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7/28/2019 Design by Ahmed Tabaza Design Every Thing ACI
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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]
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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
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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
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bars
5.0 304.1%
OK
# Used
bars
5.0 304.1%
OK
cm3
Used bd2/Req. bd2
cm3
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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
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gin of Raectangular and Circular Column Using Tha Ultimate-Strength Design Meth
Variablesrequired dimenstion"
Assume Dimention
Dimention That will be used
Input data Unit
Concrete Strength = 210
Steel Yeild Strength = 4000
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
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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
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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
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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
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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
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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
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in of Raectangular Footing Using Tha Ultimate-Strength Design Met
Variables
required dimenstion"
Assume Dimention
Dimention That will be used
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
Concrete 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
1.1
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
Note: must be Vc >Vu
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 =
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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
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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
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side
1
-0.062
y
0.074
0.074
0.074
0.074
0.074
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in of Square Footing Using Tha Ultimate-Strength Design Met
Variables
required dimenstion"
Assume Dimention
Dimention That will be used
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
Note: must be Vc >Vu
Check Beam shear
Short Direction
Vu (t) = 21.74O.K
37.34
Note: must be Vc >Vu
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
Check for bearing strength
124.95 70.8 OK
5 cm2 Use 4 14
: .
kg/cm2
kg/cm3
t.m2
Concrete Unit Weight c t.m
3
Soil Unit Weight s t.m
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
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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
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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
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of neighbor Footing Using Tha Ultimate
Variables
required dimenstion"
Assume Dimention
Dimention That will be used
Loadservice Dead Load (t) =
Input data Unit service live Load (t) =
Concrete Strength = 250 Unfactored Load (t) =
Steel Yeild Strength = 4200
Allowable Soil Pressure 25.0 Factored Load (t)
2.5
1.6
Concrete Cover = 5.0 cm
Diameter of Steel Used = 18.0 mmDepth of Excavation 1.3 m
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
Concrete Unit Weight c t.m
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
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Check Punching ShearVu (t) = -342.33
O.K542.16
Note: must be Vc >Vu
Check Beam shear
Short Direction
Vu (t) = -508.03O.K
125.65
Note: must be Vc >Vu
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)
Check for bearing strength
1190 872.9 OK
40 cm2
Use 16 18
Vc (t) =
Vc (t) =
Vc (t) =
cm2 cm2
Pn
Pu
Pn>=Pu
Use minimumdowel reinf =
-35
-30
-25
-20
-15
-10
-5
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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
Avaliable Length = 75 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) =
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2.00 m
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-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)
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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
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OK
s than 60 cm
Use 16 18
cm
95.0
se mm
m
1.00
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OK
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sgin of Combined Footing Using Tha Ultim
Variables
required dimenstion"
Assume Dimention
Dimention That will be used
service
servic
Input data Unit Unfact
Concrete Strength = 250 Factored
Steel Yeild Strength = 4200
Allowable Soil Pressure 25.0
2.5
1.6
Concrete Cover = 5.0 cm
Diameter of Steel Used = 20.0 mmDepth of Excavation 1.25 m
Dis. center to center col. = 2.70 m
Assuming Depth of Footing = 80 cm 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
Concrete Unit Weight c t.m
3
Soil Unit Weight s t.m
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
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Check Punching Shear for C2Vu (t) = 657.55
O.K691.56
Note: must be Vc >Vu
Check Beam shear
Vu (t) = 6.26O.K
105.42
Note: must be Vc >Vu
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
Check for bearing strength
C1 C2
595 714 1190 714 Not OK
40 cm2 for each column
Check for anchorage of the reinforcement
Bottom reinforcement ( 20mm )
Reinforcement Location Factor ( ) = 1
Coating Factor ( ) = 1Reinforcement Size Factor ( ) = 0.8
Vc (t) =
Vc (t) =
cm2
cm2
Pn Pu Pn Pu Pn >=Pu
Use minimumdowel reinf =
Use minimumdowel reinf =
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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
Transverse Reinforcement index (Ktr) =
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)
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Lsplice >= 60 cm
#VALUE!
Use14mm@1
0cm(B
Use1420mm
172 cm
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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
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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
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#VALUE!
Lsplice >= 60 cm
20 25 30
0.00
20 25 30
88
0
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Use 14 20
cm
80
No Top reinforcement
Use820mm
cm
2.00
172 cm
25.09 cm
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cm
80
1.195
m
2.00
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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
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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
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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
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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
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of Combined Footing with restricion from one si
Variables
required dimenstion"
Assume Dimention
Dimention That will be used
service
servic
Input data Unit Unfact
Concrete Strength = 450 Factored
Steel Yeild Strength = 5600
Allowable Soil Pressure 25.0
2.5
1.6
Concrete Cover = 5.0 cm
Diameter of Steel Used = 20.0 mmDepth of Excavation 1.25 m
Dis. center to center col. = 7.00 m
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
Soil Unit Weight s t.m
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) =
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Vu (t) = 574.93O.K
733.21
Note: must be Vc >Vu
Check Beam shear
Short DirectionVu (t) = 350.55
Increase thick.176.80
Note: must be Vc >Vu
Design for Flexural
Bottom longitudinal reinf. Tranverse reinforcement
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
Shrinkage reinforcement in the short direction (bott
Dia. used for shrinkage(mm) = 14
Shrinkage reinforcement in the short direction (to
Check for bearing strength
C1 C2
2142 698 1071 698 OK
40 cm2 for each column
Check for anchorage of the reinforcement
Bottom reinforcement ( 20mm )
Reinforcement Location Factor ( ) = 1
Coating Factor ( ) = 1
Reinforcement Size Factor ( ) = 0.8
Lightweight aggregate concrate Factor ( ) = 1
Cover Dimention (cm) ( C ) = 6.00
0
or2
Vc (t) =
Vc (t) =
cm2
cm2
Pn
Pu
Pn
Pu
Pn>=Pu
Use minimumdowel reinf =
Use minimumdowel reinf =
Transverse Reinforcement index (Ktr) =
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Required development lengh Ld = 47.81 cmNot
Avaliable Length = 45 cm
Column reinforcement Splices Lsp = 79.52 cm
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
)
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Lsplice >= 80 cm
Use 12 20 mm (B)
Use142
0mm
236 cm
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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
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155.112 t/m
Top longitudinal reinf.
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
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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
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cm
80
Use 78 20 mm (T)
Use14mm@9cm(B)
Use142
0mm
Use14mm@10cm(T)
cm
2.50
172 cm
9.00 cm
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cm
80
1 m
m
2.50
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ings
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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
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n of Trapezoidal Combined Footing with restrictio
Variables
required dimenstion"
Assume Dimention
Dimention That will be used
service
servicInput data Unit Unfac
Concrete Strength = 250 Factored
Steel Yeild Strength = 4200
Allowable Soil Pressure 25.0
2.5
1.6
Concrete Cover = 5.0 cm
Diameter of Steel Used = 18.0 mmDepth of Excavation 1.25 m
Dis. center to center col. = 7.80 m
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
Concrete Unit Weight c t.m
3
Soil Unit Weight s t.m
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) =
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Vu (t) = 621.84O.K
640.94
Note: must be Vc >Vu
Check Beam shear
at 159.1 cm from the right side of center of C1Vu (t) = 201.48
O.K518.14
Note: must be Vc >Vu
Check Beam shear
at 159.1 cm from the left side of center of C2Vu (t) = 527.98
Increase thick.255.10
Note: must be Vc >Vu
Design for Flexural
Bottom longitudinal reinf. Tranverse reinforcement
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
Shrinkage reinforcement in the short direction (bott
Dia. used for shrinkage(mm) = 20
Shrinkage reinforcement in the short direction (to
Check for bearing strength
C1 C214
595 695 595 695 Not OK
20 cm2 for each column
Check for anchorage of the reinforcement
Bottom reinforcement ( 18mm )
or2
Vc (t) =
Vc (t) =
Vc (t) =
cm2
cm2
Dia. Used
(mm)
Pn
Pu
Pn
Pu
Pn>=Pu
Use minimumdowel reinf =
Use minimumdowel reinf =
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Reinforcement Location Factor ( ) = 1
Coating Factor ( ) = 1
Reinforcement Size Factor ( ) = 0.8
Lightweight aggregate concrate Factor ( ) = 1
Cover Dimention (cm) ( C ) = 2.50
0
Top longitudinal reinforcement 32
Required development lengh Ld = 96.22 cm
Avaliable Length = 305 cm
Bottom longitudinal reinforcement 25
Required development lengh Ld = 75.17 cmN
Avaliable Length = 45 cm
Column reinforcement Splices Lsp = 41.75 cm
Shear and Moment Diagram
260.350 t/m
Transverse Reinforcement index (Ktr) =
gu(x)
400
600
800
S.F.D
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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)
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25mm @ 7 cm (b
A
Top reinforcement
m
8.20
Bottom reinforcement
33 25 mm154.55 cm
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X' = 4.4
8.80 m
Top longitudinal reinf.
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
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OK
ot OK(Hook bars at their end to provide additional anchorage lngth
Lsplice >= 42 cm
D
55.57 t/m
527.98664.35
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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
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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
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695
C2
cm
115
0.50
B2=1.75m
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esign Drawings
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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
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n of strip Footing ( 3 columns) Using Tha Ul
Variables
required dimenstion"
Assume Dimention & assume dia. Of bar will be used
Dimention That will be used
service
Input data Unit servicConcrete Strength = 250 Unfact
Steel Yeild Strength = 4200
Allowable Soil Pressure 25.0 Factored
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
Assuming Depth of Footing = 95 cm 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
Concrete Unit Weight c t.m
3
Soil Unit Weight s t.m
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
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Check Punching Shear for C2Vu (t) = 632.52
O.K768.35
Note: must be Vc >Vu
Check Beam shear
Vu (t) = 267.87Increase thick.
259.92
Note: must be Vc >Vu
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
Shrinkage reinforcement in the short direction (bott
Dia. used for shrinkage(mm) = 16
Shrinkage reinforcement in the short direction (to
Check for bearing strength
C1 C216
178.5 212 572.6875 695 Not OK
19.25 cm2 for each column
Check for anchorage of the reinforcement
Bottom reinforcement ( 20mm )
Reinforcement Location Factor ( ) = 1.3
Coating Factor ( ) = 1Reinforcement Size Factor ( ) = 0.8
Vc (t) =
Vc (t) =
cm2
cm2
Dia. Usedfor dowel
Pn
Pu
Pn
Pu
Pn
>=Pu
Use minimumdowel reinf =
Use minimumdowel reinf =
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Lightweight aggregate concrate Factor ( ) = 1
Cover Dimention (cm) ( C ) = 6.00
0
for Top longitudinal reinforcement
Required development lengh Ld = 62.54 cm
Avaliable Length = 194.48 cm
for bottom longitudinal reinforcement
Required development lengh Ld = 62.54 cmNot OK
Avaliable Length = 5.89 cm
Column reinforcement Splices Lsp = 59.64 cm
Transverse Reinforcement index (Ktr) =
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)
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Lsplice >= 60 cm
57 20 mm(B)
16mm@1
1cm(B)
1516mm
127 cm
-1000
-800
dist.(m)
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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
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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
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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
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Use 10 16 Use 10 16
4316mm
4316mm
16mm@1
1cm(T
)
157 cm 287 cm
14.32 cm
-848.91
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695
C3
cm
95
L2 = 2.79
m
4.1
0
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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
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23 20 mm (T)
cm
95
cm
4.10
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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
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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
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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
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Variables
required dimenstion"
Assume Dimention & assume dia. Of bar will be used service
Dimention That will be used servic
Unfact
Input data UnitConcrete Strength = 300
Steel Yeild Strength = 4200
Allowable Soil Pressure 25.0 Factored
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
Assuming Depth of Footing = 90 cm 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
Concrete Unit Weight c t.m
3
Soil Unit Weight s t.m
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
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4.90 3.475 2.880
Check Punching Shear for C1Vu (t) = 649.29
O.K807.51
Note: must be Vc >Vu
Check Beam shear
Short Direction
Vu (t) = 310.83O.K
327.72
Note: must be Vc >Vu
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
Shrinkage reinforcement in the short direction (bott
Dia. used for shrinkage(mm) = 14
Shrinkage reinforcement in the short direction (to
Check for bearing strength
C1 C214
1
2
Vc (t) =
Vc (t) =
cm2 cm2
cm2 cm2
Dia. Usedfor dowel
Pn Pu Pn Pu Pn >=Pu
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714 714 714 695 OK
20 cm2 for each column
Check for anchorage of the reinforcement
Bottom reinforcement ( 20mm )
Reinforcement Location Factor ( ) = 1.3
Coating Factor ( ) = 1
Reinforcement Size Factor ( ) = 0.8
Lightweight aggregate concrate Factor ( ) = 1
Cover Dimention (cm) ( C ) = 6.00
0
for Top longitudinal reinforcement
Required development lengh Ld = 51.39 cmNot OK
Avaliable Length = 5.00 cm
for bottom longitudinal reinforcement
Required development lengh Ld = 51.39 cm
Avaliable Length = 281.01 cm
Column reinforcement Splices Lsp = 59.64 cm
Use minimumdowel reinf =
Use minimumdowel reinf =
Transverse Reinforcement index (Ktr) =
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
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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)
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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
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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
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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
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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
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16.76 cm
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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
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m
5.00
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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
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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
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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
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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
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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
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