SLAB DESIGN Design Parameters: -(INPUT) Concrete, fck Steel, fy
20
N/mm²
415
N/mm² mm
Clear cover, C.C
20
% of tension Reinf, P=0.4% Main Steel dia, Øm
33
-
Ref. ef. Fro From m Tor Tor Ste Steel Hand Hand Book Book Tabl Table e S1 Pg-86 g-86
12
mm mm
Cant Cantil ilev ever er/S /S.S .S/C /Con onti tinu nuou ouss
mm
Clear Span
Distirbtuin Dia, Ød Length, L Live Load, L.L
10 2900 50
KN/m² Ref. IS 4247
Other Loads , L
0
Unit Wt. of Concrete
25 0
KN/m² KN/m³ Ref. IS 456 Cl.19.2.1 mm
0
mm
Left Support Right Support Xu max./d
0.48
Width, b
1000
mm
88 114 94 2.766 3.00 50 0 53.00 79.5
mm mm mm
Ref. IS 456 Pg 70
Design Calculations: Depth, d req. Over all Depth, D Effective depth, deff. Pr R Dead Load, D.L, Wd Live Load, L.L, Wl Other Loads , L Total Load, w Design Load , Wu
(Lx/P) ~ 120 d+C.C+ (Øm/2) D-C.C- (Øm/2) R=(0.36*fck*(Xumax/d))*(1-(0.416*(Xumax/d)))
KN/m² KN/m² Ref. Relevant Codes KN/m² KN/m² KN/m² N/m² 1.5* 1.5*w w
Eff. Length Calculations: Clear Span + (Eff. Depth/2) Clear Span + C/C of supp. Leff.
2947 2900 2947
mm mm
} Ca Cantilever Slab Ref. IS 456 Cl.22.2 c
Clear Span + Eff. Depth Clear Span + C/C of supp. Leff.
2994 2900 2900
mm mm
} Simply Supported Ref. IS 456 Cl.22.2 a
Clear Span + Eff. Depth Clear Span + C/C of supp. Clear Span Leff.
2994 2900 2900 2900
mm mm mm
} Continuous Slab Ref. IS 456 Cl.22.2 a & b
L.S R.S Min Supp
0 0 0
CANTILEVER SLAB Moment & Depth Check Calculations: Moment, M Limiting moment, Mu Depth check, d
345.22 KN-m 24.441 KN-m 353.284 mm
(Wu*Leff.²)/2 Ru*b*d² sqrt(M/(R*b))
The following calculations are not applicable, Design it as Doubly Reinforced Se Reinforcement Calculations: Steel Reinf., Ast req. Ast min.
#NUM! 112.8
mm² mm²
#NUM!
mm
Spacing Calculations: Spacing for main bars Spacing for distribution bars
696.275 mm
((0.5*fck)/fy)*(1-(sqrt(1-((4.6*M)/(fck*b*d²))))*b*d) Ref IS 456 Cl.26.5.2.1 (for deformed bars)
SIMPLY SUPPORTED SLAB The following calculations are not applicable, Design as Two Way Slab Moment & Depth Check Calculations: lx ly Moment, M Depth check, d
2900 2900 83.58 173.63
mm mm KN-m (Wu*Leff.²)/8 mm sqrt(M/(R*b))
R=(0.36*fck*(Xumax/d))*(1-(0.412*(Xumax/d)))
Reinforcement Calculations: #NUM! mm² ((0.5*fck)/fy)*(1-(sqrt(1-((4.6*M)/(fck*b*d²))))*b*d) 112.8 mm² Ref IS 456 Cl.26.5.2.1 (for deformed bars) #NUM! mm²
Steel Reinforcement, Ast req. Ast min. Ast req.
Spacing Calculations: #NUM! mm 696.275 mm
Spacing for main bars Spacing for distribution bars
CONTINUOUS SLAB Moment & Depth Check Calculations: Moment near Middle of End Span, Msp1 Moment at Middle of Interior span, Msp2 Max. moment at Span, Msp
66.23 54.93 66.23
KN-m KN-m KN-m
Moment at Supp. Next to End supp., Msu1 Moment at other Interior supp., Msu2 Max. moment at Supp., Msu
73.87 73.24 73.87
KN-m KN-m KN-m
Depth check, d
163.23
mm
#NUM! #NUM! 112.8 #NUM!
mm² ((0.5*fck)/fy)*(1-(sqrt(1-((4.6*M)/(fck*b*d²))))*b*d) mm² mm² Ref IS 456 Cl.26.5.2.1 (for deformed bars) mm²
sqrt(M/(R*b))
R=(0.36*fck*(Xumax/d))*(1-(0.412*(Xumax/d)))
Reinforcement Calculations: Steel Reinforcement, Ast req. Steel Reinforcement, Ast req. Ast min. Ast req.
Spacing Calculations: Spacing for main bars at span Spacing for main bars at support Spacing for distribution bars
#NUM! mm #NUM! mm 696.275 mm
CONTINUOUS SLAB This shall be Designed as Two Way Slab Moment & Depth Check Calculations: Slab Condition Lx, Short Span Ly, Long Span lx ly ly/lx fck fy Load on Slab Other Loads αx -ve at continuous edge αx +ve at mid span αy -ve at continuous edge αy +ve at mid span Mx -ve at continuous edge Mx +ve at mid span My -ve at continuous edge My +ve at mid span Max. Moment, M depth check, d
Interior Panel 2150 2900 2150 2900 1.34884 20 415 50 0 0 0.037 0
Steel Reinforcement, Asty -ve St eel Rei nforcement, Asty +ve
Ast min.
N/mm2 N/mm2 kN/m2 kN/m2 } depending upon the type of panel and moments considered conditions
(Ref. IS 456 D-1.1 & Tb-26) Pg-90 & 91
0.028 0 8.55163 0 6.4715 8.55163 55.54 83.54
KN-m αx*W*lx² KN-m KN-m αy*W*lx² KN-m KN-m mm sqrt(M/(R*b)) 120 92
0 274.59 0 204.35
mm² mm² mm² mm²
Reinforcement Calculations: Steel Reinforcement, Astx -ve Steel Reinforcement, Astx +ve
mm mm mm mm
112.8
mm²
#DIV/0! 411.88 #DIV/0! 553.45
mm mm mm mm
R=(0.36*fck*(Xumax/d))*(1-(0.412*(Xumax/d)))
((0.5*fck)/fy)*(1-(sqrt(1-((4.6*Mx)/(fck*b*d²))))*b*d) ((0.5*fck)/fy)*(1-(sqrt(1-((4.6*My)/(fck*b*d²))))*b*d)
201.0619298 78.53982 1.365698619 1.436214 Ref IS 456 Cl.26.5.2.1 (for deformed bars)
Spacing Calculations: Spacing for Mx -ve Spacing for Mx +ve Spacing for My -ve Spacing for My +ve
SIMPLY SUPPORTED SLAB Moment & Depth Check Calculations: lx ly ly/lx αx αy Mx My Max. Moment, M depth check, d
2150 2900 1.35 0.037 0.028 8.55163 6.4715 8.55163 55.54 90
Reinforcement Calculations: Steel Reinforcement, Astx Steel Reinforcement, Asty Ast min.
mm mm
267.95 199.57 112.8
} depending upon the type of panel and moments considered conditions KN-m αx*W*lx² KN-m αy*W*lx² KN-m mm sqrt(M/(R*b)) 150 122 mm² mm² mm²
(Ref. IS 456 D-1.1 & Tb-26) Pg-90 & 91
R=(0.36*fck*(Xumax/d))*(1-(0.412*(Xumax/d)))
((0.5*fck)/fy)*(1-(sqrt(1-((4.6*Mx)/(fck*b*d²))))*b*d) ((0.5*fck)/fy)*(1-(sqrt(1-((4.6*My)/(fck*b*d²))))*b*d) Ref IS 456 Cl.26.5.2.1 (for deformed bars)
Spacing Calculations: Spacing for Mx
422.09
mm
300
Spacing for My
393.55 mm
300
DOUBLY REINFORCED SECTION Design Parameters:Effective length Eff. Span Length, L fck fy clear cover Main Ø Distribution Ø d' Ru Width, b Eff. Depth, d Xumax/d Xumax
20 415 20 12 50 26 2.766 1000 94 0.48 45.12
mm N/mm² Cantilever N/mm² S.S mm Continuous mm mm (c.c+(Øm/2) mm N/mm² mm mm
2947 2900
Design Calculations:Moment, M Limiting Moment, Mu Depth Check, d
226.4 24.441 286.097
KN-m KN-m
Steel Reinforcement:P,lim Ast1 Ast2 Ast
0.0095769 900.226 mm² 8225.967 mm² 9126.2 mm²
0.414*(fck/fy)*(Xumax/d) P,lim*b*d (M-Mu)/0.87*fy*(d-d')
Compression Reinf.:Esc fsc Asc
0.0014832 356.9 8534.94
0.0035*(Xumax-d')/Xumax N/mm² From IS 456 Pg-70 from Fig - 23A mm²
M-Mu/(fsc-0.446*fck)*(d-d')
Spacing:AØm Aød Main Spacing for Ast Main Spacing for Asc
113.098 1963.496 12.4 230.06
PI*Øm²/4 PI*Ød²/4 b*Aøm/Ast b*Aøm/Asc
