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RECTANGULAR BEAM
fy = 415 N/mm2 FS = 1.50
fck = 15 N/mm2
clear cover = 25 mm
25 mm b = 300 mm
bar dia = 25 mm D = 600 mm
Mu Mu/bd2
pt pc Ast req Asc req Ve zv pt zc Vus
212 3.67 1.22 0.51 19.60 8.29 116 1.08 0.61 0.50 93.50 8
11 0.18 0.05 0.00 0.83 0.00 156 1.45 0.03 0.13 213.61 10
26.5 0.46 0.13 0.00 2.13 0.00 138 1.28 0.07 0.20 175.44 8
12.4 0.21 0.06 0.00 0.97 0.00 159 1.48 0.03 0.14 216.52 8
128 2.22 0.76 0.05 12.25 0.80 100 0.93 0.38 0.42 82.83 10
Muli
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d = 537.5 mm
d/d' = 0.12
= 2.06
mm @ 417.09 mm
mm @ 142.63 mm
mm @ 111.15 mm
mm @ 90.06 mm
mm @ 367.82 mm
spacing
it /bd2
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1 of 1
Grade of concrete = 30 N/mm2
Grade of steel = 500 N/mm2
Unit weight of concrete = 25 kN/m3
Thickness of waist slab = 200 mm
Steps
Riser = 150 mm
Tread = 300 mm
tan = riser / tread
= 0.5
= 26.56 degree
a) Weight of waist slab = 5.00 KN/m2
5/cos = 5.59 KN/m2
b) Weight of Steps = 1.875 KN/m2
c) Weight of floor finish = 1.00 KN/m2
Total dead load = 8.46 KN/m2
d) Imposed load
(Is 875 (part-2)-1987)
Business & office building = 4.00 KN/m2
= 12.46 KN/m2
= 10.59 KN/m2
Dead load + live load on Landing
Dead Load
Live Load
(0.20*25)
GA CONSULTANTSDATE
DESIGNED
CHECKED
davidPROPOSED SIGNATURE TOWER FOR IT SEZ OF
SHEET
21-Jun-08
LOAD CALCULATION (STAIR-1)TITLE:
PROJECT:
Weight of waist slab per
metre horizontal
(0.15*0.30*25*1/0.30*2)
Dead load + live load on Flight
INPUT
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1 of 1
Grade of concrete = 30 N/mm2
Grade of steel = 500 N/mm2
Unit weight of concrete = 25 kN/m3
Thickness of waist slab = 150 mm
a) Weight of slab = 3.75 KN/m
2
b) = 1.50 KN/m2
c) duct = 0.50 KN/m2
d) Screed and floor finish = 2.00 KN/m2
Total dead load = 7.75 KN/m2
d) Imposed load
(Is 875 (part-2)-1987)
Business & office building = 4.00 KN/m2
= 11.75 KN/m2
TITLE: LOAD CALCULATION (STAIR-1)
Dead load + live load
Dead Load
Partition wall load
Live Load
INPUT
(0.150*25)
CHECKED
GA CONSULTANTS
PROJECT: PROPOSED SIGNATURE TOWER FOR IT SEZ OF DESIGNED davidDATE
SHEET
21-Jun-08
7/30/2019 Sloped Footing
6/19
OF
DESIGN AS PER IS 456:2000mm
Grade of concrete = N/mm2
Grade of steel = N/mm
Unit wt of concrete = kN/m3
Size of the panel = mm x mm
Thickness of slab = mm
Main reinforcement = mm
Cover to reinforcement = mm
SLAB TYPE
Ly / Lx = 6500 / 3000 = HENCE ONE WAY SLAB mm
Slab - One Way Continuous Slab
EFF. DEPTH & SPAN
i) Eff. Depth d = 125 - 20 - 8/2 = mm
ii) Width of support = mm
Clear span of slab = mm
Clear span/12 = < (As per IS 456:2000, clause 22.2 (b)-1)
Eff. Span: Leff = mm
LOAD
i) Self wt of slab = 20 x 0.125 x 1= kN/m2
weight of filling = kN/m2
Floor Finish + Partition = kN/m2
Total Dead Load = kN/m2
ii) Live Load = kN/m2
(As per IS:875 (Part 2) - Pg 14)
MOMENT & SHEAR FORCE
Max -ve moment at support next to end support
Mu -ve = 1.5 x [ (4.5 x 2.7 2 /10) + (2 x 2.7 2 /9) ]
= kN-m (As per IS 456:2000, Table 12)
Max +ve moment near middle of end span
Mu +ve = 1.5 x [ (4.5 x 2.7 2 /12) + (2 x 2.7^2 /10) ]
= kN-m
Max.shear force Vu = 1.5 x 0.6(4.5+2) x 2.7 (As per IS 456:2000, Table 13)
= kN
CHECK FOR DEPTH
Mu limit = fck b d2
(For Fe415)
x 10^6 = 0.138 x 20 x 1000 x d^2
dreqd = mm < d provided = mm Depth safe
Hence provide D = mm d = mm
225 300
GA CONSULTANTS
1GH
SHEET
DATE
415
2-Sep-07
20
6500 3000
2.167
20
125
300
0
2700
8
1
3000
david
mm
2.5
101
25
6500
2
6.288
52
125
7.4
7.4
101
15.8
0.138
101
2700
4.50
PROJECT: PROPOSED ANNALAKSHMI FLATS AT COIMBATORE
TITLE: Design of slab at +102.075 m level
DESIGNED
CHECKED
2
2700
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OF
GA CONSULTANTS
1GH
SHEET
DATE
2-Sep-07
1
davidPROJECT: PROPOSED ANNALAKSHMI FLATS AT COIMBATORE
TITLE: Design of slab at +102.075 m level
DESIGNED
CHECKED
MAIN REINFORCEMENT
M = 0.87 x fy x Ast x d x (1- fy x Ast)
fck*b*d
Max M for thk = kN-m
support next to end support
Ast = mm2
Provide 12 mm bars @ 525 mm c/c spacing pt =
near middle of end span
Ast = mm2
Provide 10 mm bars @ 439 mm c/c spacing pt =
DISTRIBUTION REINFORCEMENT
Ast = 0.12% b D
= mm2
Provide 8 mm bars @ mm c/c spacing
CHECK FOR SHEARv = Vu / bd =k c = x = (As per clause 40.2.1.1 & Table19, IS456:200)
k c > v Slab safe against shear failure
CHECK FOR DEFLECTION CONTROL
Pt = %
fs = N/mm
L = L x k t = 26 x (As per clause 23.2.1a & Fig4, IS456:2000)d max d basic =
L = = < Slab safe against excessive deflection
d provided
0.177
101
0.16
125
0.44
45.73
1.3 0.34
179
2700 26.7
7.4
45.73
1.76
0.21
237
212
150 300
0.213
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1 of 1
Reference - Dwg no: O7065-C-IT-01-RC-0026
INPUT
Slab thickness = 250 mmLonger Span = 5.65 m
Shorter Span = 3.67 m
Grade of concrete = 20 N/mm2
Grade of steel = 415 N/mm2
Clear cover = 25 mm
Load factor = 1.5
Boundry condition =
EFFECTIVE SPAN
Longer Span ly = 5.856 m
Shorter Span lx = 3.890 m
Span Ratio = 1.51 TWO WAY SLAB
Effective Depth: Longer Span side = 211 mm
Shorter Span side = 220 mm
LOAD CALCULATION
Self weight of slab = 25 x (250/1000) = 6.25 kN/m2
= 1.50 kN/m2 Filing = kN/m
2
Live Load = 2.00 kN/m2
TOTAL LOAD (w) = 9.75 kN/m2
MOMENT CALCULATION
Factd Bending Moment = 1.5 w lx2
Shorter Span: -ve mmt coefficient = 0.053
+ve mmt coefficient = 0.041
-ve B.M = 1.5 x 9.75 x 0.053 x 3.89^2 = 11.73 kN-m
+ve B.M = 1.5 x 9.75 x 0.041 x 3.89^2 = 9.07 kN-m
Longer Span: -ve mmt coefficient = 0.032+ve mmt coefficient = 0.024
-ve B.M = 1.5 x 9.75 x 0.032 x 3.89^2 = 7.08 kN-m
+ve B.M = 1.5 x 9.75 x 0.024 x 3.89^2 = 5.31 kN-m
DEPTH CHECK
i) W.r.t to moment
Mu = 0.1389 fck b d^2
CHECKED GHSHEET
Floor finish and
Partition
TITLE: LOAD CALCULATION (STAIR-1)
Interior panel
5.6
5
3.67
GA CONSULTANTS
PROJECT: PROPOSED ANNALAKSHMI FLATS AT COIMBATORE DESIGNED davidDATE
21-Jun-08
7/30/2019 Sloped Footing
9/19
1 of 1CHECKED GH
SHEETTITLE: LOAD CALCULATION (STAIR-1)
GA CONSULTANTS
PROJECT: PROPOSED ANNALAKSHMI FLATS AT COIMBATORE DESIGNED davidDATE
21-Jun-08
d = sqrt(11.73 x 10^6 / (0.1389 x 20 x 250)) = 65 mm
D = 95 mm
ii) W.r.t to deflection
d = Span / (Span-depth ratio x kt) = 68 mm
D = 98 mm
REINFORCEMENT REQUIRED
Min Ast Reqd
Shorter Span -ve
+ve
Longer span -ve
+ve
REINFORCEMENT PROVIDED
Ast provided (mm2)
Shorter Span Support Y- 10 @ 175 449
Span Y- 10 @ 200 393
Longer span: Support Y- 8 @ 175 287
Span Y- 8 @ 175 287
0.12 0.033 70 300
300
0.19 0.052 115 300
0.16
Mu/bd2
Ast reqdPt reqd
0.24 0.068 150
%
0.044 94 300
mm2
mm2
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of
Length (m)
Moment (Knm) 1,062
Shear (Kn) 717
DESIGN OF BEAM
Fy = 415 N/mm2
Fck = 20 N/mm2
Dimensions of Beam b = 300 mm d' =
D = 750 mm
Effective Depth of Beam d = 682.5 mm d'/d =
Mu limit = 2.76 b d2
7.60 0.00
2.44 0.20
1.53 0.00
50.00 4.10
31.23 0.00
2 - 32 thr
3 - 32 1 - 12
2 - 25
4 - 25 thr
Shear Reinforcement
zv = 3.50 N/mm2
zc = 0.74 N/mm2
pt = %
Vus = KN
Spacing of Stirrups sv = 0.87 fy Asv d /Vus
provide 2 legged Y 12 @ 99 mm c/c at support
Check for deflection
= 20
dreq = 299 mm < 683 mm
CHECKED
GH
5.975
67.5
0.10
0
232
715
5.12
span /depth ratio
Reinforcement details
564.88
1.68
34.37
0.74
1.68
pc =
Asc (cm2) =
Ast (cm2) =
15.21
Main Reinforcement
Mu /bd2 =
safe
Ast pro (cm2) = 29.44 17.2140.19
pt =
GA CONSULTANTS
PROJECT:
TITLE:
PROPOSED ANNALAKSHMI FLATS AT COIMBATORE
TFB 13 (300 x750)
DATE
SHEET
DESIGNED
DAVID
8/28/2013
7/30/2019 Sloped Footing
11/19
of
Length (m) 6
Moment (Knm) 452 406
Shear (Kn) 332
DESIGN OF BEAM
Fy = 415 N/mm2
Fck = 20 N/mm2
Dimensions of Beam b = 300 mm d' =D = 600 mm
Effective Depth of Beam d = 557.5 mm d'/d =
Mu limit = 2.76 b d2
4.85 4.05
1.58 1.34
0.64 0.40
26.43 22.45
10.73 6.65
2 - 25 thr
4 - 20 4 - 20 2 - 25
2 - 25 2 - 20
2 - 25 thr
22.37
Shear Reinforcement
zv = 2.18 N/mm2
zc = 0.71 N/mm2
pt = %
Vus = KN
Spacing of Stirrups
sv = 0.87 fy Asv d /Vus
provide 2 legged Y 10 @ 128 mm c/c at support
Check for deflection
= 26
dreq = 231 mm < 557.5 mm
1.56
331
SHEET
26.16
0.08
0.63
19.63
1.43
3.49
246.05
pc =
1.43
3.73
23.96
Asc (cm2) = 8.20
Ast pro (cm2) = 16.09
span /depth ratio
Reinforcement details
0.49
4.79
19.63
325
10.46
Main Reinforcement
4.35Mu /bd2 =
447
364
pt =
CHECKED
Ast (cm2) =
22.37
DATE
TITLE: GH
0.22
19.60
1.17
6
TFB 13 (300 x750)
42.5
GA CONSULTANTS
PROJECT: PROPOSED ANNALAKSHMI FLATS AT COIMBATORE DESIGNED david
378
7/30/2019 Sloped Footing
12/19
of
Length (m)
Moment (Knm) 164
Shear (Kn) 130
DESIGN OF BEAM
Fy = 415 N/mm2
Fck = 20 N/mm2
Dimensions of Beam b = 300 mm d' =
D = 600 mm
Effective Depth of Beam d = 560 mm d'/d =
Mu limit = 2.76 b d2
1.74 2.13 0.11
0.54 0.69
0.00 0.00
9.15 11.55
0.00 0.00
2 - 20 thr
1 - 16 2 - 20 1 - 20 1 - 20
1 - 12 1 - 12 1 - 12
2 - 20 thr
8.29
Shear Reinforcement
zv = 1.01 N/mm2
zc = 0.42 N/mm2
pt = %
Vus = KN
Spacing of Stirrups sv = 0.87 fy Asv d /Vus
provide 2 legged Y 8 @ 202 mm c/c at support
Check for deflection
= 26
dreq = 283 mm < 560 mm
7.35
10
pt =
6.85 4.5
111 73 200
0.22 0.20
pc =
Main Reinforcement
1.18Mu /bd2 =
0.35
0.00
0.88
0.77
Asc (cm2) =
Ast (cm2) =
0.00 0.00
5.93 3.76
100.25
0.35
2.59
0.00
0.00
14.78
0.00
0.00 0.00
3.36
201
165
244
170
span /depth ratio
Reinforcement details
2.14
0.69
0.00
7.41 9.42 7.41
40
0.07
11.62
0.00
134
GA CONSULTANTS
PROJECT: PROPOSED ANNALAKSHMI FLATS AT COIMBATORE DESIGNED davidDATE
TITLE: TFB 13 (300 x750) CHECKED GH
9.42
SHEET
Ast pro (cm2) = 7.41 12.56
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of
Length (m)
Moment (Knm) 0
Shear (Kn) 61
DESIGN OF BEAM
Fy = 415 N/mm2
Fck = 20 N/mm2
Dimensions of Beam b = 300 mm d' =
D = 600 mm
Effective Depth of Beam d = 562 mm d'/d =
Mu limit = 2.76 b d2
0.00 2.12
0.20 0.69
0.00 0.00
3.372 11.56
0.00 0.00
6.30
1.54
38
0.07
146
125
0.47
7.98
0.00
0.00
6.528
pt =
pc =
Main Reinforcement
1.05Mu /bd2=
0.31
100
4.08
0.00
0.24
0.00
6.13
0.00
5.26
1.21
6.84
0.00
0.41
0.83 1.34
0.36
0.00 0.00
2.50
0.84
0.00
14.16
0.00
10.6
108
8.6
201 23779 127115
94
Asc (cm2) =
Ast (cm2) =
0.00 0.00
GA CONSULTANTSDATE
SHEETCHECKED
PROPOSED ANNALAKSHMI FLATS AT COIMBATORE
TFB -5 ( 300x 600)
PROJECT:
TITLE:
david
GH
DESIGNED
7/30/2019 Sloped Footing
14/19
of
GA CONSULTANTSDATE
SHEETCHECKED
PROPOSED ANNALAKSHMI FLATS AT COIMBATORE
TFB -5 ( 300x 600)
PROJECT:
TITLE:
david
GH
DESIGNED
2 - 16 thr
1 - 12 1 - 16 3 - 16 3 - 16 1
1 - 16 1 - 16 1 - 16 1 - 16
2 - 16 thr
5.15
zv = 0.74 N/mm2
zc = 0.47 N/mm2
pt = %
Vus = KN
Spacing of Stirrups
sv = 0.87 fy Asv d /Vus
provide 2 legged Y 8 @ 440 mm c/c at support
= 26
dreq = 432 mm < 562 mm
safe
0.47
span /depth ratio
Reinforcement details
46.06
Shear Reinforcement
Check for deflection
Ast pro (cm2) = 6.03 6.03 6.03 6.036.03 10.0510.05
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INPUT
Grade of Concrete fck = 20 N/mm2
Grade of steel fy = 500 N/mm2
Maximum Axial load on the Footing P = 3500.00 KN
Maximum Moment about X-axis Mx = 0.00 KNm
Maximum Moment about Y-axis My = 0.00 KNm
Self weight of foundation 5 = 175 KN
As per soil report the Safe bearing capacity of soil SBC = 200 KN/m2
Total load acting on soil = 3675.00 KN
Area of footing required Af = 18.38 m2
i) Dimensions of foundation
Length L = 5.03 m
Bredth B = 3.65 m
Depth at end D1 = 0.38 m
Depth at support D2 = 1.03 m
Efffective depth d = 1.34 m
Column Dimensions b = 0.90 m
D = 0.75 m
ii) Net Upward pressure ( W )
P 6Mx 6My
A BL2 LB2
x
KN/m2
LOAD 430T
200.17+ + =
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LOAD 430T
L
y'
yB
y
x'
dy
1
iii) Short span x
= (wy'2) = B.M = 458.35 KNm
2Mu/bd
2= 0.38
pt = 0.109 %
Ast = 14.54 cm2
= (wy1) = (V) = 160.14 KN
(d1) = 0.70 m
Vu/bd1 = 0.34 N/m2
from table No:61 pt = 0.22 %
Ast = 15.68 cm2
Provide Y 20 at 200 mm c/c
iv) Long span
= (wx'2) = B.M = 189.22 KNm
2Mu/db
2= 0.16
pt = 0.044 %
Percentage of reinforcement
Area of steel required
Area of steel required
Effective Depth
Bending Moment along Short s
Percentage of reinforcement
Shear force along Short span
Bending Moment along Long s
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LOAD 430T
Ast = 4.12 cm2
= (wx1) = (V) = 7.01 KN
(d1) = 0.39 m
Vu/bd1 = 0.03 N/m2
from table No:61 pt = 0.00 %
Ast = 7.90 cm2
Provide Y 16 at 255 mm c/c
v) Check for Punching shear
Punching shear force = (L x B - A x a) x w = 3,539.89 KN
Area resisting punching = 2(A+a) x (D1+D2-0.06) = 4422000.0 mm2
Punching shear stress = Shear force / Area resisting = 0.801 N/mm2
Allowable shear stress = Ks x c
= (0.5+a/A) = 1.333333
If Ks is greater than 1 take Ks as 1
= 0.25 fck = 1.118
= 1 x 1.118 = 1.118 N/mm2
SAFE
Area of steel required
Shear force along Short span
Effective Depth
Area of steel required
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1 of 1
INPUT
Grade of Concrete (fck) = 20 N/mm2
Grade of steel (fy) = 415 N/mm2
Factored Axial load on the column ( Pu ) = 3025.91 KN
Factored Moment parallel to X-axis ( Mux ) = 103.52 kN.m
Factored Moment parallel to Y-axis ( Muy ) = 56.00 kN.m
Width (b) = 30.00 cm
Depth (D) = 100.00 cm
Assuming percentage of Reinforcement pt = 2.50 %
pt/ fc = 0.13
ii) Uniaxial moment capacity of the section about XX-axis
d' / D = = 0.05
0.1 will be used
Pu / fckbD = = 0.50
Mu / fckbD2
Ref. chart 44 = 0.09
Mux1 = = 540.00 KNm
iii) Uniaxial moment capacity of the section about YY-axis
d' / D = = 0.18
0.2 will be used
Mu / fckDB2
Ref. chart 46 = 0.07
Muy1 = = 126.00 KNm
TITLE:
PROJECT: PROPOSED ANNALAKSHMI FLATS AT COIMBATORE
LOAD CALCULATION (STAIR-1)
DESIGNED david
GA CONSULTANTS
CHECKED
DATE
SHEET
21-Jun-08
Chart ford' / D =
Assumed size of the column
3025.914x10^3/20x30x100
0.09x20x30x100^2/10^6
5.25/30
Chart ford' / D =
5.25/100
0.07x20x30x100^2/10^6
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iv)
Referring to chart 63
Puz / Ag = 16.50 N/mm2
There fore Puz
= = 4949.97 KN
Pu / Puz = 0.61
Mux / Mux1 = 0.19
Muy / Muy1 = 0.44
= 0.44 < 0.96
safe
= 75 Sqcm
Provide 8 Nos of Y 25 + 8 Nos of Y 25
= 78.50 Sqcm
Calculation of Puz
16.4999100375x30x100/10
Area of Steel Provided
Area of Steel Required
Referring to chart 64, the permissible value of Mux/Mux1
corresponding to theabove values of Muy/Muy1 and Pu/Puz is
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