design by ahmed tabaza ملف اكسل لتصميم جميع العناصر الخرسانيه...

Desgin of Raectangular Beam for Flexural Using Tha Ultimate-Strength Design Method

Variables

required dimenstion"

Dimention That will be used

required data

Input data Unit

Concrete Strength = 250

Steel Yeild Strength = 4200

Fluxural Moment = 4

Concrete Cover = 4 cm

Diameter of Stirrup Used = 0.8 mmDiameter of Steel Used = 12 mmSpacign between bars = 2.5 cm

B1 = 0.85

0.0255

0.0191

0.0033

0.0096

Assumed Dimension of BeamUsed Width of Beam = 90 cmUsed Hight of Beam = 25 cm

Determination of Beam Dimestion, b & h if One Layer Exist.

Moment Used b Req. d Used h Used d A. Steel # Req.

kg/cm2

kg/cm3

t.m2

Limitted r

Balanced Reinforcement Ratio rb =

Maximum Reinforcement Ratio rmax. =

Minimum Reinforcement Ratio rmin. =

Design Reinforcement Ratio rdes. =

Req. bd2

rrev.

0 20 40 60 80 100 120 140 160 180 20005

1015202530

Beam Cross Section

Beam Width

Be

am

Hig

ht

./. طبــــازه : أحمد م إعداد[email protected]

t.m cm cm cm cm bars

4 12220 90 11.7 25 20.3 0.0029 5.4 4.7

. High Concrete

Check Spacing = 19.0 cm OK

Determination of Beam Dimension, b & h if Two Layer Exist.

Moment Used b Req. d Used h Used d A. Steel # Req.

t.m cm cm cm cm bars

4 12220 90 11.7 25 20.3 0.0029 5.4 4.7

High Concrete

Lower Layer Upper Layer

Use Ø 12 5.0 0

Spacing of Lower Layer = 19.0 cm OK

Spacing of Upper Layer = No bars cm OK

rrev.cm3 cm2

Req. bd2

rrev.cm3 cm2

0 0

Concrete Stirrup

X Y X

Desgin of Raectangular Beam for Flexural Using Tha Ultimate-Strength Design Method 0 0 4

90 0 86

90 25 86

0 25 4

0 0 4

# Used Used bd2/Req. bd2

0 20 40 60 80 100 120 140 160 180 20005

1015202530

Beam Cross Section

Beam Width

Be

am

Hig

ht

./. طبــــازه : أحمد م إعداد[email protected]

bars

5.0 304.1%

OK

# Used

bars

5.0 304.1%

OK

cm3

Used bd2/Req. bd2

cm3

dis. add from the corner of the stirrup

0.8 1.5 1 1

Stirrup lower layer of steel upper layer of steel line

Y X Y X Y X Y

4 1 4.8 6 4.8 6 3.3 6

4 2 24.96 6 4.8 6 4.8 6

21 3 45.12 6 4.8 6 4.8 6

21 4 65.28 6 4.8 6 4.8 6

4 5 85.44 6 4.8 6 4.8 6

6 4.8 6 4.8 6 4.8 6

7 4.8 6 4.8 6 4.8 6

8 4.8 6 4.8 6 4.8 6

9 4.8 6 4.8 6 4.8 6

10 4.8 6 4.8 6 4.8 6

11 4.8 6 4.8 6 4.8 6

12 4.8 6 4.8 6 4.8 6

13 4.8 6 4.8 6 4.8 6

14 4.8 6 4.8 6 4.8 6

15 4.8 6 4.8 6 4.8 6

16 4.8 6 4.8 6 4.8 6

17 4.8 6 4.8 6 4.8 618 4.8 6 4.8 6 4.8 619 4.8 6 4.8 6 4.8 620 4.8 6 4.8 6 4.8 621 4.8 6 4.8 6 4.8 6

22 4.8 6 4.8 6 4.8 623 4.8 6 4.8 6 4.8 6

24 4.8 6 4.8 6 4.8 6

25 4.8 6 4.8 6 4.8 6

26 4.8 6 4.8 6 4.8 6

27 4.8 6 4.8 6 4.8 6

28 4.8 6 4.8 6 4.8 6

29 4.8 6 4.8 6 4.8 630 4.8 6 4.8 6 4.8 6

Desgin of Raectangular and Circular Column Using Tha Ultimate-Strength Design Method

Variablesrequired dimenstion"

Assume Dimention spacing 8.3516Dimention That will be used

diameter 1.4# bars 16

Input data Unit radius 27.5 cover =

Concrete Strength = 210 radius

Steel Yeild Strength = 4000 0.4Applied Force = 122 ton To Draw The Concrete Edge To draw The Cover of the concreteConcrete Cover = 2.5 cm X Y -X Y -y XDiameter of Stirrup Used = 8 mm 0.4 27.49709 -0.4 27.49709 -27.49709 0.4Diameter of Steel Used = 14 mm 0.8 27.48836 -0.8 27.48836 -27.48836 0.8Spacing Between Bars = 38 mm 1.2 27.47381 -1.2 27.47381 -27.47381 1.2Spacing of Ties "Stirrup" = 22 cm 1.6 27.45342 -1.6 27.45342 -27.45342 1.6

2 27.42718 -2 27.42718 -27.42718 2

Circular Column Cross Section 2.4 27.39507 -2.4 27.39507 -27.39507 2.4

Assumed Diameter = 55 cm 2.8 27.35708 -2.8 27.35708 -27.35708 2.8

Area Req. Dia. Used Dia. Used Area As # Req. # Used 3.2 27.31318 -3.2 27.31318 -27.31318 3.2cm cm bars bars 3.6 27.26335 -3.6 27.26335 -27.26335 3.6

1005 35.8 55 2376 0.0100 23.8 15.4 16.0 4 27.20754 -4 27.20754 -27.20754 4

OK 4.4 27.14572 -4.4 27.14572 -27.14572 4.4

Ckeck Spacing = 8.6 cm OK 4.8 27.07785 -4.8 27.07785 -27.07785 4.8

5.2 27.00389 -5.2 27.00389 -27.00389 5.2

Rectangular Column Cross Section 5.6 26.92378 -5.6 26.92378 -26.92378 5.6Assumed Width = 20 cm 6 26.83747 -6 26.83747 -26.83747 6Assumed Long = 60 cm 6.4 26.74491 -6.4 26.74491 -26.74491 6.4

Used b Req. h Used h 14 As # Req. # Used 6.8 26.64601 -6.8 26.64601 -26.64601 6.8

cm cm cm bars bars 7.2 26.54072 -7.2 26.54072 -26.54072 7.220 50.3 60 1200 0.0100 12.0 7.8 8.0 7.6 26.42896 -7.6 26.42896 -26.42896 7.6

OK 8 26.31064 -8 26.31064 -26.31064 8

Check Horizontal Spacing = 15.9 cm OK 8.4 26.18568 -8.4 26.18568 -26.18568 8.4

Check Vertical Spacing = 10.6 cm OK 8.8 26.05398 -8.8 26.05398 -26.05398 8.89.2 25.91544 -9.2 25.91544 -25.91544 9.29.6 25.76994 -9.6 25.76994 -25.76994 9.6

Use 4 Ø 14 mm in horizontal each layer 10 25.61738 -10 25.61738 -25.61738 10Use 0 Ø 14 mm in vertical each side 10.4 25.45761 -10.4 25.45761 -25.45761 10.4

10.8 25.29051 -10.8 25.29051 -25.29051 10.811.2 25.11593 -11.2 25.11593 -25.11593 11.211.6 24.93371 -11.6 24.93371 -24.93371 11.612 24.74369 -12 24.74369 -24.74369 12

12.4 24.54567 -12.4 24.54567 -24.54567 12.4

. طبازه : أحمد م إعداد

kg/cm2

kg/cm2

rrev.cm2 cm2 cm2

rrev.cm2 cm2

-40 -30 -20 -10 0 10 20 30 40

-40

-30

-20

-10

0

10

20

30

40

Circular Column Reinforcement

0 10 20 30 40 50 60 70 80 90 100

0

5

10

15

20

25

Rectangular Column Reinforcement

Cpl. Long

Co

l. W

idth

H25

Emad: Number of bars must be >=7

12.8 24.33947 -12.8 24.33947 -24.33947 12.813.2 24.12488 -13.2 24.12488 -24.12488 13.213.6 23.90167 -13.6 23.90167 -23.90167 13.614 23.6696 -14 23.6696 -23.6696 14

14.4 23.4284 -14.4 23.4284 -23.4284 14.414.8 23.17779 -14.8 23.17779 -23.17779 14.815.2 22.91746 -15.2 22.91746 -22.91746 15.215.6 22.64707 -15.6 22.64707 -22.64707 15.616 22.36627 -16 22.36627 -22.36627 16

16.4 22.07465 -16.4 22.07465 -22.07465 16.416.8 21.77177 -16.8 21.77177 -21.77177 16.817.2 21.45717 -17.2 21.45717 -21.45717 17.217.6 21.13031 -17.6 21.13031 -21.13031 17.618 20.79062 -18 20.79062 -20.79062 18

18.4 20.43747 -18.4 20.43747 -20.43747 18.418.8 20.07013 -18.8 20.07013 -20.07013 18.819.2 19.68781 -19.2 19.68781 -19.68781 19.219.6 19.28963 -19.6 19.28963 -19.28963 19.620 18.87459 -20 18.87459 -18.87459 20

20.4 18.44153 -20.4 18.44153 -18.44153 20.420.8 17.98916 -20.8 17.98916 -17.98916 20.821.2 17.51599 -21.2 17.51599 -17.51599 21.221.6 17.02028 -21.6 17.02028 -17.02028 21.622 16.5 -22 16.5 -16.5 22

22.4 15.95274 -22.4 15.95274 -15.95274 22.422.8 15.37563 -22.8 15.37563 -15.37563 22.823.2 14.76516 -23.2 14.76516 -14.76516 23.223.6 14.11701 -23.6 14.11701 -14.11701 23.624 13.42572 -24 13.42572 -13.42572 24

24.4 12.68424 -24.4 12.68424 -12.68424 24.424.8 11.88318 -24.8 11.88318 -11.88318 24.825.2 11.00954 -25.2 11.00954 -11.00954 25.225.6 10.0444 -25.6 10.0444 -10.0444 25.226 8.958236 -26 8.958236 -8.958236 25.2

26.4 7.7 -26.4 7.7 -7.7 25.226.8 6.165225 -26.8 6.165225 -6.165225 25.227.2 4.050926 -27.2 4.050926 -4.050926 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.2

27.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.227.6 0 -27.6 0 0 25.2

2.5 stirrup diameter 24

25 18

degree 22.5To draw The Cover of the concrete To draw the steel "reinforcement" Concrete edge Concrete cover

Y -X Y -y degree X Y x y x y24.9968 -0.4 24.9968 -24.9968 1 22.5 21.71296 8.993081 0 0 2.5 2.524.9872 -0.8 24.9872 -24.9872 2 45 16.62362 16.61704 0 20 2.5 17.5

24.97118 -1.2 24.97118 -24.97118 3 67.5 9.006026 21.71119 60 20 57.5 17.524.94875 -1.6 24.94875 -24.94875 4 90 0.018714 23.5 60 0 57.5 2.524.91987 -2 24.91987 -24.91987 5 112.5 -8.971445 21.71113 0 0 2.5 2.5

24.88453 -2.4 24.88453 -24.88453 6 135 -16.59715 16.61692

24.84271 -2.8 24.84271 -24.84271 7 157.5 -21.69862 8.99292124.79435 -3.2 24.79435 -24.79435 8 180 -23.49997 -0.00017324.73944 -3.6 24.73944 -24.73944 9 202.5 -21.72725 -8.9932424.67793 -4 24.67793 -24.67793 10 225 -16.65006 -16.61716

24.60975 -4.4 24.60975 -24.60975 11 247.5 -9.040584 -21.71126

24.53487 -4.8 24.53487 -24.53487 12 270 -0.056141 -23.5

24.45322 -5.2 24.45322 -24.45322 13 292.5 8.936841 -21.71106

24.36473 -5.6 24.36473 -24.36473 14 315 16.57063 -16.616824.26932 -6 24.26932 -24.26932 15 337.5 21.68422 -8.99276224.16692 -6.4 24.16692 -24.16692 16 360 23.49988 0.00034524.05743 -6.8 24.05743 -24.05743 17 22.5 21.71296 8.993081 0.8 1 0.8 1

23.94076 -7.2 23.94076 -23.94076 18 22.5 21.71296 8.993081 For Steel layers23.8168 -7.6 23.8168 -23.8168 19 22.5 21.71296 8.993081 Upper Lower

23.68544 -8 23.68544 -23.68544 20 22.5 21.71296 8.993081 X Y X Y

23.54655 -8.4 23.54655 -23.54655 21 22.5 21.71296 8.993081 1 4.1 3.5 4.1 16.5

23.4 -8.8 23.4 -23.4 22 22.5 21.71296 8.993081 2 21.43333 3.5 21.43333 16.523.24564 -9.2 23.24564 -23.24564 23 22.5 21.71296 8.993081 3 38.76667 3.5 38.76667 16.523.08333 -9.6 23.08333 -23.08333 24 22.5 21.71296 8.993081 4 56.1 3.5 56.1 16.5

22.91288 -10 22.91288 -22.91288 25 22.5 21.71296 8.993081 5 56.1 3.5 56.1 16.522.73412 -10.4 22.73412 -22.73412 26 22.5 21.71296 8.993081 6 56.1 3.5 56.1 16.522.54684 -10.8 22.54684 -22.54684 27 22.5 21.71296 8.993081 7 56.1 3.5 56.1 16.522.35084 -11.2 22.35084 -22.35084 28 22.5 21.71296 8.993081 8 56.1 3.5 56.1 16.522.14588 -11.6 22.14588 -22.14588 29 22.5 21.71296 8.993081 9 56.1 3.5 56.1 16.521.93171 -12 21.93171 -21.93171 30 22.5 21.71296 8.993081 10 56.1 3.5 56.1 16.521.70806 -12.4 21.70806 -21.70806 31 22.5 21.71296 8.993081 11 56.1 3.5 56.1 16.5

21.47464 -12.8 21.47464 -21.47464 32 22.5 21.71296 8.993081 12 56.1 3.5 56.1 16.521.23111 -13.2 21.23111 -21.23111 33 22.5 21.71296 8.993081 13 56.1 3.5 56.1 16.520.97713 -13.6 20.97713 -20.97713 34 22.5 21.71296 8.993081 14 56.1 3.5 56.1 16.520.71232 -14 20.71232 -20.71232 35 22.5 21.71296 8.993081 15 56.1 3.5 56.1 16.520.43624 -14.4 20.43624 -20.43624 36 22.5 21.71296 8.993081 16 56.1 3.5 56.1 16.520.14845 -14.8 20.14845 -20.14845 37 22.5 21.71296 8.993081 17 56.1 3.5 56.1 16.519.84843 -15.2 19.84843 -19.84843 38 22.5 21.71296 8.993081 18 56.1 3.5 56.1 16.519.53561 -15.6 19.53561 -19.53561 39 22.5 21.71296 8.993081 19 56.1 3.5 56.1 16.519.20937 -16 19.20937 -19.20937 40 22.5 21.71296 8.993081 20 56.1 3.5 56.1 16.518.86902 -16.4 18.86902 -18.86902 41 22.5 21.71296 8.993081 21 56.1 3.5 56.1 16.518.51378 -16.8 18.51378 -18.51378 42 22.5 21.71296 8.993081 22 56.1 3.5 56.1 16.518.14277 -17.2 18.14277 -18.14277 43 22.5 21.71296 8.993081 23 56.1 3.5 56.1 16.5

17.755 -17.6 17.755 -17.755 44 22.5 21.71296 8.993081 24 56.1 3.5 56.1 16.517.34935 -18 17.34935 -17.34935 45 22.5 21.71296 8.993081 25 56.1 3.5 56.1 16.516.92454 -18.4 16.92454 -16.92454 46 22.5 21.71296 8.993081 26 56.1 3.5 56.1 16.516.47908 -18.8 16.47908 -16.47908 47 22.5 21.71296 8.993081 27 56.1 3.5 56.1 16.516.01125 -19.2 16.01125 -16.01125 48 22.5 21.71296 8.993081 28 56.1 3.5 56.1 16.515.51902 -19.6 15.51902 -15.51902 49 22.5 21.71296 8.993081 29 56.1 3.5 56.1 16.5

15 -20 15 -15 50 22.5 21.71296 8.993081 30 56.1 3.5 56.1 16.514.4513 -20.4 14.4513 -14.4513 51 22.5 21.71296 8.993081 31 56.1 3.5 56.1 16.5

13.86939 -20.8 13.86939 -13.86939 52 22.5 21.71296 8.993081 32 56.1 3.5 56.1 16.513.24991 -21.2 13.24991 -13.24991 53 22.5 21.71296 8.993081 33 56.1 3.5 56.1 16.512.5873 -21.6 12.5873 -12.5873 54 22.5 21.71296 8.993081 34 56.1 3.5 56.1 16.5

11.87434 -22 11.87434 -11.87434 55 22.5 21.71296 8.993081 35 56.1 3.5 56.1 16.511.10135 -22.4 11.10135 -11.10135 56 22.5 21.71296 8.993081 36 56.1 3.5 56.1 16.510.25475 -22.8 10.25475 -10.25475 57 22.5 21.71296 8.993081 37 56.1 3.5 56.1 16.59.314505 -23.2 9.314505 -9.314505 58 22.5 21.71296 8.993081 38 56.1 3.5 56.1 16.58.248636 -23.6 8.248636 -8.248636 59 22.5 21.71296 8.993081 39 56.1 3.5 56.1 16.5

7 -24 7 -7 60 22.5 21.71296 8.993081 40 56.1 3.5 56.1 16.55.444263 -24.4 5.444263 -5.444263 61 22.5 21.71296 8.993081 41 56.1 3.5 56.1 16.53.155947 -24.8 3.155947 -3.155947 62 22.5 21.71296 8.993081 42 56.1 3.5 56.1 16.5

0 -25.2 0 0 63 22.5 21.71296 8.993081 43 56.1 3.5 56.1 16.50 -25.2 0 0 64 22.5 21.71296 8.993081 44 56.1 3.5 56.1 16.50 -25.2 0 0 65 22.5 21.71296 8.993081 45 56.1 3.5 56.1 16.50 -25.2 0 0 66 22.5 21.71296 8.993081 46 56.1 3.5 56.1 16.50 -25.2 0 0 67 22.5 21.71296 8.993081 47 56.1 3.5 56.1 16.50 -25.2 0 0 68 22.5 21.71296 8.993081 48 56.1 3.5 56.1 16.50 -25.2 0 0 69 22.5 21.71296 8.993081 49 56.1 3.5 56.1 16.50 -25.2 0 0 70 22.5 21.71296 8.993081 50 56.1 3.5 56.1 16.50 -25.2 0 0 71 22.5 21.71296 8.993081 51 56.1 3.5 56.1 16.50 -25.2 0 0 72 22.5 21.71296 8.993081 52 56.1 3.5 56.1 16.50 -25.2 0 0 73 22.5 21.71296 8.993081 53 56.1 3.5 56.1 16.50 -25.2 0 0 74 22.5 21.71296 8.993081 54 56.1 3.5 56.1 16.50 -25.2 0 0 75 22.5 21.71296 8.993081 55 56.1 3.5 56.1 16.50 -25.2 0 0 76 22.5 21.71296 8.993081 56 56.1 3.5 56.1 16.50 -25.2 0 0 77 22.5 21.71296 8.993081 57 56.1 3.5 56.1 16.50 -25.2 0 0 78 22.5 21.71296 8.993081 58 56.1 3.5 56.1 16.50 -25.2 0 0 79 22.5 21.71296 8.993081 59 56.1 3.5 56.1 16.50 -25.2 0 0 80 22.5 21.71296 8.993081 60 56.1 3.5 56.1 16.50 -25.2 0 0 81 22.5 21.71296 8.993081 61 56.1 3.5 56.1 16.50 -25.2 0 0 82 22.5 21.71296 8.993081 62 56.1 3.5 56.1 16.50 -25.2 0 0 83 22.5 21.71296 8.993081 63 56.1 3.5 56.1 16.50 -25.2 0 0 84 22.5 21.71296 8.993081 64 56.1 3.5 56.1 16.50 -25.2 0 0 85 22.5 21.71296 8.993081 65 56.1 3.5 56.1 16.5

0 -25.2 0 0 86 22.5 21.71296 8.993081 66 56.1 3.5 56.1 16.50 -25.2 0 0 87 22.5 21.71296 8.993081 67 56.1 3.5 56.1 16.50 -25.2 0 0 88 22.5 21.71296 8.993081 68 56.1 3.5 56.1 16.50 -25.2 0 0 89 22.5 21.71296 8.993081 69 56.1 3.5 56.1 16.50 -25.2 0 0 90 22.5 21.71296 8.993081 70 56.1 3.5 56.1 16.50 -25.2 0 0 91 22.5 21.71296 8.993081 71 56.1 3.5 56.1 16.50 -25.2 0 0 92 22.5 21.71296 8.993081 72 56.1 3.5 56.1 16.50 -25.2 0 0 93 22.5 21.71296 8.993081 73 56.1 3.5 56.1 16.50 -25.2 0 0 94 22.5 21.71296 8.993081 74 56.1 3.5 56.1 16.50 -25.2 0 0 95 22.5 21.71296 8.993081 75 56.1 3.5 56.1 16.50 -25.2 0 0 96 22.5 21.71296 8.993081 76 56.1 3.5 56.1 16.50 -25.2 0 0 97 22.5 21.71296 8.993081 77 56.1 3.5 56.1 16.50 -25.2 0 0 98 22.5 21.71296 8.993081 78 56.1 3.5 56.1 16.50 -25.2 0 0 99 22.5 21.71296 8.993081 79 56.1 3.5 56.1 16.50 -25.2 0 0 100 22.5 21.71296 8.993081 80 56.1 3.5 56.1 16.50 -25.2 0 0 101 22.5 21.71296 8.993081 81 56.1 3.5 56.1 16.50 -25.2 0 0 102 22.5 21.71296 8.993081 82 56.1 3.5 56.1 16.50 -25.2 0 0 103 22.5 21.71296 8.993081 83 56.1 3.5 56.1 16.50 -25.2 0 0 104 22.5 21.71296 8.993081 84 56.1 3.5 56.1 16.50 -25.2 0 0 105 22.5 21.71296 8.993081 85 56.1 3.5 56.1 16.50 -25.2 0 0 106 22.5 21.71296 8.993081 86 56.1 3.5 56.1 16.50 -25.2 0 0 107 22.5 21.71296 8.993081 87 56.1 3.5 56.1 16.50 -25.2 0 0 108 22.5 21.71296 8.993081 88 56.1 3.5 56.1 16.50 -25.2 0 0 109 22.5 21.71296 8.993081 89 56.1 3.5 56.1 16.50 -25.2 0 0 110 22.5 21.71296 8.993081 90 56.1 3.5 56.1 16.50 -25.2 0 0 111 22.5 21.71296 8.993081 91 56.1 3.5 56.1 16.50 -25.2 0 0 112 22.5 21.71296 8.993081 92 56.1 3.5 56.1 16.50 -25.2 0 0 113 22.5 21.71296 8.993081 93 56.1 3.5 56.1 16.50 -25.2 0 0 114 22.5 21.71296 8.993081 94 56.1 3.5 56.1 16.50 -25.2 0 0 115 22.5 21.71296 8.993081 95 56.1 3.5 56.1 16.50 -25.2 0 0 116 22.5 21.71296 8.993081 96 56.1 3.5 56.1 16.50 -25.2 0 0 117 22.5 21.71296 8.993081 97 56.1 3.5 56.1 16.50 -25.2 0 0 118 22.5 21.71296 8.993081 98 56.1 3.5 56.1 16.50 -25.2 0 0 119 22.5 21.71296 8.993081 99 56.1 3.5 56.1 16.50 -25.2 0 0 120 22.5 21.71296 8.993081 100 56.1 3.5 56.1 16.50 -25.2 0 0 121 22.5 21.71296 8.9930810 -25.2 0 0 122 22.5 21.71296 8.9930810 -25.2 0 0 123 22.5 21.71296 8.9930810 -25.2 0 0 124 22.5 21.71296 8.9930810 -25.2 0 0 125 22.5 21.71296 8.9930810 -25.2 0 0 126 22.5 21.71296 8.993081

if right or left spacing > 15cm req. spacing for every bar

vertical spacing = 10.6 5.2

used 2 bars vertical

req. in vertical = 0

upper + lower bars 8spacing in vertical = 10.6 OK

left steel right steel

X Y X Y

1 4.1 3.5 56.1 3.5

2 4.1 3.5 56.1 3.53 4.1 3.5 56.1 3.54 4.1 3.5 56.1 3.5

5 4.1 3.5 56.1 3.56 4.1 3.5 56.1 3.57 4.1 3.5 56.1 3.58 4.1 3.5 56.1 3.59 4.1 3.5 56.1 3.5

10 4.1 3.5 56.1 3.511 4.1 3.5 56.1 3.5

12 4.1 3.5 56.1 3.513 4.1 3.5 56.1 3.514 4.1 3.5 56.1 3.515 4.1 3.5 56.1 3.5

Desgin of Raectangular Footing Using Tha Ultimate-Strength Design Method

Variablesrequired dimenstion"Assume Dimention

Dimention That will be used

Load service Dead Load (t) = 11

Input data Unit service live Load (t) = 7

Concrete Strength = 212 Unfactored Load (t) = 18 Column Cross Section (cm)

Steel Yeild Strength = 4000 50

Allowable Soil Pressure 15.0 Factored Load (t) 27.32.5 20

1.7Concrete Cover = 5.0 cm

Diameter of Steel Used = 12.0 mmDepth of Excavation 1.10 m

Assuming Depth of Footing = 30 cm m

d= 23.80 cm

1.10 cm

12.890

30

Assumed Width 1.2 cmAssumed Length 1.2 cm

Area

(m) (m) (m) 1.20 m1.396 1.20 1.16 1.20 1.44 18.96

m

Check Punching Shear

1.2

0

Vu (t) = 21.17O.K

66.09Note: must be ØVc >Vu

Check Beam shearShort Direction

Vu (t) = 5.96O.K


Long DirectionVu (t) = 2.55

O.K18.73

Design for FlexuralLong Direction Short Direction

Mu r As Mu r As

t.m t.m1.39 0.001800 6.5 1.39 0.00180 6.5

Use Ø 12mm Every 16.5 Use Ø 12mm Every 22.6

Use 6 Ø 12 mm Use 6 Ø 12 mm 6

7 Central Band reinforcement = 6.5 cm2

Use 6 Ø 12 mm in the central band

Use 1 Ø 12 mm in each side of central bandDesign Drawings

Check for bearing strength

126.14 27.3 OK

5 cm2 Use 6 Ø 12

Check for anchorage of the reinforcement

Bottom reinforcement ( Ø 12mm )

Reinforcement Location Factor ( α ) = 1Coating Factor ( β ) = 1Reinforcement Size Factor ( γ ) = 0.8Lightweight aggregate concrate Factor ( λ ) = 1Cover Dimention (cm) ( C ) = 5.6

0

Required development lengh Ld = 15.99 cmOK

. طبـــازه : أحمد م إعداد

kg/cm2

kg/cm3

t.m2

Concrete Unit Weight gc t.m3

Soil Unit Weight gs t.m3

P allow = t.m2

Used Width

Req. length

Used Length

Used Area

ultimate pressure

(m2) (m2) t.m2

ØVc (t) =

ØVc (t) =

ØVc (t) =

cm2 cm2

ΦPn Pu ΦPn >=Pu

Use minimum dowel reinf =

Transverse Reinforcement index (Ktr ) =

Avaliable Length = 45 cmOK

Column reinforcement Splices Lsp = 34.08 cm Lsplice >= 35 cm

Use 6 Ø 12

Lsplice >= 35 cm

Use 6 Ø 12 mm cm30

1.20 m

Use

1 Ø

12

mm

Use

6 Ø

12

mm

Use

1 Ø

12

mm m

1.2

0

0 1.2 m 0

Reinforcement in long direction

No=

x

1 0.0741.13

2 0.074

1.126

3 0.0741.126

Edge sturipp

x y x y x y x y bar in each side

0.85 1.30 0.15 1.30 0 0 0.35 0.5 no 1 bar in each side

1.05 1.3 0.35 1.30 1.20 0 0.85 0.5 s -0.062 no

1.20 0.3 x y x y s0.850 0.30 0.35 0.70 1 0.074 0.074 x0.850 1.30 0.85 0.7 2 0.074 0.074 1 1.1260.75 1.30 3 0.074 0.074 2 1.126

0.6 1.20 x y 4 0.074 0.074 3 1.126

0.6 1.40 0.35 0.90 5 0.074 0.074 4 1.126

0.45 1.30 0.85 0.9 5 1.126

0.35 1.30

0.350 0.3 x y

0.0 0.3 0.35 1.10

0.0 0.0 0.85 1.1

centraal bandReinf in short dirno = 5

Reinf in long dir column reinf

x y x y bar

0.050 0.250 0.383333 0.350 x y0.050 0.050 0.383333 0.6408 1 0.074 0.0741.150 0.050 2 0.2996 0.074

1.150 0.3 x y 3 0.5252 0.074

0.825 0.35 4 0.7508 0.074dowel reinforcement 0.825 0.6408 5 0.9764 0.074

x y 6 1.202 0.074foot dimention 0.231 0.108 7 0.074 0.074

length 1.20 0.37 0.108 8 0.074 0.074width 1.20 0.37 1.20 9 0.074 0.074

10 0.074 0.074column dimention x y 11 0.074 0.074

length 50 1.12 0.108 12 0.074 0.074

width 20 0.830 0.108 13 0.074 0.074

0.830 1.200 14 0.074 0.07415 0.074 0.07416 0.074 0.074

Reinforcement in long direction column cross section 17 0.074 0.074

7 x y 18 0.074 0.07416.5 0.35 0.5 19 0.074 0.074

y 0.85 0.500 20 0.074 0.074

1.13 0.85 0.70 21 0.074 0.0741.13 0.35 0.70 22 0.074 0.074

0.35 0.50 23 0.074 0.074

0.961 24 0.074 0.074

0.961 edge 25 0.074 0.074

x y 26 0.074 0.0740.795333 0 0 27 0.074 0.0740.795333 1.20 0 28 0.074 0.074

1.20 1.20 29 0.074 0.074

bar in each side

1

-0.062y

0.0740.074

0.074

0.074

0.074

Desgin of Square Footing Using Tha Ultimate-Strength Design Method


Assume DimentionDimention That will be used

Load service Dead Load (t) = 36 service live Load (t) = 12

Input data Unit Unfactored Load (t) = 48 Column Cross Section (cm)

Concrete Strength = 210 50

Steel Yeild Strength = 4100 Factored Load (t) 70.8Allowable Soil Pressure 15.0 20

2.5



m

cmAssuming Thick of Footing = 35 cm

1.50

d= 28.60 cm

35

12.055

Area

(m) (m) (m) 2.00 m3.982 2.00 2.00 2.00 4.00 17.70

Check Punching ShearVu (t) = 64.04

O.K85.50 m

Note: must be ØVc >Vu

2.00


Vu (t) = 21.74O.K37.34


Long DirectionVu (t) = 16.43

O.K37.34

Design for Flexuralin Each Direction

Mu r As

t.m9.96 0.001800 12.6

Use Ø 14mm Every 21.8

Use 9 Ø 14 mmDesign Drawings9


124.95 70.8 OK

5 cm2 Use 4 Ø 14

Note: ΦPn must be > Pu




0


Avaliable Length = 85.0 cm


. طبـــــــازه : أحمد م إعداد

kg/cm2

kg/cm3

t.m2



q allow = t/m2

Used Width

Req. length

Used Length

Used Area

ultimate pressure

(m2) (m2) t.m2

ØVc (t) =

ØVc (t) =

ØVc (t) =

cm2

ΦPn Pu ΦPn >=Pu



Use 4 Ø 14

Lsplice >= 41 cm

Use 9 Ø 14 mm cm35

Use 9 Ø 14 mm2.00 m

Use 9 Ø 14 mm

Use

9 Ø

14

mm m

2.00

x y

1.25 1.35

1.45 1.4

foot dimention

length 2.00width 2.00

column dimentionlength

width

Reinforcement in long direction

No= 921.8

x y

1 0.078 1.921.92 1.92

2 0.078 1.704

1.922 1.704

3 0.078 1.48551.922 1.4855

Edge sturipp

x y x y x y bar in each side

0.55 1.35 0 0 0.75 0.55 no 1 bar in each side

0.75 1.35 2.00 0 1.25 0.55 s -0.064 no 1

2.00 0.35 x y x y s -0.0641.250 0.35 0.75 0.75 1 0.078 0.078 x y1.250 1.35 1.25 0.75 2 0.078 0.078 1 1.922 0.0781.15 1.35 3 0.078 0.078 2 1.922 0.078

1 1.25 x y 4 0.078 0.078 3 1.922 0.078

1 1.45 0.75 0.95 5 0.078 0.078 4 1.922 0.0780.85 1.35 1.25 0.95 5 1.922 0.0780.75 1.35

0.750 0.4 x y

0.0 0.4 0.75 1.15

0.0 0.0 1.25 1.15


Reinf in long dir column reinf

x y x y bar

0.050 0.300 0.7833333 0.400 x y

0.050 0.050 0.7833333 0.75754 1 0.078 0.0781.950 0.050 2 0.078 0.078

1.950 0.3 x y 3 0.078 0.078

1.225 0.4 4 0.078 0.078dowel reinforcement 1.225 0.75754 5 0.078 0.078

x y 6 0.078 0.0780.385 0.116 7 0.078 0.078

0.77 0.116 8 0.078 0.0780.77 1.25 9 0.078 0.078

10 0.078 0.078column dimention x y 11 0.078 0.078

50 1.69 0.116 12 0.078 0.078

20 1.230 0.116 13 0.078 0.078

1.230 1.250 14 0.078 0.07815 0.078 0.07816 0.078 0.078

column cross section 17 0.078 0.078

x y 18 0.078 0.0780.75 0.9 19 0.078 0.0781.25 0.900 20 0.078 0.078

1.25 1.10 21 0.078 0.0780.75 1.10 22 0.078 0.078

0.75 0.90 23 0.078 0.078

24 0.078 0.078

edge 25 0.078 0.078

x y 26 0.078 0.0780 0 27 0.078 0.078

2.00 0 28 0.078 0.0782.00 2.00 29 0.078 0.078

Desgin of neighbor Footing Using Tha Ultimate-Strength Design Method



Load service Dead Load (t) =

Input data Unit service live Load (t) =

Concrete Strength = 250 Unfactored Load (t) =


Allowable Soil Pressure 25.0 Factored Load (t)

2.5



1.25

m

Assuming Thick of Footing = 95.00 cmd= 88.20 cm

22.145

Try Width 2.00 cmTry Length 1.00 cm

Ecentrcity (e) 0 m

Area

(m) (m)2.00 1.00 2.000 300.50 300.50

OKNote:

Ultimate stress

436.45 436.45

. طبــــــازه : أحمد م إعداد

kg/cm2

kg/cm3

t.m2



qallow(net) t/m2

Used Width

Used length qmax qmin

(m2) t/m2 t/m2

qmax must be (compressive) & <=q allow (net)

qmin must be (compressive) & >0

qmax qmin

t/m2 t/m2

not ok

Check Punching ShearVu (t) = -342.33

O.K542.16Note: must be ØVc >Vu


Vu (t) = -508.03O.K


Long DirectionVu (t) = -384.9489

O.K62.83

436.45

Design for FlexuralLong Direction Short Direction

Mu r As Mu r As

t.m t.m39.28 0.001800 34.2 0.00 0.00180 17.1

Diameter used(mm) 20 Diameter Used (mm) 20

Use 11 Ø 20 mm (B) Use 6 Ø 20 mm (B)


1190 872.9 OK

40 cm2

Use 16 Ø 18

ØVc (t) =

ØVc (t) =

ØVc (t) =

cm2 cm2

ΦPn Pu ΦPn >=Pu


0 0.5 1 1.5 2 2.5

-350

-300

-250

-200

-150

-100

-50

0

-300.50 -300.50

Check for anchorage of the reinforcement (Short Dir.)



0


Avaliable Length = 75 cm

Column reinforcement Splices Lsp = 59.64 cm take Lsp not less than 60 cm

take Lsp not less than 60 cm

Use 11 Ø 20 mm (B)


2.00 m

Desgin of neighbor Footing Using Tha Ultimate-Strength Design Method

496

105

601 Column Cross Section (cm)

200

872.940

PM 95cm

e

244.1 cm

Len

gth

(m)

0 0

128.2 0 -300.50

cm 1.00 2.00 -300.502.00 0

Width(m)

. طبــــــازه : أحمد م إعداد

2m

OK

436.45

340.21436.45

Design Drawings

Allawable Setress (t/m2)

Ultimate Setress (t/m2)

0 0.5 1 1.5 2 2.5

-350

-300

-250

-200

-150

-100

-50

0

-300.50 -300.50

OK

take Lsp not less than 60 cm

Use 16 Ø 18

cm9

5.0

Use 6 Ø 20 mm (B)

m1.

00

Desgin of Combined Footing Using Tha Ultimate-Strength Design Method



service Dead Load (t) =

service live Load (t) =

Input data Unit Unfactored Load (t) =

Concrete Strength = 250 Factored Load (t)


Allowable Soil Pressure 25.0

2.5



Dis. center to center col. = 2.70 m


d= 74.00 cm

1.25

22.280

Assumed Width 2 cm

Area

(m) (m) (m)50.180 2 25.09 25.09 50.18 28.458

1.350 1.350 11.195 11.195

. طبــــــــازه: أحمد م إعداد

kg/cm2

kg/cm3

t.m2



P allow = t/m2

Used Width

Req. length

Used Length

Used Area

ultimate pressure

(m2) (m2) t/m2

Calculate L1 & L2

X1 X2 L1 L2

D38

Emad: prefer thus value is to be > d+b/2 b = column width

E38

Emad: prefer thus value is to be > d+b/2 b = column width to meat good S..M.D

Check Punching Shear for C2Vu (t) = 657.55


Check Beam shear

Vu (t) = 6.26O.K105.42


Design for Flexural

Bottom longitudinal reinf. Tranverse reinforcement

Mu r As Under C1 Under C2

t.m Mu r As Mu

3566.49 #NUM! #NUM! t.m t.mUse Ø 20mm Every #NUM! 114.24 0.00351 43.4 64.26

#NUM! Use 14 Ø 20 mm Use 8 Ø 20 mm

#NUM!

Shrinkage reinforcement in the short direction (bottom side)Dia. used for shrinkage(mm) = 14

Shrinkage reinforcement in the short direction (top side)


C1 C2

595 714 1190 714 Not OK

40 cm2 for each column



Reinforcement Location Factor ( α ) = 1Coating Factor ( β ) = 1Reinforcement Size Factor ( γ ) = 0.8

ØVc (t) =

ØVc (t) =

cm2

cm2

ΦPn Pu ΦPn Pu ΦPn >=Pu



Lightweight aggregate Concrete Factor ( λ ) = 1Cover Dimention (cm) ( C ) = #NUM!

0

Required development lengh Ld = #NUM! cm#NUM!




0 5 10 15 20 25 30

-800

-600

-400

-200

0

200

400

600

800

0

637.16

-76.84-6.266.26

76.84

-637.16

0.00

S.F.D

Dist.(m)

(t)

0 5 10 15 20 25 30

-4000

-3500

-3000

-2500

-2000

-1500

-1000

-500

0 0

-3566.488-3514.623-3566.488

0

B.M.D

dist.(m)

(t.m

)

Lsplice >= 60 cm

#NUM!

Use

Ø14

mm

@ 1

0 cm

(B)

Use

14

Ø 2

0 m

m172 cm

Desgin of Combined Footing Using Tha Ultimate-Strength Design Method

Load C1 C2 Columns Cross Section (cm)

service Dead Load (t) = 452 452 No width long

service live Load (t) = 107 107 C1 40 100

Unfactored Load (t) = 559 559 C2 80 100

Factored Load (t)

714 R 714

C1 C2

L1 = 11.195 2.70 L2 = 11.195

25.09 m

. طبــــــــازه: أحمد م إعداد

X1 X2

56.916 t/m

Tranverse reinforcement Top longitudinal reinf.

Under C2 Mu r As

r As t.m

0.000.00194 24.8

Use 8 Ø 20 mm No Top reinforcement

#VALUE!

Shrinkage reinforcement in the short direction (bottom side) 203 Ø 14mm or

Use Ø14 mm @ 10 cm(B)


do not need shrinkage rein.

Use 14 Ø 20

Design Drawings

cm2

cm2

#NUM!

Lsplice >= 60 cm

0 5 10 15 20 25 30

-800

-600

-400

-200

0

200

400

600

800

0

637.16

-76.84-6.266.26

76.84

-637.16

0.00

S.F.D

Dist.(m)

(t)

0 5 10 15 20 25 30

-4000

-3500

-3000

-2500

-2000

-1500

-1000

-500

0 0

-3566.488-3514.623-3566.488

0

B.M.D

dist.(m)

(t.m

)

Use 14 Ø 20

cm80

No Top reinforcement

Use

8 Ø

20

mm

cm2

.00

172 cm

25.09 cm

cm80

L2 = 11.195

m2

.00

No=

S.f

x y

0 0

11.195 637.16

11.195 -76.84

12.435 -6.26

12.655 6.26

13.895 76.84

13.895 -637.16

25.09 0.00

moment

x y

0 0

11.195 -3566.488

12.545 -3514.623

13.895 -3566.488

25.090 0

sturipp

x y

12.04488 0.2

13.04488 0.2

x y12.04488 0.4013.04488 0.4

x y

12.04488 0.60

13.04488 0.6

x y

12.04488 0.80

13.04488 0.8

column reinf

x y

12.04488 0.00012.04488 0.5964

x y

13.04488 013.04488 0.5964

bar in each side

no 6 bar in each side

s 1.912481 no 6

x y s 1.9124811 0.09 0.09 x y2 2.002481 0.09 1 24.99977 0.093 3.914961 0.09 2 23.08729 0.09

4 5.827442 0.09 3 21.17481 0.09

5 7.739922 0.09 4 19.26232 0.09

5 17.34984 0.09


bar

x y1 11.63488 0.092 #REF! 0.09

3 #REF! 0.09

4 11.63488 0.095 11.63488 0.09

6 11.63488 0.09

7 11.63488 0.09

8 11.63488 0.099 11.63488 0.09

10 11.63488 0.0911 11.63488 0.0912 11.63488 0.09

13 11.63488 0.09

14 11.63488 0.0915 11.63488 0.0916 11.63488 0.0917 11.63488 0.0918 11.63488 0.0919 11.63488 0.0920 11.63488 0.09

21 11.63488 0.0922 11.63488 0.09

23 11.63488 0.09

24 11.63488 0.09

25 11.63488 0.09

26 11.63488 0.09

27 11.63488 0.0928 11.63488 0.0929 11.63488 0.09

Desgin of Combined Footing with restricion from one side Using Tha Ultimate-Strength Design Method









2.5




Assuming Depth of Footing = 80 cm

d= 74.00 cm

22.280

3.50 cm

3.500 cm

Area

(m) (m) (m)50.180 9 5.58 2.5 22.50 62.044

1.00 1.00


Vu (t) = 530.37O.K

582.15

. طبـــــــازه: أحمد م إعداد

kg/cm2

kg/cm3

t/m2



P allow = t/m2

X1 =

X2 =

Usedlength

Req.width

Used Width

Used Area

ultimate pressure

(m2) (m2) t/m2

(OK) acceptable footing type

Calculate L1 & L2

L1 L2

For C1

ØVc (t) =

Vu (t) = 574.93O.K733.21



Vu (t) = 350.55Increase thick.176.80


Design for Flexural



t.m Mu r As Mu

77.56 0.001800 36.0 t.m t.mUse Ø 20mm Every 47.2 153.91 0.00254 43.14 153.91

Use 12 Ø 20 mm (B) Use 14 Ø 20 mm Use 14 Ø 20 mm

12




C1 C2

2142 698 1071 698 OK





0

For C2

ØVc (t) =

ØVc (t) =

cm2

cm2





Required development lengh Ld = 47.81 cmNot OK(Decrease Diamete of bar



0 1 2 3 4 5 6 7 8 9 10

-600

-400

-200

0

200

400

600

800

0

155.11

-542.89

-273.00

350.55

542.89

-155.11

37.230.00

S.F.D

Dist.(m)

(t)

0 1 2 3 4 5 6 7 8 9 10

-200

0

200

400

600

800

1000

0-77.556

872.50

-77.5560.0

B.M.D

dist.(m)

(t.m

)

Lsplice >= 80 cm

Use 12 Ø 20 mm (B)

Use

14

Ø 2

0 m

m

236 cm

Desgin of Combined Footing with restricion from one side Using Tha Ultimate-Strength Design Method





Factored Load (t)

698 R 698

C1 C2

m1.

25

1.00 m 7 m L2 = 1 m

9.00 m

. طبـــــــازه: أحمد م إعداد

X1 X2

acceptable footing type

155.112 t/m


Under C2 Mu r As

r As t.m

872.50 0.0059 244.10.00351 43.46 Use Ø 20mm Every 5.0

Use 14 Ø 20 mm Use 78 Ø 20 mm (T)

78


Use Ø14 mm @9cm (B)


85 Ø 14 mm or

Use Ø14 mm@10cm (T)

Use 14 Ø 20

Design Drawings

cm2

cm2

Not OK(Decrease Diamete of bar

Lsplice >= 80 cm

Use 14 Ø 20

0 1 2 3 4 5 6 7 8 9 10

-600

-400

-200

0

200

400

600

800

0

155.11

-542.89

-273.00

350.55

542.89

-155.11

37.230.00

S.F.D

Dist.(m)

(t)

0 1 2 3 4 5 6 7 8 9 10

-200

0

200

400

600

800

1000

0-77.556

872.50

-77.5560.0

B.M.D

dist.(m)

(t.m

)

cm80

Use 78 Ø 20 mm (T)

Use

Ø1

4 m

m @

9cm

(B

)

Use

14

Ø 2

0 m

m

Use

Ø1

4 m

m@

10

cm (

T)

cm2

.50

236 cm 172 cm

9.00 cm

cm80

L2 = 1 m

m2

.50

Design Drawings

S.f

x y

0 0

1.000 155.11

1.000 -542.89

2.740 -273.00

6.760 350.55

8.000 542.89

8.000 -155.11

9.24 37.23

9.00 0.00

moment

x y

0 0

1.000 -77.556

4.500 872.50

8.000 -77.556

9.000 0.0

Desgin of Trapezoidal Combined Footing with restriction from each side Using Tha Ultimate-Strength Design Method









2.5




Assuming Depth of Footing = 115 cm

d= 109.10 cm

21.965

3.90 cm

3.900 cm

Area

(m) (m) (m) (m) (m)49.533 8.8 5.63 1.75 9.51 8.2 43.78

0.50 0.50


Vu (t) = 621.84O.K

640.94

. طبـــــازه : أحمد م إعداد

kg/cm2

kg/cm3

t/m2



P allow = t/m2

X1 =

X2 =

Req.length

Req.B2

Used B2

Req.B1

Used B1

Used Area

(m2) (m2)

Calculate L1 & L2

L1 L2

For C1

ØVc (t) =

E32

Emad: insert modfied B2 depend on Req. B2

G32

Emad: insert modfied B1 depend on Req. B1

Vu (t) = 621.84O.K640.94


Check Beam shearat 159.1 cm from the right side of center of C1

Vu (t) = 201.48O.K518.14


Check Beam shearat 159.1 cm from the left side of center of C2



Design for Flexural



t.m Mu r As Mu

1329.13 0.003734 42.9 t.m t.m Ø 25mm @ 7 589.97 0.00975 160.69 132.95

Ø 25mm @ 7 cm (bott 33 Ø 25 mm 9 Ø 25 mm

D (mm) = 25 10 Dia. (mm) = 25




C1 C214

595 695 595 695 Not OK




For C2

ØVc (t) =

ØVc (t) =

ØVc (t) =

cm2

cm2

Dia. Used (mm)




C70

Emad: ادخل قطر السيخ المناسب

G70

Emad: ادخل قطر السيخ المناسب

Reinforcement Location Factor ( α ) = 1

Coating Factor ( β ) = 1

Reinforcement Size Factor ( γ ) = 0.8Lightweight aggregate concrate Factor ( λ ) = 1

Cover Dimention (cm) ( C ) = 2.50

0

Top longitudinal reinforcement Ø 32



Bottom longitudinal reinforcement Ø 25

Required development lengh Ld = 75.17 cmNot OK(Hook bars at their end to provide additional anchorage lngth



Shear and Moment Diagram

260.350 t/m


gu(x

)

0 1 2 3 4 5 6 7 8 9 10

-800

-600

-400

-200

0

200

400

600

800

0127.27

-567.73

-201.48

527.98664.35

-30.650.0

S.F.D

Dist.(m)

(t)

Use 14 Ø 14

Lsplice >= 42 cm

33 Ø 25 mm

0 1 2 3 4 5 6 7 8 9 10

-800

-600

-400

-200

0

200

400

600

800

0127.27

-567.73

-201.48

527.98664.35

-30.650.0

S.F.D

Dist.(m)

(t)

0 1 2 3 4 5 6 7 8 9 10

-1500

-1000

-500

0

500

1000

0 -32.06

671.56

-1329.13

0

B.M.D

dist.(m)

(t.m

)

Ø 25mm @ 7 cm (bo

Ø 32mm @ 26 cm (top)

A

Top reinforcement

m8

.20

Bottom reinforcement

33 Ø 25 mm154.55 cm

8.80

Desgin of Trapezoidal Combined Footing with restriction from each side Using Tha Ultimate-Strength Design Method





Factored Load (t)

695 R

C1

m1.

25

0.50 m7.8 m

31.750

B1

= 8

.2 m

.c.g


X1 X2

ultimate pressure

t/m2

X' = 4.4

8.80 m


Under C2 Mu r As

r As t.m

671.56 0.0026 166.80.00180 42.91 Ø 32mm @ 25

9 Ø 25 mm 21 Ø 32 mm (T)

Dia. (mm) 25 Dia. (mm) = 32 21


Use Ø20 mm @ 12 cm (B)


58 Ø 20 mm or


Use 14 Ø 14

cm2

cm2

OK

Not OK(Hook bars at their end to provide additional anchorage lngth

Lsplice >= 42 cm

Shear and Moment Diagram

Design Drawings

55.57 t/m

0 1 2 3 4 5 6 7 8 9 10

-800

-600

-400

-200

0

200

400

600

800

0127.27

-567.73

-201.48

527.98664.35

-30.650.0

S.F.D

Dist.(m)

(t)

S.f

x y

0 0

0.500 127.27

0.500 -567.73

2.091 -201.48

6.709 527.98

8.300 664.35

8.300 -30.65

8.80 0.0

moment

x y

0 0

0.500 -32.06

3.10 671.56

8.30 -1329.13

8.800 0

Use 14 Ø 14


cm

115

9 Ø 25 mm

0 1 2 3 4 5 6 7 8 9 10

-800

-600

-400

-200

0

200

400

600

800

0127.27

-567.73

-201.48

527.98664.35

-30.650.0

S.F.D

Dist.(m)

(t)

0 1 2 3 4 5 6 7 8 9 10

-1500

-1000

-500

0

500

1000

0 -32.06

671.56

-1329.13

0

B.M.D

dist.(m)

(t.m

)

Use Ø20 mm @ 12 cm (B)

Cross seection A-A

Ø 32mm @ 26 cm (top)

A

Ø 25mm @ 7 cm (bottom)

1.7

5 m

9 Ø 25 mm154.55 cm 154.55 cm

8.80 cm

695

C2

cm11

5

0.50

B2

= 1

.75

m

Design Drawings

gmax gmin length

260.350 55.57 8.8

260.350 55.57 8.8

260.350 55.57 8.8

260.350 55.57 8.8

260.350 55.57 8.8

260.350 55.57 8.8

260.350 55.57 8.8

260.350 55.57 8.8

260.350 55.57 8.8

260.350 55.57 8.8

260.350 55.57 8.8

260.350 55.57 8.8

260.350 55.57 8.8

260.350 55.57 8.8

260.350 55.57 8.8

260.350 55.57 8.8

260.350 55.57 8.8

260.350 55.57 8.8

Desgin of strip Footing ( 3 columns) Using Tha Ultimate-Strength Design Method

Variables

required dimenstion"

Assume Dimention & assume dia. Of bar will be used

Dimention That will be used Load service Dead Load (t) =

Input data Unit service live Load (t) =

Concrete Strength = 250 Unfactored Load (t) =



2.5

1.6

Concrete Cover = 5.0 cm

Diameter of Steel Used = 20.0 mm

Depth of Excavation 1.25 m

5.40 m

6.00 m


d= 89.00 cm

1.25

22.145

Assumed Width 4.1 cm

Area

(m) (m) (m)

58.704 4.1 14.32 14.32 58.70 27.289

X'

7.03 0.13 2.79


kg/cm2

kg/cm3

t.m2



Dis. center to center C1 & C2=


P allow = t/m2

Used Width

Req. length

Used Length

Used Area

ultimate pressure

(m2) (m2) t/m2

Calculate L1 & L2

L1 L2



Check Beam shear



Design for Flexural



t.m Mu r As Mu

565.30 0.004828 176.2 t.m t.mUse Ø 20mm Every 5.0 93.33 0.00263 29.1 267.03

57 Ø 20 mm(B) 15 Ø 16 mm 43 Ø 16 mm

Dia. used (mm) = 20 16

57




C1 C216

178.5 212 572.6875 695 Not OK

19.25 cm2 for each column



Reinforcement Location Factor ( α ) = 1.3Coating Factor ( β ) = 1Reinforcement Size Factor ( γ ) = 0.8

ØVc (t) =

ØVc (t) =

cm2

cm2

Dia. Used for dowel




Lightweight aggregate concrate Factor ( λ ) = 1Cover Dimention (cm) ( C ) = 6.00

0

for Top longitudinal reinforcement

Required development lengh Ld = 62.54 cmOKAvaliable Length = 194.48 cm

for bottom longitudinal reinforcement

Required development lengh Ld = 62.54 cmNot OK(Hook bars at their end to provide additional anchorage lngth




0 2 4 6 8 10 12 14 16

-400

-300

-200

-100

0

100

200

300

400

500

014.42

-197.58

-75.62

267.87

406.61

-288.39

-149.65

171.46

382.93

-312.07

0.0

S.F.D

Dist.(m)

(t)

0 2 4 6 8 10 12 14 16

-1000

-800

-600

-400

-200

0

200

400

0-0.929

173.525

-565.300

-194

-848.91

0

B.M.D

dist.(m)

(t.m

)

Lsplice >= 60 cm

57 Ø 20 mm(B)Ø

16 m

m @

11

cm (

B)

15 Ø

16

mm

127 cm

0 2 4 6 8 10 12 14 16

-1000

-800

-600

-400

-200

0

200

400

0-0.929

173.525

-565.300

-194

-848.91

0

B.M.D

dist.(m)

(t.m

)

Desgin of strip Footing ( 3 columns) Using Tha Ultimate-Strength Design Method

Columns Cross Section (cm)

Load C1 C2 C3 No width long

service Dead Load (t) = 170 439 439 C1 30 40

service live Load (t) = 42 105 105 C2 55 70

Unfactored Load (t) = 212 544 544 C3 40 200

Factored Load (t)

212 695

X' R

C1 C2

L1 = 0.13 5.40 6.00

14.32m


111.887 t/m


Under C2 Under C3 Mu r As

r As Mu r As t.m

t.m 173.53 0.0018 70.10.00633 86.5 290.08 0.00366 158.1 Use Ø 20mm Every 15.9

43 Ø 16 mm 43 Ø 16 mm 23 Ø 20 mm (T)

16 16 23 20


Ø16 mm @ 11 cm (B)


122 Ø 16 mm or

Ø16 mm @ 11 cm (T)

Use 10 Ø 16

Design Drawings

cm2

cm2 cm2

OK


Lsplice >= 60 cm

173.5

173.5

173.5 173.5

173.5 173.5

173.5

173.5

173.5

0 2 4 6 8 10 12 14 16

-400

-300

-200

-100

0

100

200

300

400

500

014.42

-197.58

-75.62

267.87

406.61

-288.39

-149.65

171.46

382.93

-312.07

0.0

S.F.D

Dist.(m)

(t)

0 2 4 6 8 10 12 14 16

-1000

-800

-600

-400

-200

0

200

400

0-0.929

173.525

-565.300

-194

-848.91

0

B.M.D

dist.(m)

(t.m

)

Use 10 Ø 16 Use 10 Ø 1643

Ø 1

6 m

m

43 Ø

16

mm

Ø1

6 m

m @

11

cm

(T

)

157 cm 287 cm

14.32 cm

0 2 4 6 8 10 12 14 16

-1000

-800

-600

-400

-200

0

200

400

0-0.929

173.525

-565.300

-194

-848.91

0

B.M.D

dist.(m)

(t.m

)

695

C3

cm95

L2 = 2.79

m4

.10

S.f

x y

0 0

0.13 14.42

0.13 -197.58 No=

1.219 -75.62

4.289 267.87

5.53 406.61

5.53 -288.39

6.77 -149.65

9.64 171.46

11.53 382.93

11.53 -312.07

14.32 0.0

moment

x y

173.5 0 0 0 0

173.5 0.13 -0.929 0 0

173.5 1.895 173.525 1.894773 1.894773

173.5 5.529 -565.300 0 0

173.5 8.11 -194 0

173.5 11.53 -848.91 0

173.5 14.32 0 0

23 Ø 20 mm (T)

cm95

cm4

.10

sturippx y

#VALUE! 0.2

#VALUE! 0.2

x y

#VALUE! 0.40

#VALUE! 0.4

x y

#VALUE! 0.60

#VALUE! 0.6

x y

#VALUE! 0.80

#VALUE! 0.8

column reinf

x y

#VALUE! 0.000

#VALUE! 0.5964

x y

#VALUE! 0

#VALUE! 0.5964

bar in each side

no #VALUE! bar in each side

s #VALUE! no #VALUE!

x y s #VALUE!

1 0.09 0.09 x y

2 #VALUE! 0.09 1 #VALUE! 0.09

3 #VALUE! 0.09 2 #VALUE! 0.09

4 #VALUE! 0.09 3 #VALUE! 0.09

5 #VALUE! 0.09 4 #VALUE! 0.09

5 #VALUE! 0.09

centraal band

Reinf in short dir

no = #VALUE!

bar

x y

1 5.199024 0.09

2 #VALUE! 0.09

3 #VALUE! 0.09

4 #VALUE! 0.09

5 #VALUE! 0.09

6 #VALUE! 0.09

7 #VALUE! 0.09

8 #VALUE! 0.099 #VALUE! 0.09

10 #VALUE! 0.0911 #VALUE! 0.0912 #VALUE! 0.09

13 #VALUE! 0.09

14 #VALUE! 0.0915 #VALUE! 0.0916 #VALUE! 0.0917 #VALUE! 0.0918 #VALUE! 0.0919 #VALUE! 0.0920 #VALUE! 0.09

21 #VALUE! 0.0922 #VALUE! 0.09

23 #VALUE! 0.09

24 #VALUE! 0.09

25 #VALUE! 0.09

26 #VALUE! 0.09

27 #VALUE! 0.0928 #VALUE! 0.0929 #VALUE! 0.09

Variables

required dimenstion" LoadAssume Dimention & assume dia. Of bar will be used service Dead Load (t) =

Dimention That will be used service live Load (t) =

Unfactored Load (t) =

Input data UnitConcrete Strength = 300



2.5

1.6

Concrete Cover = 5.0 cm

Diameter of Steel Used = 20.0 mm

Depth of Excavation 1.25 m

4.30 m

4.10 m

2.00 m


d= 84.00 cm

1.25

22.190

Assumed Width 5 cm

Area

(m) (m) (m)83.776 5 16.76 16.76 83.78 28.361

X'

. طبازه: أحمد م إعدادDesgin of strip Footing (4 columns) Using Tha Ultimate-Strength Design Method

kg/cm2

kg/cm3

t.m2






P allow = t/m2

ultimate pressureUsed

WidthReq.

lengthUsed

LengthUsed Area

(m2) (m2) t/m2

Calculate L1 & L2

L1 L2

X'

4.90 3.475 2.880




Vu (t) = 310.83O.K327.72


Design for Flexural

Bottom longitudinal reinf. Top longitudinal reinf.Mu r As Mu r Ast.m t.m

1216.18 0.009914 416.4 0.00Use Ø 18mm Every 1.2

164 Ø 18 mm(B) No Top reinforcement

Dia. used (mm) = 18 #VALUE! 18165

Tranverse reinforcementUnder C1 Under C2 Under C3

Mur

As Mur

As Mu

t.m t.m t.m285.60 0.01002 100.3 367.65 0.00853 127.4 344.07

40 Ø 18 mm 51 Ø 18 mm 51 Ø 18 mm

18 18




C1 C214

L1 L2

ØVc (t) =

ØVc (t) =

cm2 cm2

cm2 cm2

Dia. Used for dowel


714 714 714 695 OK




Reinforcement Location Factor ( α ) = 1.3Coating Factor ( β ) = 1Reinforcement Size Factor ( γ ) = 0.8Lightweight aggregate concrate Factor ( λ ) = 1Cover Dimention (cm) ( C ) = 6.00

0

for Top longitudinal reinforcement

Required development lengh Ld = 51.39 cmNot OK(Hook bars at their end to provide additional anchorage lngthAvaliable Length = 5.00 cm

for bottom longitudinal reinforcement







0 2 4 6 8 10 12 14 16 18

-600

-400

-200

0

200

400

600

0

492.81

-221.19

-73.71

198.55

388.57

-306.43

-116.41

106.23

274.98

-420.02-310.8-283.89

-136.41

-408.41

0

S.F.D

Dist.(m)

(t)

0 2 4 6 8 10 12 14 16 18 20

-1400

-1200

-1000

-800

-600

-400

-200

0 0

-856.309

-683.80

-1216.178

-885.10

-1151.71

-529.66-464.05

0

B.M.D

dist.(m)

(t.m

)

Lsplice >= 60 cm

164 Ø 18 mm(B)

Ø14

mm

@ 9

cm

(B

)

40 Ø

18

mm

122 cm

0 2 4 6 8 10 12 14 16 18 20

-1400

-1200

-1000

-800

-600

-400

-200

0 0

-856.309

-683.80

-1216.178

-885.10

-1151.71

-529.66-464.05

0

B.M.D

dist.(m)

(t.m

)

Load C1 C2 C3 C4

service Dead Load (t) = 452 439 439 170

service live Load (t) = 107 105 105 42

Unfactored Load (t) = 559 544 544 212

Factored Load (t)

714 695 695

X' R

C1 C2 C3

L1 = 3.476 4.30 4.10

16.76 m

. طبازه: أحمد م إعداد columns) Using Tha Ultimate-Strength Design Method

141.806 t/m

Tranverse reinforcementUnder C3 Under C4

rAs Mu

rAs

t.m0.00401 50.0 150.21 0.00505 50.5

51 Ø 18 mm 20 Ø 18 mm

18 18


Ø14 mm @ 9 cm (B)


do not need shrinkage rein.

cm2 cm2

Use 14 Ø 14

Design Drawings


OK

Lsplice >= 60 cm

0 2 4 6 8 10 12 14 16 18

-600

-400

-200

0

200

400

600

0

492.81

-221.19

-73.71

198.55

388.57

-306.43

-116.41

106.23

274.98

-420.02-310.8-283.89

-136.41

-408.41

0

S.F.D

Dist.(m)

(t)

0 2 4 6 8 10 12 14 16 18 20

-1400

-1200

-1000

-800

-600

-400

-200

0 0

-856.309

-683.80

-1216.178

-885.10

-1151.71

-529.66-464.05

0

B.M.D

dist.(m)

(t.m

)

0.0

0.0

0.0 0.0

0.0 0.0

0.0

0.0

0.0

0.0

0.0

Use 14 Ø 14 Use 14 Ø 14

51 Ø

18

mm

51 Ø

18

mm

182 cm 152 cm

0 2 4 6 8 10 12 14 16 18 20

-1400

-1200

-1000

-800

-600

-400

-200

0 0

-856.309

-683.80

-1216.178

-885.10

-1151.71

-529.66-464.05

0

B.M.D

dist.(m)

(t.m

)

16.76 cm

Columns Cross Section (cm)

No width long

C1 100 40

C2 40 100

C3 55 70

C4 30 40

272

C3

cm90

2.00 L2 = 2.881

m

m5

.00

S.f

x y

0 0

3.475 492.81

3.48 -221.19

4.515 -73.71 No=

6.435 198.55

7.78 388.57

7.78 -306.43

9.12 -116.41

10.69 106.23

11.88 274.98

11.88 -420.02

12.65 -310.8

12.84 -283.89

13.88 -136.41

13.88 -408.41

16.76 0

moment

x y

0.0 0 0 0 0

0.0 3.48 -856.309 0 0

0.0 5.035 -683.80 0 0.000

0.0 7.775 -1216.178 0 0

0.0 9.94 -885.10 0 0.000

0.0 11.88 -1151.71 0 0

0.0 14.84 -529.66 0 0

0.0 15.80 -464.05 0 0

0.0 18.68 0 18.6792 18.6792

Use 14 Ø 14

No Top reinforcement

cm90

20 Ø

18

mm

cm5

.00

122 cm

sturippx y

8.177648 0.2

8.577648 0.2

x y

8.177648 0.40

8.577648 0.4

x y

8.177648 0.60

8.577648 0.6

x y

8.177648 0.80

8.577648 0.8

column reinf

x y

8.177648 0.000

8.177648 0.5964

x y

8.577648 08.577648 0.5964

bar in each side

no 9 bar in each side

s 0.645294 no 9

x y s 0.645294

1 0.09 0.09 x y

2 0.735294 0.09 1 16.6653 0.09

3 1.380588 0.09 2 16.02 0.09

4 2.025883 0.09 3 15.37471 0.09

5 2.671177 0.09 4 14.72941 0.09

5 14.08412 0.09

centraal band

Reinf in short dir

no = 14

bar

x y

1 5.967648 0.09

2 #REF! 0.09

3 #REF! 0.09

4 #REF! 0.095 #REF! 0.09

6 #REF! 0.09

7 #REF! 0.09

8 #REF! 0.099 #REF! 0.09

10 #REF! 0.0911 #REF! 0.0912 #REF! 0.09

13 #REF! 0.09

14 #REF! 0.0915 #REF! 0.0916 5.967648 0.0917 5.967648 0.0918 5.967648 0.0919 5.967648 0.0920 5.967648 0.09

21 5.967648 0.0922 5.967648 0.09

23 5.967648 0.09

24 5.967648 0.09

25 5.967648 0.0926 5.967648 0.09

27 5.967648 0.0928 5.967648 0.0929 5.967648 0.09

design by ahmed tabaza ملف اكسل لتصميم جميع العناصر الخرسانيه...

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Transcript of design by ahmed tabaza ملف اكسل لتصميم جميع العناصر الخرسانيه...