Prokon Combined Footing
Prokon Combined Footing
Prokon Combined Footing
001 1
Job Title
SALMAN VILLA
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com SALMAN
Calcs by Checked by Date
E-Mail : mail@prokon.com Rz
Column Base Design : CF3-2.4 X 7.0 X .4
C15
Input Data
Loading Data
Unfactored Loads
Load Col LF LF P Hx Hy Mx My
Case no. ULS ULS (kN) (kN) (kN) (kNm) (kNm)
ovt
1 1 1.45 1.45 644
2 1.45 1.45 378
Sketch of Base
C1
D1 X
B
D2
F1
F2
C2
E1
A
Y
Mx Mx
P P
Hx
X
Z
Y
Job Number Sheet
001 3
Job Title
SALMAN VILLA
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com SALMAN
Calcs by Checked by Date
E-Mail : mail@prokon.com Rz
Output for Load Case 1
Note: The calculated flexural reinforcement was used in the calculations.
2.40
0.80 0.80
0.60 0.60
0.15
0.15
-0.15
-0.15
0.20 0.20
-0.88 -0.88
7.00 7.00
Y Y
Mx Mx Mx Mx
P P P P
Hx Hx
0.50
0.50
0.50 0.50
0.40 0.40
Load Case 1
f st
est =
200×103
460
=
200×103
= 0.0023
d
xb =
est
1 +
ec
350
=
.0023
1 +
.003
= 198.113 mm
Maximum allowed neutral axis depth ratio for moment redistribution: (beam) 8.4
a . b . f c' . cstrain
cstrain + 0.0075
rmax =
fy
.85 ×.82144 ×32 ×.003
.003 + 0.0075
=
460
= 0.0139
a = b. x
= .82144 ×198.11
= 162.735 mm
Job Number Sheet
001 5
Job Title
SALMAN VILLA
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com SALMAN
Calcs by Checked by Date
E-Mail : mail@prokon.com Rz
Concrete moment capacity 10.3
a . . . . .
Mrc = a . d - b a f f c' 1×10-6
2
162.74
= 162.74 × 350 - ×1000 ×.85 ×.9 ×32 ×1×10-6
2
= 1 070.188 kNm
M
f b d 2 . f c'
. .
z = d . 0.5 + 0.25 -
2. a
3303×105
.9 ×1000 ×350 2 ×32
= 350 × 0.5 + 0.25 -
2 ×.85
= 329.527 mm
M
Ast = . .
f f st z
3303×105
=
.9 ×460 ×329.53
= 2 421.103 mm²
2 . (d - z )
Neutralaxis=
b
2 ×(350 - 329.53 )
=
.82144
= 49.839 mm
Load Case 1
f st
est =
200×103
460
=
200×103
= 0.0023
d
xb =
est
1 +
ec
350
=
.0023
1 +
.003
= 198.113 mm
Maximum allowed neutral axis depth ratio for moment redistribution: (beam) 8.4
a . b . f c' . cstrain
cstrain + 0.0075
rmax =
fy
.85 ×.82144 ×32 ×.003
.003 + 0.0075
=
460
= 0.0139
a = b. x
= .82144 ×198.11
= 162.735 mm
a . . . . .
Mrc = a . d - b a f f c' 1×10-6
2
162.74
= 162.74 × 350 - ×1000 ×.85 ×.9 ×32 ×1×10-6
2
= 1 070.188 kNm
Job Number Sheet
001 7
Job Title
SALMAN VILLA
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com SALMAN
Calcs by Checked by Date
E-Mail : mail@prokon.com Rz
M
f . b . d 2 . f c'
z = d . 0.5 + 0.25 -
2. a
3653×104
.9 ×1000 ×350 2 ×32
= 350 × 0.5 + 0.25 -
2 ×.85
= 347.855 mm
M
Ast = . .
f f st z
3653×104
=
.9 ×460 ×347.86
= 253.656 mm²
2 . (d - z )
Neutralaxis=
b
2 ×(350 - 347.86 )
=
.82144
= 5.210 mm
Load Case 1
Column number:1
abs yb
ß=
xb
abs 1150
=
550
= 2.091
Ash = ucrit . d
= 3400 ×350
= 1.190×106 mm²
11.11.7.2
11.11.7.2
2
v t = 0.17 . 1 +
ß
2
= 0.17 × 1 +
2.0909
= 0.3326 MPa
11.11.7.2 b)
40 . d
v t2 = 0.083 . +2
ucrit
40 ×350
= 0.083 × +2
3400
= 0.5078 MPa
v c = v t . v 1. f
= .33 ×5.6569 ×.75
= 1.400 MPa
Job Number Sheet
001 9
Job Title
SALMAN VILLA
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com SALMAN
Calcs by Checked by Date
E-Mail : mail@prokon.com Rz
Actual shear stress
Veff
vv =
Ash
870049
=
1190×103
= 0.7311 MPa
v c. Ash
Vcap =
1000
1.4001 ×1190×103
=
1000
= 1 666.119 kN
The concrete shear capacity for this perimeter is sufficient: no shear reinforcement required
Column number:2
abs yb
ß=
xb
abs 950
=
550
= 1.727
Ash = ucrit . d
= 3000 ×350
= 1.050×106 mm²
11.11.7.2
v 1 = f c' = 5.657 MPa
Job Number Sheet
001 10
Job Title
SALMAN VILLA
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com SALMAN
Calcs by Checked by Date
E-Mail : mail@prokon.com Rz
11.11.7.2
2
v t = 0.17 . 1 +
ß
2
= 0.17 × 1 +
1.7273
= 0.3668 MPa
11.11.7.2 b)
40 . d
v t2 = 0.083 . +2
ucrit
40 ×350
= 0.083 × +2
3000
= 0.5533 MPa
v c = v t . v 1. f
= .33 ×5.6569 ×.75
= 1.400 MPa
Veff
vv =
Ash
498514
=
1050×103
= 0.4748 MPa
v c. Ash
Vcap =
1000
1.4001 ×1050×103
=
1000
= 1 470.105 kN
The concrete shear capacity for this perimeter is sufficient: no shear reinforcement required
Job Number Sheet
001 11
Job Title
SALMAN VILLA
Software Consultants (Pty) Ltd Client
Internet: http://www.prokon.com SALMAN
Calcs by Checked by Date
E-Mail : mail@prokon.com Rz
abs xb
ß=
yb
abs 4050
=
1650
= 2.455
Ash = ucrit . d
= 11400 ×350
= 3.990×106 mm²
11.11.7.2
11.11.7.2
2
v t = 0.17 . 1 +
ß
2
= 0.17 × 1 +
2.4545
= 0.3085 MPa
11.11.7.2 b)
40 . d
v t2 = 0.083 . +2
ucrit
40 ×350
= 0.083 × +2
11400
= 0.2679 MPa
v c = v t . v 1. f
= .26793 ×5.6569 ×.75
= 1.137 MPa
Veff
vv =
Ash
870566
=
3990×103
= 0.2182 MPa
v c. Ash
Vcap =
1000
1.1367 ×3990×103
=
1000
= 4 535.433 kN
The concrete shear capacity for this perimeter is sufficient: no shear reinforcement required
Load Case 1
Shear Calculations:
Area used for shear calculations:
Ash = bw. de - (bw - bf ). bf
= 1000 ×350 - (1000 - 0 )×0
= 350.0×103 mm²
Ast
F1 =
Ash
253.62
=
350000
= 0.0007
V . de
F2 =
M
32.111 ×.35
=
36.525
= 0.3077
v cu = 0.66 . f c'
= 0.66 × 32
= 3.734 MPa
V . 1×103
v=
Ash
32.111 ×1×103
=
350000
= 0.0917 MPa
V - v c. Ash
Asv/sv =
0.75 . d . f yv
32111 - .68167 ×350000
=
0.75 ×350 ×460
= -1.7099
0.35 . b
Asv/svn =
f yv
0.35 ×1000
=
460
= 0.7609
0.062 . b . v 1
Asv/svn1 =
f yv
0.062 ×1000 ×5.6569
=
460
= 0.7625