATA FROM MAX FORCES
x1
e Wpf
e
Wpf Wpw H
Lpf
Lpw
( Top view) ( Top view) ( side view)
DATA
steel shape Web plate Flange plate
height H mm 300 plate thk. tpw mm 15 plate thk. tpf mm 15
width Bf mm 300 shear plane Single plate shear 1 shear plane Single plate shear 1
web thk. tw mm 10 gap dist a mm. 10 gap dist a 10
flange thk tf mm 15 plate width Wpw mm 150 plate width wpf mm 200
yield strength Fy ksc 2450 plate length Lpw mm 85 plate length Lpf mm 70
Ultimate strength Fu ksc 4000
section area A cm2 119.8
moment inertia of section
Ix
Ix cm4 20400
moment inertia of section
Iy
Iy cm4 6750
bolt per side
DESIGN FORCE
shear Fx Ton 0
Vy Ton 3.5
Fz Ton 0 load case 1018 6510/2149
Mx Ton-m 0 load case
My Ton-m 0 load case 1016 1216/1807
Mz Ton-m 14 load case
load case
Determine force
load due to Vy
At web force = Vy = 3.50 Ton
load due to Fx
At flange force = tfxBfxFx/A = 0.00 Ton
At web force = Fx-2x = 0.00 Ton
load due to Fz
At flange force = 0.5xFz = 0.00 Ton
load due to Mz
At flange force = Mz/Ixx(H-tf)/2xBfxtf = 44.007 Ton
3
At web force = Mz/Ixx[1/12xtwx (H-2tf)] = 1.13 Ton-m
load due to My
3
At flange force = My/Iy x (1/12xtfxBf ) = 0.0 Ton-m
load due to Mx
At flange force = Mxx0.5(H-tf)/(Ix+Iy)xBfxtf = 0.0 Ton
WEB SPLICE ( BOLT CAPACITY CHECK ) farset bolt in group
**sw = section modulus of weld / Jw
Design parameter
b (width) = 85 mm.
d (Depth) = 150 mm.
Weld Shear (Fv) = 4900 (ksc)
weld length = 32 cm.
Ny = 2.26 cm.
moment inertia about X-X = Ix = 1237.5 cm
3
moment inertia about Y-Y = Iy = 246.3 cm3
Polar moment of inertia = Jw = 1483.8 cm3
eccentric e =gap distance/2 + (b - Ny) = 67.42 mm
M from shear Mu =Vyxe = 0.24 Ton-m.
Mz = Torsion moment =Mu + Mz (web) = 1.36 Ton-m.
Fx = shear in X -axis = 0.00 Ton.
Fy = shear in Y-axis = 3.50 Ton.
Horizontal stress, = Fx/Weld length +Mzx(0.5d)/J = 688.3 kg./cm.
Vertical stress ; Fy/Weld length +Mzx(b-Ny)/J = 682.2 kg./cm.
2
combine force = [Hor +Ver ]
2 = 969.1 kg./cm.
Shear stress of weld =0.3x0.707xFv x [shear plane] = 1039.3 kg/cm /cm
Weld size(req) = 9.32 (mm)
used = 12.00 (mm) > Min req Pass
Design at splice plate
Check flexture of plate
=(Mu + Mz/Ixx[1/12xtwx (H-
Hor moment force from Vy and Mz = 1.36 Ton-m
2tf)]3)/(shear plane)
2
For flexural yielding =0.6Fyx0.25xtpwxW pw = 1.240 Ton-m < 1.36Ton no
Check shear yielding =0.4Fywpwxtpw = 22.1 Ton >3.5 Ton ok
FLANGE SPLICE ( BOLT CAPACITY CHECK ) farset bolt in group
**sw = section modulus of weld / Jw =polar moment inertia of weld
3
Mz = Torsion moment Mh1 =[Mu + My/Iyx (1/12xtfxBf ) ] = 0.0000 (Tonx m.)
Fx =longt shear from Fx and Mz Rh2 [ tfxBfxFx/A +Mz/Ixx(H-tf)/2xBfxtf ] = 44.01 Ton.
[Mxx0.5(H-tf)/(Ix+Iy)xBfxtf + 0.5xFz
Fy =trans. Shear from Fz and Mx Rv2 = Ton.
] 0.00
b(width) = 70 mm.
d(Depth) = 200 mm.
Weld Shear (Fv) = 4900 (ksc)
weld length = 34 cm.
Ny = 1.44 cm.
3
moment inertia about X-X = Ix = 2066.7 cm
3
moment inertia about Y-Y = Iy = 158.0 cm
Polar moment of inertia = Jw = 2224.7 cm3
eccentric e =gap distance/2 + (b- Ny) = 60.59 mm
M from shear Mu =Fzxe = 0.00 Ton-m.
Horizontal stress, = Fx/Weld length +Mzx(0.5d)/J = 1294.3 kg./cm.
Vertical stress ; Fy/Weld length +Mzx(b-Ny)/J = 0.0 kg./cm.
2 2
combine force = [Hor +Ver ] = 1294.3 kg./cm.
Shear stress of weld =0.3x0.707xFvx [shear plane] = 1039.3 kg/cm /cm
Weld size(req) = 12.0 (mm)
used = 12.0 (mm) > Min req Pass
