122122369-All-Elements-Sheet-Design-xls.xls

7/25/2019 122122369-All-Elements-Sheet-Design-xls.xls

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Using the Ultimate Limit Design Method

Ver. 5.6

by

Eng. 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!

* Chec" 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 stra# footings

* Design of retaining $alls

* Deflection of cantile%ers* Deflection of sim#les

&einforced Concrete Design'


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Concrete design according to the Egyptian code 1995.

By: Eng. Mahmoud El-Kateb

* Calculation of Coeffecients

* (ro)ect

Hollo !labs:

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

b (cm) e (cm) t (cm)

1 12 40 32 7 150 200 1.237 1.385

2 12 40 27 7 150 200 1.129 1.250

3 12 40 30 5 150 200 1.169 1.318

4 12 40 32 7 150 200 1.237 1.385

5 12 40 32 7 150 200 1.237 1.385

!labs:

AreaLong span Short span Code o practice !arc"s #rasho

Span (m) contin. Span (m) contin.

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 0.2915 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:

AreaLoad on Long Short Load coe. Load distrib"tion or

span (m) span (m) shear moment shear (t$m%) moment (t$m%)

1 0.85 5 4 0.600 0.787 1.020 1.337

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$m&) (kg$m&) W"(t$m%) W"(t$m

&)

slab (t$m&)


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Concrete design using the ultimate limit design method.


* Design of +labs

* (ro)ect

&&'

**

Sec.+lt. !oment ,readth -epth

C /As +sed

0t. $m 1otesb (cm) d (cm) As

1 6.87 100 16 2.896 0.732 16.29 2.40 16.29 15 12 sa"e

2 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e3 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

4 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

5 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

6 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

7 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

8 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

9 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

10 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

11 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

12 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

13 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

14 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

15 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

16 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

17 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

18 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

19 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

20 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

21 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

22 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

23 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

24 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

25 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

26 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

27 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

28 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

29 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

30 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

31 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

32 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

Concrete Fc"

2 kg$cm&

Steel Fy

2 kg$cm&

Asmin

!"(m.t) (cm&) (cm&)


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33 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e

34 2 100 12 4.025 0.805 5.75 1.80 5.75 6 12 sa"e


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* Design of ,lat +lab

* (ro)ect

&&'

**

!od"le3 Long direction 6 m Short direc. 4 m

!arginal beams3 )4es &)1o 1

Col"mn dim.3 Long direction 55 cm Short direc. 55 cm

Slab thickness3 18 cm

Li5e load3 100 Walls load3 0

1

Long direction 6.7 7.6

Col"mn strip 6.7 .87

Long direction .7 &.9

Field strip .7 &.9

Short direction &.87 6.6

Col"mn strip &.87 &.67'

Short direction .89 .68

Field strip .89 .69'

Sec.+lt. !oment ,readth -epth

C /As +sed

0t. $m 1otesb (cm) d (cm) As

1 3.50 200 18 6.454 0.826 3.27 5.40 5.40 2 16 sa"e

2 4.76 200 18 5.534 0.826 4.45 5.40 5.40 3 16 sa"e

3 3.97 200 18 6.063 0.826 3.71 5.40 5.40 2 16 sa"e

4 7.14 200 18 4.519 0.819 6.72 5.40 6.72 4 16 sa"e

5 3.17 200 18 6.778 0.826 2.96 5.40 5.40 3 12 sa"e

6 3.17 200 18 6.778 0.826 2.96 5.40 5.40 3 12 sa"e

7 2.38 200 18 7.827 0.826 2.22 5.40 5.40 2 12 sa"e

8 2.38 200 18 7.827 0.826 2.22 5.40 5.40 2 12 sa"e

9 2.97 300 18 8.581 0.826 1.85 8.10 8.10 2 12 sa"e

10 2.97 300 18 8.581 0.826 1.85 8.10 8.10 2 12 sa"e

11 2.48 300 18 9.400 0.826 1.54 8.10 8.10 2 12 sa"e

12 4.46 300 18 7.006 0.826 2.77 8.10 8.10 3 12 sa"e

13 1.98 300 18 10.509 0.826 1.23 8.10 8.10 2 12 sa"e14 1.98 300 18 10.509 0.826 1.23 8.10 8.10 2 12 sa"e

Concrete Fc"

2 kg$cm&

Steel Fy

2 kg$cm&

kg/m2 kg/m2

Slab load Ws"

2 t$m&

Asmin

!"(m.t) (cm&) (cm&)

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16


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15 1.49 300 18 12.135 0.826 0.92 8.10 8.10 1 12 sa"e

16 1.49 300 18 12.135 0.826 0.92 8.10 8.10 1 12 sa"e


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* Design of eams

* (ro)ect H# $%& '# BE$M! () $*CH !#$B

HAMED HAMED

&'*

**

Sec.+lt. !oment ,readth Comp.l. -epth

C /+sed

0b (cm) , (cm) d (cm) As As

1 6.87 100 100 16 3.052 0.749 1 5.93 4.89 15.93 8

2 6.87 100 100 16 3.052 0.749 1 5.93 4.89 15.93 8

3 5 25 125 55 13.750 0.826 3.06 4.07 4.07 4

4 7.7 25 25 55 4.955 0.826 4.71 4.20 4.71 3

5 5.5 25 25 55 5.863 0.826 3.36 4.20 4.20 3

6 7.7 25 25 55 4.955 0.826 4.71 4.20 4.71 3

7 10.91 25 25 55 4.163 0.810 6.81 4.20 6.81 4

8 7.89 25 25 55 4.895 0.826 4.82 4.20 4.82 3

9 15 25 25 55 3.550 0.784 9.66 4.20 9.66 5

10 17.95 25 25 55 3.245 0.765 11.85 4.20 11.85 6

11 19.55 25 25 55 3.110 0.754 1 3.10 4.20 13.10 7

12 13.6 25 25 65 4.406 0.817 7.12 4.97 7.12 4

13 14.1 25 25 65 4.328 0.815 7.40 4.97 7.40 4

14 3 25 25 65 9.382 0.826 1.55 2.44 2.44 2

15 10.58 25 25 65 4.996 0.826 5.47 4.97 5.47 3

16 8.83 25 25 65 5.469 0.826 4.57 4.97 4.97 3

17 10.58 25 25 65 4.996 0.826 5.47 4.97 5.47 3

18 15.01 25 25 65 4.194 0.811 7.91 4.97 7.91 4

19 10.84 25 25 65 4.936 0.826 5.61 4.97 5.61 3

20 4 25 25 65 8.125 0.826 2.07 2.75 2.75 2

21 24.68 25 25 65 3.271 0.767 1 3.75 4.97 13.75 7

22 26.88 25 25 65 3.134 0.756 1 5.19 4.97 15.19 8

23 12 25 25 65 4.691 0.823 6.23 4.97 6.23 4

24 15 25 25 65 4.196 0.811 7.91 4.97 7.91 4

25 15 25 25 65 4.196 0.811 7.91 4.97 7.91 4

26 15 25 25 65 4.196 0.811 7.91 4.97 7.91 4

27 15 25 25 65 4.196 0.811 7.91 4.97 7.91 4

28 15 25 25 65 4.196 0.811 7.91 4.97 7.91 4

29 15 25 25 55 3.550 0.784 9.66 4.20 9.66 5

30 15 25 25 55 3.550 0.784 9.66 4.20 9.66 5

31 15 25 25 55 3.550 0.784 9.66 4.20 9.66 5

32 15 25 25 55 3.550 0.784 9.66 4.20 9.66 5

Concrete Fc"

2 kg$cm&

Steel Fy

2 kg$cm&

Asmin

!"(m.t) (cm&)


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33 15 25 25 55 3.550 0.784 9.66 4.20 9.66 5

34 15 25 25 55 3.550 0.784 9.66 4.20 9.66 5


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. 1otes

16 sa"e

16 sa"e13 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e

16 sa"e


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16 sa"e

16 sa"e


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* Design of +ec. under M!

* (ro)ect

&&'

**

Sec.+lt. !oment 1ormal ,readth -epth Thick

ecc. C /+sed

0t.b (cm) d (cm) t (cm) As

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

2 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 163 15 -20 25 65 70 Big 3.364 0.773 4.97 5.22 3 16

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Concrete Fc"

2 kg$cm&

Steel Fy

2 kg$cm&

Asmin

!"(m.t) 1

"(t) (cm&)


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

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


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* Chec" shear in beams

* (ro)ect

&&'

8.9

&6**

Sec.+lt. Shear ,readth -epth As no. o

Stirr"ps 1otesb (cm) d (cm) S bran.

1 15 25 65 9.23 0.056 2 6 8 sa"e

2 15 25 65 9.23 0.056 2 6 8 sa"e

3 15 25 65 9.23 0.056 2 6 8 sa"e

4 15 25 65 9.23 0.056 2 6 8 sa"e

5 15 25 65 9.23 0.056 2 6 8 sa"e

6 15 25 65 9.23 0.056 2 6 8 sa"e

7 15 25 65 9.23 0.056 2 6 8 sa"e

8 15 25 65 9.23 0.056 2 6 8 sa"e

9 15 25 65 9.23 0.056 2 6 8 sa"e

10 15 25 65 9.23 0.056 2 6 8 sa"e

11 15 25 65 9.23 0.056 2 6 8 sa"e

12 15 25 65 9.23 0.056 2 6 8 sa"e

13 15 25 65 9.23 0.056 2 6 8 sa"e

14 15 25 65 9.23 0.056 2 6 8 sa"e

15 15 25 65 9.23 0.056 2 6 8 sa"e

16 15 25 65 9.23 0.056 2 6 8 sa"e

17 15 25 65 9.23 0.056 2 6 8 sa"e

18 15 25 65 9.23 0.056 2 6 8 sa"e

19 15 25 65 9.23 0.056 2 6 8 sa"e

20 15 25 65 9.23 0.056 2 6

8 sa"e21 15 25 65 9.23 0.056 2 6 8 sa"e

22 15 25 65 9.23 0.056 2 6 8 sa"e

23 15 25 65 9.23 0.056 2 6 8 sa"e

24 15 25 65 9.23 0.056 2 6 8 sa"e

25 15 25 65 9.23 0.056 2 6 8 sa"e

26 15 25 65 9.23 0.056 2 6 8 sa"e

27 15 25 65 9.23 0.056 2 6 8 sa"e

28 15 25 65 9.23 0.056 2 6 8 sa"e

29 15 25 65 9.23 0.056 2 6 8 sa"e

30 15 25 65 9.23 0.056 2 6 8 sa"e31 15 25 65 9.23 0.056 2 6 8 sa"e

Concrete Fc"

2 kg$cm&

Concrete :all

2 kg$cm&

Stirr"ps Fy

2 kg$cm&

:"

;"(ton) (kg$cm&)


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32 15 25 65 9.23 0.056 2 6 8 sa"e

33 15 25 65 9.23 0.056 2 6 8 sa"e


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Concrete &esign using the ultimate limit design method.


* Design for orsion

* (ro)ect

&&'

8.9

&6**

**

+lt. torsional moment Sec. dim. +lt. shear orce

Sec. b (cm) t (cm)

3 30 70 12

&ue to shear 1otes

6.15 sa"e

&ue to torsion 1otes

14.29 sa"e

Calculation o" stirrups:

&ue to shear no. 1otes

6.2 8

&ue to torsion no. 1otes

5.3 10

Hori+ontal *"t. no.

7 10

Concrete Fc"

2 kg$cm&

Concrete :all

2 kg$cm&

Stirr"ps Fy

2 kg$cm&


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* Design of &ectangular Columns

* (ro)ect

&&'

**

Col.+lt. Load desired dim o col"mn As

0einorcement b (cm) t (cm)

1 25 50 12.50 7 16

1 130 1.3 25 55 17.88 9 161.6 25 50 20.00 8 18

1 25 85 21.25 11 16

2 200 1.3 25 80 26.00 13 16

1.6 25 75 30.00 12 18

1 25 55 13.75 7 16

3 120 1.3 25 50 16.25 9 16

1.6 25 45 18.00 8 18

1 25 65 16.25 9 16

4 150 1.3 25 60 19.50 10 16

1.6 25 55 22.00 9 18

1 30 65 19.50 10 16

5 180 1.3 30 60 23.40 12 16

1.6 30 55 26.40 11 18

1 30 75 22.50 12 16

6 210 1.3 30 70 27.30 14 16

1.6 30 65 31.20 13 18

1 30 85 25.50 13 16

7 240 1.3 30 80 31.20 16 16

1.6 30 75 36.00 15 18

1 30 100 30.00 15 16

8 270 1.3 30 90 35.10 18 16

1.6 30 85 40.80 17 18

1 30 110 33.00 17 16

9 300 1.3 30 100 39.00 20 16

1.6 30 95 45.60 18 18

1 30 120 36.00 18 16

10 330 1.3 30 110 42.90 22 16

1.6 30 105 50.40 20 18

1 30 130 39.00 20 16

11 360 1.3 30 120 46.80 24 16

Concrete Fc"

2 kg$cm&

Steel Fy

2 kg$cm&

1"(ton) (cm&)


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1.6 30 110 52.80 21 18


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* Design of Circular Columns

* (ro)ect

&&'

**

Col.+lt. Load desired -iamter As

0einorcement - (cm)

1 40 12.56 7 16

1 100 1.3 35 12.50 7 161.6 35 15.39 7 18

1 40 12.56 7 16

2 120 1.3 40 16.33 9 16

1.6 40 20.10 8 18

1 45 15.90 8 16

3 150 1.3 45 20.67 11 16

1.6 45 25.43 11 18

1 50 19.63 10 16

4 180 1.3 50 25.51 13 16

1.6 50 31.40 13 18

1 55 23.75 12 16

5 210 1.3 55 30.87 16 16

1.6 50 31.40 13 18

1 60 28.26 15 16

6 240 1.3 55 30.87 16 16

1.6 55 37.99 15 18

1 60 28.26 15 16

7 270 1.3 60 36.74 19 16

1.6 60 45.22 18 18

1 65 33.17 17 16

8 300 1.3 65 43.12 22 16

1.6 60 45.22 18 18

1 70 38.47 20 16

9 330 1.3 65 43.12 22 16

1.6 65 53.07 21 18

1 70 38.47 20 16

10 360 1.3 70 50.00 25 16

1.6 65 53.07 21 18

1 75 44.16 22 16

11 390 1.3 70 50.00 25 16

Concrete Fc"

2 kg$cm&

Steel Fy

2 kg$cm&

1"(ton) (cm&)


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1.6 70 61.54 25 18


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* Design of /solated footings

* (ro)ect

&&'

**

.'*

Col"mn working load col"mn dim. e>tension

oot b (cm) t (cm) o ?.C (cm)F 100 25 50 40

&ims. o" ,.C : , (cm) L (cm)

250 275

&ims. o" *.C : , (cm) L (cm) t (cm)

170 195 60

1otes3.784 sa"e

1otes

5.550 sa"e

Calculation o" *"t. : As $m

7.27 8.25

#ong *"t. : no. total no.

5 16 /m 10

!hort *"t. : no. total no.

5 16 /m 11

Concrete Fc"

2 kg$cm&

Steel Fy

2 kg$cm&

,earing capacity :all

2 kg$cm&

1w(ton)

!hear stress g/cm

0

,unching stress g/cm0

Asmin

cm2


49/57

Concrete design using the ultimate limit design method


* Design of /solated footings under moment

* (ro)ect

&&'

**

.'*

Col"mn working load !oment col"mn dim. e>tension

oot b (cm) t (cm) o ?.C (cm)F 100 10 25 50 20

&ims. o" ,.C : , (cm) L (cm)

250 275 60

Choose dim o ?.C 250 275

&ims. o" *.C : , (cm) L (cm) t (cm)

210 235 60

1.77 !a"e case 01.14 %o tension

1otes

4.317 sa"e

1otes

6.148 sa"e

Calculation o" *"t. : As $m

9.18 8.25

#ong *"t. : no. total no.

5 16 /m 12

!hort *"t. : no. total no.

5 16 /m 13

Concrete Fc"

2 kg$cm&

Steel Fy

2 kg$cm&


2 kg$cm&

1w(ton) !w(m.t)

Lmin

(cm)

Ma2. !tree g/cm0

3Min. !tress g/cm0 3

!hear stress g/cm0

,unching stress g/cm0

Asmin

cm2


50/57



* Design of Combined footings

* (ro)ect

&&'

**

.'*

Col"mn working load col"mn dim. (cm) e>tension

Col trans. long. o ?.C (cm)e>ter. 60 25 50 25

inter. 84 25 70 25

-istance rom c.g to c.g3 2.15 m

0es"ltant o & loads is at3 1.25 m from extern! co!"mn

&ims. o" ,.C : , (cm) L (cm)

mnm"m 275 355

c$o%en 230 420

&ims. o" *.C : , (cm) L (cm) t (cm)

180 370 60

#ongitudinal direction:

4op *"t. : no. total no.

5 16 /m 11

Bottom *"t. : no. total no.

5 16 /m 11

4ranserse direction:

4op *"t. : no. total no.

5 12 /m 20

Bottom *"t. : no. total no.

4 16 /m 16

Concrete Fc"

2 kg$cm&

Steel Fy

2 kg$cm&


2 kg$cm&

1w(ton)


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52/57



* Design of +tra# footings

* (ro)ect

&&'

**

&6**

.'*

Col"mn working load col"mn dim. (cm) e>tension

Col trans. long. o ?.C (cm)

e>ter. 71 50 25 0

inter. 124 80 25 40

-istance rom c.g to c.g3 4.14 m

Take eccentricity 2 1.2 m

&ims. o" ,.C : , (cm) L (cm)

extern! footng 255 265

ntern! footng 255 250

&ims. o" *.C : , (cm) L (cm) t (cm)

extern! footng 175 225 60

ntern! footng 175 170 60

#ongitudinal direction:

&im. (" strap beam : b (cm) t (cm)

50 90

*"t. (" strap beam : no.

&o' (ft. 7 22

)ottom (ft. 5 16

!tirrups : no.

5 10 4 *rnc$e%

4ranserse direction:

Bottom *"t. : no.

total no.extern! footng 5 16 /m 13

Concrete Fc"

2 kg$cm&

Steel Fy

2 kg$cm&

Stirr"ps Fy

2 kg$cm&


2 kg$cm&

1w(ton)


53/57



ntern! footng 5 16 /m 10


54/57



* Design of &etaining 0alls

* (ro)ect

&&'

**

.** 0.25

.9* 0.2 t/m+

Cohesion o soil C 2 *.**

&& degree

*.3.

50

3.

30

0.

40

1.55 0.70

0.60

0.302.50

2.90

)actor o" sa"ety against sliding 3 1.74

)actor o" sa"ety against oerturning 3 3.07

Ma2. stress on soil 3 0.62 !a"e stress %o tension on soil

Min. stress on soil 3 0.42 !a"e stress %o tension on soil

Calculation o" *"t. :

C /

)or all 5.34 4.52 0.819 8.23 3.30 8 12

)or Base 11.73 7.62 0.826 7.17 8.25 5 16

Concrete Fc"

2 kg$cm&

Steel Fy

2 kg$cm&


2 kg$cm&

Soil density 2 ton$m

kg$cm&

Angle o riction 2

Coe. o earth press"re @a2

kg/cm2

kg/cm2

!"(m.t) As (cm&) As min

(.,

.,


55/57




56/57

Concrete design according to the Egyptian code1995.


* Deflection of Cantile%ers

* (ro)ect

&&'

**

,readth -epth Thickness Span

Sec. ,roperties o" sec: b (cm) d (cm) t (cm) L (m)

25 65 70 2.4

4op *"t.: no. area

5 18 12.72

Bottom *"t.: no. area

5 18 12.72

6oring loads:

2.50 1.50

7nitial de"lection: 8.15 cm

$"ter long term: 8.0 cm

$lloable alue: 8.5 cm

%otes: !a"e

Concrete Fc"

2 kg$cm&

Steel Fy

2 kg$cm&

cm2

cm2

?-L

(t) ?LL

(t) W-L

(t$m) WLL

(t$m)

'n

D

D


57/57

Concrete design according to the Egyptian code 1995.

* Deflection of +im#les

* (ro)ect

&&'

**

,readth -epth Thickness Span

Sec. ,roperties o" sec: b (cm) d (cm) t (cm) L (m)

25 65 70 6

4op *"t.: no. area

4 12 4.52

Bottom *"t.: no. area

5 16 10.05

6oring loads:

1.50 1.00 2.00 1.50

7nitial de"lection: 8.5 cm

$"ter long term: 1.5; cm

$lloable alue: 0.

122122369-All-Elements-Sheet-Design-xls.xls

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