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OVE ARUP Consulting Engineers PROJECT: Shopping Complex, Bunut
Member/location: Mezzanine floor MADE BY :AY Calculation:Slab design
Date:12-10-10 SHEET NO:M1 Job ref:PJ193
Designed as per :BS8110:part 1:1997 Design of Two way slab: Floor = GF 2 Slab b/w Grid= Slab No = M1 Short Span Lx = 4.985 m Long span Ly = 5.15 m Ly / Lx = 1.03 Edge Condition = Grade of concrete =
C30
1 1
Grade of steel =
Hys
2
Exposure Conditon =
Mild
1
Type of partion wall =
Nil
5
Unit of partion wall=
4.985
5.15 <
2
Hence Two way condition satisfied 1 2 3 4 5 6 7 8 9
All edge continuous One short edge discontinuous One long edge discontinuous Two adjacent edge discontinuous Two short edge discontinuous Two long edge discontinuous Three edge discontinuous (one long edge continuous) Three edge discontinuous (one short edge continuous) Four edge discontinuous
3 0 kN/m
Loads: Slab thickness = 150 mm 2 Dead Load = 3.6 kN/m 2 Floor Finsh Load= 1.2 kN/m 2 Partition Wall Load = 0 kN/m 2 Total Dead Load= 4.8 kN/m 2 Live Load = 2.5 kN/m Design Load= (1.4TDL+1.6LL) = Moment Coefficient: Ref Table 3.14, in BS 8110 part I
cover = d=
Partition Wall Details: Position of partition = Span length = Wall Thickness = Height of Wall = weight of wall = equivalent wall load on slab = 2 10.72 kN/m
25 mm 120 mm
((1.4*4.8)+(1.6*2.5) =
parallel to the3span
4.985 0.115 3.15 0 0
m m kN/m kN/m2
Support reaction Coefficient: Ref Table 3.15, in BS 8110 part I
Short span support co.eff. Βsx = Short span mid span co.eff. Βsx = Long span support co.eff. Βsy = Long span mid span co.eff. Βsy =
0.033 0.025 0.032 0.024
Design Moments: Short span support moment (-ve) = Short span mid span moment (+ve) = Long span support moment (-ve) = Long span mid span moment (+ve) =
8.79 6.66 8.52 6.39
Short span Continous edge co.eff. Βvx = Short span Discontinous edge co.eff. Βvx = Long span Continous edge co.eff. Βvy = Long span Discontinous edge co.eff. Βvx =
kNm kNm kNm kNm
0.339 0 0.33 0
Support Reactions: dead load live load Short span Continous edge Reaction = 7.9 4.11 kN/m Short span Discontinous edge Reaction = 0 0 kN/m Long span Continous edge Reaction = 8.11 4.22 kN/m Long span Discontinous edge Reaction = 0 0 kN/m
Reinforcement :
Short span -ve = Short span +ve = Long span -ve = Long span +ve =
Ast req (mm2/m) 176.44 133.69 171.02 128.27
(Ref Table 3.10 in BS 8110:part I) l/d = m * 26 M/bd2 = 0.32 (short) M/bd2 = 0.3 (long) Service stress= 148.66 (short) & Modification factor m = 2 (short) & l/d = 52 (short) &
Min Ast (mm2/m) 195 195 195 195
Deflection Check:
Depth Required for short span d = Depth Required for long span d =
Member/location:Mezzanine Floor MADE BY :AY Calculation:Slab design
OVE ARUP Consulting Engineers PROJECT: Shopping Complex,Bunut
Date:12-10-10 SHEET NO:M2 Job ref:PJ193/mf/
Designed as per :BS8110:part 1:1997 Design of one way slab: Floor = 1 3 Slab b/w Grid= Slab No = M2 Short Span Lx = 1.55 m Long span Ly = 4.985 m Ly / Lx = 3.22 > Slab continuity = Continuous 1 Grade of concrete =
C30
1
Grade of steel =
Hys
2
Exposure Conditon =
Mild
1
Type of partion wall =
BW
1
Unit of partion wall=
4.985 1.55
2
Hence one way condition satisfied
Partition Wall Details: Position of partition = parallel to the3span Span length = 1.55 m Wall Thickness = 0.115 m Height of Wall = 3.15 weight of wall = 7.25 kN/m equivalent wall load on slab = 6.94 kN/m2
20 kN/m3
Loads: Slab thickness = 125 mm cover = 25 mm Dead Load = 3 kN/m2 d= 95 mm Floor Finsh Load= 1.2 kN/m2 Partion Wall Load = 6.94 kN/m2 Total Dead Load= 11.14 kN/m2 Live Load = 2.5 kN/m2 2 Design Load= (1.4TDL+1.6LL) = ((1.4*11.14)+(1.6*2.5) = 19.6 kN/m Moment Coefficient: Ref Table 3.12, in BS 8110 part I
Support reaction Coefficient:
Outer support = Near middle of end span = At first Interior Supports = Other middle span = Other interior supports =
0.04 0.075 0.086 0.063 0.063
Design Moments: Outer support moment (-ve) = Near middle of end span moment (+ve) = At first Interior Support moment (-ve) = Other middle span moment (+ve) = Other interior support moment (-ve) =
1.88 3.53 4.05 2.97 2.97
Short span co.eff. = Long span co.eff. =
kNm kNm kNm kNm kNm
0.25 0.25
Support Reactions: Long span Dead load Reaction = Long span Live load Reaction = Short span Dead load Reaction = Short span Live load Reaction =
Reinforcement :
Outer support (-ve) = Mid span moment (+ve) = At first Interior Support (-ve) = Other middle span moment (+ve) = Other interior support moment (-ve) = Deflection Check:
Ast req (mm2/m) 47.67 89.5 102.69 75.31 75.31
(Ref Table 3.10 in BS 8110:part I) l/d = m * 26 M/bd2 = 0.27 Service stress= 99.52 Modification factor m = 2 l/d = 52 Depth Required for deflection d = 29.81 mm
Min Ast (mm2/m) 162.5 162.5 162.5 162.5 162.5
Ast provided (mm2/m) 262 262 262 262 262
unfactored span moment: M=
< Hence safe
95 mm
7.29 1.64 4.32 0.97
dia of bar (mm)
2.46 kNm
10 10 10 10 10
kN/m kN/m kN/m kN/m
Spacing (mm) 300 300 300 300 300
Member/location:Mezzanine Floor MADE BY :AY Calculation:Slab design
OVE ARUP Consulting Engineers PROJECT: Shopping Complex,Bunut
Date:12-10-10 SHEET NO:M3 Job ref:PJ193/mf/
Designed as per :BS8110:part 1:1997 Design of one way slab: Floor = 1 3 Slab b/w Grid= Slab No = M3 Short Span Lx = 2.4 m Long span Ly = 6.7 m Ly / Lx = 2.79 > Slab continuity = Continuous 1 Grade of concrete =
C30
1
Grade of steel =
Hys
2
Exposure Conditon =
Mild
1
Type of partion wall =
Nil
5
Unit of partion wall=
6.7 2.4
2
Hence one way condition satisfied
Partition Wall Details: Position of partition = parallel to the3span Span length = 2.4 m Wall Thickness = 0.115 m Height of Wall = 3.15 weight of wall = 0 kN/m equivalent wall load on slab = 0 kN/m2
0 kN/m3
Loads: Slab thickness = 125 mm cover = 25 mm Dead Load = 3 kN/m2 d= 95 mm Floor Finsh Load= 1.2 kN/m2 Partion Wall Load = 0 kN/m2 Total Dead Load= 4.2 kN/m2 Live Load = 2.5 kN/m2 2 Design Load= (1.4TDL+1.6LL) = ((1.4*4.2)+(1.6*2.5) = 9.88 kN/m Moment Coefficient: Ref Table 3.12, in BS 8110 part I
Support reaction Coefficient:
Outer support = Near middle of end span = At first Interior Supports = Other middle span = Other interior supports =
0.04 0.075 0.086 0.063 0.063
Design Moments: Outer support moment (-ve) = Near middle of end span moment (+ve) = At first Interior Support moment (-ve) = Other middle span moment (+ve) = Other interior support moment (-ve) =
2.28 4.27 4.89 3.59 3.59
Short span co.eff. = Long span co.eff. =
kNm kNm kNm kNm kNm
0.25 0.25
Support Reactions: Long span Dead load Reaction = Long span Live load Reaction = Short span Dead load Reaction = Short span Live load Reaction =
Reinforcement :
Outer support (-ve) = Mid span moment (+ve) = At first Interior Support (-ve) = Other middle span moment (+ve) = Other interior support moment (-ve) = Deflection Check:
Ast req (mm2/m) 57.81 108.27 123.99 91.03 91.03
(Ref Table 3.10 in BS 8110:part I) l/d = m * 26 M/bd2 = 0.32 Service stress= 120.39 Modification factor m = 2 l/d = 52 Depth Required for deflection d = 46.15 mm
Min Ast (mm2/m) 162.5 162.5 162.5 162.5 162.5
Ast provided (mm2/m) 262 262 262 262 262
unfactored span moment: M=
< Hence safe
95 mm
4.14 2.46 2.52 1.5
dia of bar (mm)
2.89 kNm
10 10 10 10 10
kN/m kN/m kN/m kN/m
Spacing (mm) 300 300 300 300 300
Member/location:Mezzanine Floor MADE BY :AY Calculation:Slab design
OVE ARUP Consulting Engineers PROJECT: Shopping Complex,Bunut
Date:12-10-10 SHEET NO:M4 Job ref:PJ193/mf/
Designed as per :BS8110:part 1:1997 Design of one way slab: Floor = 1 3 Slab b/w Grid= Slab No = M4 Short Span Lx = 3.1 m Long span Ly = 6.33 m Ly / Lx = 2.04 > Slab continuity = Continuous 1 Grade of concrete =
C30
1
Grade of steel =
Hys
2
Exposure Conditon =
Mild
1
Type of partion wall =
Nil
5
Unit of partion wall=
6.33 3.1
2
Hence one way condition satisfied
Partition Wall Details: Position of partition = parallel to the3span Span length = 3.1 m Wall Thickness = 0.115 m Height of Wall = 3.15 weight of wall = 0 kN/m equivalent wall load on slab = 0 kN/m2
0 kN/m3
Loads: Slab thickness = 125 mm cover = 25 mm Dead Load = 3 kN/m2 d= 95 mm Floor Finsh Load= 1.2 kN/m2 Partion Wall Load = 0 kN/m2 Total Dead Load= 4.2 kN/m2 Live Load = 2.5 kN/m2 2 Design Load= (1.4TDL+1.6LL) = ((1.4*4.2)+(1.6*2.5) = 9.88 kN/m Moment Coefficient: Ref Table 3.12, in BS 8110 part I
Support reaction Coefficient:
Outer support = Near middle of end span = At first Interior Supports = Other middle span = Other interior supports =
0.04 0.075 0.086 0.063 0.063
Design Moments: Outer support moment (-ve) = Near middle of end span moment (+ve) = At first Interior Support moment (-ve) = Other middle span moment (+ve) = Other interior support moment (-ve) =
3.8 7.12 8.17 5.98 5.98
Short span co.eff. = Long span co.eff. =
kNm kNm kNm kNm kNm
0.25 0.25
Support Reactions: Long span Dead load Reaction = Long span Live load Reaction = Short span Dead load Reaction = Short span Live load Reaction =
Reinforcement :
Outer support (-ve) = Mid span moment (+ve) = At first Interior Support (-ve) = Other middle span moment (+ve) = Other interior support moment (-ve) = Deflection Check:
Ast req (mm2/m) 96.35 180.53 207.15 151.63 151.63
(Ref Table 3.10 in BS 8110:part I) l/d = m * 26 M/bd2 = 0.54 Service stress= 200.74 Modification factor m = 2 l/d = 52 Depth Required for deflection d = 59.62 mm
Min Ast (mm2/m) 162.5 162.5 162.5 162.5 162.5
Ast provided (mm2/m) 262 262 262 262 262
unfactored span moment: M=
< Hence safe
95 mm
4.92 2.93 3.26 1.94
dia of bar (mm)
4.83 kNm
10 10 10 10 10
kN/m kN/m kN/m kN/m
Spacing (mm) 300 300 300 300 300
Member/location:Mezzanine Floor MADE BY :AY Calculation:Slab design
OVE ARUP Consulting Engineers PROJECT: Shopping Complex,Bunut
Date:12-10-10 SHEET NO:M5 Job ref:PJ193/mf/
Designed as per :BS8110:part 1:1997 Design of one way slab: Floor = 1 3 Slab b/w Grid= Slab No = M5 Short Span Lx = 1.515 m Long span Ly = 4.42 m Ly / Lx = 2.92 > Slab continuity = Continuous 1 Grade of concrete =
C30
1
Grade of steel =
Hys
2
Exposure Conditon =
Mild
1
Type of partion wall =
Nil
5
Unit of partion wall=
4.42 1.515
2
Hence one way condition satisfied
Partition Wall Details: Position of partition = parallel to the3span Span length = 1.515 m Wall Thickness = 0.115 m Height of Wall = 3.15 weight of wall = 0 kN/m equivalent wall load on slab = 0 kN/m2
0 kN/m3
Loads: Slab thickness = 125 mm cover = 25 mm Dead Load = 3 kN/m2 d= 95 mm Floor Finsh Load= 1.2 kN/m2 Partion Wall Load = 0 kN/m2 Total Dead Load= 4.2 kN/m2 Live Load = 2.5 kN/m2 2 Design Load= (1.4TDL+1.6LL) = ((1.4*4.2)+(1.6*2.5) = 9.88 kN/m Moment Coefficient: Ref Table 3.12, in BS 8110 part I
Support reaction Coefficient:
Outer support = Near middle of end span = At first Interior Supports = Other middle span = Other interior supports =
0.04 0.075 0.086 0.063 0.063
Design Moments: Outer support moment (-ve) = Near middle of end span moment (+ve) = At first Interior Support moment (-ve) = Other middle span moment (+ve) = Other interior support moment (-ve) =
0.91 1.7 1.95 1.43 1.43
Short span co.eff. = Long span co.eff. =
kNm kNm kNm kNm kNm
0.25 0.25
Support Reactions: Long span Dead load Reaction = Long span Live load Reaction = Short span Dead load Reaction = Short span Live load Reaction =
Reinforcement :
Outer support (-ve) = Mid span moment (+ve) = At first Interior Support (-ve) = Other middle span moment (+ve) = Other interior support moment (-ve) = Deflection Check:
Ast req (mm2/m) 23.07 43.1 49.44 36.26 36.26
(Ref Table 3.10 in BS 8110:part I) l/d = m * 26 M/bd2 = 0.13 Service stress= 47.93 Modification factor m = 2 l/d = 52 Depth Required for deflection d = 29.13 mm
