Slab Design.xlsx
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SLAB DESIGN :-
Span 1 & 4
(One long edge continuous) (TWO WAY)
Short Span (Clear) Long Span (Clear) Live Load on the Slab (LL) Comp.stess of concrete M - 15 (fck) Tensile stress of steel (fy) Unit wt of concrete Unit wt of floor finish 50 mm Clear concrete cover Bearing of slab assume pt =
in ft. 12.11 19.082
3.68 m 5.80 m 0.75 KN / sqm 20.00 N / sqm 415.00 N / sqm 25.00 KN / cum 24.00 KN / sqm 15.00 mm 200.00 mm 0.22 % 1.50 23 106.67 mm 20.00 mm 125.00 mm 10.00 mm 10.00 mm 105.00 mm
From Modification curve, Modification factor = Basic value of span / effective depth ratio =
effective depth cover Provide Overall depth D Dia of bars for short direction Dia of bars for long direction Effective Depth d Loading on the slab
Dead Load of the slab (DL) Floor Finish Other Load Live Load on the slab Total Load on the slab (TL) Design Load = (Total Llx Effective Span lx ly Ratio ly/lx
3.13 KN / sqm 1.20 KN / sqm 0.00 KN / sqm 0.75 KN / sqm 5.08 KN / sqm 7.61 KN / sqm 3.79 m 5.91 m
1.560 From Table (30 of NBC Cl. D-1.1 & 23.4.1) BM Coefficients are as follows;
For negative moments (at top) For positive moments (at botto
1.5 0.084 0.064
ax 0.085683 0.065202
1.75 0.091 0.069
ay 0.000 0.043
Calculated BM per unit width of slab are as follows;
For negative moments (at top) For positive moments (at bottom)
Mx = ax w lx2 9.34 7.11
My = ay w lx2 0.00 KN-m/m 4.69 KN-m/m
Flexural strength consideration
Maximum BM = 9.34 KN-m/m BM = 0.36 x fck x 0.48 (1-0.42 x 0.48) x 1000 d 2 = BM x 106 N-mm/m or 0.36 x fck x 0.48 (1-0.42 x 0.48) x 1000 d 2 = 9344445 or d= 58 mm <105mm HENCE OK Tension R/F for the positive BM along the short span is BM = 7.11 KNM
Pt = (50(1-√(1-((4.6 * BM * 10^6)/(Fck * bd^2)))/fy/fck) Pt = 0.185899 Ast = 195.2 mm2 Ast min= 150.0 mm2 Ast provd. 195.1935 mm2 Spacing= 402.3691 mm provide spacing 300.00 mm provide 10mm Ø bar @ 300 mm c/c. Tension R/F for the positive BM along the long span is BM= 4.69 KNM Pt= (50(1-√(1-((4.6 * BM * 10^6)/(Fck * bd^2)))/fy/fck) Pt= 0.120902 Ast = 126.9469 mm2 Ast provd. 150 mm2 Spacing= 523.5988 mm provide spacing 300.00 mm provide 10mm Ø bar @ 300 mm c/c. Tension R/F for the negative BM along the short span is BM= 9.34 KNm Pt= (50(1-√(1-((4.6 * BM * 10^6)/(Fck * bd^2)))/fy/fck) Pt= 0.247588 % Ast = 259.9676 mm2 Ast provd. 259.9676 Spacing= 302.1139 provide spacing 300.00 mm provide 10mm Ø bar @ 300 mm c/c. Bendind Moments
Short Span For negative moments (at top) 9.34 KN-m/m For positive moments (at botto 7.11 KN-m/m
Long Span 0.00 KN-m/m 4.69 KN-m/m
Reinforcements
Short Span Long Span Top R/F (At support) 260.00 0.00 mm2/m Bottom R/F (At Mid Span) 260.00 260.00 mm2/m These R/F will be provided within the middle strips in the two directions. Adopting 8 or 10 mm dia bars for the R/F, the calculated spacing of bars will be as follows; Reinforcements Spacing
Dia of barsShort Span Top R/F (At support) 10.00 300 mm Bottom R/F (At Mid S 10.00 300 mm Maximum Spacing 300 mm
Dia of bars Long Span 10.00 #DIV/0! mm c/c 10.00 300 mm c/c 75 mm c/c
No. of bars in slab
Top R/F Bottom R/F
Short Span Long Span 13.00 Nos. of Length 3785 #DIV/0! Nos. of Length 5905 mm 20.00 Nos. of Length 3785 20.00 Nos. of Length 5905 mm
32709852 0.148344 0.922852 0.077148 3.857395 0.185899 195.1935
21571749 0.097831 0.949826 0.050174 2.508713 0.120902 126.9469
42984449 0.194941 0.897251 0.102749 5.137455 0.247588 259.9676
Short Span (Clear) Long Span (Clear) Live Load on the Slab (LL) Comp.stess of concrete M - 15 (fck) Tensile stress of steel (fy) Unit wt of concrete Unit wt of floor finish 50 mm Clear concrete cover Bearing of slab assume pt = From Modification curve, Modification factor = Basic value of span / effective depth ratio =
effective depth cover Provide Overall depth D Dia of bars for short direction Dia of bars for long direction Effective Depth d Loading on the slab
Dead Load of the slab (DL) Floor Finish Other Load Live Load on the slab Total Load on the slab (TL) Design Load = (Total Llx Effective Span lx ly
12.11 19.082
3.68 m 5.80 m 0.75 KN / sqm 20.00 N / sqm 415.00 N / sqm 25.00 KN / cum 24.00 KN / sqm 15.00 mm 200.00 mm 0.22 % 1.50 23 106.67 mm 20.00 mm 125.00 mm 10.00 mm 10.00 mm 105.00 mm 3.13 KN / sqm 1.20 KN / sqm 0.50 KN / sqm 0.75 KN / sqm 5.58 KN / sqm 8.36 KN / sqm 3.79 m 5.91 m
SLAB DESIGN :-
Span 2 & 3
(two short edge discontinuous) (TWO WAY)
Short Span (Clear) Long Span (Clear) Live Load on the Slab (LL) Comp.stess of concrete M - 15 (fck) Tensile stress of steel (fy) Unit wt of concrete Unit wt of floor finish 50 mm Clear concrete cover Bearing of slab assume pt =
in ft. 12.11 19.082
3.68 m 5.80 m 0.75 KN / sqm 20.00 N / sqm 415.00 N / sqm 25.00 KN / cum 24.00 KN / sqm 15.00 mm 200.00 mm 0.22 % 1.43 26 98.98 mm 20.00 mm 125.00 mm 10.00 mm 10.00 mm 105.00 mm
From Modification curve, Modification factor = Basic value of span / effective depth ratio =
effective depth cover Provide Overall depth D Dia of bars for short direction Dia of bars for long direction Effective Depth d Loading on the slab
Dead Load of the slab (DL) Floor Finish Other Load Live Load on the slab Total Load on the slab (TL) Design Load = (Total Llx Effective Span lx ly Ratio ly/lx
3.13 KN / sqm 1.20 KN / sqm 0.00 KN / sqm 0.75 KN / sqm 5.08 KN / sqm 7.61 KN / sqm 3.79 m 5.91 m
1.560 From Table (30 of NBC Cl. D-1.1 & 23.4.1) BM Coefficients are as follows;
For negative moments (at top) For positive moments (at botto
1.5 0.06 0.045
ax 0.061202 0.045962
1.75 0.065 0.049
ay 0.000 0.035
Calculated BM per unit width of slab are as follows;
For negative moments (at top) For positive moments (at bottom)
Mx = ax w lx2 9.34 5.01
My = ay w lx2 0.00 KN-m/m 3.82 KN-m/m
Flexural strength consideration
BM = or
Maximum BM = 9.34 KN-m/m 0.36 x fck x 0.48 (1-0.42 x 0.48) x 1000 d 2 = BM x 106 N-mm/m 0.36 x fck x 0.48 (1-0.42 x 0.48) x 1000 d 2 = 9344445
or d= 58 mm <105mm HENCE OK Tension R/F for the positive BM along the short span is BM = 5.01 KNM Pt = (50(1-√(1-((4.6 * BM * 10^6)/(Fck * bd^2)))/fy/fck) Pt = 0.129465 Ast = 135.9 mm2 Ast min= 150.0 mm2 Ast provd. 150 mm2 Spacing= 523.5988 mm provide spacing 300.00 mm provide 10mm Ø bar @ 300 mm c/c. Tension R/F for the positive BM along the long span is BM= 3.82 KNM Pt= (50(1-√(1-((4.6 * BM * 10^6)/(Fck * bd^2)))/fy/fck) Pt= 0.09793 Ast = 102.8261 mm2 Ast provd. 150 mm2 Spacing= 523.5988 mm provide spacing 300.00 mm provide 10mm Ø bar @ 300 mm c/c. Tension R/F for the negative BM along the short span is BM= 9.34 KNm Pt= (50(1-√(1-((4.6 * BM * 10^6)/(Fck * bd^2)))/fy/fck) Pt= 0.247588 % Ast = 259.9676 mm2 Ast provd. 259.9676 Spacing= 302.1139 provide spacing 300.00 mm provide 10mm Ø bar @ 300 mm c/c. Bendind Moments
For negative moments (at top) For positive moments (at botto
Short Span 9.34 KN-m/m 5.01 KN-m/m
Long Span 0.00 KN-m/m 3.82 KN-m/m
Reinforcements
Short Span Long Span Top R/F (At support) 260.00 0.00 mm2/m Bottom R/F (At Mid Span) 260.00 260.00 mm2/m These R/F will be provided within the middle strips in the two directions. Adopting 8 or 10 mm dia bars for the R/F, the calculated spacing of bars will be as follows; Reinforcements Spacing
Dia of barsShort Span Top R/F (At support) 10.00 300 mm Bottom R/F (At Mid S 10.00 300 mm Maximum Spacing 300 mm
Dia of bars Long Span 10.00 #DIV/0! mm c/c 10.00 300 mm c/c 75 mm c/c
No. of bars in slab
Top R/F Bottom R/F
Short Span Long Span 13.00 Nos. of Length 3785 #DIV/0! Nos. of Length 5905 mm 20.00 Nos. of Length 3785 20.00 Nos. of Length 5905 mm
23057536 0.104569 0.946272 0.053728 2.686401 0.129465 135.9383
17558400
0.07963 0.959359 0.040641 2.03204
0.09793 102.8261
42984449 0.194941 0.897251 0.102749 5.137455 0.247588 259.9676
Short Span (Clear) Long Span (Clear) Live Load on the Slab (LL) Comp.stess of concrete M - 15 (fck) Tensile stress of steel (fy) Unit wt of concrete Unit wt of floor finish 50 mm Clear concrete cover Bearing of slab assume pt = From Modification curve, Modification factor = Basic value of span / effective depth ratio =
effective depth cover Provide Overall depth D Dia of bars for short direction Dia of bars for long direction Effective Depth d
12.11 19.082
3.68 m 5.80 m 0.75 KN / sqm 20.00 N / sqm 415.00 N / sqm 25.00 KN / cum 24.00 KN / sqm 15.00 mm 200.00 mm 0.22 % 1.43 26 98.98 mm 20.00 mm 125.00 mm 10.00 mm 10.00 mm 105.00 mm
Loading on the slab
Dead Load of the slab (DL) Floor Finish Other Load Live Load on the slab Total Load on the slab (TL) Design Load = (Total Llx Effective Span lx ly
3.13 KN / sqm 1.20 KN / sqm 0.00 KN / sqm 0.75 KN / sqm 5.08 KN / sqm 7.61 KN / sqm 3.79 m 5.91 m
Span 1 & 4
(One long edge continuous) (TWO WAY)
Short Span (Clear) Long Span (Clear) Live Load on the Slab (LL) Comp.stess of concrete M - 15 (fck) Tensile stress of steel (fy) Unit wt of concrete Unit wt of floor finish 50 mm Clear concrete cover Bearing of slab assume pt =
in ft. 12.11 19.082
3.68 m 5.80 m 0.75 KN / sqm 20.00 N / sqm 415.00 N / sqm 25.00 KN / cum 24.00 KN / sqm 15.00 mm 200.00 mm 0.22 % 1.50 23 106.67 mm 20.00 mm 125.00 mm 10.00 mm 10.00 mm 105.00 mm
From Modification curve, Modification factor = Basic value of span / effective depth ratio =
effective depth cover Provide Overall depth D Dia of bars for short direction Dia of bars for long direction Effective Depth d Loading on the slab
Dead Load of the slab (DL) Floor Finish Other Load Live Load on the slab Total Load on the slab (TL) Design Load = (Total Llx Effective Span lx ly Ratio ly/lx
3.13 KN / sqm 1.20 KN / sqm 0.00 KN / sqm 0.75 KN / sqm 5.08 KN / sqm 7.61 KN / sqm 3.79 m 5.91 m
1.560 From Table (30 of NBC Cl. D-1.1 & 23.4.1) BM Coefficients are as follows;
For negative moments (at top) For positive moments (at botto
1.5 0.084 0.064
ax 0.085683 0.065202
1.75 0.091 0.069
ay 0.000 0.043
Calculated BM per unit width of slab are as follows;
For negative moments (at top) For positive moments (at bottom)
Mx = ax w lx2 9.34 7.11
My = ay w lx2 0.00 KN-m/m 4.69 KN-m/m
Flexural strength consideration
Maximum BM = 9.34 KN-m/m BM = 0.36 x fck x 0.48 (1-0.42 x 0.48) x 1000 d 2 = BM x 106 N-mm/m or 0.36 x fck x 0.48 (1-0.42 x 0.48) x 1000 d 2 = 9344445 or d= 58 mm <105mm HENCE OK Tension R/F for the positive BM along the short span is BM = 7.11 KNM
Pt = (50(1-√(1-((4.6 * BM * 10^6)/(Fck * bd^2)))/fy/fck) Pt = 0.185899 Ast = 195.2 mm2 Ast min= 150.0 mm2 Ast provd. 195.1935 mm2 Spacing= 402.3691 mm provide spacing 300.00 mm provide 10mm Ø bar @ 300 mm c/c. Tension R/F for the positive BM along the long span is BM= 4.69 KNM Pt= (50(1-√(1-((4.6 * BM * 10^6)/(Fck * bd^2)))/fy/fck) Pt= 0.120902 Ast = 126.9469 mm2 Ast provd. 150 mm2 Spacing= 523.5988 mm provide spacing 300.00 mm provide 10mm Ø bar @ 300 mm c/c. Tension R/F for the negative BM along the short span is BM= 9.34 KNm Pt= (50(1-√(1-((4.6 * BM * 10^6)/(Fck * bd^2)))/fy/fck) Pt= 0.247588 % Ast = 259.9676 mm2 Ast provd. 259.9676 Spacing= 302.1139 provide spacing 300.00 mm provide 10mm Ø bar @ 300 mm c/c. Bendind Moments
Short Span For negative moments (at top) 9.34 KN-m/m For positive moments (at botto 7.11 KN-m/m
Long Span 0.00 KN-m/m 4.69 KN-m/m
Reinforcements
Short Span Long Span Top R/F (At support) 260.00 0.00 mm2/m Bottom R/F (At Mid Span) 260.00 260.00 mm2/m These R/F will be provided within the middle strips in the two directions. Adopting 8 or 10 mm dia bars for the R/F, the calculated spacing of bars will be as follows; Reinforcements Spacing
Dia of barsShort Span Top R/F (At support) 10.00 300 mm Bottom R/F (At Mid S 10.00 300 mm Maximum Spacing 300 mm
Dia of bars Long Span 10.00 #DIV/0! mm c/c 10.00 300 mm c/c 75 mm c/c
No. of bars in slab
Top R/F Bottom R/F
Short Span Long Span 13.00 Nos. of Length 3785 #DIV/0! Nos. of Length 5905 mm 20.00 Nos. of Length 3785 20.00 Nos. of Length 5905 mm
32709852 0.148344 0.922852 0.077148 3.857395 0.185899 195.1935
21571749 0.097831 0.949826 0.050174 2.508713 0.120902 126.9469
42984449 0.194941 0.897251 0.102749 5.137455 0.247588 259.9676
Short Span (Clear) Long Span (Clear) Live Load on the Slab (LL) Comp.stess of concrete M - 15 (fck) Tensile stress of steel (fy) Unit wt of concrete Unit wt of floor finish 50 mm Clear concrete cover Bearing of slab assume pt = From Modification curve, Modification factor = Basic value of span / effective depth ratio =
effective depth cover Provide Overall depth D Dia of bars for short direction Dia of bars for long direction Effective Depth d Loading on the slab
Dead Load of the slab (DL) Floor Finish Other Load Live Load on the slab Total Load on the slab (TL) Design Load = (Total Llx Effective Span lx ly
12.11 19.082
3.68 m 5.80 m 0.75 KN / sqm 20.00 N / sqm 415.00 N / sqm 25.00 KN / cum 24.00 KN / sqm 15.00 mm 200.00 mm 0.22 % 1.50 23 106.67 mm 20.00 mm 125.00 mm 10.00 mm 10.00 mm 105.00 mm 3.13 KN / sqm 1.20 KN / sqm 0.50 KN / sqm 0.75 KN / sqm 5.58 KN / sqm 8.36 KN / sqm 3.79 m 5.91 m
SLAB DESIGN :-
Span 2 & 3
(two short edge discontinuous) (TWO WAY)
Short Span (Clear) Long Span (Clear) Live Load on the Slab (LL) Comp.stess of concrete M - 15 (fck) Tensile stress of steel (fy) Unit wt of concrete Unit wt of floor finish 50 mm Clear concrete cover Bearing of slab assume pt =
in ft. 12.11 19.082
3.68 m 5.80 m 0.75 KN / sqm 20.00 N / sqm 415.00 N / sqm 25.00 KN / cum 24.00 KN / sqm 15.00 mm 200.00 mm 0.22 % 1.43 26 98.98 mm 20.00 mm 125.00 mm 10.00 mm 10.00 mm 105.00 mm
From Modification curve, Modification factor = Basic value of span / effective depth ratio =
effective depth cover Provide Overall depth D Dia of bars for short direction Dia of bars for long direction Effective Depth d Loading on the slab
Dead Load of the slab (DL) Floor Finish Other Load Live Load on the slab Total Load on the slab (TL) Design Load = (Total Llx Effective Span lx ly Ratio ly/lx
3.13 KN / sqm 1.20 KN / sqm 0.00 KN / sqm 0.75 KN / sqm 5.08 KN / sqm 7.61 KN / sqm 3.79 m 5.91 m
1.560 From Table (30 of NBC Cl. D-1.1 & 23.4.1) BM Coefficients are as follows;
For negative moments (at top) For positive moments (at botto
1.5 0.06 0.045
ax 0.061202 0.045962
1.75 0.065 0.049
ay 0.000 0.035
Calculated BM per unit width of slab are as follows;
For negative moments (at top) For positive moments (at bottom)
Mx = ax w lx2 9.34 5.01
My = ay w lx2 0.00 KN-m/m 3.82 KN-m/m
Flexural strength consideration
BM = or
Maximum BM = 9.34 KN-m/m 0.36 x fck x 0.48 (1-0.42 x 0.48) x 1000 d 2 = BM x 106 N-mm/m 0.36 x fck x 0.48 (1-0.42 x 0.48) x 1000 d 2 = 9344445
or d= 58 mm <105mm HENCE OK Tension R/F for the positive BM along the short span is BM = 5.01 KNM Pt = (50(1-√(1-((4.6 * BM * 10^6)/(Fck * bd^2)))/fy/fck) Pt = 0.129465 Ast = 135.9 mm2 Ast min= 150.0 mm2 Ast provd. 150 mm2 Spacing= 523.5988 mm provide spacing 300.00 mm provide 10mm Ø bar @ 300 mm c/c. Tension R/F for the positive BM along the long span is BM= 3.82 KNM Pt= (50(1-√(1-((4.6 * BM * 10^6)/(Fck * bd^2)))/fy/fck) Pt= 0.09793 Ast = 102.8261 mm2 Ast provd. 150 mm2 Spacing= 523.5988 mm provide spacing 300.00 mm provide 10mm Ø bar @ 300 mm c/c. Tension R/F for the negative BM along the short span is BM= 9.34 KNm Pt= (50(1-√(1-((4.6 * BM * 10^6)/(Fck * bd^2)))/fy/fck) Pt= 0.247588 % Ast = 259.9676 mm2 Ast provd. 259.9676 Spacing= 302.1139 provide spacing 300.00 mm provide 10mm Ø bar @ 300 mm c/c. Bendind Moments
For negative moments (at top) For positive moments (at botto
Short Span 9.34 KN-m/m 5.01 KN-m/m
Long Span 0.00 KN-m/m 3.82 KN-m/m
Reinforcements
Short Span Long Span Top R/F (At support) 260.00 0.00 mm2/m Bottom R/F (At Mid Span) 260.00 260.00 mm2/m These R/F will be provided within the middle strips in the two directions. Adopting 8 or 10 mm dia bars for the R/F, the calculated spacing of bars will be as follows; Reinforcements Spacing
Dia of barsShort Span Top R/F (At support) 10.00 300 mm Bottom R/F (At Mid S 10.00 300 mm Maximum Spacing 300 mm
Dia of bars Long Span 10.00 #DIV/0! mm c/c 10.00 300 mm c/c 75 mm c/c
No. of bars in slab
Top R/F Bottom R/F
Short Span Long Span 13.00 Nos. of Length 3785 #DIV/0! Nos. of Length 5905 mm 20.00 Nos. of Length 3785 20.00 Nos. of Length 5905 mm
23057536 0.104569 0.946272 0.053728 2.686401 0.129465 135.9383
17558400
0.07963 0.959359 0.040641 2.03204
0.09793 102.8261
42984449 0.194941 0.897251 0.102749 5.137455 0.247588 259.9676
Short Span (Clear) Long Span (Clear) Live Load on the Slab (LL) Comp.stess of concrete M - 15 (fck) Tensile stress of steel (fy) Unit wt of concrete Unit wt of floor finish 50 mm Clear concrete cover Bearing of slab assume pt = From Modification curve, Modification factor = Basic value of span / effective depth ratio =
effective depth cover Provide Overall depth D Dia of bars for short direction Dia of bars for long direction Effective Depth d
12.11 19.082
3.68 m 5.80 m 0.75 KN / sqm 20.00 N / sqm 415.00 N / sqm 25.00 KN / cum 24.00 KN / sqm 15.00 mm 200.00 mm 0.22 % 1.43 26 98.98 mm 20.00 mm 125.00 mm 10.00 mm 10.00 mm 105.00 mm
Loading on the slab
Dead Load of the slab (DL) Floor Finish Other Load Live Load on the slab Total Load on the slab (TL) Design Load = (Total Llx Effective Span lx ly
3.13 KN / sqm 1.20 KN / sqm 0.00 KN / sqm 0.75 KN / sqm 5.08 KN / sqm 7.61 KN / sqm 3.79 m 5.91 m
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