design by ahmed tabaza design every thing aci

7/28/2019 Design by Ahmed Tabaza Design Every Thing ACI

1/149

esgin of Raectangular Beam for Flexural Using Tha Ultima

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 mm

Diameter of Steel Used = 12 mm

Spacign between bars = 2.5 cm

B1 = 0.85

0.0255

0.01910.0033

0.0096

Assumed Dimension of Beam

Used Width of Beam = 90 cm

Used 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

Balanced Reinforcement Ratiob

=

Maximum Reinforcement Ratiomax.

=

Minimum Reinforcement Ratiomin.

=

Design Reinforcement Ratiodes.

=

Req. bd2

0 20

10

20

30

Beam

Hight

./. : [email protected]


2/149

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 12 5.0 0

Spacing of Lower Layer = 19.0 cm OK

Spacing of Upper Layer = No bars cm OK

rev.cm3 cm2

Req. bd2 rev.cm3 cm2


3/149

0 0

Concrete Stir X Y X

e-Strength Design Metho 0 0 4

90 0 86

90 25 86

0 25 4

0 0 4

# Used Used bd2/Req. bd2

40 60 80 100 120 140 160 180 200

Beam Cross Section

Beam Width


4/149

bars

5.0 304.1%

OK

# Used

bars

5.0 304.1%

OK

cm3

Used bd2/Req. bd2

cm3


5/149

dis. add from the corner of the stirrup

0.8 1.5 1 1

rup lower layer of steel upper layer of steel lineY 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 6

18 4.8 6 4.8 6 4.8 6

19 4.8 6 4.8 6 4.8 6

20 4.8 6 4.8 6 4.8 6

21 4.8 6 4.8 6 4.8 6

22 4.8 6 4.8 6 4.8 6

23 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 4.8 626 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 6

30 4.8 6 4.8 6 4.8 6


6/149


7/149

gin of Raectangular and Circular Column Using Tha Ultimate-Strength Design Meth

Variablesrequired dimenstion"

Assume Dimention


Input data Unit

Concrete Strength = 210


Applied Force = 122 ton

Concrete Cover = 2.5 cm

Diameter of Stirrup Used = 8 mm

Diameter of Steel Used = 14 mm

Spacing Between Bars = 38 mm

Spacing of Ties "Stirrup" = 22 cm

Circular Column Cross Section

Assumed Diameter = 55 cm

Area Req. Dia. Used Dia. Used Area As # Req. # Used

cm cm bars bars

1005 35.8 55 2376 0.0100 23.8 15.4 16.0

OK

Ckeck Spacing = 8.6 cm OK

Rectangular Column Cross SectionAssumed Width = 20 cm

Assumed Long = 60 cm

Used b Req. h Used h 14 As # Req. # Used

cm cm cm bars bars20 50.3 60 1200 0.0100 12.0 7.8 8.0

OK

Check Horizontal Spacing = 15.9 cm OK

Check Vertical Spacing = 10.6 cm OK

Use 4 14 mm in horizontal each layer

Use 0 14 mm in vertical each side

: .

kg/cm2

kg/cm2

rev.cm2 cm2 cm2

rev.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 1

0

5

10

15

20

25

Rectangular Column Reinforcement

Cpl. Long

Col.Width


8/149


9/149


10/149

2.5 stirrup diameter 24

25 18

degree 22.5

he concrete To draw the steel "reinforcement" Concrete edge Concrete cover

Y -X Y -y degree X Y x y x y

24.9968 -0.4 24.9968 -24.9968 1 22.5 21.71296 8.993081 0 0 2.5 2.5

24.9872 -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 17.5

24.94875 -1.6 24.94875 -24.94875 4 90 0.018714 23.5 60 0 57.5 2.5

24.91987 -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 8.992921

24.79435 -3.2 24.79435 -24.79435 8 180 -23.49997 -0.000173

24.73944 -3.6 24.73944 -24.73944 9 202.5 -21.72725 -8.99324

24.67793 -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 -16.6168

24.26932 -6 24.26932 -24.26932 15 337.5 21.68422 -8.992762

24.16692 -6.4 24.16692 -24.16692 16 360 23.49988 0.000345

24.05743 -6.8 24.05743 -24.05743 17 22.5 21.71296 8.993081

23.94076 -7.2 23.94076 -23.94076 18 22.5 21.71296 8.993081

23.8168 -7.6 23.8168 -23.8168 19 22.5 21.71296 8.993081

23.68544 -8 23.68544 -23.68544 20 22.5 21.71296 8.993081

23.54655 -8.4 23.54655 -23.54655 21 22.5 21.71296 8.993081

23.4 -8.8 23.4 -23.4 22 22.5 21.71296 8.993081

23.24564 -9.2 23.24564 -23.24564 23 22.5 21.71296 8.993081

23.08333 -9.6 23.08333 -23.08333 24 22.5 21.71296 8.993081

22.91288 -10 22.91288 -22.91288 25 22.5 21.71296 8.993081

22.73412 -10.4 22.73412 -22.73412 26 22.5 21.71296 8.993081

22.54684 -10.8 22.54684 -22.54684 27 22.5 21.71296 8.993081

22.35084 -11.2 22.35084 -22.35084 28 22.5 21.71296 8.993081

22.14588 -11.6 22.14588 -22.14588 29 22.5 21.71296 8.993081

21.93171 -12 21.93171 -21.93171 30 22.5 21.71296 8.99308121.70806 -12.4 21.70806 -21.70806 31 22.5 21.71296 8.993081


11/149

21.47464 -12.8 21.47464 -21.47464 32 22.5 21.71296 8.993081

21.23111 -13.2 21.23111 -21.23111 33 22.5 21.71296 8.993081

20.97713 -13.6 20.97713 -20.97713 34 22.5 21.71296 8.993081

20.71232 -14 20.71232 -20.71232 35 22.5 21.71296 8.993081

20.43624 -14.4 20.43624 -20.43624 36 22.5 21.71296 8.993081

20.14845 -14.8 20.14845 -20.14845 37 22.5 21.71296 8.993081

19.84843 -15.2 19.84843 -19.84843 38 22.5 21.71296 8.993081

19.53561 -15.6 19.53561 -19.53561 39 22.5 21.71296 8.993081

19.20937 -16 19.20937 -19.20937 40 22.5 21.71296 8.993081

18.86902 -16.4 18.86902 -18.86902 41 22.5 21.71296 8.993081

18.51378 -16.8 18.51378 -18.51378 42 22.5 21.71296 8.993081

18.14277 -17.2 18.14277 -18.14277 43 22.5 21.71296 8.993081

17.755 -17.6 17.755 -17.755 44 22.5 21.71296 8.993081

17.34935 -18 17.34935 -17.34935 45 22.5 21.71296 8.993081

16.92454 -18.4 16.92454 -16.92454 46 22.5 21.71296 8.993081

16.47908 -18.8 16.47908 -16.47908 47 22.5 21.71296 8.993081

16.01125 -19.2 16.01125 -16.01125 48 22.5 21.71296 8.993081

15.51902 -19.6 15.51902 -15.51902 49 22.5 21.71296 8.993081

15 -20 15 -15 50 22.5 21.71296 8.993081

14.4513 -20.4 14.4513 -14.4513 51 22.5 21.71296 8.993081

13.86939 -20.8 13.86939 -13.86939 52 22.5 21.71296 8.993081

13.24991 -21.2 13.24991 -13.24991 53 22.5 21.71296 8.993081

12.5873 -21.6 12.5873 -12.5873 54 22.5 21.71296 8.993081

11.87434 -22 11.87434 -11.87434 55 22.5 21.71296 8.99308111.10135 -22.4 11.10135 -11.10135 56 22.5 21.71296 8.993081

10.25475 -22.8 10.25475 -10.25475 57 22.5 21.71296 8.993081

9.314505 -23.2 9.314505 -9.314505 58 22.5 21.71296 8.993081

8.248636 -23.6 8.248636 -8.248636 59 22.5 21.71296 8.993081

7 -24 7 -7 60 22.5 21.71296 8.993081

5.444263 -24.4 5.444263 -5.444263 61 22.5 21.71296 8.993081

3.155947 -24.8 3.155947 -3.155947 62 22.5 21.71296 8.993081

0 -25.2 0 0 63 22.5 21.71296 8.993081

0 -25.2 0 0 64 22.5 21.71296 8.993081

0 -25.2 0 0 65 22.5 21.71296 8.993081

0 -25.2 0 0 66 22.5 21.71296 8.993081

0 -25.2 0 0 67 22.5 21.71296 8.993081

0 -25.2 0 0 68 22.5 21.71296 8.993081

0 -25.2 0 0 69 22.5 21.71296 8.993081

0 -25.2 0 0 70 22.5 21.71296 8.9930810 -25.2 0 0 71 22.5 21.71296 8.993081

0 -25.2 0 0 72 22.5 21.71296 8.993081

0 -25.2 0 0 73 22.5 21.71296 8.993081

0 -25.2 0 0 74 22.5 21.71296 8.993081

0 -25.2 0 0 75 22.5 21.71296 8.993081

0 -25.2 0 0 76 22.5 21.71296 8.993081

0 -25.2 0 0 77 22.5 21.71296 8.993081

0 -25.2 0 0 78 22.5 21.71296 8.993081

0 -25.2 0 0 79 22.5 21.71296 8.993081

0 -25.2 0 0 80 22.5 21.71296 8.993081

0 -25.2 0 0 81 22.5 21.71296 8.993081

0 -25.2 0 0 82 22.5 21.71296 8.993081

0 -25.2 0 0 83 22.5 21.71296 8.993081

0 -25.2 0 0 84 22.5 21.71296 8.993081

0 -25.2 0 0 85 22.5 21.71296 8.993081


12/149

0 -25.2 0 0 86 22.5 21.71296 8.993081

0 -25.2 0 0 87 22.5 21.71296 8.993081

0 -25.2 0 0 88 22.5 21.71296 8.993081

0 -25.2 0 0 89 22.5 21.71296 8.993081

0 -25.2 0 0 90 22.5 21.71296 8.993081

0 -25.2 0 0 91 22.5 21.71296 8.993081

0 -25.2 0 0 92 22.5 21.71296 8.993081

0 -25.2 0 0 93 22.5 21.71296 8.993081

0 -25.2 0 0 94 22.5 21.71296 8.993081

0 -25.2 0 0 95 22.5 21.71296 8.993081

0 -25.2 0 0 96 22.5 21.71296 8.993081

0 -25.2 0 0 97 22.5 21.71296 8.993081

0 -25.2 0 0 98 22.5 21.71296 8.993081

0 -25.2 0 0 99 22.5 21.71296 8.993081

0 -25.2 0 0 100 22.5 21.71296 8.993081

0 -25.2 0 0 101 22.5 21.71296 8.993081

0 -25.2 0 0 102 22.5 21.71296 8.993081

0 -25.2 0 0 103 22.5 21.71296 8.993081

0 -25.2 0 0 104 22.5 21.71296 8.993081

0 -25.2 0 0 105 22.5 21.71296 8.993081

0 -25.2 0 0 106 22.5 21.71296 8.993081

0 -25.2 0 0 107 22.5 21.71296 8.993081

0 -25.2 0 0 108 22.5 21.71296 8.993081

0 -25.2 0 0 109 22.5 21.71296 8.9930810 -25.2 0 0 110 22.5 21.71296 8.993081

0 -25.2 0 0 111 22.5 21.71296 8.993081

0 -25.2 0 0 112 22.5 21.71296 8.993081

0 -25.2 0 0 113 22.5 21.71296 8.993081

0 -25.2 0 0 114 22.5 21.71296 8.993081

0 -25.2 0 0 115 22.5 21.71296 8.993081

0 -25.2 0 0 116 22.5 21.71296 8.993081

0 -25.2 0 0 117 22.5 21.71296 8.993081

0 -25.2 0 0 118 22.5 21.71296 8.993081

0 -25.2 0 0 119 22.5 21.71296 8.993081

0 -25.2 0 0 120 22.5 21.71296 8.993081

0 -25.2 0 0 121 22.5 21.71296 8.993081

0 -25.2 0 0 122 22.5 21.71296 8.993081

0 -25.2 0 0 123 22.5 21.71296 8.993081

0 -25.2 0 0 124 22.5 21.71296 8.9930810 -25.2 0 0 125 22.5 21.71296 8.993081

0 -25.2 0 0 126 22.5 21.71296 8.993081


13/149

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 8

spacing 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 3.5

3 4.1 3.5 56.1 3.5

4 4.1 3.5 56.1 3.5

5 4.1 3.5 56.1 3.5

6 4.1 3.5 56.1 3.5

7 4.1 3.5 56.1 3.5

8 4.1 3.5 56.1 3.5

9 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


14/149

12 4.1 3.5 56.1 3.5

13 4.1 3.5 56.1 3.5

14 4.1 3.5 56.1 3.5

15 4.1 3.5 56.1 3.5


15/149


16/149

in of Raectangular Footing Using Tha Ultimate-Strength Design Met

Variables


Assume Dimention


Loadservice Dead Load (t) = 11

Input data Unit service live Load (t) = 7

Concrete Strength = 212 Unfactored Load (t) = 18 C

Steel Yeild Strength = 4000 50

Allowable Soil Pressure 15.0 Factored Load (t) 27.32.5 2

1.7


Diameter of Steel Used = 12.0 mmDepth of Excavation 1.10 m

Assuming Depth of Footing = 30 cm m

d= 23.80 cm

1.1

0

12.890 3 0

Assumed Width 1.2 cm

Assumed Length 1.2 cm

Area

(m) (m) (m) 1.20 m

1.396 1.20 1.16 1.20 1.44 18.96

Check Punching Shear 1 2 0

Vu (t) = 21.17O.K

66.09

Note: must be Vc >Vu

Check Beam shear

Short Direction

Vu (t) = 5.96O.K

18.73


Long DirectionVu (t) = 2.55

O.K18.73

Design for Flexural

Long Direction Short Direction

Mu As Mu

As

t.m t.m

1.39 0.001800 6.5 1.39 0.00180 6.5

Use 12mm Every 16.5 Use 12mm Every 22.6

Use 6 12 mm Use 6 12 mm 6

7 Central Band reinforcement = 6.5 cm2

Use 6 12 mm in the central band

Use 1 12 mm in each side of central bandDesign D

Check for bearing strength

126.14 27.3 OK

5 cm2 Use 6 12

. :

kg/cm2

kg/cm3

t.m2

Concrete Unit Weight c t.m

3

Soil Unit Weight s t.m

3

Pallow

= t.m2

UsedWidth

Req.length

UsedLength

UsedArea

ultimatepressure

(m2) (m2) t.m2

Vc (t) =

Vc (t) =

Vc (t) =

cm2 cm2

Pn

Pu

Pn>=Pu

Use minimumdowel reinf =


17/149

Avaliable Length = 45 cm

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

Use 6 12

Lsplice >= 35 cm

Use 6 12 mm cm

30

1.20 m

Use112mm

Use612mm

Use112mm m

1.20

0 1.2 m 0


18/149


19/149


20/149

Edge sturipp

x y x y x y x y bar in eac

0.85 1.30 0.15 1.30 0 0 0.35 0.5 no

1.05 1.3 0.35 1.30 1.20 0 0.85 0.5 s

1.20 0.3 x y x

0.850 0.30 0.35 0.70 1 0.074

0.850 1.30 0.85 0.7 2 0.074

0.75 1.30 3 0.074

0.6 1.20 x y 4 0.074

0.6 1.40 0.35 0.90 5 0.074

0.45 1.30 0.85 0.9

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 b

Reinf in sh

no =

Reinf in long dir column reinf

x y x y bar

0.050 0.250 0.383333 0.350 x

0.050 0.050 0.383333 0.6408 1 0.074

1.150 0.050 2 0.2996

1.150 0.3 x y 3 0.5252

0.825 0.35 4 0.7508

dowel reinforcement 0.825 0.6408 5 0.9764

x y 6 1.202

foot dimention 0.231 0.108 7 0.074

length 1.20 0.37 0.108 8 0.074

width 1.20 0.37 1.20 9 0.074

10 0.074

column dimention x y 11 0.074

length 50 1.12 0.108 12 0.074

width 20 0.830 0.108 13 0.0740.830 1.200 14 0.074

15 0.074

16 0.074

ment in long direction column cross section 17 0.074

7 x y 18 0.074

16.5 0.35 0.5 19 0.074

y 0.85 0.500 20 0.074

1.13 0.85 0.70 21 0.074

1.13 0.35 0.70 22 0.074

0.35 0.50 23 0.074

0.961 24 0.074

0.961 edge 25 0.074

x y 26 0.0740.795333 0 0 27 0.074

0.795333 1.20 0 28 0.074

1.20 1.20 29 0.074


21/149


22/149

side

1

-0.062

y

0.074

0.074

0.074

0.074

0.074


23/149


24/149

in of Square Footing Using Tha Ultimate-Strength Design Met

Variables


Assume Dimention


Loadservice Dead Load (t) = 36

service live Load (t) = 12

Input data Unit Unfactored Load (t) = 48 C

Concrete Strength = 210 50

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

2.5

1.8

Concrete Cover = 5.0 cmDiameter of Steel Used = 14.0 mm

Depth of Excavation 1.50 m

mAssuming Thick of Footing = 35 cm

1.5

0

d= 28.60 cm

12.055

Area

(m) (m) (m) 2.00 m

3.982 2.00 2.00 2.00 4.00 17.70

Check Punching ShearVu (t) = 64.04

O.K85.50


Check Beam shear

Short Direction

Vu (t) = 21.74O.K

37.34


Long Direction

Vu (t) = 16.43O.K

37.34

Design for Flexural

in Each Direction

Mu As

t.m

9.96 0.001800 12.6

Use 14mm Every 21.8

Use 9 14 mmDesign Drawings

9


124.95 70.8 OK

5 cm2 Use 4 14

: .

kg/cm2

kg/cm3

t.m2


3


3

qallow

= t/m2

UsedWidth

Req.length

UsedLength

UsedArea

ultimatepressure

(m2) (m2) t.m2

Vc (t) =

Vc (t) =

Vc (t) =

cm2

Pn

Pu

Pn>=Pu

Use minimumd l i f


25/149

Use 4 14

Lsplice >= 41 cm

Use 9 14 mm cm

35

Use 9 14 mm

2.00 m

Use 9 14 mm

Use914mm m

2.00


26/149


27/149


28/149

Edge sturipp

x y x y x y bar in each side

0.55 1.35 0 0 0.75 0.55 no 1

0.75 1.35 2.00 0 1.25 0.55 s -0.064

2.00 0.35 x y x y

1.250 0.35 0.75 0.75 1 0.078 0.078

1.250 1.35 1.25 0.75 2 0.078 0.078

1.15 1.35 3 0.078 0.078

1 1.25 x y 4 0.078 0.078

1 1.45 0.75 0.95 5 0.078 0.078

0.85 1.35 1.25 0.95

0.75 1.35

0.750 0.4 x y

0.0 0.4 0.75 1.15

0.0 0.0 1.25 1.15

centraal band

Reinf in short dir

no = 0

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 0.078

1.950 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 0.078

dowel reinforcement 1.225 0.75754 5 0.078 0.078

x y 6 0.078 0.078

0.385 0.116 7 0.078 0.078

0.77 0.116 8 0.078 0.078

0.77 1.25 9 0.078 0.078

10 0.078 0.078

ion 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 0.078

15 0.078 0.078

16 0.078 0.078

column cross section 17 0.078 0.078

x y 18 0.078 0.078

0.75 0.9 19 0.078 0.078

1.25 0.900 20 0.078 0.078

1.25 1.10 21 0.078 0.078

0.75 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 0.078

0 0 27 0.078 0.078

2.00 0 28 0.078 0.078

2.00 2.00 29 0.078 0.078


29/149


30/149

of neighbor Footing Using Tha Ultimate

Variables


Assume Dimention


Loadservice 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

1.6



1.25mAssuming Thick of Footing = 95.00 cm

d= 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

: .

kg/cm2

kg/cm3

t.m2


3

Soil Unit Weight s

t.m3

qallow(net) t/m2

UsedWidth

Usedlength

qmax

qmin

(m2) t/m2 t/m2

qmax

must be (compressive) & 0

qmax

qmin

t/m2 t/m2

notok


31/149

Check Punching ShearVu (t) = -342.33

O.K542.16


Check Beam shear

Short Direction

Vu (t) = -508.03O.K

125.65


Long Direction

Vu (t) = -384.9489O.K

62.83

436.45

Design for Flexural

Long Direction Short Direction

Mu As Mu

As

t.m t.m

39.28 0.001800 34.2 0.00 0.00180 17.1

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

Use 11 20 mm (B) Use 6 20 mm (B)


1190 872.9 OK

40 cm2

Use 16 18

Vc (t) =

Vc (t) =

Vc (t) =

cm2 cm2

Pn

Pu

Pn>=Pu


-35

-30

-25

-20

-15

-10

-5


32/149

Check for anchorage of the reinforcement (Short Dir.)

Bottom reinforcement ( 18mm )

Reinforcement Location Factor ( ) = 1

Coating Factor ( ) = 1Reinforcement Size Factor ( ) = 0.8

Lightweight aggregate concrate Factor ( ) = 1

Cover Dimention (cm) ( C ) = 6.0

0

Required development lengh Ld = 32.48 cm


Column reinforcement Splices Lsp = 59.64 cm take Lsp not le

take Lsp not less than 60 cm

se mm

Transverse Reinforcement index (Ktr) =


33/149

2.00 m


34/149

-Strength Design M

496105

601 Column Cross Section (cm)

200

872.9

40

P

M 95cm

e

244.1 cm

Length(m)

0 0

128.2 0 -300.50

cm 1.00 2.00 -300.50.

Width(m)


35/149

2m

436.45

340.21

436.45

Design Drawings

Allawable Setress (t/m2)

Ultimate Setress (t/m2)

0 0.5 1 1.5 2 2.5

-300.50 -300.50


36/149

OK

s than 60 cm

Use 16 18

cm

95.0

se mm

m

1.00


37/149


38/149


39/149

OK


40/149


41/149


42/149

sgin of Combined Footing Using Tha Ultim

Variables


Assume Dimention


service

servic

Input data Unit Unfact

Concrete Strength = 250 Factored


Allowable Soil Pressure 25.0

2.5

1.6



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

: .

kg/cm2

kg/cm3

t.m2


3


3

Pallow

= t/m2

Used

Width

Req.

length

Used

Length

Used

Area

ultimate

pressure(m2) (m2) t/m2

Calculate L1

& L2

X1

X2 L1 L2


43/149

Check Punching Shear for C2Vu (t) = 657.55

O.K691.56


Check Beam shear

Vu (t) = 6.26O.K

105.42


Design for Flexural

Bottom longitudinal reinf. Tranverse reinforcement

Mu As Under C1 U

t.m Mu

As Mu

3566.49 #VALUE! #VALUE! t.m t.m

Use 20mm Every #VALUE! 114.24 0.00351 43.4 64.26

#VALUE! Use 14 20 mm Use

#VALUE!

Shrinkage reinforcement in the short direction (bott

Dia. used for shrinkage(mm) = 14

Shrinkage reinforcement in the short direction (to


C1 C2

595 714 1190 714 Not OK

40 cm2 for each column

Check for anchorage of the reinforcement




Vc (t) =

Vc (t) =

cm2

cm2

Pn Pu Pn Pu Pn >=Pu




44/149

Lightweight aggregate Concrete Factor ( ) = 1

Cover Dimention (cm) ( C ) = #VALUE!

0

Required development lengh Ld = #VALUE! cm

Avaliable Length = 1112.49 cm

Column reinforcement Splices Lsp = 59.64 cm


0 5 10 15

-800

-600

-400

-200

0

200

400

600

800

0

637.16

-76.84-6.266.26

76.84

-637.16

S.F.D

Dist.(m)

(t)

0 5 10 15

-4000

-3500

-3000

-2500

-2000

-1500

-1000

-500

0 0

-3566.488-3514.623-3566.4

B.M.D

dist.(m)

(t.m)


45/149

Lsplice >= 60 cm

#VALUE!

Use14mm@1

0cm(B

Use1420mm

172 cm


46/149

te-Strength Design Meth

Load C1 C2 Columns Cross Section (cm)Dead Load (t) = 452 452 No width long

live Load (t) = 107 107 C1 40 100

ored Load (t) = 559 559 C2 80 100

oad (t)

714 R 714

C1 C2

L1 = 11.195 2.70 L2 = 125.09 m

. :

X1

X2


47/149

56.916 t/m

Top longitudinal reinf.

nder C2 Mu As

As t.m

0.00

0.00194 24.8

8 20 mm No Top reinforcement

#VALUE!

m side) 203 14mm orUse 14 mm @ 10 cm(B)

side)

do not need shrinkage rein.

Use 14 20

Design Drawings

cm2

cm2


48/149

#VALUE!

Lsplice >= 60 cm

20 25 30

0.00

20 25 30

88

0


49/149

Use 14 20

cm

80

No Top reinforcement

Use820mm

cm

2.00

172 cm

25.09 cm


50/149

cm

80

1.195

m

2.00


51/149


52/149

No=

S.fx 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


53/149


54/149


55/149


56/149


57/149


58/149

sturipp

x y

12.04488 0.2

13.04488 0.2

x y

12.04488 0.40

13.04488 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 0.000

12.04488 0.5964

x y13.04488 0

13.04488 0.5964


59/149


60/149


61/149


62/149

bar in each side

no 6 bar in each side

s 1.912481 no 6

x y s 1.912481

1 0.09 0.09 x y

2 2.002481 0.09 1 24.99977 0.09

3 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

centraal band

Reinf in short dirno = 2

bar

x y

1 11.63488 0.09

2 #REF! 0.09

3 #REF! 0.094 11.63488 0.09

5 11.63488 0.09

6 11.63488 0.09


63/149

7 11.63488 0.09

8 11.63488 0.09

9 11.63488 0.09

10 11.63488 0.09

11 11.63488 0.09

12 11.63488 0.09

13 11.63488 0.09

14 11.63488 0.09

15 11.63488 0.09

16 11.63488 0.09

17 11.63488 0.09

18 11.63488 0.09

19 11.63488 0.09

20 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 0.09

28 11.63488 0.09

29 11.63488 0.09


64/149


65/149


66/149

of Combined Footing with restricion from one si

Variables


Assume Dimention


service

servic

Input data Unit Unfact




2.5

1.6




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

Check Punching Shear

Vu (t) = 530.37O.K

582.15

: .

kg/cm2

kg/cm3

t/m2

Concrete Unit Weight c t.m3


3

Pallow

= t/m2

X1

=

X2

=

Usedlength

Req.width

UsedWidth

UsedArea

ultimatepressure

(m2) (m2) t/m2

(OK)acceptable footing type

Calculate L1

& L2

L1

L2

For C1

Vc (t) =


67/149

Vu (t) = 574.93O.K

733.21


Check Beam shear

Short DirectionVu (t) = 350.55

Increase thick.176.80


Design for Flexural


Mu As Under C1 U

t.m Mu

As Mu

77.56 0.001800 36.0 t.m t.m

Use 20mm Every 47.2 153.91 0.00254 43.14 153.91

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

12





C1 C2

2142 698 1071 698 OK





Coating Factor ( ) = 1

Reinforcement Size Factor ( ) = 0.8



0

or2

Vc (t) =

Vc (t) =

cm2

cm2

Pn

Pu

Pn

Pu

Pn>=Pu





68/149

Required development lengh Ld = 47.81 cmNot



0 1 2 3 4 5

-600

-400

-200

0

200

400

600

800

0

155.11

-542.89

-273.00

S.F.D

Dist.(m)

(t)

0 1 2 3 4 5

-200

0

200

400

600

800

1000

0-77.556

872.50

B.M.D

dist.(m)

(t.m

)


69/149

Lsplice >= 80 cm

Use 12 20 mm (B)

Use142

0mm

236 cm


70/149

e Using Tha Ultimate-Strength Design

Load C1 C2 Columns Cross Section (cm)Dead Load (t) = 452 452 No width long

live Load (t) = 107 107 C1 40 200

ored Load (t) = 559 559 C2 40 100

oad (t)

698 R 698

C1 C2m

1.25

1.00 m7 m

L2 =

9.00 m

:

X1

X2


71/149

155.112 t/m


nder C2 Mu As

As t.m

872.50 0.0059 244.1

0.00351 43.46 Use 20mm Every 5.0

4 20 mm Use 78 20 mm (T)

78

m side) 47 14mm orUse 14 mm @9cm (B)

side)

85 14 mm or

Use 14 mm@10cm (T)

Use 14 20

Design Dra

cm2

cm2


72/149

OK(Decrease Diamete of bar

Lsplice >= 80 cm

Use 14 20

6 7 8 9 10

350.55

542.89

-155.11

37.230.00

6 7 8 9 10-77.5560.0


73/149

cm

80

Use 78 20 mm (T)

Use14mm@9cm(B)

Use142

0mm

Use14mm@10cm(T)

cm

2.50

172 cm

9.00 cm


74/149

cm

80

1 m

m

2.50


75/149

ings


76/149

S.f

x y

0 0

1.000 155.111.000 -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


77/149


78/149

n of Trapezoidal Combined Footing with restrictio

Variables


Assume Dimention


service

servicInput data Unit Unfac




2.5

1.6




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

Check Punching Shear

Vu (t) = 621.84O.K

640.94

: .

kg/cm2

kg/cm3

t/m2


3


3

Pallow

= t/m2

X1

=

X2

=

Req.length

Req.B

2

UsedB

2

Req.B

1

UsedB

1

UsedArea

(m2) (m2)

Calculate L1

& L2

L1

L2

For C1

Vc (t) =


79/149

Vu (t) = 621.84O.K

640.94


Check Beam shear

at 159.1 cm from the right side of center of C1Vu (t) = 201.48

O.K518.14


Check Beam shear

at 159.1 cm from the left side of center of C2Vu (t) = 527.98

Increase thick.255.10


Design for Flexural


Mu As Under C1

t.m Mu

As Mu

1329.13 0.003734 42.9 t.m t.m

25mm @ 7 589.97 0.00975 160.69 132.95

25mm @ 7 cm (bott 33 25 mm 9

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





C1 C214

595 695 595 695 Not OK




or2

Vc (t) =

Vc (t) =

Vc (t) =

cm2

cm2

Dia. Used

(mm)

Pn

Pu

Pn

Pu

Pn>=Pu




80/149






0

Top longitudinal reinforcement 32



Bottom longitudinal reinforcement 25

Required development lengh Ld = 75.17 cmN



Shear and Moment Diagram

260.350 t/m


gu(x)

400

600

800

S.F.D


81/149

Use 14 14

Lsplice >= 42 cm

33 25 mm

0 1 2 3 4 5

-800

-600

-400

-200

0

200

0127.27

-567.73

-201.48

Dist.(m)

(t)

0 1 2 3 4 5

-1500

-1000

-500

0

500

1000

0 -32.06

671.56

B.M.D

dist.(m)

(t.m)


82/149

25mm @ 7 cm (b

A

Top reinforcement

m

8.20

Bottom reinforcement

33 25 mm154.55 cm


83/149


84/149


85/149

X' = 4.4

8.80 m


nder C2 Mu As

As t.m

671.56 0.0026 166.8

0.00180 42.91 32mm @ 25

25 mm 21 32 mm (T)

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

m side) 35 20mm orUse 20 mm @ 12 cm (B)

side)

58 20 mm or

Use 20 mm@14cm (T)

Use 14 14

cm2

cm2


86/149

OK

ot OK(Hook bars at their end to provide additional anchorage lngth

Lsplice >= 42 cm

D

55.57 t/m

527.98664.35


87/149

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 14

Use 20 mm@14cm (T)

cm

115

9 25 mm

6 7 8 9 10-30.650.0

6 7 8 9 10

-1329.13

0


88/149

Use 20 mm @ 12 cm (B)

Cross seection A-A

32mm @ 26 cm (top)

A

25mm @ 7 cm (bottom)

1.75m

9 25 mm154.55 cm

8.80 cm


89/149


90/149

695

C2

cm

115

0.50

B2=1.75m


91/149


92/149

esign Drawings


93/149

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


94/149


95/149


96/149

n of strip Footing ( 3 columns) Using Tha Ul

Variables


Assume Dimention & assume dia. Of bar will be used


service

Input data Unit servicConcrete Strength = 250 Unfact


Allowable Soil Pressure 25.0 Factored

2.5

1.6


Diameter of Steel Used = 20.0 mm


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


3


3

Dis. center to centerC1& C

2=

Dis. center to centerC2& C

3=

Pallow

= t/m2

UsedWidth Req.length UsedLength UsedArea ultimatepressure

(m2) (m2) t/m2

Calculate L1

& L2

L1

L2


97/149


O.K768.35


Check Beam shear

Vu (t) = 267.87Increase thick.

259.92


Design for Flexural

Bottom longitudinal reinf. Tranverse

Mu As Under C1 U

t.m Mu

As Mu

565.30 0.004828 176.2 t.m t.m

Use 20mm Every 5.0 93.33 0.00263 29.1 267.03

57 20 mm(B) 15 16 mm 43

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 ( ) = 1.3


Vc (t) =

Vc (t) =

cm2

cm2

Dia. Usedfor dowel

Pn

Pu

Pn

Pu

Pn

>=Pu




98/149



0

for Top longitudinal reinforcement



for bottom longitudinal reinforcement

Required development lengh Ld = 62.54 cmNot OK




0 2 4 6 8

-400

-300

-200

-100

0

100

200

300

400

500

014.42

-197.58

-75.62

267.87

406.61

-288.39

-149.65

S.F.D

Dist.(m)

(t)

0 2 4 6 8

-600

-400

-200

0

200

400

0-0.929

173.525

-565.300

-1

B.M.D

(t.m)


99/149

Lsplice >= 60 cm

57 20 mm(B)

16mm@1

1cm(B)

1516mm

127 cm

-1000

-800

dist.(m)


100/149

timate-Strength Design M

Columns Cross Section (cm)

oad C1 C2 C3 No width longDead Load (t) = 170 439 439 C1 30 40

live Load (t) = 42 105 105 C2 55 70ored Load (t) = 212 544 544 C3 40 200

oad (t)

212 695

X' R

C1 C2

L1 = 0.13 5.40 6.00

14.32m


101/149

111.887 t/m

reinforcement Top longitudinal reinf.

nder C2 Under C3 Mu As

As Mu

As t.m

t.m 173.53 0.0018 70.1

0.00633 86.5 290.08 0.00366 158.1 Use 20mm Every 15.9

16 mm 43 16 mm 23 20 mm (T)

16 16 23 20

m side) 98 16mm or16 mm @ 11 cm (B)

side)

122 16 mm or

16 mm @ 11 cm (T)

Use 10 16

Design Drawings

cm2

cm2 cm2


102/149

OK

Hook bars at their end to provide additional anchorage lngth

Lsplice >= 60 cm

173.5

173.5

173.5 173.5

173.5 173.5

173.5

173.5

173.5

10 12 14 16

171.46

382.93

-312.07

0.0

10 12 14 16

94

0


103/149

Use 10 16 Use 10 16

4316mm

4316mm

16mm@1

1cm(T

)

157 cm 287 cm

14.32 cm

-848.91


104/149

695

C3

cm

95

L2 = 2.79

m

4.1

0


105/149


106/149

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


107/149

23 20 mm (T)

cm

95

cm

4.10


108/149


109/149


110/149


111/149


112/149

sturipp

x 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


113/149


114/149


115/149


116/149

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! 0.095 #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


117/149

7 #VALUE! 0.09

8 #VALUE! 0.09

9 #VALUE! 0.09

10 #VALUE! 0.09

11 #VALUE! 0.09

12 #VALUE! 0.0913 #VALUE! 0.09

14 #VALUE! 0.09

15 #VALUE! 0.09

16 #VALUE! 0.09

17 #VALUE! 0.09

18 #VALUE! 0.09

19 #VALUE! 0.09

20 #VALUE! 0.09

21 #VALUE! 0.09

22 #VALUE! 0.0923 #VALUE! 0.09

24 #VALUE! 0.09

25 #VALUE! 0.09

26 #VALUE! 0.09

27 #VALUE! 0.09

28 #VALUE! 0.09

29 #VALUE! 0.09


118/149


119/149


120/149

Variables


Assume Dimention & assume dia. Of bar will be used service

Dimention That will be used servic

Unfact

Input data UnitConcrete Strength = 300


Allowable Soil Pressure 25.0 Factored

2.5

1.6


Diameter of Steel Used = 20.0 mm


4.30 m

4.10 m

2.00 m


d= 84.00 cm1.25

22.190

Assumed Width 5 cm

Area

(m) (m) (m)

83.776 5 16.76 16.76 83.78 28.361

'

: . in of strip Footing (4 columns) Using Tha Ul

kg/cm2

kg/cm3

t.m2


3


3

Dis. center to centerC1& C2=Dis. center to centerC

2& C

3=

Dis. center to centerC2& C4=

Pallow

= t/m2

ultimatepressureUsed

WidthReq.length

UsedLength

UsedArea

(m2) (m2) t/m2

Calculate L1

& L2


121/149

4.90 3.475 2.880


O.K807.51


Check Beam shear

Short Direction

Vu (t) = 310.83O.K

327.72


Design for Flexural

Bottom longitudinal reinf. Top longitudinal reinf.

Mu As Mu As

t.m t.m

1216.18 0.009914 416.4 0.00

Use 18mm Every 1.2

164 18 mm(B) No Top reinforcement

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

165

Tranverse reinforceme

Under C1 Under C2 UMu

As Mu

As Mu

t.m t.m t.m

285.60 0.01002 100.3 367.66 0.00853 127.4 344.07

40 18 mm 51 18 mm 51

18 18





C1 C214

1

2

Vc (t) =

Vc (t) =

cm2 cm2

cm2 cm2

Dia. Usedfor dowel

Pn Pu Pn Pu Pn >=Pu


122/149

714 714 714 695 OK




Reinforcement Location Factor ( ) = 1.3





0

for Top longitudinal reinforcement

Required development lengh Ld = 51.39 cmNot OK


for bottom longitudinal reinforcement







0 2 4 6 8

-600

-400

-200

0

200

400

600

0

492.81

-221.19

-73.71

198.55

388.57

-306.43

-11

S.F.D

Dist.(m)

(t)

B.M.D


123/149

Lsplice >= 60 cm

164 18 mm(B)

14mm@9cm(B)

4018mm

122 cm

0 2 4 6 8 10

-1400

-1200

-1000

-800

-600

-400

-200

0 0

-856.309

-683.80

-1216.178

-8

dist.(m)

(t.m)


124/149


125/149

oad C1 C2 C3 C4

Dead Load (t) = 452 439 439 170

live Load (t) = 107 105 105 42

ored Load (t) = 559 544 544 212

oad (t)

714 695 695

X' R

C1 C2 C3

L1 = 3.476 4.30 4.10

16.76 m

imate-Strength Design M


126/149

141.806 t/m

nt

nder C3 Under C4

As Mu

As

t.m

0.00401 50.0 150.21 0.00505 50.5

18 mm 20 18 mm

18 18

m side) 145 14mm or14 mm @ 9 cm (B)

side)

do not need shrinkage rein.

cm2 cm2


127/149

Use 14 14

Design Drawings

Hook bars at their end to provide additional anchorage lngth

OK

Lsplice >= 60 cm

10 12 14 16 186.41

106.23

274.98

-420.02

-310.8-283.89

-136.41

-408.41

0


128/149

0.0

0.0

0.0 0.0

0.0 0.0

0.0

0.0

0.0

0.0

0.0

Use 14 14 Use 14 1

5118mm

5118mm

182 cm 152 cm

12 14 16 18 20

5.10

-1151.71

-529.66-464.05

0


129/149

16.76 cm


130/149

Columns Cross Section (cm)

No width long

C1 100 40

C2 40 100

C3 55 70

C4 30 40

272

C3

cm

90

2.00 L2 = 2.881


131/149

m

5.00


132/149

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 0moment


133/149

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

4

No Top reinforcement

cm

90

2018mm

cm

5.00

122 cm


134/149


135/149


136/149


137/149


138/149


139/149


140/149

sturipp

x 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 0

8.577648 0.5964


141/149


142/149


143/149


144/149


145/149

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! 0.09

5 #REF! 0.09


146/149

6 #REF! 0.09

7 #REF! 0.09

8 #REF! 0.099 #REF! 0.09

10 #REF! 0.09

11 #REF! 0.09

12 #REF! 0.09

13 #REF! 0.09

14 #REF! 0.09

15 #REF! 0.09

16 5.967648 0.09

17 5.967648 0.09

18 5.967648 0.09

19 5.967648 0.0920 5.967648 0.09

21 5.967648 0.09

22 5.967648 0.09

23 5.967648 0.09

24 5.967648 0.09

25 5.967648 0.09

26 5.967648 0.09

27 5.967648 0.09

28 5.967648 0.09

29 5.967648 0.09


147/149


148/149


149/149

design by ahmed tabaza design every thing aci

Documents