beam design good mahfuz

7/29/2019 Beam Design Good Mahfuz

1/21

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


2/21

sum/meter total

18.12

0

0

8.25

6

87.22125


3/21

Beam A1 perimeter

depth 0.5

width 0.35

span /m 6


Direct Load on beam

Self weight of beam 1 0.35 0.5 24 4.2Wall height on beam 1 3 5 15


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



1.4Gk+1.6Qk 83.28 Support Moment 249.84 Shear Force at supports

Mid span Moment 299.808


4/21

sum/meter total

19.2

30

9

0

0

249.84


5/21

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


6/21

Reference Calculation

Checked

Designed

Job Code

Output

D

E

C

DESIGN UNIT

Date

CENTRAL ENGINEERING CONSULTANCY BUREAU (CECB)

Date

EPC DIVISION

Page

Doc. No.


7/21

Date

Date

Doc. No.

EPC DIVISION Checked

D

E

C

DESIGN UNIT Designed

CENTRAL ENGINEERING CONSULTANCY BUREAU (CECB) Job Code Page


8/21

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


9/21

10.8

298.5938


10/21

Beam A1 perimeter

depth 0.35

width 0.225

span /m 3.75


Direct Load on beam



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


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





11/21

sum/meter total

24.39

8.25

6

8.25

6

143.33625


12/21

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)


13/21

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


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


14/21


Checked Date

Doc. No.

D

E

C

DESIGN UNIT Designed Date

EPC DIVISION


15/21

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


16/21


17/21


18/21

Beam A1 perimeter

depth 0.3

width 0.225

span /m 3


Direct Load on beam



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


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 Imposed load 12.4 FACTORED



19/21

sum/meter total

18.12

13.7825

7.4

8.5625

5

114.7365


20/21

Beam A1 perimeter

depth 0.5

width 0.25

span /m 5


Direct Load on beam

Self weight of beam 1 0.25 0.5 24 3Wall height on beam 1 3 5 15


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


1.4Gk+1.6Qk 25.2 Support Moment 52.50 Shear Force at supports

Mid span Moment 63


21/21

sum/meter total

18

0

0

0

0

63

beam design good mahfuz

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