Mahfuz Ara Sultana Assistant Teacher, Carmichael College, Govt. Primary School.
Beam Design Good Mahfuz
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Transcript of Beam Design Good Mahfuz
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7/29/2019 Beam Design Good Mahfuz
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Beam A1 perimeter
depth 0.3
width 0.225
span /m 3.75
length width height w/volume,Area w/meter
Direct Load on beam
Self weight of beam 1 0.225 0.3 24 1.62Wall height on beam 1 3.3 5 16.5
other direct load on beam 0 0 0 0 0
Gk1
Slab Side1
Effective Width 0
slab 1 0 0.125 24 0
For Partitions 1 0 1 1 0
Wall 1 0 1 0 0
other 0 0 0 0
Finishes 1 0 1 1 0
Gk2
Imposed 1 0 4 0
Qk1
Slab Side2
Effective Width 1.5
slab 1 1.5 0.125 24 4.5
Partitions 1 1.5 1 1 1.5
wall 1 1.5 0 5 0
Finishes 1 1.5 1 1 2.25
other 0 0 3.3 0 0
Gk3
Imposed 1 1.5 4 6
Qk2
Total dead load 26.37
Total Imposed load 6 FACTORED
1.4Gk+1.6Qk 46.518 Support Moment 54.51 Shear Force at supportsMid span Moment 65.415938
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sum/meter total
18.12
0
0
8.25
6
87.22125
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Beam A1 perimeter
depth 0.5
width 0.35
span /m 6
length width height w/volume,Area w/meter
Direct Load on beam
Self weight of beam 1 0.35 0.5 24 4.2Wall height on beam 1 3 5 15
other direct load on beam 0 0 0 0 0
Gk1
Slab Side1
Width 3
slab 1 3 0.25 24 18
For Partitions 1 3 1 4 12
other 0 0 0 0
Finishes 1 3 1 1 9
Gk2
Imposed 1 3 3 9
Qk1
Slab Side2Width 0
slab 1 0 0.15 24 0
wall 1 0 5 0
other 0 0 0 0 0
Gk3
Imposed 1 0 1 0
Qk2
Total dead load 49.2
Total Imposed load 9 FACTORED
1.4Gk+1.6Qk 83.28 Support Moment 249.84 Shear Force at supports
Mid span Moment 299.808
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sum/meter total
19.2
30
9
0
0
249.84
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Beam Design
Mu/(kNm) = fcu/(N/mm2) =
Eff.Span/(mm) = fy of main RF/(N/mm2) =
Beam type -1cant,2Sim,3cont = fy of shear RF/(N/mm2) =
Beam section = Cover to RF/(mm) =
Overall depth h/(mm) = Diam.of comp.RF/(mm) =
Width of beam bw/(mm) = Diam.of tensionRF/(mm) =
Width of flange /(mm) = Diam.of links/(mm) =
No of shear legs =
Suggested Eff.Depth/(mm) = Moment redistribution% =
Eff.depth d/(mm) =
Effective width of beam/(mm =
Design for Flexure
3.4.4.4 k = k' = Comp. R/F not Reqd.
z = z
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Reference Calculation
Checked
Designed
Job Code
Output
D
E
C
DESIGN UNIT
Date
CENTRAL ENGINEERING CONSULTANCY BUREAU (CECB)
Date
EPC DIVISION
Page
Doc. No.
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Date
Date
Doc. No.
EPC DIVISION Checked
D
E
C
DESIGN UNIT Designed
CENTRAL ENGINEERING CONSULTANCY BUREAU (CECB) Job Code Page
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w 50
l 7
Support M 204.1667
Mid M 245
37
115.625
214.375 1000
1 14.03122
450
7.428571429 1000
170.625
411.6
5.8 1400
1000
57.5 411.6 18
2.88
3600 257.8125
245
1125
5.71 1500
375
1.857907253
1.55
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10.8
298.5938
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Beam A1 perimeter
depth 0.35
width 0.225
span /m 3.75
length width height w/volume,Area w/meter
Direct Load on beam
Self weight of beam 1 0.225 0.35 24 1.89Wall height on beam 1 4.5 5 22.5
other direct load on beam 0 0 0 0 0
Gk1
Slab Side1
Effective Width 1.5
slab 1 1.5 0.125 24 4.5
For Partitions 1 1.5 1 1 1.5
Wall 1 1.5 1 0 0
other 0 0 0 0
Finishes 1 1.5 1 1 2.25
Gk2
Imposed 1 1.5 4 6
Qk1
Slab Side2
Effective Width 1.5
slab 1 1.5 0.125 24 4.5
Partitions 1 1.5 1 1 1.5
wall 1 1.5 0 5 0
Finishes 1 1.5 1 1 2.25
other 0 0 3.3 0 0
Gk3
Imposed 1 1.5 4 6
Qk2
Total dead load 40.89
Total Imposed load 12 FACTORED
1.4Gk+1.6Qk 76.446 Support Moment 89.59 Shear Force at supportsMid span Moment 107.50219
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sum/meter total
24.39
8.25
6
8.25
6
143.33625
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Beam Design
Mu/(kNm) = fcu/(N/mm2) =
Eff.Span/(mm) = fy of main RF/(N/mm2) =
Beam type -1cant,2Sim,3cont = fy of shear RF/(N/mm2) =
Beam section = Cover to RF/(mm) =Overall depth h/(mm) = Diam.of comp.RF/(mm) =
Width of beam bw/(mm) = Diam.of tensionRF/(mm) =
Width of flange /(mm) = Diam.of links/(mm) =
No of shear legs =
Suggested Eff.Depth/(mm) = Moment redistribution% =
Eff.depth d/(mm) =
Effective width of beam/(m =
Design for Flexure
3.4.4.4 k = k' = Comp. R/F not Reqd.
z = zvc+0.4
3.4.5.5 Sv/(mm)
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Actual span/depth =
3.12.5 Minimum areas of reinforcement
Tab.3.27 Tension RF
Tension Area(w-web,f-flange) for flanged beams = f
Minimum area of steel /(mm2) =Compression RF
Compression Area(w-web,f-flange) for flanged bea = f
Depth of flange/(mm) =
Minimum area of steel /(mm2) =
3.12.11.2.4 Max spacing of RF in Tension/(mm) = For crack control
Reference Calculation Output
CENTRAL ENGINEERING CONSULTANCY BUREAU (CECB) Job Code Page
Checked Date
Doc. No.
D
E
C
DESIGN UNIT Designed Date
EPC DIVISION
200
2640 Max spacing of
RFs/(mm)
300.00 300.00
2.57 Deflection chec
is OK.
Not sufficienttension steel
1716
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CENTRAL ENGINEERING CONSULTANCY BUREAU (CECB) Job Code Page
Checked Date
Doc. No.
D
E
C
DESIGN UNIT Designed Date
EPC DIVISION
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w 50
l 7
Support M 204.1667
Mid M 245
2664
1
6210.1
7.428571429
1926
5.8
21
5.71
g 0.014591384
1.55
.
6
2
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Beam A1 perimeter
depth 0.3
width 0.225
span /m 3
length width height w/volume,Area w/meter
Direct Load on beam
Self weight of beam 1 0.225 0.3 24 1.62Wall height on beam 1 3.3 5 16.5
other direct load on beam 0 0 0 0 0
Gk1
Slab Side1
Effective Width 1.85
slab 1 1.85 0.15 24 6.66
For Partitions 1 1.85 1 2 3.7
Wall 1 1.85 1 0 0
other 0 0 0 0
Finishes 1 1.85 1 1 3.4225
Gk2
Imposed 1 1.85 4 7.4
Qk1
Slab Side2
Effective Width 1.25
slab 1 1.25 0.15 24 4.5
Partitions 1 1.25 1 2 2.5
wall 1 1.25 0 5 0
Finishes 1 1.25 1 1 1.5625
other 0 0 3.3 0 0
Gk3
Imposed 1 1.25 4 5
Qk2
Total dead load 40.465
Total Imposed load 12.4 FACTORED
1.4Gk+1.6Qk 76.491 Support Moment 57.37 Shear Force at supportsMid span Moment 68.8419
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sum/meter total
18.12
13.7825
7.4
8.5625
5
114.7365
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Beam A1 perimeter
depth 0.5
width 0.25
span /m 5
length width height w/volume,Area w/meter
Direct Load on beam
Self weight of beam 1 0.25 0.5 24 3Wall height on beam 1 3 5 15
other direct load on beam 0 0 0 0 0
Gk1
Slab Side1
Width 0
slab 1 0 0.25 24 0
For Partitions 1 0 1 2.5 0
other 1 2.8 0 3 0
Finishes 1 0 1 1.8 0
Gk2
Imposed 1 0 3 0
Qk1
Slab Side2Width 0
slab 1 0 0.25 24 0
wall 1 2.8 0 5 0
other 0 0 0 0 0
Finishes 1 0 1 1.8 0
Gk2
Imposed 1 0 3 0
Qk2
Total dead load 18
Total Imposed load 0 FACTORED
1.4Gk+1.6Qk 25.2 Support Moment 52.50 Shear Force at supports
Mid span Moment 63
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sum/meter total
18
0
0
0
0
63