All Members

* Calculation of coefficients

* Design of slabs

* Design of flat slabs

* Design of beams

* Design of sections under M,N

* Check shear in beams

* Design for torsion

* Design of rectangular columns

* Design of circular columns

* Design of isolated footings

* Design of isolated footings under moment

* Design of combined footings

* Design of strap footings

* Design of retaining walls

* Deflection of cantilevers

* Deflection of simples

Structural Engineering Dept.

Faculty of Engineering - Ain Shams University

Eng. Mahmoud M. El-Kateb

Reinforced Concrete Design©

by

Ver. 5.6

Using the Ultimate Limit Design Method

Concrete design according to the Egyptian code 1995.

* Calculation of Coeffecients

* Project :

Hollow Slabs:

Web breadth Spacing Thick Slab th F.C L.L

b (cm) e (cm) t (cm) ts (cm) (kg/m2) (kg/m

2)

1 12 40 32 7 150 200

2 12 40 27 7 150 200

3 12 40 30 5 150 200

4 12 40 32 7 150 200

5 12 40 32 7 150 200

Slabs:

Span (m) contin. Span (m) contin. a b a b a b

1 5 1 4 1 0.475 0.224 0.568 0.232 0.709 0.291

2 5 1 4 1 0.475 0.224 0.568 0.232 0.709 0.291

3 5 1 4 1 0.475 0.224 0.568 0.232 0.709 0.291

4 5 1 4 1 0.475 0.224 0.568 0.232 0.709 0.291

5 5 1 4 1 0.475 0.224 0.568 0.232 0.709 0.291

6 5 1 4 1 0.475 0.224 0.568 0.232 0.709 0.291

7 5 1 4 1 0.475 0.224 0.568 0.232 0.709 0.291

8 5 1 4 1 0.475 0.224 0.568 0.232 0.709 0.291

9 5 1 4 1 0.475 0.224 0.568 0.232 0.709 0.291

10 5 1 4 1 0.475 0.224 0.568 0.232 0.709 0.291

Beams:

Load on Long Short

slab (t/m2) span (m) span (m) shear moment

1 0.85 5 4 0.600 0.787

2 0.85 5 4 0.600 0.787

3 0.85 5 4 0.600 0.787

4 0.85 5 4 0.600 0.787

5 0.85 5 4 0.600 0.787

6 0.85 5 4 0.600 0.787

7 0.85 5 4 0.600 0.787

8 0.85 5 4 0.600 0.787

9 0.85 5 4 0.600 0.78710 0.85 5 4 0.600 0.787

Area

Area

Area

Two wayOne way

Wu (t/m`) Wu (t/m2)

1.237 1.385

1.020

1.020

1.020

1.020

1.020

1.020

1.020

1.020

1.337

1.337

1.337

1.337

1.337

1.337

1.237 1.3851.237 1.385

1.129 1.250

1.169 1.318

Long span Short span Code of practice Marcus Grashoff

1.020 1.3371.020 1.337

Load coeff. Load distribution for

shear (t/m`) moment (t/m`)

1.337

1.337

By: Eng. Mahmoud El-Kateb

Concrete design using the ultimate limit design method.

* Design of Slabs

* Project :

Concrete Fcu = 225 kg/cm2

Steel Fy = 3600 kg/cm2

Ult. Moment Breadth Depth As Asmin Used

Mu (m.t) b (cm) d (cm) (cm2) (cm

2) As

1 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

2 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

3 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

4 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

5 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

6 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

7 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

8 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

9 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

10 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

11 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

12 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

13 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

14 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

15 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

16 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

17 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

18 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

19 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

20 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

21 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

22 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

23 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

24 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

25 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

26 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

27 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

28 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

29 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

30 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

31 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

32 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

33 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

34 2 100 12 4.025 0.805 5.75 1.80 5.75 6 f 12 safe

Sec. C1 J NotesRft. /m



* Design of Flat Slab

* Project :



Module: Long direction 6 m Short direc. 4.5 m

Marginal beams: 1)Yes 2)No 1

Column dim.: Long direction 55 cm Short direc. 55 cm

Slab thickness: 20 cm

Live load: 300 kg/m2

Walls load: 200 kg/m2

Slab load Wsu = 1.67 t/m2

Long direction 8.94 13.41

Column strip 8.94 7.45

Long direction 5.96 4.47

Field strip 5.96 4.47

Short direction 6.42 9.63

Column strip 6.42 5.35

Short direction 4.28 3.21

Field strip 4.28 3.21

Ult. Moment Breadth Depth As Asmin Used

Mu (m.t) b (cm) d (cm) (cm2) (cm

2) As

1 8.94 225 18 4.283 0.813 7.54 6.08 7.54 4 f 16 safe

2 8.94 225 18 4.283 0.813 7.54 6.08 7.54 4 f 16 safe

3 7.45 225 18 4.691 0.823 6.21 6.08 6.21 4 f 16 safe

4 13.41 225 18 3.497 0.781 11.77 6.08 11.77 6 f 16 safe

5 5.96 225 18 5.245 0.826 4.95 6.08 6.08 5 f 12 safe

6 5.96 225 18 5.245 0.826 4.95 6.08 6.08 5 f 12 safe

7 4.47 225 18 6.057 0.826 3.71 6.08 6.08 4 f 12 safe

8 4.47 225 18 6.057 0.826 3.71 6.08 6.08 4 f 12 safe

9 6.42 300 18 5.837 0.826 4.00 8.10 8.10 4 f 12 safe

10 6.42 300 18 5.837 0.826 4.00 8.10 8.10 4 f 12 safe

11 5.35 300 18 6.394 0.826 3.33 8.10 8.10 3 f 12 safe

12 9.63 300 18 4.766 0.825 6.01 8.10 8.10 6 f 12 safe

13 4.28 300 18 7.149 0.826 2.67 8.10 8.10 3 f 12 safe

14 4.28 300 18 7.149 0.826 2.67 8.10 8.10 3 f 12 safe

15 3.21 300 18 8.254 0.826 2.00 8.10 8.10 2 f 12 safe

16 3.21 300 18 8.254 0.826 2.00 8.10 8.10 2 f 12 safe

NotesSec. C1 J Rft. /m

1

2

3

4

5

6

7

8

9

10

11 12

13

14

15

16



* Design of Beams

* Project :



Ult. Moment Breadth Comp.fl. Depth Asmin Used

Mu (m.t) b (cm) B (cm) d (cm) (cm2) As

1 228.75 110 110 84 2.912 0.734 24.20 88.33 19 f 25 safe

2 555 250 250 84 2.819 0.723 55.00 #### 45 f 25 safe

3 514 230 230 84 2.810 0.721 50.60 #### 42 f 25 safe

4 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

5 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

6 69 60 65 50 2.426 0.648 7.86 50.69 11 f 25 unsafe

7 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

8 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

9 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

10 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

11 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

12 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

13 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

14 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

15 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

16 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

17 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

18 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

19 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

20 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

21 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

22 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

23 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

24 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

25 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

26 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

27 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

28 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

29 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

30 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

31 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

32 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

33 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

34 15 25 25 65 4.196 0.811 4.26 6.78 4 f 16 safe

Sec. C1 J NotesRft.





* Design of Sec. under M,N

* Project :



Ult. Moment Normal Breadth Depth Thick Asmin Used

Mu (m.t) Nu (t) b (cm) d (cm) t (cm) (cm2) As

1 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

2 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

3 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

4 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

5 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

6 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

7 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

8 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

9 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

10 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

11 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

12 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

13 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

14 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

15 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

16 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

17 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

18 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

19 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

20 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

21 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

22 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

23 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

24 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

25 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

26 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

27 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

28 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

29 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

30 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

31 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

32 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

33 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

34 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 f 16

Sec. ecc. C1 J Rft.



* Check shear in beams

* Project :


Concrete qall = 9.186 kg/cm2

Stirrups Fy = 2400 kg/cm2

Ult. Shear Breadth Depth qu As no. of

Qu (ton) b (cm) d (cm) (kg/cm2) S bran.

1 15 25 65 9.23 0.056 2 6 f 8 safe

2 15 25 65 9.23 0.056 2 6 f 8 safe

3 15 25 65 9.23 0.056 2 6 f 8 safe

4 15 25 65 9.23 0.056 2 6 f 8 safe

5 15 25 65 9.23 0.056 2 6 f 8 safe

6 15 25 65 9.23 0.056 2 6 f 8 safe

7 15 25 65 9.23 0.056 2 6 f 8 safe

8 15 25 65 9.23 0.056 2 6 f 8 safe

9 15 25 65 9.23 0.056 2 6 f 8 safe

10 15 25 65 9.23 0.056 2 6 f 8 safe

11 15 25 65 9.23 0.056 2 6 f 8 safe

12 15 25 65 9.23 0.056 2 6 f 8 safe

13 15 25 65 9.23 0.056 2 6 f 8 safe

14 15 25 65 9.23 0.056 2 6 f 8 safe

15 15 25 65 9.23 0.056 2 6 f 8 safe

16 15 25 65 9.23 0.056 2 6 f 8 safe

17 15 25 65 9.23 0.056 2 6 f 8 safe

18 15 25 65 9.23 0.056 2 6 f 8 safe

19 15 25 65 9.23 0.056 2 6 f 8 safe

20 15 25 65 9.23 0.056 2 6 f 8 safe

21 15 25 65 9.23 0.056 2 6 f 8 safe

22 15 25 65 9.23 0.056 2 6 f 8 safe

23 15 25 65 9.23 0.056 2 6 f 8 safe

24 15 25 65 9.23 0.056 2 6 f 8 safe

25 15 25 65 9.23 0.056 2 6 f 8 safe

26 15 25 65 9.23 0.056 2 6 f 8 safe

27 15 25 65 9.23 0.056 2 6 f 8 safe

28 15 25 65 9.23 0.056 2 6 f 8 safe

29 15 25 65 9.23 0.056 2 6 f 8 safe

30 15 25 65 9.23 0.056 2 6 f 8 safe

31 15 25 65 9.23 0.056 2 6 f 8 safe

32 15 25 65 9.23 0.056 2 6 f 8 safe

33 15 25 65 9.23 0.056 2 6 f 8 safe

NotesSec. Stirrups


Concrete Design using the ultimate limit design method.

* Design for Torsion

* Project :


Concrete qall = 9.186 kg/cm2


Horizontal bars Fy = 3600 kg/cm2

Ult. torsional moment Ult. shear force

Sec. Mu (m.t) b (cm) t (cm) Qu (ton)

1 3 30 70 12

Due to shear qsu Notes

6.15 kg/cm2

safe

Due to torsion qtu Notes

14.29 kg/cm2

safe

Calculation of stirrups:

Due to shear no. f Notes

6.2 8

Due to torsion no. f Notes

5.3 10

Horizontal Rft. no. f

7 10

Sec. dim.


Concrete Design using the ultimate limit design method.



* Design of Rectangular Columns

* Project :



Ult. Load desired As

Nu (ton) m % b (cm) t (cm) (cm2)

1 20 65 13.00 7 f 16

1 125 1.3 25 50 16.25 9 f 16

1.6 25 45 18.00 8 f 18

1 25 80 20.00 10 f 16

2 200 1.3 25 75 24.38 13 f 16

1.6 25 70 28.00 12 f 18

1 25 50 12.50 7 f 16

3 120 1.3 25 45 14.63 8 f 16

1.6 25 45 18.00 8 f 18

1 25 60 15.00 8 f 16

4 150 1.3 25 55 17.88 9 f 16

1.6 25 55 22.00 9 f 18

1 30 60 18.00 9 f 16

5 180 1.3 30 55 21.45 11 f 16

1.6 30 55 26.40 11 f 18

1 30 70 21.00 11 f 16

6 210 1.3 30 65 25.35 13 f 16

1.6 30 60 28.80 12 f 18

1 30 80 24.00 12 f 16

7 240 1.3 30 75 29.25 15 f 16

1.6 30 70 33.60 14 f 18

1 30 90 27.00 14 f 16

8 270 1.3 30 85 33.15 17 f 16

1.6 30 80 38.40 16 f 18

1 30 100 30.00 15 f 16

9 300 1.3 30 95 37.05 19 f 16

1.6 30 90 43.20 17 f 18

1 30 110 33.00 17 f 16

10 330 1.3 30 105 40.95 21 f 16

1.6 30 95 45.60 18 f 18

1 30 120 36.00 18 f 16

11 360 1.3 30 110 42.90 22 f 16

1.6 30 105 50.40 20 f 18

dim of columnCol. Reinforcement



* Design of Circular Columns

* Project :



Ult. Load desired Diamter As

Nu (ton) m % D (cm) (cm2)

1 40 12.56 7 f 16

1 100 1.3 35 12.50 7 f 16

1.6 35 15.39 7 f 18

1 40 12.56 7 f 16

2 120 1.3 40 16.33 9 f 16

1.6 40 20.10 8 f 18

1 45 15.90 8 f 16

3 150 1.3 45 20.67 11 f 16

1.6 45 25.43 11 f 18

1 50 19.63 10 f 16

4 180 1.3 50 25.51 13 f 16

1.6 50 31.40 13 f 18

1 55 23.75 12 f 16

5 210 1.3 55 30.87 16 f 16

1.6 50 31.40 13 f 18

1 60 28.26 15 f 16

6 240 1.3 55 30.87 16 f 16

1.6 55 37.99 15 f 18

1 60 28.26 15 f 16

7 270 1.3 60 36.74 19 f 16

1.6 60 45.22 18 f 18

1 65 33.17 17 f 16

8 300 1.3 65 43.12 22 f 16

1.6 60 45.22 18 f 18

1 70 38.47 20 f 16

9 330 1.3 65 43.12 22 f 16

1.6 65 53.07 21 f 18

1 70 38.47 20 f 16

10 360 1.3 70 50.00 25 f 16

1.6 65 53.07 21 f 18

1 75 44.16 22 f 16

11 390 1.3 70 50.00 25 f 16

1.6 70 61.54 25 f 18

Col. Reinforcement



* Design of Isolated footings

* Project :



Bearing capacity qall = 1.50 kg/cm2

Column working load extension

foot Nw (ton) b (cm) t (cm) of P.C (cm)

5ق 290 20 180 10

Dims. of P.C : B (cm) L (cm)

370 530

Dims. of R.C : B (cm) L (cm) t (cm)

350 510 80

Shear stress (kg/cm2) Notes

4.175 safe

Punching stress (kg/cm2) Notes

7.185 safe

Calculation of Rft. : As /m Asmin

12.75 11.25 cm2

Long Rft. : no. f total no.

6 18 /m 23

Short Rft. : no. f total no.

6 18 /m 32

column dim.

5ق


Concrete design using the ultimate limit design method

* Design of Isolated footings under moment

* Project :




Column working load Moment extension

foot Nw (ton) Mw (m.t) b (cm) t (cm) of P.C (cm)

F1 100 10 25 50 20

Dims. of P.C : B (cm) L (cm) Lmin (cm)

250 275 60

Choose dim of P.C 250 275


210 235 60

Max. Stree (kg/cm2) = 1.77 Safe case (2)

Min. Stress (kg/cm2) = 1.14 No tension

Shear stress (kg/cm2) Notes

4.317 safe

Punching stress (kg/cm2) Notes

6.148 safe

Calculation of Rft. : As /m Asmin

9.18 8.25 cm2

Long Rft. : no. f total no.

5 16 /m 12

Short Rft. : no. f total no.

5 16 /m 13

column dim.



* Design of Combined footings

* Project :




Column working load column dim. (cm) extension

Col Nw (ton) trans. long. of P.C (cm)

exter. 35 30 40 40

inter. 25 26 26 40

Distance from c.g to c.g: 0.8 m

Resultant of 2 loads is at: 0.33 m from external column


minimum 215 190

chosen 185 220


105 140 60

Longitudinal direction:

Top Rft. : no. f total no.

6 14 /m 8

Bottom Rft. : no. f total no.

6 14 /m 8

Transverse direction:

Top Rft. : no. f total no.

5 12 /m 9


6 14 /m 10

18ق



* Design of Strap footings

* Project :





Column working load column dim. (cm) extension

Col Nw (ton) trans. long. of P.C (cm)

exter. 71 50 25 0

inter. 124 80 25 40

Distance from c.g to c.g: 4.14 m

Take eccentricity = 1.2 m


external footing 255 265

internal footing 255 250


external footing 175 225 60

internal footing 175 170 60

Longitudinal direction:

Dim. Of strap beam : b (cm) t (cm)

50 90

Rft. Of strap beam : no. f

Top Rft. 7 22

Bottom Rft. 5 16

Stirrups : no. f

5 10 4 branches

Transverse direction:


external footing 5 16 /m 13

internal footing 5 16 /m 10



* Design of Retaining Walls

* Project :




0.25

Soil density g = 1.80 ton/m3 0.2 t/m'

Cohesion of soil C = 0.00 kg/cm2

Angle of friction d = 22 degree

Coeff. of earth pressure Ka = 0.3

3.5

0

3.3

0

0.4

0

1.55 0.70

0.60

0.30

2.50

2.90

Factor of safety against sliding = 1.74

Factor of safety against overturning = 3.07

Max. stress on soil = 0.62 kg/cm2

Safe stress No tension on soil

Min. stress on soil = 0.42 kg/cm2

Safe stress No tension on soil

Calculation of Rft. :

Mu (m.t) C1 J As (cm2) As min

For wall 5.34 4.52 0.819 8.23 3.30 8 f 12

For Base 11.73 7.62 0.826 7.17 8.25 5 f 16

R.C

P.C


Concrete design according to the Egyptian code1995.

* Deflection of Cantilevers

* Project :



Breadth Depth Thickness Span

Sec. Properties of sec: b (cm) d (cm) t (cm) L (m)

1 25 65 70 2.4

Top Rft.: no. f area

5 18 12.72 cm2

Bottom Rft.: no. f area

5 18 12.72 cm2

Working loads: PDL (t) PLL (t) WDL (t/m) WLL (t/m)

2.50 1.50

Initial deflection: 0.15 cm

After long term: 0.23 cm

Allowable value: 0.53 cm

Notes: Safe

Span

WDL+ WLL

PDL+ PLL


Concrete design according to the Egyptian code 1995.

* Deflection of Simples

* Project :



Breadth Depth Thickness Span

Sec. Properties of sec: b (cm) d (cm) t (cm) L (m)

1 200 34 37 10

Top Rft.: no. f area

16 14 24.62 cm2

Bottom Rft.: no. f area

48 20 150.72 cm2

Working loads: PDL (t) PLL (t) WDL (t/m) WLL (t/m)

0.00 0.00 3.83 3.66

Initial deflection: 4.21 cm

After long term: 8.10 cm

Allowable value: 4.00 cm

Notes: Unsafe

Span/2 Span/2

WDL+ WLL

PDL+ PLL


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