22nd floor - slab s20 - top
DESCRIPTION
22nd Floor - Slab S20 - TopTRANSCRIPT
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Job No. Sheet No. Revision.
ARUP Ove Arup & Partners 214807Calculation Spreadsheet
Member/LocationSlab S20 Supporting Edge
Job Title Ho Man Tin Made By TV Filename
Design of Slab - Tower 2 - 22nd floor Date Oct-12 Checked by
1. DESIGN PARAMETERS
Section Properties Tension Reinforcement
Effective Width b = 1000 mm
Member Depth h = 150 mm Steel Bars for Support of Long Span
Norminal cover to compression rebar = 30 mm No. of layers = 1
Norminal cover to tension rebar = 25 mm Diameter = 10 mm
Spacing c/c = 200 mm
Material Properties No. per unit width = 5.0
fcu = 45 N/mm2
fy = 460 N/mm2 Steel Bars for Support of Short Span
fyv = 460 N/mm2 No. of layers = 1
Diameter = 10 mm
Compression Reinforcement Spacing c/c = 200 mm
Diameter = 10 mm No. per unit width = 5.0
Spacing c/c = 200 mm
2. BENDING REINFORCEMENT DESIGN (ULTIMATE LIMIT DESIGN CHECK)
Tension Steel Bars for Support of Long SpanMaximium Design Ulitmate Bending Moment Mx = 0.00 kNm
Effective Depth d = 120.0 mm
z = d[0.5+(0.25-K/0.9)^0.5]
= 120 mm >0.95d = 114 mm
M/(bd2fcu) = 0.000 < 0.156 Compression Steel is Not Required!
As Required = M/(0.87fy*z) = 0 mm2
Check Min. Steel: 0.13%bh = 195 mm2
195
As Provided = 393 mm2
> Required As, OK!
Total % steel = 0.26%
Provide T 10 - 200
Tension Steel Bars for Support of Short SpanMaximium Design Ulitmate Bending Moment My = 0.00 kNm
Effective Depth d = 110.0 mm
z = d[0.5+(0.25-K/0.9)^0.5]z = d[0.5+(0.25-K/0.9)^0.5]
= 110 mm >0.95d = 105 mm
M/(bd2fcu) = 0.000 < 0.156 Compression Steel is Not Required!
As Required = M/(0.87fy*z) = 0 mm2
Check Min. Steel: 0.13%bh = 195 mm2
As Provided = 393 mm2
> Required As, OK!
Total % steel = 0.26%
Provide T 10 - 200
Compression Steel Bars (Provide norminal steel)
Effective Depth d = 115.0 mm
As' Provided = 393 mm2
Provide T 10 - 200
2-Way Slab_Typical
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Job No. Sheet No. Revision.
ARUP Ove Arup & Partners 214807Calculation Spreadsheet
Member/LocationSlab S20 Supporting Edge
Job Title Ho Man Tin Made By TV Filename
Design of Slab - Tower 2 - 22nd floor Date Oct-12 Checked by
3. SHEAR REINFORCEMENT DESIGN (ULTIMATE LIMIT DESIGN CHECK)
Shear Check for Continuous Support
Maximum Design Shear Force of Long Span Vsx = 0.00 kN
100As/bd = 0.33
vc= 0.69 N/mm2
v= 0.00 N/mm2
Shear Reinforcement is Not Required!
Maximum Design Shear Force of Short Span Vsy = 0.00 kN
100As/bd = 0.36vc= 0.72 N/mm
2
v= 0.00 N/mm2
Shear Reinforcement is Not Required!
Shear Check for Dis-Continuous Support
Maximum Design Shear Force of Long Span Vsx = 14.12 kN
100As/bd = 0.33vc= 0.69 N/mm
2
v= 0.12 N/mm2
Shear Reinforcement is Not Required!
Maximum Design Shear Force of Short Span Vsy = 10.83 kN
100As/bd = 0.36vc= 0.72 N/mm
2
v= 0.10 N/mm2
Shear Reinforcement is Not Required!
2-Way Slab_Typical