SLAB DESIGN

Design Parameters: -(INPUT)

Concrete, fck 20Steel, fy 415Clear cover, C.C 20 mm

% of tension Reinf, P=0.4% 33 - Ref. From Tor Steel Hand Book Table S1 Pg-86 12 mm Cantilever/S.S/Continuous10 mm

Length, L 2900 mm Clear Span

Live Load, L.L 50 Ref. IS 4247Other Loads , L 0Unit Wt. of Concrete 25 Ref. IS 456 Cl.19.2.1

Left Support 0 mm

Right Support 0 mm

Xu max./d 0.48 Ref. IS 456 Pg 70

Width, b 1000 mm

Design Calculations: -

Depth, d req. 88 mm (Lx/P)Over all Depth, D 114 mm ~ 120Effective depth, deff. Pr 94 mmR 2.766 R=(0.36*fck*(Xumax/d))*(1-(0.416*(Xumax/d)))Dead Load, D.L, Wd 3.00Live Load, L.L, Wl 50 Ref. Relevant CodesOther Loads , L 0Total Load, w 53.00Design Load , Wu 79.5 1.5*w

Eff. Length Calculations: -

Clear Span + (Eff. Depth/2) 2947 mm } Cantilever SlabClear Span + C/C of supp. 2900 mm Ref. IS 456 Cl.22.2 c Leff. 2947

Clear Span + Eff. Depth 2994 mm } Simply SupportedClear Span + C/C of supp. 2900 mm Ref. IS 456 Cl.22.2 a Leff. 2900

Clear Span + Eff. Depth 2994 mm } Continuous Slab L.S 0Clear Span + C/C of supp. 2900 mm Ref. IS 456 Cl.22.2 a & b R.S 0Clear Span 2900 mm Min Supp 0Leff. 2900

CANTILEVER SLABMoment & Depth Check Calculations: -

Moment, M 345.22 KN-mLimiting moment, Mu 24.441 KN-mDepth check, d 353.284 mm sqrt(M/(R*b))

The following calculations are not applicable, Design it as Doubly Reinforced SectionReinforcement Calculations: -

Steel Reinf., Ast req. Err:502Ast min. 112.8 Ref IS 456 Cl.26.5.2.1 (for deformed bars)

Spacing Calculations: -

Spacing for main bars Err:502 mmSpacing for distribution bars 696.275 mm

N/mm²N/mm²

Main Steel dia, ØmDistirbtuin Dia, Ød

KN/m²KN/m²KN/m³

d+C.C+ (Øm/2) D-C.C- (Øm/2)

KN/m²KN/m²KN/m²KN/m²KN/m²

(Wu*Leff.²)/2Ru*b*d²

mm² ((0.5*fck)/fy)*(1-(sqrt(1-((4.6*M)/(fck*b*d²))))*b*d)mm²

SIMPLY SUPPORTED SLAB

The following calculations are not applicable, Design as Two Way SlabMoment & Depth Check Calculations: -

lx 2900 mmly 2900 mmMoment, M 83.58 KN-mDepth check, d 173.63 mm sqrt(M/(R*b)) R=(0.36*fck*(Xumax/d))*(1-(0.412*(Xumax/d)))

Reinforcement Calculations: -

Steel Reinforcement, Ast req. Err:502Ast min. 112.8 Ref IS 456 Cl.26.5.2.1 (for deformed bars)Ast req. Err:502

Spacing Calculations: -Spacing for main bars Err:502 mmSpacing for distribution bars 696.275 mm

CONTINUOUS SLAB

Moment & Depth Check Calculations: -

Moment near Middle of End Span, Msp1 66.23 KN-mMoment at Middle of Interior span, Msp2 54.93 KN-mMax. moment at Span, Msp 66.23 KN-m

Moment at Supp. Next to End supp., Msu1 73.87 KN-mMoment at other Interior supp., Msu2 73.24 KN-mMax. moment at Supp., Msu 73.87 KN-m

Depth check, d 163.23 mm sqrt(M/(R*b)) R=(0.36*fck*(Xumax/d))*(1-(0.412*(Xumax/d)))

Reinforcement Calculations: -

Steel Reinforcement, Ast req. Err:502Steel Reinforcement, Ast req. Err:502Ast min. 112.8 Ref IS 456 Cl.26.5.2.1 (for deformed bars)Ast req. Err:502

Spacing Calculations: -Spacing for main bars at span Err:502 mmSpacing for main bars at support Err:502 mmSpacing for distribution bars 696.275 mm

(Wu*Leff.²)/8

mm² ((0.5*fck)/fy)*(1-(sqrt(1-((4.6*M)/(fck*b*d²))))*b*d)mm²mm²

mm² ((0.5*fck)/fy)*(1-(sqrt(1-((4.6*M)/(fck*b*d²))))*b*d)mm²mm²mm²

CONTINUOUS SLAB

This shall be Designed as Two Way SlabMoment & Depth Check Calculations: -

Slab Condition Interior PanelLx, Short Span 2150 mm

Ly, Long Span 2900 mmlx 2150 mmly 2900 mmly/lx 1.348837fck 20 N/mm2fy 415 N/mm2Load on Slab 50 kN/m2Other Loads 0 kN/m2

00.037 } depending upon the type of panel and (Ref. IS 456 D-1.1 & Tb-26)

0 moments considered conditions Pg-90 & 910.028

Mx -ve at continuous edge 0 KN-m αx*W*lx²Mx +ve at mid span 8.551625 KN-mMy -ve at continuous edge 0 KN-m αy*W*lx²My +ve at mid span 6.4715 KN-mMax. Moment, M 8.551625 KN-mdepth check, d 55.54 mm sqrt(M/(R*b)) R=(0.36*fck*(Xumax/d))*(1-(0.412*(Xumax/d)))

83.54 120Reinforcement Calculations: - 92

Steel Reinforcement, Astx -ve 0

Steel Reinforcement, Astx +ve 274.59

Steel Reinforcement, Asty -ve 0Steel Reinforcement, Asty +ve 204.35

201.0619298297 78.539821.365698619488 1.436214

Ast min. 112.8 Ref IS 456 Cl.26.5.2.1 (for deformed bars)

Spacing Calculations: -Spacing for Mx -ve #DIV/0! mmSpacing for Mx +ve 411.88 mmSpacing for My -ve #DIV/0! mmSpacing for My +ve 553.45 mm

SIMPLY SUPPORTED SLAB

Moment & Depth Check Calculations: -

lx 2150 mmly 2900 mm

ly/lx 1.350.037 } depending upon the type of panel and (Ref. IS 456 D-1.1 & Tb-26)0.028 moments considered conditions Pg-90 & 91

Mx 8.551625 KN-m αx*W*lx²My 6.4715 KN-m αy*W*lx²Max. Moment, M 8.551625 KN-mdepth check, d 55.54 mm sqrt(M/(R*b)) R=(0.36*fck*(Xumax/d))*(1-(0.412*(Xumax/d)))

90 150Reinforcement Calculations: - 122

Steel Reinforcement, Astx 267.95

αx -ve at continuous edge αx +ve at mid span αy -ve at continuous edge αy +ve at mid span

mm² ((0.5*fck)/fy)*(1-(sqrt(1-((4.6*Mx)/(fck*b*d²))))*b*d)mm² ((0.5*fck)/fy)*(1-(sqrt(1-((4.6*My)/(fck*b*d²))))*b*d)mm²mm²

mm²

αx αy

mm² ((0.5*fck)/fy)*(1-(sqrt(1-((4.6*Mx)/(fck*b*d²))))*b*d)

Steel Reinforcement, Asty 199.57Ast min. 112.8 Ref IS 456 Cl.26.5.2.1 (for deformed bars)

Spacing Calculations: -

Spacing for Mx 422.09 mm 300

mm² ((0.5*fck)/fy)*(1-(sqrt(1-((4.6*My)/(fck*b*d²))))*b*d)mm²

Spacing for My 393.55 mm 300

DOUBLY REINFORCED SECTION

Design Parameters:-Effective length

Eff. Span Length, L mmfck 20 Cantilever 2947fy 415 S.S 2900clear cover 20 mm Continuous

12 mm50 mm

d' 26 mmRu 2.766 N/mm²Width, b 1000 mmEff. Depth, d 94 mmXumax/d 0.48Xumax 45.12

Design Calculations:-

Moment, M 226.4 KN-mLimiting Moment, Mu 24.441 KN-mDepth Check, d 286.097

Steel Reinforcement:-

P,lim 0.00957687 0.414*(fck/fy)*(Xumax/d)Ast1 900.226 P,lim*b*dAst2 8225.967 (M-Mu)/0.87*fy*(d-d')Ast 9126.2

Compression Reinf.:-

Esc 0.00148316 0.0035*(Xumax-d')/Xumaxfsc 356.9 From IS 456 Pg-70 from Fig - 23AAsc 8534.94 M-Mu/(fsc-0.446*fck)*(d-d')

Spacing:-

113.0981963.496

Main Spacing for Ast 12.4Main Spacing for Asc 230.06

N/mm²N/mm²

Main ØDistribution Ø

(c.c+(Øm/2)

mm²mm²mm²

N/mm²mm²

AØm PI*Øm²/4Aød PI*Ød²/4

b*Aøm/Astb*Aøm/Asc