Precast Rib Slab Design
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Precast Slab Design
India Pavilion at World Expo 2010, Shangai, China
DESIGN OF PRE-CAST SLAB
Type :- Oneway slab
M 25 CONC
Fe 415
References
0.860
Length Lx =
0.76
+ 0.10 =
0.860 m c/c
Length Ly =
3.66
0.00 =
3.660 m c/c
TRIAL DEPTH Assumed α1
0.34 % steel
=
for fy = 415
1.6
IS-456:2000
for 210
fs = 0.58 fy
Basic L / d ratio rb =
20 for Simply supported slab
Allowable L / d ratio ra =
1.6
x 20
=
32
Reqd =
Lx / ra
860
/
32
=
Assumed d'
=
Reqd D =
=
20 mm for 26.9
fig. 4
26.9 mm
Fe 415
+ 20 =
46.9 mm
Assume slab thickness
0.120 m
120 mm
Eff. Depth LOADS O S:
0.100 m
100 mm
OK
Dead load :-Self Wt.
0.120
x 25.00
Wt. of land-scapping (200mm th.) Floor finish(water-proofing) WEIGHT OF WALL TOTAL Wud =
Live load :--
=
3.00 KN/m2
= =
3.75 KN/m3 1.25 KN/m2
= Wd = 1.5*Wd say Wl =
Wul =
1.5 *Wl
TOTAL LOAD Wud =
1.00 9.00 13.500 13.500
KN/m3 KN/m2 KN/m2 KN/m2
5.000 KN/m2 7.500 KN/m2 21.000 KN/m2
DESIGN MOMENTS As per IS 456 - 2000 Ly/ Lx =
4.82
>
2 IS-456:2000
Bending moment at any section =
2
Wud*l / 8 =
B.M at mid of outer span SAY
=
Tb-12
1.941
CL-22.5.1
2.000
KNm
1000
mm
CHECK FOR CONCRETE DEPTH Mur.max = Ru max bd2 for slab b = Ru.max =
3.45 N/mm2
For
1
M 25
Fe 415
SP -16
Precast Slab Design
India Pavilion at World Expo 2010, Shangai, China
For outer bars , Mur.max =
3.45
x 1000
=
x 100
34.50 KNm
2
x
1.00E-06
>
2.00 KNm
OK
Check for Concrete depth is satisfied
MAIN STEEL Required Ast = (0.5 fck/fy)[1 - 1 - 4.6 Mud / (fck bd2)] bd ]
span position
Mud
d
Req. Ast
Dia.
KNm
mm
mm2
mm
mm
mm2
mm2
2.00
100
55.94
8
200
251.33
150
x 1000
x 100.0
/ 100.0
main steel
Spacing Prov. Ast
Amin
DISTRIBUTION STEEL Dist. Reinforcement =
120
mm2
= 0.12 =
8ϕ @
Provide
200 c/c
120 (Ast prov =
251.33 mm2 )
as Dist. Steel
CHECK FOR SHEAR pt
=
Tuc =
0.251 %
0 361 0.361
IS -456-2000
N/mm2
pt
Tb-19 Tc
Vuc = k Tuc bd k =
Vuc
1.4
for overall
=
1.40 = 50.489
x 0.361
depth
x 1000
150 mm or less
x 100 / 1000
KN
Shear force at any section
Vu.max =Wud*l/2
Maximum Shear occurs at support next to end support Vu.max =
9.030 KN
Vuc > Vu.max Check for shear is satisfied CHECK FOR DEFLECTION :--
pt provided =
0.251 %
pt assumed =
0.340 %
pt assumed
>
pt provided
o.k
2
O.K
SAFE
0.15
0.28
0.25
0.36
0.50
0.48
0.25
0.36
India Pavilion at World Expo 2010, Shangai, China
DESIGN OF PRE-CAST SLAB
Type :- Oneway slab
M 25 CONC
Fe 415
References
0.860
Length Lx =
0.76
+ 0.10 =
0.860 m c/c
Length Ly =
3.66
0.00 =
3.660 m c/c
TRIAL DEPTH Assumed α1
0.34 % steel
=
for fy = 415
1.6
IS-456:2000
for 210
fs = 0.58 fy
Basic L / d ratio rb =
20 for Simply supported slab
Allowable L / d ratio ra =
1.6
x 20
=
32
Reqd =
Lx / ra
860
/
32
=
Assumed d'
=
Reqd D =
=
20 mm for 26.9
fig. 4
26.9 mm
Fe 415
+ 20 =
46.9 mm
Assume slab thickness
0.120 m
120 mm
Eff. Depth LOADS O S:
0.100 m
100 mm
OK
Dead load :-Self Wt.
0.120
x 25.00
Wt. of land-scapping (200mm th.) Floor finish(water-proofing) WEIGHT OF WALL TOTAL Wud =
Live load :--
=
3.00 KN/m2
= =
3.75 KN/m3 1.25 KN/m2
= Wd = 1.5*Wd say Wl =
Wul =
1.5 *Wl
TOTAL LOAD Wud =
1.00 9.00 13.500 13.500
KN/m3 KN/m2 KN/m2 KN/m2
5.000 KN/m2 7.500 KN/m2 21.000 KN/m2
DESIGN MOMENTS As per IS 456 - 2000 Ly/ Lx =
4.82
>
2 IS-456:2000
Bending moment at any section =
2
Wud*l / 8 =
B.M at mid of outer span SAY
=
Tb-12
1.941
CL-22.5.1
2.000
KNm
1000
mm
CHECK FOR CONCRETE DEPTH Mur.max = Ru max bd2 for slab b = Ru.max =
3.45 N/mm2
For
1
M 25
Fe 415
SP -16
Precast Slab Design
India Pavilion at World Expo 2010, Shangai, China
For outer bars , Mur.max =
3.45
x 1000
=
x 100
34.50 KNm
2
x
1.00E-06
>
2.00 KNm
OK
Check for Concrete depth is satisfied
MAIN STEEL Required Ast = (0.5 fck/fy)[1 - 1 - 4.6 Mud / (fck bd2)] bd ]
span position
Mud
d
Req. Ast
Dia.
KNm
mm
mm2
mm
mm
mm2
mm2
2.00
100
55.94
8
200
251.33
150
x 1000
x 100.0
/ 100.0
main steel
Spacing Prov. Ast
Amin
DISTRIBUTION STEEL Dist. Reinforcement =
120
mm2
= 0.12 =
8ϕ @
Provide
200 c/c
120 (Ast prov =
251.33 mm2 )
as Dist. Steel
CHECK FOR SHEAR pt
=
Tuc =
0.251 %
0 361 0.361
IS -456-2000
N/mm2
pt
Tb-19 Tc
Vuc = k Tuc bd k =
Vuc
1.4
for overall
=
1.40 = 50.489
x 0.361
depth
x 1000
150 mm or less
x 100 / 1000
KN
Shear force at any section
Vu.max =Wud*l/2
Maximum Shear occurs at support next to end support Vu.max =
9.030 KN
Vuc > Vu.max Check for shear is satisfied CHECK FOR DEFLECTION :--
pt provided =
0.251 %
pt assumed =
0.340 %
pt assumed
>
pt provided
o.k
2
O.K
SAFE
0.15
0.28
0.25
0.36
0.50
0.48
0.25
0.36
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