tower typical columns
TRANSCRIPT
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Name of Work:
Location B-3 Column Mkd C25-27 & 30-32
Depth of Raft 800 mm Grid Location 10 & 11
Load Case- BOTTOM TOP
Moments ENV SERV 520 222
ENV UPLIFT 1 1
Column Loads ENV SERV 10401 kN
DL+LL 10401 kN
Column Size b= 750 mm
d= 900 mm
Width b = 1000 mm Total dept
Clear cover to reinf. 45 mm Effective d
Pedestal Size b= 2900 mm l=
Depth of pedestal D1= 600 mm
X-DIRECTION
Maximum bending moment at Bottom (X- Dir) Mx-ve= 520.00 kN.m
Maximum span bending moment (X- Dir.) Mx+ve= 222.00 kN.m
X- DIR. REINFORCEMENT - BASE MOMENT (BOTTOM)
Design Moment M = 520.00 kN.m
Limit Moment = Mu = 1.5 * M = 780.00 kNm
Ast Reqd = =0.5fck/fy*1-(1-4.6Mu/fckbd2)+bd
2553.98 mm2
Reinf. Provided TOR 20 @ 150 c/c
16 @ 150 c/c
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Area of reinf. provided Ast1= 2093.3333 mm2
+ Ast2= 1340.00
Total steel provided Ast= 3433.33 mm2
Okay
bc = 10 N/mm2
Modular ratio m = 280 = 9.333.bc
Es = 200000 N/mm2
Depth of Neutral Axis (N.A) bx2 = m.Ast.(d-x)
2
Solving quadratic equation, where
a = b/2 b = m.Ast c =
a = 500 b = 32044.44 c =
x = -b+ b2-4ac
2a
x = 188.80 mm OR x = -252.89 mm
Depth of neutral axis x = 188.80 mm
j x d = d - x/3
j x d = 682.07 mm
1= st = 0.001110276
Es
h = 800 mm
a = 800 mm
Average stress in steel m= 1- b (h-x) (a-x)
3.Es.Ast.(d-x)
m= 0.0005755 mm
Crack width Wcr= 3 acrCmin
1+ 2(acr-Cmin)
(h-x)
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acr= p2q2 p = 75 mm
q= 55.0 mm
acr= 93.01 mm
Cmin= 45 mm
Wcr= 0.149 mm OK
X- DIR. REINFORCEMENT - BASE MOMENT (TOP)
Design Moment M = 222.00 kN.m
Width b = 1000 mm
Total depth of section D = 800 mm Grade of Concrete, fck =
Clear cover to reinf. 45 mm Grade of Reinf. Steel, fy =
Effective depth d = 747 mm
Design Moment (Working) M = 222.00 kN.m
Limit Moment = Mu = 1.5 * M = 333.00 kNm
Ast Reqd = =0.5fck/fy*1-(1-4.6Mu/fckbd2)+bd
1049.89 mm2
Reinf. Provided TOR 16 @ 150 c/c
+
12 @ 150 c/c
Area of reinf. provided Ast1= 1340 mm2
+ Ast2= 753.33
Total steel provided Ast= 2093.33 mm2
Okay
bc = 10 N/mm2
Modular ratio m = 280 = 9.33
3.bc
Es = 200000 N/mm2
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Depth of Neutral Axis (N.A) bx2 = m.Ast.(d-x)
2
Solving quadratic equation, where
a = b/2 b = m.Ast c =
a = 500 b = 19537.78 c =
x = -b+ b2-4ac
2a
x = 152.42 mm OR x = -191.50 mm
Depth of neutral axis x = 152.42 mm
j x d = d - x/3
j x d = 696.19 mm
1= st = 0.000761651
Es
h = 800 mm
a = 800 mm
Average stress in steel m= 1- b (h-x) (a-x)
3.Es.Ast.(d-x)
m= -0.0001156 mm
Crack width Wcr= 3 acrCmin
1+ 2(acr-Cmin)
(h-x)
acr= p2q2 p = 75 mm
q= 53.0 mm
acr= 91.84 mm
Cmin= 45 mm
Wcr= -0.030 mm OK
CHECK FOR PUNCHING
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Overall depth at column face 'D' = 1400 mm
Effective depth of footing at column face 'd' = 1345 mm
critical section for punching at distance of d/2 from colum face = 672.5 mm
Effective perimeter for punching shear = 8680 mm
Punching shear Tv= For DL+LL = 1.34 N/mm2
For Env Serv = 1.34 N/mm2
For concrete grade M 30
Permissible shear Stress Tc = 1.37 N/mm2 OK
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Grade of Concrete, fck = 30 N/mm2
Grade of Reinf. Steel, fy = 500 N/mm2
of section D = 800 mm
epth d = 745 mm
2900 mm
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mm2
-m.Ast.d
-23873111.1
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30 N/mm2
500 N/mm2
mm2
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-m.Ast.d
-14594720
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Name of Work:
Location B-3 Column Mkd C25-27 & 30-32
Depth of Raft 800 mm Grid Location 10 & 11
Load Case- BOTTOM TOP
Moments ENV SERV 440 386
ENV UPLIFT 1 1
Column Loads ENV SERV 10401 kN
DL+LL 10401 kN
Column Size b= 750 mm
d= 900 mm
Width b = 1000 mm Total dept
Clear cover to reinf. 45 mm Effective d
Pedestal Size b= 2900 mm l=
Depth of pedestal D1= 600 mm
X-DIRECTION
Maximum bending moment at Bottom (X- Dir) Mx-ve= 440.00 kN.m
Maximum span bending moment (X- Dir.) Mx+ve= 386.00 kN.m
X- DIR. REINFORCEMENT - BASE MOMENT (BOTTOM)
Design Moment M = 440.00 kN.m
Limit Moment = Mu = 1.5 * M = 660.00 kNm
Ast Reqd = =0.5fck/fy*1-(1-4.6Mu/fckbd2)+bd
2140.04 mm2
Reinf. Provided TOR 20 @ 150 c/c
16 @ 150 c/c
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Area of reinf. provided Ast1= 2093.3333 mm2
+ Ast2= 1340.00
Total steel provided Ast= 3433.33 mm2
Okay
bc = 10 N/mm2
Modular ratio m = 280 = 9.333.bc
Es = 200000 N/mm2
Depth of Neutral Axis (N.A) bx2 = m.Ast.(d-x)
2
Solving quadratic equation, where
a = b/2 b = m.Ast c =
a = 500 b = 32044.44 c =
x = -b+ b2-4ac
2a
x = 188.80 mm OR x = -252.89 mm
Depth of neutral axis x = 188.80 mm
j x d = d - x/3
j x d = 682.07 mm
1= st = 0.000939464
Es
h = 800 mm
a = 800 mm
Average stress in steel m= 1- b (h-x) (a-x)
3.Es.Ast.(d-x)
m= 0.0004047 mm
Crack width Wcr= 3 acrCmin
1+ 2(acr-Cmin)
(h-x)
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acr= p2q2 p = 75 mm
q= 55.0 mm
acr= 93.01 mm
Cmin= 45 mm
Wcr= 0.105 mm OK
X- DIR. REINFORCEMENT - BASE MOMENT (TOP)
Design Moment M = 386.00 kN.m
Width b = 1000 mm
Total depth of section D = 800 mm Grade of Concrete, fck =
Clear cover to reinf. 45 mm Grade of Reinf. Steel, fy =
Effective depth d = 747 mm
Design Moment (Working) M = 386.00 kN.m
Limit Moment = Mu = 1.5 * M = 579.00 kNm
Ast Reqd = =0.5fck/fy*1-(1-4.6Mu/fckbd2)+bd
1859.91 mm2
Reinf. Provided TOR 16 @ 150 c/c
+
16 @ 150 c/c
Area of reinf. provided Ast1= 1340 mm2
+ Ast2= 1340.00
Total steel provided Ast= 2680 mm2
Okay
bc = 10 N/mm2
Modular ratio m = 280 = 9.33
3.bc
Es = 200000 N/mm2
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Depth of Neutral Axis (N.A) bx2 = m.Ast.(d-x)
2
Solving quadratic equation, where
a = b/2 b = m.Ast c =
a = 500 b = 25013.33 c =
x = -b+ b2-4ac
2a
x = 169.91 mm OR x = -219.94 mm
Depth of neutral axis x = 169.91 mm
j x d = d - x/3
j x d = 690.36 mm
1= st = 0.001043146
Es
h = 800 mm
a = 800 mm
Average stress in steel m= 1- b (h-x) (a-x)
3.Es.Ast.(d-x)
m= 0.0001875 mm
Crack width Wcr= 3 acrCmin
1+ 2(acr-Cmin)
(h-x)
acr= p2q2 p = 75 mm
q= 53.0 mm
acr= 91.84 mm
Cmin= 45 mm
Wcr= 0.048 mm OK
CHECK FOR PUNCHING
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Overall depth at column face 'D' = 1400 mm
Effective depth of footing at column face 'd' = 1345 mm
critical section for punching at distance of d/2 from colum face = 672.5 mm
Effective perimeter for punching shear = 8680 mm
Punching shear Tv= For DL+LL = 1.34 N/mm2
For Env Serv = 1.34 N/mm2
For concrete grade M 30
Permissible shear Stress Tc = 1.37 N/mm2 OK
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Grade of Concrete, fck = 30 N/mm2
Grade of Reinf. Steel, fy = 500 N/mm2
of section D = 800 mm
epth d = 745 mm
2900 mm
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mm2
-m.Ast.d
-23873111.1
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30 N/mm2
500 N/mm2
mm2
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-m.Ast.d
-18684960
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Name of Work:
Location B-3 Column Mkd C28, 33
Depth of Raft 800 mm Grid Location F
Load Case- BOTTOM TOP
Moments ENV SERV 635 485
ENV UPLIFT 1 1
Column Loads ENV SERV 10170 kN
DL+LL 10170 kN
Column Size b= 750 mm
d= 900 mm
Width b = 1000 mm Total dept
Clear cover to reinf. 45 mm Effective d
Pedestal Size b= 2900 mm l=
Depth of pedestal D1= 600 mm
X-DIRECTION
Maximum bending moment at Bottom (X- Dir) Mx-ve= 635.00 kN.m
Maximum span bending moment (X- Dir.) Mx+ve= 485.00 kN.m
X- DIR. REINFORCEMENT - BASE MOMENT (BOTTOM)
Design Moment M = 635.00 kN.m
Limit Moment = Mu = 1.5 * M = 952.50 kNm
Ast Reqd = =0.5fck/fy*1-(1-4.6Mu/fckbd2)+bd
3164.65 mm2
Reinf. Provided TOR 20 @ 150 c/c
20 @ 150 c/c
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Area of reinf. provided Ast1= 2093.3333 mm2
+ Ast2= 2093.33
Total steel provided Ast= 4186.6667 mm2
Okay
bc = 10 N/mm2
Modular ratio m = 280 = 9.333.bc
Es = 200000 N/mm2
Depth of Neutral Axis (N.A) bx2 = m.Ast.(d-x)
2
Solving quadratic equation, where
a = b/2 b = m.Ast c =
a = 500 b = 39075.56 c =
x = -b+ b2-4ac
2a
x = 205.36 mm OR x = -283.51 mm
Depth of neutral axis x = 205.36 mm
j x d = d - x/3
j x d = 676.55 mm
1= st = 0.001120928
Es
h = 800 mm
a = 800 mm
Average stress in steel m= 1- b (h-x) (a-x)
3.Es.Ast.(d-x)
m= 0.0005992 mm
Crack width Wcr= 3 acrCmin
1+ 2(acr-Cmin)
(h-x)
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acr= p2q2 p = 75 mm
q= 55.0 mm
acr= 93.01 mm
Cmin= 45 mm
Wcr= 0.155 mm OK
X- DIR. REINFORCEMENT - BASE MOMENT (TOP)
Design Moment M = 485.00 kN.m
Width b = 1000 mm
Total depth of section D = 800 mm Grade of Concrete, fck =
Clear cover to reinf. 45 mm Grade of Reinf. Steel, fy =
Effective depth d = 747 mm
Design Moment (Working) M = 485.00 kN.m
Limit Moment = Mu = 1.5 * M = 727.50 kNm
Ast Reqd = =0.5fck/fy*1-(1-4.6Mu/fckbd2)+bd
2364.72 mm2
Reinf. Provided TOR 16 @ 150 c/c
+
16 @ 150 c/c
Area of reinf. provided Ast1= 1340 mm2
+ Ast2= 1340.00
Total steel provided Ast= 2680 mm2
Okay
bc = 10 N/mm2
Modular ratio m = 280 = 9.33
3.bc
Es = 200000 N/mm2
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Depth of Neutral Axis (N.A) bx2 = m.Ast.(d-x)
2
Solving quadratic equation, where
a = b/2 b = m.Ast c =
a = 500 b = 25013.33 c =
x = -b+ b2-4ac
2a
x = 169.91 mm OR x = -219.94 mm
Depth of neutral axis x = 169.91 mm
j x d = d - x/3
j x d = 690.36 mm
1= st = 0.001310689
Es
h = 800 mm
a = 800 mm
Average stress in steel m= 1- b (h-x) (a-x)
3.Es.Ast.(d-x)
m= 0.000455 mm
Crack width Wcr= 3 acrCmin
1+ 2(acr-Cmin)
(h-x)
acr= p2q2 p = 75 mm
q= 53.0 mm
acr= 91.84 mm
Cmin= 45 mm
Wcr= 0.117 mm OK
CHECK FOR PUNCHING
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Overall depth at column face 'D' = 1400 mm
Effective depth of footing at column face 'd' = 1345 mm
critical section for punching at distance of d/2 from colum face = 672.5 mm
Effective perimeter for punching shear = 8680 mm
Punching shear Tv= For DL+LL = 1.31 N/mm2
For Env Serv = 1.31 N/mm2
For concrete grade M 30
Permissible shear Stress Tc = 1.37 N/mm2 OK
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Grade of Concrete, fck = 30 N/mm2
Grade of Reinf. Steel, fy = 500 N/mm2
of section D = 800 mm
epth d = 745 mm
2900 mm
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mm2
-m.Ast.d
-29111288.9
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30 N/mm2
500 N/mm2
mm2
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-m.Ast.d
-18684960
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Name of Work:
Location B-3 Column Mkd C28, 33
Depth of Raft 800 mm Grid Location F
Load Case- BOTTOM TOP
Moments ENV SERV 680 298
ENV UPLIFT 1 1
Column Loads ENV SERV 10170 kN
DL+LL 10170 kN
Column Size b= 750 mm
d= 900 mm
Width b = 1000 mm Total dept
Clear cover to reinf. 45 mm Effective d
Pedestal Size b= 2900 mm l=
Depth of pedestal D1= 600 mm
X-DIRECTION
Maximum bending moment at Bottom (X- Dir) Mx-ve= 680.00 kN.m
Maximum span bending moment (X- Dir.) Mx+ve= 298.00 kN.m
X- DIR. REINFORCEMENT - BASE MOMENT (BOTTOM)
Design Moment M = 680.00 kN.m
Limit Moment = Mu = 1.5 * M = 1020.00 kNm
Ast Reqd = =0.5fck/fy*1-(1-4.6Mu/fckbd2)+bd
3408.97 mm2
Reinf. Provided TOR 20 @ 150 c/c
20 @ 150 c/c
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Area of reinf. provided Ast1= 2093.3333 mm2
+ Ast2= 2093.33
Total steel provided Ast= 4186.6667 mm2
Okay
bc = 10 N/mm2
Modular ratio m = 280 = 9.333.bc
Es = 200000 N/mm2
Depth of Neutral Axis (N.A) bx2 = m.Ast.(d-x)
2
Solving quadratic equation, where
a = b/2 b = m.Ast c =
a = 500 b = 39075.56 c =
x = -b+ b2-4ac
2a
x = 205.36 mm OR x = -283.51 mm
Depth of neutral axis x = 205.36 mm
j x d = d - x/3
j x d = 676.55 mm
1= st = 0.001200364
Es
h = 800 mm
a = 800 mm
Average stress in steel m= 1- b (h-x) (a-x)
3.Es.Ast.(d-x)
m= 0.0006787 mm
Crack width Wcr= 3 acrCmin
1+ 2(acr-Cmin)
(h-x)
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acr= p2q2 p = 75 mm
q= 55.0 mm
acr= 93.01 mm
Cmin= 45 mm
Wcr= 0.175 mm OK
X- DIR. REINFORCEMENT - BASE MOMENT (TOP)
Design Moment M = 298.00 kN.m
Width b = 1000 mm
Total depth of section D = 800 mm Grade of Concrete, fck =
Clear cover to reinf. 45 mm Grade of Reinf. Steel, fy =
Effective depth d = 747 mm
Design Moment (Working) M = 298.00 kN.m
Limit Moment = Mu = 1.5 * M = 447.00 kNm
Ast Reqd = =0.5fck/fy*1-(1-4.6Mu/fckbd2)+bd
1421.38 mm2
Reinf. Provided TOR 16 @ 150 c/c
+
12 @ 300 c/c
Area of reinf. provided Ast1= 1340 mm2
+ Ast2= 376.67
Total steel provided Ast= 1716.67 mm2
Okay
bc = 10 N/mm2
Modular ratio m = 280 = 9.33
3.bc
Es = 200000 N/mm2
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Depth of Neutral Axis (N.A) bx2 = m.Ast.(d-x)
2
Solving quadratic equation, where
a = b/2 b = m.Ast c =
a = 500 b = 16022.22 c =
x = -b+ b2-4ac
2a
x = 139.52 mm OR x = -171.57 mm
Depth of neutral axis x = 139.52 mm
j x d = d - x/3
j x d = 700.49 mm
1= st = 0.001239072
Es
h = 800 mm
a = 800 mm
Average stress in steel m= 1- b (h-x) (a-x)
3.Es.Ast.(d-x)
m= 0.0003459 mm
Crack width Wcr= 3 acrCmin
1+ 2(acr-Cmin)
(h-x)
acr= p2q2 p = 75 mm
q= 53.0 mm
acr= 91.84 mm
Cmin= 45 mm
Wcr= 0.089 mm OK
CHECK FOR PUNCHING
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Overall depth at column face 'D' = 1400 mm
Effective depth of footing at column face 'd' = 1345 mm
critical section for punching at distance of d/2 from colum face = 672.5 mm
Effective perimeter for punching shear = 8680 mm
Punching shear Tv= For DL+LL = 1.31 N/mm2
For Env Serv = 1.31 N/mm2
For concrete grade M 30
Permissible shear Stress Tc = 1.37 N/mm2 OK
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Grade of Concrete, fck = 30 N/mm2
Grade of Reinf. Steel, fy = 500 N/mm2
of section D = 800 mm
epth d = 745 mm
2900 mm
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mm2
-m.Ast.d
-29111288.9
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30 N/mm2
500 N/mm2
mm2
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-m.Ast.d
-11968600