concrete design-u aid(eng mohammed swifi)-(+966 5 47 465 667)

Using the Ultimate Limit Design Method

Ver. 5.6

byEng. Mahmoud M. El-Kateb

Structural Engineering Dept.Faculty of Engineering - Ain Shams University

* 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

Reinforced Concrete Design©

Concrete design according to the Egyptian code 1995.

By: Eng. Mahmoud El-Kateb

* Calculation of Coeffecients

* Project :

Hollow Slabs:

AreaWeb breadth Spacing Thick Slab th F.C L.L One way Two way

b (cm) e (cm) t (cm)1 12 40 32 7 250 200 1.377 1.5252 12 40 27 7 150 200 1.129 1.2503 12 40 30 5 150 200 1.169 1.3184 12 40 32 7 150 200 1.237 1.3855 12 40 32 7 150 200 1.237 1.385

Slabs:

AreaLong span Short span Code of practice Marcus Grashoff

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

1 5.6 1 4.9 1 0.421 0.268 0.504 0.296 0.630 0.370

2 9.8 1 6.8 1 0.571 0.169 0.649 0.151 0.812 0.188

3 8.8 1 5.8 1 0.609 0.152 0.673 0.127 0.841 0.159

4 6.7 1 5.9 1 0.418 0.271 0.500 0.300 0.624 0.376

5 9.3 1 6.8 1 0.534 0.187 0.622 0.178 0.778 0.222

6 8.8 1 7.75 1 0.418 0.271 0.500 0.300 0.624 0.376

7 7.8 1 6.7 1 0.432 0.258 0.518 0.282 0.647 0.353

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:

AreaLoad on Long Short Load coeff. Load distribution for

span (m) span (m) shear moment shear (t/m`) moment (t/m`)1 1.055 4 2.5 0.688 0.870 0.907 1.147 ###2 0.85 5 4 0.600 0.787 1.020 1.337 ###3 0.85 5 4 0.600 0.787 1.020 1.337 ###4 0.85 5 4 0.600 0.787 1.020 1.337 ###5 0.85 5 4 0.600 0.787 1.020 1.337 ###6 0.85 5 4 0.600 0.787 1.020 1.337 ###7 0.85 5 4 0.600 0.787 1.020 1.337 ###8 0.85 5 4 0.600 0.787 1.020 1.337 ###9 0.85 5 4 0.600 0.787 1.020 1.337 ###

10 0.85 5 4 0.600 0.787 1.020 1.337 ###

ts (cm) (kg/m2) (kg/m2) Wu (t/m`) Wu (t/m2)

slab (t/m2)

Concrete design using the ultimate limit design method.


* Design of Slabs

* Project :

300

3600 2.162

Sec.Ult. Moment Breadth Depth Used

Rft. /m Notesb (cm) d (cm) As 10 12

1 12.2 100 33 12.43 7 f 16 safe 8.5326396 10.8696 7.551008

2 2.95 100 13.5 7.46 7 f 12 safe 10.608696

3 4.25 100 15.5 9.42 5 f 16 safe

4 2.42 100 16 5.01 5 f 12 safe

5 2 100 12 5.63 5 f 12 safe

6 2 100 12 5.63 5 f 12 safe 23.25

7 2 100 12 5.63 5 f 12 safe

8 2 100 12 5.63 5 f 12 safe

9 2 100 12 5.63 5 f 12 safe

10 2 100 12 5.63 5 f 12 safe

11 2 100 12 5.63 5 f 12 safe

12 2 100 12 5.63 5 f 12 safe

13 2 100 12 5.63 5 f 12 safe

14 2 100 12 5.63 5 f 12 safe

15 2 100 12 5.63 5 f 12 safe

16 2 100 12 5.63 5 f 12 safe

17 2 100 12 5.63 5 f 12 safe

18 2 100 12 5.63 5 f 12 safe

19 2 100 12 5.63 5 f 12 safe

20 2 100 12 5.63 5 f 12 safe

21 2 100 12 5.63 5 f 12 safe

22 2 100 12 5.63 5 f 12 safe

23 2 100 12 5.63 5 f 12 safe

24 2 100 12 5.63 5 f 12 safe

25 2 100 12 5.63 5 f 12 safe

26 2 100 12 5.63 5 f 12 safe

27 2 100 12 5.63 5 f 12 safe

28 2 100 12 5.63 5 f 12 safe

29 2 100 12 5.63 5 f 12 safe

30 2 100 12 5.63 5 f 12 safe

31 2 100 12 5.63 5 f 12 safe

32 2 100 12 5.63 5 f 12 safe

Concrete Fcu = kg/cm2

Steel Fy = kg/cm2

Mu (m.t)



33 2 100 12 5.63 5 f 12 safe

34 2 100 12 5.63 5 f 12 safe



16 18 22

4.26632 3.359307 2.245431



* Design of Flat Slab

* Project :

225

3600

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 Walls load: 200

1.67

Long direction 8.94 13.41Column strip 8.94 7.453

Long direction 5.96 4.47Field strip 5.96 4.472

Short direction 6.42 9.63Column strip 6.42 5.35

Short direction 4.28 3.21Field strip 4.28 3.21

Sec.Ult. Moment Breadth Depth

C1 JAs Used

Rft. /m Notesb (cm) d (cm) 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


Steel Fy = kg/cm2

kg/m2 kg/m2

Slab load Wsu = t/m2

Asmin

Mu (m.t) (cm2) (cm2)

1

23

4

5

67

8

9

1011

12

13

1415

16



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



* Design of Beams

* Project :1.09 1 0.95

0.7935 1.667 0.6175

250 0.1258 1.17402

3600 17.15 19.722 10.141

Sec.Ult. Moment Breadth Comp.fl. Depth

C1 JUsed

Rft. Notesb (cm) B (cm) d (cm) As

1 49.01 25 214 85 8.881 0.826 6.49 19.39 6 f 22 safe

2 11.4 12 50 65 6.806 0.826 2.38 5.90 3 f 16 safe

3 7 12 12 65 4.255 0.812 2.38 3.68 2 f 16 safe

4 5 25 50 55 8.696 0.826 4.07 4.07 2 f 22 safe

5 5 25 25 65 7.267 0.826 3.44 3.44 2 f 18 safe

6 8.04 12 50 65 8.105 0.826 2.38 4.16 1 f 25 safe

7 15 25 50 55 5.021 0.826 4.20 9.17 5 f 16 safe

8 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

9 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

10 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

11 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

12 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

13 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

14 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

15 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

16 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

17 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

18 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

19 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

20 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

21 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

22 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

23 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

24 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

25 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

26 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

27 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

28 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

29 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

30 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

31 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

32 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe


Steel Fy = kg/cm2

Asmin

Mu (m.t) (cm2)



33 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

34 15 25 25 55 3.550 0.784 4.20 9.66 5 f 16 safe

0.8467 1.53 5.152



1.020.51

1.530638


* Design of Sec. under M,N

* Project :

250

3600

Sec.Ult. Moment Normal Breadth Depth Thick

ecc. C1 JUsed

Rft.b (cm) d (cm) t (cm) As

1 49.01 3.21 35 87.5 90 Big 3.750 0.794 9.36 20.07 5 f 25

2 28.91 3.21 35 87.5 90 Big 4.932 0.826 9.36 11.61 3 f 25

3 28.91 43.9 35 57.5 60 Big 4.145 0.809 6.15 24.08 5 f 25

4 25.52 59.68 35 57.5 60 Big 5.636 0.826 6.15 24.39 5 f 25

5 19.1 62.06 35 57.5 60 Big ### 0.826 6.15 21.01 5 f 25

) ابراهيم ) مختار الطلمبات مبني


Steel Fy = kg/cm2

Asmin

Mu (m.t) Nu (t) (cm2)



* Check shear in beams

* Project :

250

9.682 50

2400

Sec.Ult. Shear Breadth Depth As no. of

Stirrups Notesb (cm) d (cm) S bran.

1 14.75 25 55 10.73 0.071 2 8 f 8 safe

2 13.45 12 65 17.24 0.071 2 8 f 8 safe

3 22.4 25 65 13.78 0.107 2 7 f 10 safe

4 15 25 65 9.23 0.053 2 6 f 8 safe

5 15 25 65 9.23 0.053 2 6 f 8 safe

6 15 25 65 9.23 0.053 2 6 f 8 safe

7 107 80 90 14.86 0.384 2 10 f 16 safe

8 15 25 65 9.23 0.053 2 6 f 8 safe

9 15 25 65 9.23 0.053 2 6 f 8 safe

10 15 25 65 9.23 0.053 2 6 f 8 safe

11 15 25 65 9.23 0.053 2 6 f 8 safe

12 15 25 65 9.23 0.053 2 6 f 8 safe

13 15 25 65 9.23 0.053 2 6 f 8 safe

14 15 25 65 9.23 0.053 2 6 f 8 safe

15 15 25 65 9.23 0.053 2 6 f 8 safe

16 15 25 65 9.23 0.053 2 6 f 8 safe

17 15 25 65 9.23 0.053 2 6 f 8 safe

18 15 25 65 9.23 0.053 2 6 f 8 safe

19 15 25 65 9.23 0.053 2 6 f 8 safe

20 15 25 65 9.23 0.053 2 6 f 8 safe

21 15 25 65 9.23 0.053 2 6 f 8 safe

22 15 25 65 9.23 0.053 2 6 f 8 safe

23 15 25 65 9.23 0.053 2 6 f 8 safe

24 15 25 65 9.23 0.053 2 6 f 8 safe

25 15 25 65 9.23 0.053 2 6 f 8 safe

26 15 25 65 9.23 0.053 2 6 f 8 safe

27 15 25 65 9.23 0.053 2 6 f 8 safe

28 15 25 65 9.23 0.053 2 6 f 8 safe

29 15 25 65 9.23 0.053 2 6 f 8 safe

30 15 25 65 9.23 0.053 2 6 f 8 safe

31 15 25 65 9.23 0.053 2 6 f 8 safe


Concrete qall = kg/cm2

Stirrups Fy = kg/cm2

qu

Qu (ton) (kg/cm2)



32 15 25 65 9.23 0.053 2 6 f 8 safe

33 15 25 65 9.23 0.053 2 6 f 8 safe

Concrete Design using the ultimate limit design method.


* Design for Torsion

* Project :

225

9.186

2400

3600

Ult. torsional moment Sec. dim. Ult. shear force

Sec. b (cm) t (cm)

1 3 30 70 12

Due to shear Notes ###

6.15 safe ######

Due to torsion Notes ###

14.29 safe

Calculation of stirrups:

Due to shear no. f Notes6.2 8 ###

Due to torsion no. f Notes ###5.3 10 ###

Horizontal Rft. no. f7 10 ###


Concrete qall = kg/cm2


Horizontal bars Fy = kg/cm2

Mu (m.t) Qu (ton)

qsu

kg/cm2

qtu

kg/cm2



* Design of Rectangular Columns

* Project :

250

3600

Col.Ult. Load desired dim of column As

Reinforcement %m b (cm) t (cm)

1 35 25 8.75 4 f 18

1 87.73 1.3 35 25 11.37 5 f 18

. 1.6 35 25 14.00 6 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


Steel Fy = kg/cm2

Nu (ton) (cm2)



1.6 30 105 50.40 20 f 18



* Design of Circular Columns

* Project :

225

3600

Col.Ult. Load desired Diamter As

Reinforcement %m D (cm)

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


Steel Fy = kg/cm2

Nu (ton) (cm2)



1.6 70 61.54 25 f 18



* Design of Isolated footings

* Project :

250

3600

2.50

Column working load column dim. extension

foot b (cm) t (cm) of P.C (cm)F1 126.666666666667 30 70 40

Dims. of P.C : B (cm) L (cm)210 250 ###

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

130 170 60

Notes3.673 safe ###

Notes4.364 safe ###

###

Calculation of Rft. : As /m ###

6.57 8.25###

Long Rft. : no. f total no.5 16 /m 8 ###

Short Rft. : no. f total no.5 16 /m 10 ###


Steel Fy = kg/cm2

Bearing capacity qall = kg/cm2

Nw (ton)

Shear stress )kg/cm2(

Punching stress )kg/cm2(

Asmin

cm2

Concrete design using the ultimate limit design method


* Design of Isolated footings under moment

* Project :

225

3600

1.50

Column working load Moment column dim. extension

foot b (cm) t (cm) of P.C (cm)F1 100 10 25 50 20

###

Dims. of P.C : B (cm) L (cm)250 275 60

Choose dim of P.C 250 275 ######

Dims. of R.C : B (cm) L (cm) t (cm)210 235 60

1.77 Safe case )2( ###

1.14 No tension ###

Notes4.317 safe ###

###

Notes ###6.148 safe ###

###

Calculation of Rft. : As /m ###

9.18 8.25 ######

Long Rft. : no. f total no.5 16 /m 12 ###

Short Rft. : no. f total no.5 16 /m 13 ###


Steel Fy = kg/cm2


Nw (ton) Mw (m.t)

Lmin (cm)

Max. Stree )kg/cm2( =

Min. Stress )kg/cm2( =

Shear stress )kg/cm2(

Punching stress )kg/cm2(

Asmin

cm2



* Design of Combined footings

* Project :

225

3600

1.50

Column working load column dim. (cm) extension

Col trans. long. of P.C (cm)exter. 60 25 50 25inter. 84 25 70 25

Distance from c.g to c.g: 2.15 m ######

Resultant of 2 loads is at: 1.25 m from external column###

Dims. of P.C : B (cm) L (cm)minimum 275 355chosen 230 420

Dims. of R.C : B (cm) L (cm) t (cm) ###180 370 60 ###

############

Longitudinal direction: ######

Top Rft. : no. f total no. ###5 16 /m 11 ###

Bottom Rft. : no. f total no. ###5 16 /m 11 ###

###Transverse direction: ###

###Top Rft. : no. f total no. ###

5 12 /m 20 ######

Bottom Rft. : no. f total no. ###4 16 /m 16 ###

######


Steel Fy = kg/cm2


Nw (ton)



* Design of Strap footings

* Project :

250

3600

2400

1.00

Column working load column dim. (cm) extension

Col trans. long. of P.C (cm)exter. 78.75 60 20 50inter. 101.18 60 20 100

Distance from c.g to c.g: 3.8 m

Take eccentricity = 1.65 m

Dims. of P.C : B (cm) L (cm)external footing 400 350internal footing 400 105

Dims. of R.C : B (cm) L (cm) t (cm)external footing 200 200 60internal footing 200 -95 60

Longitudinal direction: #NUM!

Dim. Of strap beam : b (cm) t (cm)50 90

Rft. Of strap beam : no. fTop Rft. #NUM! 22

Bottom Rft. #NUM! 16

Stirrups : no. f14 10 4 branches

Transverse direction:

Bottom Rft. : no. f total no.external footing 5 16 /m 12


Steel Fy = kg/cm2



Nw (ton)



internal footing #NUM! 16 /m #NUM!



* Design of Retaining Walls

* Project :

250

3600

1.50 0.35 ###

2.00 0.2 t/m'force

Cohesion of soil C = 2.00 ###

22 degree ###

0.3

3.0

0

3.0

0

###

###

0.40 1.45 0.70 ###

###

0.60###

0.60 ###2.50 ###2.90 ###

######

Factor of safety against sliding = 21.82

Factor of safety against overturning = 3.23

Max. stress on soil = 0.76 Safe stress No tension on soil ###

Min. stress on soil = 0.45 Safe stress No tension on soil ###

Calculation of Rft. :###

C1 J ###For wall 4.46 7.58 0.826 4.68 4.80 5 f 12For Base 12.33 7.83 0.826 7.54 8.25 5 f 16


Steel Fy = kg/cm2


Soil density g = ton/m3

kg/cm2

Angle of friction d =

Coeff. of earth pressure Ka =

kg/cm2

kg/cm2

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

R.C

P.C

Concrete design according to the Egyptian code1995.


* Deflection of Cantilevers

* Project :

300

3600

###Breadth Depth Thickness Span

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

1 100 30 35 3######

Top Rft.: no. f area ###

8 16 16.08###

Bottom Rft.: no. f area

8 16 16.08 ###

Working loads: ###1.20 0.88 0.40 ###

###

Initial deflection: 0.44 cm ###

After long term: 0.57 cm

Allowable value: 0.67 cm ###

Notes: Safe


Steel Fy = kg/cm2

cm2

cm2

PDL (t) PLL (t) WDL (t/m) WLL (t/m)

Span

WDL+ WLL

PDL+ PLL

Concrete design according to the Egyptian code 1995.


* Deflection of Simples

* Project :

225

3600

###Breadth Depth Thickness Span

Sec. Properties of sec: b (cm) d (cm) t (cm) L (m) ###1 100 8 10 1

######

Top Rft.: no. f area ###

0 12 0.00###

Bottom Rft.: no. f area

5 10 3.93 ###

Working loads: ###0.00 0.00 0.45 0.20 ###

###

Initial deflection: 0.00 cm ###

After long term: 0.01 cm

Allowable value: 0.40 cm ###

Notes: Safe


Steel Fy = kg/cm2

cm2

cm2

PDL (t) PLL (t) WDL (t/m) WLL (t/m)

Span/2Span/2

WDL+ WLL

PDL+ PLL

concrete design-u aid(eng mohammed swifi)-(+966 5 47 465 667)

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