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Beam Design Sheet

This document summarizes the reinforcement details of Beam 4-11 at two locations: Support-1 and Midspan. At Support-1, the beam has a width and depth of 300mm x 700mm. No moment is applied. The required shear reinforcement is 0 mm2. At Midspan, a moment of 548kNm is applied. The calculated k value is 0.178. The required flexural reinforcement is 1005 mm2, which is provided by 3 bars of 16mm diameter and 2 bars of 16mm diameter. The required shear reinforcement is 157.14 mm2, which is provided by 2 bars of 10mm diameter spaced at 150mm.

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265 views10 pages

Beam Design Sheet

This document summarizes the reinforcement details of Beam 4-11 at two locations: Support-1 and Midspan. At Support-1, the beam has a width and depth of 300mm x 700mm. No moment is applied. The required shear reinforcement is 0 mm2. At Midspan, a moment of 548kNm is applied. The calculated k value is 0.178. The required flexural reinforcement is 1005 mm2, which is provided by 3 bars of 16mm diameter and 2 bars of 16mm diameter. The required shear reinforcement is 157.14 mm2, which is provided by 2 bars of 10mm diameter spaced at 150mm.

Uploaded by

muditha
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
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Download as XLS, PDF, TXT or read online on Scribd
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Beam 4-11

Main Rainforcements Units Support-1 Midspan

Width, b mm 300 300


Depth, h mm 700 700
Cover to r/f mm 25 25
Bar diameter-first layer mm 25 25
Bar diameter-second layer mm 25 16
Spacer bar dia. mm 0 0
Shear link bar diameter mm 10 10
Compressive bar diameter mm 25 20
Effective depth,d mm 640.0 640.0
Effective depth, d' mm 47.5 45.0
Applied moment, M KNm 0.0 548.0
Concrete grade N/mm2 25
k = M/bd fcu
2
0.000 0.178
k' 0.156 0.156

k<k'
k 0.000 0.000
Z = d(0.5 +(0.25 - k/0.9)^0.5) mm 0.00 0.00
Zactual mm 0.00 0.00
x = (d-z)0.45 mm 0.00 0.00
As,req = M/0.87*460*Z mm2 0.00 0.00
Reinforcement provided, As bars 3 T 16 2 T
2 T 16 0 T
As, provided (No. of bars x Area) mm2 1005.00 982.00
As, minimum 0.13% of Ac mm2 273.0

k>k'
Z = d(0.5 +(0.25 - k'/0.9)^0.5) mm 0.00 497.21
Zactual mm 0.00 497.21
x = (d-z)0.45 0.00 317.31
As' req = (k-k')fcubd2/(0.87*460*(d-d')) mm2 0.00 288.98
Reinforcement provided, As' 4 T 25 2 T
2 T 16 0 T
As', provided (No. of bars x Area) mm2 2366.00 402.00
As, req = k'fcubd2/(0.87*460*z)) +As' mm2 0.00 2697.38

Reinforcement provided, As 8 T 25 4 T
2 T 20 4 T
As prov No. of bars x Area mm2 4558.00 2769.00
As, minimum 0.13% of Ac mm2 273.0

Shear Rainforcements Support 1 Midspan

Vd kN 380.0 300.0
b mm 300 300
d mm 640.00 640.00
v = Vd/bd N/mm2 1.98 1.56
As mm2/m 1005.00 2769.00
vc = 0.79x(100xAs/bd) x(400/d) /r
1/3 1/4 m
N/mm2 0.51 0.71
v - vc N/mm2 1.47 0.85

Shear r/f R 10 0 R
2 T 10 2 T
Asv mm2 0.00 R 0.00
157.14 T 157.14
If v < vc no need shear r/f
A) If vc < v < (vc + 0.4)
Spacing, s < or = Asv x 0.87 x fy/(0.4 x b) mm 0.00 R 0.00
0.00 T 0.00
B) If (vc + 0.4) < v < 0.8(fcu)^0.5
Spacing, s < or = Asv x 0.87 x fy/((v-vc) x b) mm 0.00 R 0.00
142.60 T 246.62

but maximum, 0.75d mm 480.00 480.00

Shear r/f spacing provided mm 150


Midspan Support-2

300 250
700 500
25 25
25 20
16 16
0 0
10 10
20 16
640.0 445.0
45.0 43.0
548.0 0.0
25 25
0.178 0.000
0.156 0.156

0.000 0.000
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
25 2 T 20
16 0 T 16
982.00 629.00
273.0 162.5

497.21 0.00
497.21 0.00
317.31 0.00
288.98 0.00
16 0 T 0
0 0 T 0
402.00 0.00
2697.38 0.00

25 6 T 20
16 0 T 16
2769.00 1886.00
273.0 162.5

Midspan Support 2

300.0 148.0
300 250
640.00 445.00
1.56 1.33
2769.00 629.00
0.71 0.52
0.85 0.81

10 2 R 10
10 0 T 10
0.00 R 157.14
157.14 T 0.00

0.00 R 0.00
0.00 T 0.00

0.00 R 168.78
246.62 T 0.00

480.00 333.75

275 200
Main Rainforcements Units Support-1 Midspan-1

Width, b mm 1000 1000


Depth, h mm 300 300
Cover to r/f mm 50 25
Bar diameter-first layer mm 10 10
Bar diameter-second layer mm 0 0
Spacer bar dia. mm 0 0
Shear link bar diameter mm 10 10
Compressive bar diameter mm 16 16
Effective depth,d mm 235.0 260.0
Effective depth, d' mm 68.0 43.0
Applied moment, M KNm 0.0 10.0
Concrete grade N/mm2 25
k = M/bd fcu
2
0.000 0.006
k' 0.156 0.156

k<k'
k 0.00 0.006
Z = d(0.5 +(0.25 - k/0.9)^0.5) mm 0.00 258.25
Zactual mm 0.00 247.00
x = (d-z)0.45 mm 0.00 3.89
As,req = M/0.87*460*Z mm2 0.00 101.16
Reinforcement provided, As bars 9 T 10 9
0 T 0
As, provided (No. of bars x Area) mm2 707.00 707.00
As, minimum 0.13% of Ac mm2 390.0

k>k'
Z = d(0.5 +(0.25 - k'/0.9)^0.5) mm 0.00 0.00
Zactual mm 0.00 0.00
x = (d-z)0.45 0.00 0.00
As' req = (k-k')fcubd2/(0.87*460*(d-d')) mm2 0.00 0.00
Reinforcement provided, As' 0 T 0 0
0 T 0 0
As', provided (No. of bars x Area) mm2 0.00 0.00
As, req = k'fcubd2/(0.87*460*z)) +As' mm2 0.00 0.00

Reinforcement provided, As 0 T 10 0
0 T 0 0
As prov No. of bars x Area mm2 0.00 0.00
As, minimum 0.13% of Ac mm2 390.0

Shear Rainforcements
Support 1R Support 2L
Span-1
Vd kN 124.0 124.0
b mm 1000.0 1000.0
d mm 235.00 230.00
v = Vd/bd N/mm2 0.53 0.54
As mm2/m 707.00 0.00
vc = 0.79x(100xAs/bd) x(400/d) /r
1/3 1/4 m
N/mm2 0.42 0.00
v - vc N/mm2 0.11 0.54

Shear r/f 0 R 10 0
2 T 10 2
Asv mm2 0.00 R 0.00
157.14 T 157.14
If v < vc no need shear r/f
A) If vc < v < (vc + 0.4)
Spacing, s < or = Asv x 0.87 x fy/(0.4 x b) mm 0.00 R 0.00
157.22 T 0.00
B) If (vc + 0.4) < v < 0.8(fcu)^0.5
Spacing, s < or = Asv x 0.87 x fy/((v-vc) x b) mm 0.00 R 0.00
0.00 T 116.46

but maximum, 0.75d mm 176.25 172.50

Shear r/f spacing provided mm 250


Beam 1-2--7
Midspan-1 Support-2 Midspan-2 Support-3 Midspan-3

1000 1000 1000 1000 1000


300 300 300 300 300
25 25 25 25 25
10 10 10 10 10
0 16 0 0 0
0 25 0 0 0
10 10 10 10 10
16 16 16 16 16
260.0 230.0 260.0 260.0 260.0
43.0 43.0 43.0 0.0 43.0
10.0 47.0 45.0 66.0 10.0
25 25 25 25
0.006 0.036 0.027 0.039 0.006
0.156 0.156 0.156 0.156 0.156

0.006 0.036 0.027 0.039 0.006


258.25 220.40 251.95 248.20 258.25
247.00 218.50 247.00 247.00 247.00
3.89 21.33 17.89 26.22 3.89
101.16 537.49 455.24 667.68 101.16
T 10 0 T 10 2 T 10 2 T 10 2 T
T 0 T 0 1 T 16 0 T 0 0 T
707.00 0.00 358.00 157.00 157.00
390.0 390.0 390.0 390.0

0.00 0.00 0.00 0.00 0.00


0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
T 0 2 T 16 0 T 0 0 T 0 0 T
T 0 0 T 0 0 T 0 0 T 0 0 T
0.00 402.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00

T 10 3 T 10 0 T 10 0 T 0 0 T
T 0 2 T 16 0 T 0 0 T 0 0 T
0.00 638.00 0.00 0.00 0.00
390.0 390.0 390.0 390.0

Support 2L Support 2R Support 3L Support 3R Support 4L


Span-2 Span-3
124.0 136.0 86.0 66.0 70.0
1000.0 1000.0 1000.0 1000.0 1000.0
230.00 230.00 260.00 260.00 260.00
0.54 0.59 0.33 0.25 0.27
0.00 0.00 157.00 157.00 157.00
0.00 0.00 0.25 0.25 0.25
0.54 0.59 0.08 0.00 0.02

R 10 0 R 10 0 R 10 0 R 10 2 R
T 10 2 T 10 2 T 10 2 T 10 0 T
0.00 R 0.00 R 0.00 R 0.00 R 157.14
157.14 T 157.14 T 157.14 T 157.14 T 0.00

0.00 R 0.00 R 0.00 R 0.00 R 85.44


0.00 T 0.00 T 157.22 T 157.22 T 0.00

0.00 R 0.00 R 0.00 R 0.00 R 0.00


116.46 T 106.59 T 0.00 T 0.00 T 0.00

172.50 172.50 195.00 195.00 195.00

200 200 250


Midspan-3 Support-4

1000 1000
300 300
25 25
10 10
0 0
0 0
10 10
16 16
260.0 260.0
43.0 0.0
10.0 0.0
25 25
0.006 0.000
0.156 0.156

0.006 0.000
258.25 0.00
247.00 0.00
3.89 0.00
101.16 0.00
10 2 T 10
0 0 T 0
157.00 157.00
390.0 390.0

0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0 0 T 0
0 0 T 0
0.00 0.00
0.00 0.00

10 0 T 0
0 0 T 0
0.00 0.00
390.0 390.0

Support 4L

70.0
1000.0
260.00
0.27
157.00
0.25
0.02

10
10
157.14 R
0.00 T

85.44 R
0.00 T

0.00 R
0.00 T

195.00

100

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