PROPOSED MBSIR LION GARDEN BRIDGE - TRAVELLING PLATFORM MEMBER DESIGN (TRANSVERSE TIE MEMBER)
STRUCTURAL DESIGN CALCULATIONS
Date
2 Sep 2012
PROPOSED MBSIR LION GARDEN BRIDGE - TRAVELLING PLATFORM MEMBER DESIGN (TRANSVERSE TIE MEMBER)
1 1.1
GENERAL Description This member design is typical tranverse tie member TFC 125x65x13.4 kg/m of the travelling platform. The design is carried out to BS 5950-3:2000.The member is designed by hand calculation.
1.2
Section Properties Mark [-] Beam Ix [cm4] 861 Section Size [-] PFC 150X75X18 Iy [cm4] 131 rx [cm] 6.15 D [mm] 150 ry [cm] 2.4 B [mm] 75 Zx [cm3] 115 T [mm] 10 Zy [cm3] 26.6 t [mm] 5.5 Sx [cm3] 132 r [mm] 12 Sy [cm3] 47.2 d [mm] 106 x [-] 13.1 A [cm2] 22.8 u [-] 0.945
1.3
Material Strength Steel grade 275 N/mm2
MEMBER FORCES
y-axis
x-axis
The followings are the maximum member forces from GSA analysis. Axial tension force Axial compression force Vertical shear force Moment about x-axis [kN] [kN] [kN] [kN m] 5 4 17 13
DESIGN LOADING Axial tension force Axial compression force Vertical shear force Moment about x-axis
Axial load legend:
[kN] [kN] [kN] [kN m] 5 5 17 13
DESIGN CHECK The following connection checks are carried out. 4.1 4.2 4.3 4.4 4.5 4.6 4.7 4.8 Section classification Shear capacity check Moment capacity check Tension capacity check Compression capacity check Lateral torsional buckling check Combine moment and axial force Deflection check
4.1
Section classification Design strength, py = sqrt (275/py) [N/mm2] [-] 275 1.00
For flange: B/T 9
[-] [-] >
8 9 8 => class 1
For web: d/t r2 = Fc/ Ag pyw 40
[-] [-] [-] >
19 0.01 40 19 => class 1
The section is not the slender. 4.2 Shear capacity check Vertical shear force Shear area, Av = tD Design strength Shear capacity of the section High shear check Fv/Pv 4.3 Moment capacity check Moment about major axis, Mx Applied moment, Mx Moment capacity of the section, Mcx=py Zx [-] > 0.12 0.6 => Low [kN] [mm2] [N/mm2] [kN] > 17.0 825 275 136 17.0 => OK
[kN m] [kN m] >
13 32 13 => OK
4.4
Tension capacity check Applied tension force, Ft Effective area, Ae Tension capacity, Pt = py Ae [kN] [cm2] [kN] > 5 23 627 5 => OK
4.5
Compression capacity check Assumption: The member is restrained at the both end with pin action. Applied compression force, Fc Gross cross sectional area Length Effective length, Lex Effective length, Ley rx ry Lambda.x = Lex/rx Lambda.y = Ley/ry According to Table 23, for PFC section, use sttut curve c for any axis According to Table 24-c pcx pcy pc Compression capacity, Pc=Ag pc [kN] [cm2] [m] [m] [m] [cm] [cm] [-] [-] 5 23 3.0 3.0 3.0 6.2 2.4 49 125
[N/mm2] [N/mm2] [N/mm2] [kN] >
220 91 91 207 5 => OK
4.6
Lateral torsional buckling check Assumption: The member is restrained at the both end with pin action. Applied moment about major axis, Mx Lambda, /x v Slenderness, LT From Table 16, pb mLT Mb=pb*Zx [kN m] [-] [-] [-] [-] [N/mm2] [-] [kN m] 13 125 10 0.65 77 170 0.925 20
Mb/mLT, Mcb
[kN m] >
21 13 => OK
4.7
Combine moment and axial force Tension with moment Ft/Pt Mx/Mcx My/Mcy Ft/Pt + Mx/Mcx + My/Mcy [-] [-] [-] [-] < Compression with moment a) Fc/ Ag py Mx/Mcx My/Mcy Fc/ Ag py + Mx / Mcx + My / Mcy [-] [-] [-] [-] < b) Fc/ Pc mx Mx py Zx mx Mx / py Zx my My / py Zy Fc/ Pc + mx Mx / py Zx + my My / py Zy [-] [-] [kN m] [kN m] [-] [-] [-] < b) Fc/ Pcy mLT MLT Mb mLT MLT / Mb my My / py Zy Fc/ Pc + mx Mx / py Zx + my My / py Zy [-] [-] [kN m] [kN m] [-] [-] [-] < 0.01 0.41 0 0.42 1.0 => OK 0.02 0.95 13 31.63 0.39 0 0.41 1.0 => OK 0.02 0.93 13 21.14 0.57 0 0.6 1.0 => OK 0.01 0.41 0 0.42 1.0 => OK
4.8
Deflection check For simply supported beam with UDL: Max dead Load Max imposed load Beam length Allowable deflection for cantilever, L / 200 Youngs' modulus of steel, E Moment of inertia about major axis Applied load, w Total length, L Maximum defection, (5wL4/384EI) [kN/m] [kN/m] [m] [mm] [N/mm2] [cm4] [kN/m] [m] [mm] < 6.5 3.25 3 15 205000 861 14 3 9 15 => OK
5.0
Summary Use: PFC 150X75X18
4.8 1 1.1
Deflection check Simply supported beam For simply supported beam with UDL: Beam length Allowable deflection for simply supported beam, L / 200 Max dead Load Max imposed load Youngs' modulus of steel, E Moment of inertia about major axis, Ixx Applied load, w Total length, L Maximum defection, (5wL4/384EI) [m] [mm] [kN/m] [kN/m] [N/mm2] [cm4] [kN/m] [m] [mm] < 5 25 10.0 10.00 205000 75780 30.0 5 1.57 25 => OK
1.2
For simply supported beam with PL @ mid span: Beam length Allowable deflection for simply supported beam, L / 200 Max dead Load Max imposed load Youngs' modulus of steel, E Moment of inertia about major axis, Ixx Applied load, P Total length, L Maximum defection, (PL3/48EI) [m] [mm] [kN] [kN] [N/mm2] [cm4] [kN] [m] [mm] < 5 25 10.0 0.00 205000 75780 14 5 0.235 25 => OK
1.3
For simply supported beam with PL @ mid span: Beam length Allowable deflection for cantilever, L / 200 Max dead Load Max imposed load Youngs' modulus of steel, E Moment of inertia about major axis, Ixx Applied load Total length, L Length of the load point from support, a Maximum defection, (PL3/6EI) [(3a/4L) -(a/L)3] [m] [mm] [kN] [kN] [N/mm2] [cm4] [kN] [m] [m] [mm] > 5 25 10.0 3.25 205000 861 19 5 1 32.2 25 => NOT OK
2 2.1
Cantilever beam For cantilever beam with UDL: Beam length Allowable deflection for simply supported beam, L / 180 Max dead Load Max imposed load Youngs' modulus of steel, E Moment of inertia about major axis, Ixx Applied load, w Total length, L Maximum defection, (wL4/EI) [m] [mm] [kN/m] [kN/m] [N/mm2] [cm4] [kN/m] [m] [mm] > 3 17 6.5 3.25 205000 861 14 3 82 17 => NOT OK
