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8/12/2019 Slab Design Template
http://slidepdf.com/reader/full/slab-design-template 1/21
DESIGN OF PANEL P10 (DESIGN AS A TWO WAY SPANNING SLAB)
DURABILITY AND FIRE RESISTANCE:
Nominal cover for mild conditions of expoure = 20 mm
Maximum fire resistance for 150 mm slab with 20 mm cover 1 hr COVER
MATERIAL PROPERTIES:
Charaterestic strenght of concrete = 25 N/mm2
Charaterestic strenght of steel = 410 N/mm2
self weigth of concrete = 24 kN/m3
Basic span - effective depth ratio for contineous one way slab = 26
Try slab depth of 150 mm h =
Effective depth of slab = 124 mm
DESIGN OF PANEL P5 (DESIGN AS A TWO WAY SPANNING SLAB)
L y / Lx = 1.4 Lx (m) = 3.83
L y (m) = 5.26
LOADING:
Self weight of slab = 3.6 kN/m2
Finishes and Partitions= 2.2 kN/m2
Charaterestic dead load = 5.8 kN/m2
Charaterestic imposed load = 1.5 kN/m2
Design load = n = (1.4Gk + 1.6Qk) = 10.52 kN/m width n =
MOMENT CO-EFFICIENTS:
The case considered here is that of an Edge panel
βsx βsy
Negetive moment at contineous edge 0.081 0.000
Positive moment at mid-span 0.06 0.044
BENDING MOMENTS:
Negetive moment at contineous edge
Moment Mx = βsxnL2x = 12.50 kNm
Moment M y = βsynL2x = 0.00 kNm
Positive moment at mid-span
Moment Mx = βsxnL2x = 9.26 kNm
Moment M y = βsynL2x = 6.79 kNm
BENDING - SHORT SPAN:
Mid-span design:
M / bd2fcu = k 0.024
Lever arm z = d(0.5 + √(0.25 - k/0.9) 121Area of reinforcement required As = M / 0.87 f y z = 215 mm2
Provide 12 @ 300c/c Asprov = 377 mm2 Asprov =
OR 16 @ 300c/c Asprov = 670 mm3
Continous edge design:
M / bd2fcu = k 0.033
Lever arm z = d(0.5 + √(0.25 - k/0.9) 119
Area of reinforcement required As = M / 0.87 f y z = 294 mm2
Provide 12 @ 300c/c Asprov = 377 mm2 Asprov =
OR 16 @ 300c/c Asprov = 670 mm3
DEFLECTION:
M / bd
2
= 0.60Service stress fs= 2F yAs/3Asprov = 156.05 N/mm2
Modification factor = 2.33 ≤ 2.0 2
3.3
table 3.4, 3.5
5.2.4
table 3.13
table 3.14
3.5.3.7
3.4.6
table 3.11
BS 8110
8/12/2019 Slab Design Template
http://slidepdf.com/reader/full/slab-design-template 2/21
DESIGN OF PANEL P1 (DESIGN AS A TWO
DURABILITY AND FIRE RESISTANCE:
Nominal cover for mild conditions of expoure =
Maximum fire resistance for 150 mm slab
MATERIAL PROPERTIES:
Charaterestic strenght of concrete =
Charaterestic strenght of steel =
self weigth of concrete =
Basic span - effective depth ratio for contineous
Try slab depth of
Effective depth of slab =
DESIGN OF PANEL P5 (DESIGN AS A TWO
L y / Lx = 1.4
LOADING:
Self weight of slab =
Finishes and Partitions=
Charaterestic dead load =
Charaterestic imposed load =
Design load = n = (1.4Gk + 1.6Qk) =
MOMENT CO-EFFICIENTS:
The case considered here is that of an Edge panel
Negetive moment at contineous edge
Positive moment at mid-span
BENDING MOMENTS:
Negetive moment at contineous edge
Moment Mx = βsxnL2x =
Moment M y = βsynL2x =
Positive moment at mid-span
Moment Mx = βsxnL2x =
Moment M y = βsynL2x =
BENDING - SHORT SPAN:
3.3
table 3.4, 3.5
5.2.4
table 3.13
table 3.14
3.5.3.7
BS 8110
8/12/2019 Slab Design Template
http://slidepdf.com/reader/full/slab-design-template 3/21
Mid-span design:
M / bd2fcu = k
la= 0.5 + √(0.25 - k/0.9 ≤0.95
Lever arm z = dxla
Area of reinforcement required As = M / 0.87 f y
Provide 12 @ 200
c
/c
Continous edge design:
M / bd2fcu = k
la= 0.5 + √(0.25 - k/0.9 ≤0.95
Lever arm z = lad
Area of reinforcement required As = M / 0.87 f y
Provide 12 @ 200c/c
DEFLECTION:
M / bd2 =
Service stress fs= 2F yAs/3Asprov =
Modification factor =
Allowable Span/effective depth ratio =
Actual Span/effective depth ratio =
BENDING - LONG SPAN:
Mid-span design:
M / bd2fcu = k
la= 0.5 + √(0.25 - k/0.9 ≤0.95
Lever arm z = d(0.5 + √(0.25 - k/0.9)
Area of reinforcement required As = M / 0.87 f y
Provide 12 @ 200c/c
Continous edge design:
M / bd2fcu = k
la= 0.5 + √(0.25 - k/0.9 ≤0.95
Lever arm z = lad
Area of reinforcement required As = M / 0.87 f y
Provide 12 @ 200c/c
θ/Spacing 125 150 200
12 905 754 566
16 1609 1341 1005
3.4.6
table 3.11
8/12/2019 Slab Design Template
http://slidepdf.com/reader/full/slab-design-template 4/21
AY SPANNING SLAB)
20 mm
ith 20 mm cover 1 hr COVER = 20 mm
25 N/mm2
410 N/mm2
24 kN/m3
ne way slab = 26
150 mm h = 150 mm
124 mm
AY SPANNING SLAB)
Lx (m) = 3.83
L y (m) = 5.26
3.6 kN/m2
2.2 kN/m2
5.8 kN/m2
1.5 kN/m2
10.52 kN/m width n = 10.52 kN/m width
βsx βsy
0.081 0.000
0.06 0.044
12.50 kNm
0.00 kNm
9.26 kNm
6.79 kNm
OUTPUT
8/12/2019 Slab Design Template
http://slidepdf.com/reader/full/slab-design-template 5/21
0.024
0.97
118
z = 220 mm2
Asprov = 566 mm Asprov = 566 mm2
0.033
0.962
118
z = 297 mm2
Asprov = 566 mm2 Asprov = 566 mm2
0.60
106.50 N/mm2
2.61 ≤ 2.0 2
52.00
30.89 Deflection OK
0.018
0.980
118
z = 162 mm2
Asprov = 566 mm2 Asprov = 566 mm2
0.000
0
124
z = 0 mm2
Asprov = 566 mm2 Asprov = 566 mm2
250 300
452 377
804 670
8/12/2019 Slab Design Template
http://slidepdf.com/reader/full/slab-design-template 6/21
DESIGN OF PANEL P2 (DESIGN AS A TWO
DURABILITY AND FIRE RESISTANCE:
Nominal cover for mild conditions of expoure =
Maximum fire resistance for 150 mm slab
MATERIAL PROPERTIES:
Charaterestic strenght of concrete =
Charaterestic strenght of steel =
self weigth of concrete =
Basic span - effective depth ratio for contineous
Try slab depth of
Effective depth of slab =
DESIGN OF PANEL P5 (DESIGN AS A TWO
L y / Lx = 1.6
LOADING:
Self weight of slab =
Finishes and Partitions=
Charaterestic dead load =
Charaterestic imposed load =
Design load = n = (1.4Gk + 1.6Qk) =
MOMENT CO-EFFICIENTS:
The case considered here is that of an Edge panel
Negetive moment at contineous edge
Positive moment at mid-span
BENDING MOMENTS:
Negetive moment at contineous edge
Moment Mx = βsxnL2x =
Moment M y = βsynL2x =
Positive moment at mid-span
Moment Mx = βsxnL2x =
Moment M y = βsynL2x =
BENDING - SHORT SPAN:
3.3
table 3.4, 3.5
5.2.4
table 3.13
table 3.14
3.5.3.7
BS 8110
8/12/2019 Slab Design Template
http://slidepdf.com/reader/full/slab-design-template 7/21
Mid-span design:
M / bd2fcu = k
la= 0.5 + √(0.25 - k/0.9 ≤0.95
Lever arm z = dxla
Area of reinforcement required As = M / 0.87 f y
Provide 12 @ 200
c
/c
Continous edge design:
M / bd2fcu = k
la= 0.5 + √(0.25 - k/0.9 ≤0.95
Lever arm z = lad
Area of reinforcement required As = M / 0.87 f y
Provide 12 @ 200c/c
DEFLECTION:
M / bd2 =
Service stress fs= 2F yAs/3Asprov =
Modification factor =
Allowable Span/effective depth ratio =
Actual Span/effective depth ratio =
BENDING - LONG SPAN:
Mid-span design:
M / bd2fcu = k
la= 0.5 + √(0.25 - k/0.9 ≤0.95
Lever arm z = d(0.5 + √(0.25 - k/0.9)
Area of reinforcement required As = M / 0.87 f y
Provide 12 @ 250c/c
Continous edge design:
M / bd2fcu = k
la= 0.5 + √(0.25 - k/0.9 ≤0.95
Lever arm z = lad
Area of reinforcement required As = M / 0.87 f y
Provide 12 @ 200c/c
θ/Spacing 125 150 200
12 905 754 566
3.4.6
table 3.11
8/12/2019 Slab Design Template
http://slidepdf.com/reader/full/slab-design-template 8/21
AY SPANNING SLAB)
20 mm
ith 20 mm cover 1 hr COVER = 20 mm
25 N/mm2
410 N/mm2
24 kN/m3
ne way slab = 26
150 mm h = 150 mm
124 mm
AY SPANNING SLAB)
Lx (m) = 3.23
L y (m) = 5.26
3.6 kN/m2
2.2 kN/m2
5.8 kN/m2
1.5 kN/m2
10.52 kN/m width n = 10.52 kN/m width
βsx βsy
0.066 0.037
0.045 0.028
7.24 kNm
4.06 kNm
4.94 kNm
3.07 kNm
OUTPUT
8/12/2019 Slab Design Template
http://slidepdf.com/reader/full/slab-design-template 9/21
0.013
0.99
118
z = 118 mm2
Asprov = 566 mm Asprov = 566 mm2
0.019
0.979
118
z = 172 mm2
Asprov = 566 mm2 Asprov = 566 mm2
0.32
56.81 N/mm2
3.42 ≤ 2.0 2
52.00
26.05 Deflection OK
0.008
0.991
118
z = 73 mm2
Asprov = 452 mm2 Asprov = 452 mm2
0.011
0.988
123
z = 93 mm2
Asprov = 566 mm2 Asprov = 566 mm2
250 300
452 377
8/12/2019 Slab Design Template
http://slidepdf.com/reader/full/slab-design-template 10/21
DESIGN OF PANEL P3 (DESIGN AS A TWO
DURABILITY AND FIRE RESISTANCE:
Nominal cover for mild conditions of expoure =
Maximum fire resistance for 150 mm slab
MATERIAL PROPERTIES:
Charaterestic strenght of concrete =
Charaterestic strenght of steel =
self weigth of concrete =
Basic span - effective depth ratio for contineous
Try slab depth of
Effective depth of slab =
DESIGN OF PANEL P5 (DESIGN AS A TWO
L y / Lx = 1.6
LOADING:
Self weight of slab =
Finishes and Partitions=
Charaterestic dead load =
Charaterestic imposed load =
Design load = n = (1.4Gk + 1.6Qk) =
MOMENT CO-EFFICIENTS:
The case considered here is that of an Edge panel
Negetive moment at contineous edge
Positive moment at mid-span
BENDING MOMENTS:
Negetive moment at contineous edge
Moment Mx = βsxnL2x =
Moment M y = βsynL2x =
Positive moment at mid-span
Moment Mx = βsxnL2x =
Moment M y = βsynL2x =
BENDING - SHORT SPAN:
3.3
table 3.4, 3.5
5.2.4
table 3.13
table 3.14
3.5.3.7
BS 8110
8/12/2019 Slab Design Template
http://slidepdf.com/reader/full/slab-design-template 11/21
Mid-span design:
M / bd2fcu = k
la= 0.5 + √(0.25 - k/0.9 ≤0.95
Lever arm z = dxla
Area of reinforcement required As = M / 0.87 f y
Provide 12 @ 200
c
/c
Continous edge design:
M / bd2fcu = k
la= 0.5 + √(0.25 - k/0.9 ≤0.95
Lever arm z = lad
Area of reinforcement required As = M / 0.87 f y
Provide 12 @ 200c/c
DEFLECTION:
M / bd2 =
Service stress fs= 2F yAs/3Asprov =
Modification factor =
Allowable Span/effective depth ratio =
Actual Span/effective depth ratio =
BENDING - LONG SPAN:
Mid-span design:
M / bd2fcu = k
la= 0.5 + √(0.25 - k/0.9 ≤0.95
Lever arm z = d(0.5 + √(0.25 - k/0.9)
Area of reinforcement required As = M / 0.87 f y
Provide 12 @ 200c/c
Continous edge design:
M / bd2fcu = k
la= 0.5 + √(0.25 - k/0.9 ≤0.95
Lever arm z = lad
Area of reinforcement required As = M / 0.87 f y
Provide 12 @ 200c/c
θ/Spacing 125 150 200
12 905 754 566
16 1609 1341 1005
3.4.6
table 3.11
8/12/2019 Slab Design Template
http://slidepdf.com/reader/full/slab-design-template 12/21
AY SPANNING SLAB)
20 mm
ith 20 mm cover 1 hr COVER = 20 mm
25 N/mm2
410 N/mm2
24 kN/m3
ne way slab = 26
150 mm h = 150 mm
124 mm
AY SPANNING SLAB)
Lx (m) = 3.83
L y (m) = 6.23
3.6 kN/m2
2.2 kN/m2
5.8 kN/m2
1.5 kN/m2
10.52 kN/m width n = 10.52 kN/m width
βsx βsy
0.064 0.000
0.048 0.034
9.88 kNm
0.00 kNm
7.41 kNm
5.25 kNm
OUTPUT
8/12/2019 Slab Design Template
http://slidepdf.com/reader/full/slab-design-template 13/21
0.019
0.98
118
z = 176 mm2
Asprov = 566 mm Asprov = 566 mm2
0.026
0.971
118
z = 235 mm2
Asprov = 566 mm2 Asprov = 566 mm2
0.48
85.20 N/mm2
2.91 ≤ 2.0 2
52.00
30.89 Deflection OK
0.014
0.985
118
z = 125 mm2
Asprov = 566 mm2 Asprov = 566 mm2
0.000
0
124
z = 0 mm2
Asprov = 566 mm2 Asprov = 566 mm2
250 300
452 377
804 670
8/12/2019 Slab Design Template
http://slidepdf.com/reader/full/slab-design-template 14/21
DESIGN OF PANEL P4 (DESIGN AS A TWO
DURABILITY AND FIRE RESISTANCE:
Nominal cover for mild conditions of expoure =
Maximum fire resistance for 150 mm slab
MATERIAL PROPERTIES:
Charaterestic strenght of concrete =
Charaterestic strenght of steel =
self weigth of concrete =
Basic span - effective depth ratio for contineous
Try slab depth of
Effective depth of slab =
DESIGN OF PANEL P5 (DESIGN AS A TWO
L y / Lx = 1.3
LOADING:
Self weight of slab =
Finishes and Partitions=
Charaterestic dead load =
Charaterestic imposed load =
Design load = n = (1.4Gk + 1.6Qk) =
MOMENT CO-EFFICIENTS:
The case considered here is that of an Edge panel
Negetive moment at contineous edge
Positive moment at mid-span
BENDING MOMENTS:
Negetive moment at contineous edge
Moment Mx = βsxnL2x =
Moment M y = βsynL2x =
Positive moment at mid-span
Moment Mx = βsxnL2x =
Moment M y = βsynL2x =
BENDING - SHORT SPAN:
3.3
table 3.4, 3.5
5.2.4
table 3.13
table 3.14
3.5.3.7
BS 8110
8/12/2019 Slab Design Template
http://slidepdf.com/reader/full/slab-design-template 15/21
Mid-span design:
M / bd2fcu = k
la= 0.5 + √(0.25 - k/0.9 ≤0.95
Lever arm z = dxla
Area of reinforcement required As = M / 0.87 f y
Provide 12 @ 200
c
/c
Continous edge design:
M / bd2fcu = k
la= 0.5 + √(0.25 - k/0.9 ≤0.95
Lever arm z = lad
Area of reinforcement required As = M / 0.87 f y
Provide 12 @ 200c/c
DEFLECTION:
M / bd2 =
Service stress fs= 2F yAs/3Asprov =
Modification factor =
Allowable Span/effective depth ratio =
Actual Span/effective depth ratio =
BENDING - LONG SPAN:
Mid-span design:
M / bd2fcu = k
la= 0.5 + √(0.25 - k/0.9 ≤0.95
Lever arm z = d(0.5 + √(0.25 - k/0.9)
Area of reinforcement required As = M / 0.87 f y
Provide 12 @ 250c/c
Continous edge design:
M / bd2fcu = k
la= 0.5 + √(0.25 - k/0.9 ≤0.95
Lever arm z = lad
Area of reinforcement required As = M / 0.87 f y
Provide 12 @ 200c/c
θ/Spacing 125 150 200
12 905 754 566
3.4.6
table 3.11
8/12/2019 Slab Design Template
http://slidepdf.com/reader/full/slab-design-template 16/21
AY SPANNING SLAB)
20 mm
ith 20 mm cover 1 hr COVER = 20 mm
25 N/mm2
410 N/mm2
24 kN/m3
ne way slab = 26
150 mm h = 150 mm
124 mm
AY SPANNING SLAB)
Lx (m) = 3.83
L y (m) = 5.09
3.6 kN/m2
2.2 kN/m2
5.8 kN/m2
1.5 kN/m2
10.52 kN/m width n = 10.52 kN/m width
βsx βsy
0.076 0.000
0.057 0.044
11.73 kNm
0.00 kNm
8.80 kNm
6.79 kNm
OUTPUT
8/12/2019 Slab Design Template
http://slidepdf.com/reader/full/slab-design-template 17/21
0.023
0.97
118
z = 209 mm2
Asprov = 566 mm Asprov = 566 mm2
0.031
0.965
118
z = 279 mm2
Asprov = 566 mm2 Asprov = 566 mm2
0.57
101.17 N/mm2
2.68 ≤ 2.0 2
52.00
30.89 Deflection OK
0.018
0.980
118
z = 162 mm2
Asprov = 452 mm2 Asprov = 452 mm2
0.000
1.000
0
z = 0 mm2
Asprov = 566 mm2 Asprov = 566 mm2
250 300
452 377
8/12/2019 Slab Design Template
http://slidepdf.com/reader/full/slab-design-template 18/21
DESIGN OF PANEL P5 (DESIGN AS A TWO
DURABILITY AND FIRE RESISTANCE:
Nominal cover for mild conditions of expoure =
Maximum fire resistance for 150 mm slab
MATERIAL PROPERTIES:
Charaterestic strenght of concrete =
Charaterestic strenght of steel =
self weigth of concrete =
Basic span - effective depth ratio for contineous
Try slab depth of
Effective depth of slab =
DESIGN OF PANEL P5 (DESIGN AS A TWO
L y / Lx = 1.4
LOADING:
Self weight of slab =
Finishes and Partitions=
Charaterestic dead load =
Charaterestic imposed load =
Design load = n = (1.4Gk + 1.6Qk) =
MOMENT CO-EFFICIENTS:
The case considered here is that of an Edge panel
Negetive moment at contineous edge
Positive moment at mid-span
BENDING MOMENTS:
Negetive moment at contineous edge
Moment Mx = βsxnL2x =
Moment M y = βsynL2x =
Positive moment at mid-span
Moment Mx = βsxnL2x =
Moment M y = βsynL2x =
BENDING - SHORT SPAN:
3.3
table 3.4, 3.5
5.2.4
table 3.13
table 3.14
3.5.3.7
BS 8110
8/12/2019 Slab Design Template
http://slidepdf.com/reader/full/slab-design-template 19/21
Mid-span design:
M / bd2fcu = k
la= 0.5 + √(0.25 - k/0.9 ≤0.95
Lever arm z = dxla
Area of reinforcement required As = M / 0.87 f y
Provide 12 @ 200
c
/c
Continous edge design:
M / bd2fcu = k
la= 0.5 + √(0.25 - k/0.9 ≤0.95
Lever arm z = lad
Area of reinforcement required As = M / 0.87 f y
Provide 12 @ 200c/c
DEFLECTION:
M / bd2 =
Service stress fs= 2F yAs/3Asprov =
Modification factor =
Allowable Span/effective depth ratio =
Actual Span/effective depth ratio =
BENDING - LONG SPAN:
Mid-span design:
M / bd2fcu = k
la= 0.5 + √(0.25 - k/0.9 ≤0.95
Lever arm z = d(0.5 + √(0.25 - k/0.9)
Area of reinforcement required As = M / 0.87 f y
Provide 10 @ 200c/c
Continous edge design:
M / bd2fcu = k
la= 0.5 + √(0.25 - k/0.9 ≤0.95
Lever arm z = lad
Area of reinforcement required As = M / 0.87 f y
Provide 10 @ 200c/c
θ/Spacing 125 150 200
12 905 754 566
16 1609 1341 1005
3.4.6
table 3.11
8/12/2019 Slab Design Template
http://slidepdf.com/reader/full/slab-design-template 20/21
AY SPANNING SLAB)
20 mm
ith 20 mm cover 1 hr COVER = 20 mm
25 N/mm2
410 N/mm2
24 kN/m3
ne way slab = 26
150 mm h = 150 mm
124 mm
AY SPANNING SLAB)
Lx (m) = 2.78
L y (m) = 3.77
3.6 kN/m2
2.2 kN/m2
5.8 kN/m2
1.5 kN/m2
10.52 kN/m width n = 10.52 kN/m width
βsx βsy
0.074 0.045
0.055 0.034
6.02 kNm
3.66 kNm
4.47 kNm
2.76 kNm
OUTPUT
8/12/2019 Slab Design Template
http://slidepdf.com/reader/full/slab-design-template 21/21
0.012
0.99
118
z = 106 mm2
Asprov = 566 mm Asprov = 566 mm2
0.016
0.982
118
z = 143 mm2
Asprov = 566 mm2 Asprov = 566 mm2
0.29
51.43 N/mm2
3.53 ≤ 2.0 2
52.00
22.42 Deflection OK
0.007
0.992
118
z = 66 mm2
Asprov = 393 mm2 Asprov = 393 mm2
0.010
0.989
118
z = 87 mm2
Asprov = 393 mm2 Asprov = 393 mm2
250 300
452 377
804 670