Bm Coefficients
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DESIGN OF SLAB Toilet no.2 4.5x3 m .DEPTH Assuming 300 mm wall thickness Lx =3.0 + 0.3 = 3.3 m Ly = 4.5 + 0.3 = 4.8m Assume Pt = 0.2% Modification factor = 1.63 Effective depth d = Lx/(26x 1.63) = 4800/(26 x 1.63) = 113mm Take d = 150 mm Overall depth = 150 + 30 = 180 mm Ly = 4.5 + d = 4.5 + 1.5 = 4.65m Lx = 3.0 + d = 3.0 + .15 = 3.15 m Loads : for 1 m wide strip Dead load = 25bd = 25 x 1 x 0.18 = 4.5 kN/m Live load = 2.5 kN/m2 x 1 = 2.5 kN/m Total working load = 7.0 kN/m Factored load w = 1.5 x 7.0 = 10.5 kN/m . Design Moments Ly/Lx =4.65/ 3.15 =1.48<2.0 It`s a case of 2-way slab with two adjacent edges discontinuous.
47
BM coefficients (Table 26;IS 456) Ax =0.075 ay =0.047 Ax+ =0.056 ay+ =0.035 Mx = 0.075x 10.5 x 3.152=708 kNm Mx+ = 0.056x 10.5x3. 152 =5.8 kNm My- =0.047 x10.5x 3. 152 4.8 kNm My- = 0.035x10.5x3.152=3.6kNm .Minimum depth required Mmax.=7.8 kNm d=[M/(0.138fck b)] =53.2mmo.k .Area of steel Ast=-0.5fck 1-(4.6M/fckbd2)bd Astx- =150mm2 Astx-+=112mm2 Astx- =102mm2 Astx+ =75mm2 Ast min =0.12x180x1000/100=216 mm2 Take care, Astx+ =216 mm2 Astx- =216 mm2 Astx+ =216 mm2 Astx- =216 mm2
48
Spacing c/c= area of one bar X h Steel area For 12 mm bar Sx.=sx+ = sy- = sy +300 mm Check for shear Kn V = wlx/2 =24.57kN T= V/bd = 0.16 N/mm Pt=Astmax./bd=0.19% r=0.32 N/mm2>r
(Table 19 ; IS 456)
ok
Distrbutin steel Astd =.12/1000x10000x180 =216mm2 Promide 8mm dia bars@ 230mm c/c Torsion steel At corners where slab is discontinuous over both the edges At =3/4x216=162mm2
49
DESIGN OF SLAB Toilet no.2 4.5x3 m .DEPTH Assuming 300 mm wall thickness Lx =3.0 + 0.3 = 3.3 m Ly = 4.5 + 0.3 = 4.8m Assume Pt = 0.2% Modification factor = 1.63 Effective depth d = Lx/(26x 1.63) = 4800/(26 x 1.63) = 113mm Take d = 150 mm Overall depth = 150 + 30 = 180 mm Ly = 4.5 + d = 4.5 + 1.5 = 4.65m Lx = 3.0 + d = 3.0 + .15 = 3.15 m Loads : for 1 m wide strip Dead load = 25bd = 25 x 1 x 0.18 = 4.5 kN/m Live load = 2.5 kN/m2 x 1 = 2.5 kN/m Total working load = 7.0 kN/m Factored load w = 1.5 x 7.0 = 10.5 kN/m . Design Moments Ly/Lx =4.65/ 3.15 =1.48<2.0 It`s a case of 2-way slab with two adjacent edges discontinuous.
50
BM coefficients (Table 26;IS 456) ax- =0.075 ay =0.047 ax+ =0.056 ay+ =0.035 Mx- = 0.075x 10.5 x 3.152=7.8 kNm Mx+ = 0.056x 10.5x3. 152 =5.8 kNm My- =0.047 x10.5x 3. 152 4.8 kNm My- = 0.035x10.5x3.152=3.6kNm .Minimum depth required Mmax.=7.8 kNm d=[M/(0.138fck b)] =53.2mmo.k .Area of steel Ast=-0.5fck 1-(4.6M/fckbd2)bd Astx- =150mm2 Astx-+=112mm2 Astx- =102mm2 Astx+ =75mm2 Ast min =0.12x180x1000/100=216 mm2 Take care, Astx+ =216 mm2 Astx- =216 mm2 Astx+ =216 mm2 Astx- =216 mm2
51
Spacing c/c= area of one bar X h Steel area For 12 mm bar Sx.=sx+ = sy- = sy +300 mm Check for shear Kn V = wlx/2 =24.57kN T= V/bd = 0.16 N/mm Pt=Astmax./bd=0.19% r=0.32 N/mm2>r
(Table 19 ; IS 456)
ok
Distrbutin steel Astd =.12/1000x10000x180 =216mm2 Promide 8mm dia bars@ 230mm c/c Torsion steel At corners where slab is discontinuous over both the edges At =3/4x216=162mm2
52 DESIGN OF SLAB STAFF ROOM 4.5X6.0 m .Depth
Aussuming 300 mm wall thickness Lx =4.5+03 = 4.8 m Ly = 6.0 + 0.3 = 6.3m Assume Pt = 0.2% Modification factor = 1.63
(Clause 23.2 ; Fig. 4 ;IS 456)
Effective depth d = Lx/(26x 1.63) = 4800/(26 x 1.63) = 113mm Take d = 150 mm Overall depth = 150 + 30 = 180 mm Lx = 4.5 + d = 4.5 + .15 = 4.65m Ly = 6.0 + d = 6.0 + .15 = 6.15 m Loads : for 1 m wide strip Dead load = 25bd = 25 x 1 x 0.18 = 4.5 kN/m Live load = 2.5 kN/m2 x 1 = 2.5 kN/m Total working load = 7.0 kN/m Factored load w = 1.5 x 7.0 = 10.5 kN/m . Design Moments Lx/Ly =6.15/ 4.65 =1.3<2.0 It`s a case of 2-way slab with two adjacent edges discontinuous.
BM coefficients (Table 26 ; IS 456) ax- = 0.051 ay- = 0.037 ax+ = 0.039 ay+ = 0.028
53 Mx- = 0.051x 10.5 x 4.652=11.58 kNm Mx+ = 0.039x 10.5x4. 652 =8.85 kNm My- =0.037 x10.5x 4. 652 8.84kNm My- = 0.028x10.5x4.652=6.36kNm
.Minimum depth required Mmax.=11.58 kNm d=[M/(0.138fck b)] =64.8mm o.k .Area of steel Ast=-0.5fck 1-(4.6M/fckbd2)bd Astx- =223.6mm2 Astx-+=169.7mm2 Astx- =160.8mm2 Astx+ =116mm2 Ast min =0.12x180x1000/100=216 mm2 Take care, Astx+ =216 mm2 Asty- =216 mm2 Asty+ = 216 mm2 Spacing c/c = area of one bar x b Steel area
54
For 12 mm bar Sx- = Sx+ = Sy+ =300mm
Check for shear V = wLx
/2 =24.57kN
t= V/bd = 0.16 N/mm2 Pt=Astmax./bd=0.19% r` = 0.32 N/mm2>t
(Table 19 ; IS 456)
o.k
Distributin steel Astd =.12/1000x10000x180 =216mm2 Provide 8 mm@ 230 mm c/c Torsion steel At corners where slab is discontinuous over both the edges At =3/4x216=162mm2
55
DESIGN OF SLAB . Depth
Aussuming 300 mm wall thickness Lx =3.6+0.3 =3.9 m Ly = 4.5 + 0.3 = 4.8 m Assume Pt = 0.2% Modification factor = 1.63
(Clause 23.2 ; Fig. 4 ;IS 456)
Effective depth d = Lx/(26x 1.63) = 4800/(26 x 1.63) = 113mm Take d = 150 mm Overall depth = 150 + 30 = 180 mm Ly =4.5 + d = 4.5 + .15 = 4.65m Lx= 3.0+ d = 3.6 + .15 = 3.75 m Loads : for 1 m wide strip Dead load = 25bd = 25 x 1 x 0.18 = 4.5 kN/m Live load = 2.5 kN/m2 x 1 = 2.5 kN/m Total working load = 7.0 kN/m Factored load w = 1.5 x 7.0 = 10.5 kN/m . Design Moments Ly/Lx = 4.65/ 3.75 = 1.2,2.0
It`s a case of 2-way slab with two adjacent edges discontinuous.
56 BM coefficients (Table 26;IS 456) ax- =0.075 ay =0.047 ax+ =0.056 ay+ =0.035 Mx- = 0.075x 10.5 x 3.152=7.8 kNm Mx+ = 0.056x 10.5x3. 152 =5.8 kNm My- =0.047 x10.5x 3. 152 4.8 kNm
My- = 0.035x10.5x3.152=3.6kNm .Minimum depth required Mmax.=7.8 kNm d=[M/(0.138fck b)] =53.2mmo.k .Area of steel Ast=-0.5fck 1-(4.6M/fckbd2)bd Astx- =150mm2 Astx-+=112mm2 Astx- =102mm2 Astx+ =75mm2 Ast min =0.12x180x1000/100=216 mm2 Take care, Astx+ =216 mm2 Astx- =216 mm2 Astx+ =216 mm2 Astx- =216 mm2
57
47
BM coefficients (Table 26;IS 456) Ax =0.075 ay =0.047 Ax+ =0.056 ay+ =0.035 Mx = 0.075x 10.5 x 3.152=708 kNm Mx+ = 0.056x 10.5x3. 152 =5.8 kNm My- =0.047 x10.5x 3. 152 4.8 kNm My- = 0.035x10.5x3.152=3.6kNm .Minimum depth required Mmax.=7.8 kNm d=[M/(0.138fck b)] =53.2mmo.k .Area of steel Ast=-0.5fck 1-(4.6M/fckbd2)bd Astx- =150mm2 Astx-+=112mm2 Astx- =102mm2 Astx+ =75mm2 Ast min =0.12x180x1000/100=216 mm2 Take care, Astx+ =216 mm2 Astx- =216 mm2 Astx+ =216 mm2 Astx- =216 mm2
48
Spacing c/c= area of one bar X h Steel area For 12 mm bar Sx.=sx+ = sy- = sy +300 mm Check for shear Kn V = wlx/2 =24.57kN T= V/bd = 0.16 N/mm Pt=Astmax./bd=0.19% r=0.32 N/mm2>r
(Table 19 ; IS 456)
ok
Distrbutin steel Astd =.12/1000x10000x180 =216mm2 Promide 8mm dia bars@ 230mm c/c Torsion steel At corners where slab is discontinuous over both the edges At =3/4x216=162mm2
49
DESIGN OF SLAB Toilet no.2 4.5x3 m .DEPTH Assuming 300 mm wall thickness Lx =3.0 + 0.3 = 3.3 m Ly = 4.5 + 0.3 = 4.8m Assume Pt = 0.2% Modification factor = 1.63 Effective depth d = Lx/(26x 1.63) = 4800/(26 x 1.63) = 113mm Take d = 150 mm Overall depth = 150 + 30 = 180 mm Ly = 4.5 + d = 4.5 + 1.5 = 4.65m Lx = 3.0 + d = 3.0 + .15 = 3.15 m Loads : for 1 m wide strip Dead load = 25bd = 25 x 1 x 0.18 = 4.5 kN/m Live load = 2.5 kN/m2 x 1 = 2.5 kN/m Total working load = 7.0 kN/m Factored load w = 1.5 x 7.0 = 10.5 kN/m . Design Moments Ly/Lx =4.65/ 3.15 =1.48<2.0 It`s a case of 2-way slab with two adjacent edges discontinuous.
50
BM coefficients (Table 26;IS 456) ax- =0.075 ay =0.047 ax+ =0.056 ay+ =0.035 Mx- = 0.075x 10.5 x 3.152=7.8 kNm Mx+ = 0.056x 10.5x3. 152 =5.8 kNm My- =0.047 x10.5x 3. 152 4.8 kNm My- = 0.035x10.5x3.152=3.6kNm .Minimum depth required Mmax.=7.8 kNm d=[M/(0.138fck b)] =53.2mmo.k .Area of steel Ast=-0.5fck 1-(4.6M/fckbd2)bd Astx- =150mm2 Astx-+=112mm2 Astx- =102mm2 Astx+ =75mm2 Ast min =0.12x180x1000/100=216 mm2 Take care, Astx+ =216 mm2 Astx- =216 mm2 Astx+ =216 mm2 Astx- =216 mm2
51
Spacing c/c= area of one bar X h Steel area For 12 mm bar Sx.=sx+ = sy- = sy +300 mm Check for shear Kn V = wlx/2 =24.57kN T= V/bd = 0.16 N/mm Pt=Astmax./bd=0.19% r=0.32 N/mm2>r
(Table 19 ; IS 456)
ok
Distrbutin steel Astd =.12/1000x10000x180 =216mm2 Promide 8mm dia bars@ 230mm c/c Torsion steel At corners where slab is discontinuous over both the edges At =3/4x216=162mm2
52 DESIGN OF SLAB STAFF ROOM 4.5X6.0 m .Depth
Aussuming 300 mm wall thickness Lx =4.5+03 = 4.8 m Ly = 6.0 + 0.3 = 6.3m Assume Pt = 0.2% Modification factor = 1.63
(Clause 23.2 ; Fig. 4 ;IS 456)
Effective depth d = Lx/(26x 1.63) = 4800/(26 x 1.63) = 113mm Take d = 150 mm Overall depth = 150 + 30 = 180 mm Lx = 4.5 + d = 4.5 + .15 = 4.65m Ly = 6.0 + d = 6.0 + .15 = 6.15 m Loads : for 1 m wide strip Dead load = 25bd = 25 x 1 x 0.18 = 4.5 kN/m Live load = 2.5 kN/m2 x 1 = 2.5 kN/m Total working load = 7.0 kN/m Factored load w = 1.5 x 7.0 = 10.5 kN/m . Design Moments Lx/Ly =6.15/ 4.65 =1.3<2.0 It`s a case of 2-way slab with two adjacent edges discontinuous.
BM coefficients (Table 26 ; IS 456) ax- = 0.051 ay- = 0.037 ax+ = 0.039 ay+ = 0.028
53 Mx- = 0.051x 10.5 x 4.652=11.58 kNm Mx+ = 0.039x 10.5x4. 652 =8.85 kNm My- =0.037 x10.5x 4. 652 8.84kNm My- = 0.028x10.5x4.652=6.36kNm
.Minimum depth required Mmax.=11.58 kNm d=[M/(0.138fck b)] =64.8mm o.k .Area of steel Ast=-0.5fck 1-(4.6M/fckbd2)bd Astx- =223.6mm2 Astx-+=169.7mm2 Astx- =160.8mm2 Astx+ =116mm2 Ast min =0.12x180x1000/100=216 mm2 Take care, Astx+ =216 mm2 Asty- =216 mm2 Asty+ = 216 mm2 Spacing c/c = area of one bar x b Steel area
54
For 12 mm bar Sx- = Sx+ = Sy+ =300mm
Check for shear V = wLx
/2 =24.57kN
t= V/bd = 0.16 N/mm2 Pt=Astmax./bd=0.19% r` = 0.32 N/mm2>t
(Table 19 ; IS 456)
o.k
Distributin steel Astd =.12/1000x10000x180 =216mm2 Provide 8 mm@ 230 mm c/c Torsion steel At corners where slab is discontinuous over both the edges At =3/4x216=162mm2
55
DESIGN OF SLAB . Depth
Aussuming 300 mm wall thickness Lx =3.6+0.3 =3.9 m Ly = 4.5 + 0.3 = 4.8 m Assume Pt = 0.2% Modification factor = 1.63
(Clause 23.2 ; Fig. 4 ;IS 456)
Effective depth d = Lx/(26x 1.63) = 4800/(26 x 1.63) = 113mm Take d = 150 mm Overall depth = 150 + 30 = 180 mm Ly =4.5 + d = 4.5 + .15 = 4.65m Lx= 3.0+ d = 3.6 + .15 = 3.75 m Loads : for 1 m wide strip Dead load = 25bd = 25 x 1 x 0.18 = 4.5 kN/m Live load = 2.5 kN/m2 x 1 = 2.5 kN/m Total working load = 7.0 kN/m Factored load w = 1.5 x 7.0 = 10.5 kN/m . Design Moments Ly/Lx = 4.65/ 3.75 = 1.2,2.0
It`s a case of 2-way slab with two adjacent edges discontinuous.
56 BM coefficients (Table 26;IS 456) ax- =0.075 ay =0.047 ax+ =0.056 ay+ =0.035 Mx- = 0.075x 10.5 x 3.152=7.8 kNm Mx+ = 0.056x 10.5x3. 152 =5.8 kNm My- =0.047 x10.5x 3. 152 4.8 kNm
My- = 0.035x10.5x3.152=3.6kNm .Minimum depth required Mmax.=7.8 kNm d=[M/(0.138fck b)] =53.2mmo.k .Area of steel Ast=-0.5fck 1-(4.6M/fckbd2)bd Astx- =150mm2 Astx-+=112mm2 Astx- =102mm2 Astx+ =75mm2 Ast min =0.12x180x1000/100=216 mm2 Take care, Astx+ =216 mm2 Astx- =216 mm2 Astx+ =216 mm2 Astx- =216 mm2
57
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