prokon - andrew tibeyalrwa calculations
TRANSCRIPT
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8/11/2019 Prokon - Andrew Tibeyalrwa Calculations
1/49
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
001PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
DESIGN CALCULATIONS
BEAM FORCES
BEAM 102
Envelope for Load Cases:D, L, LC1, LC2,
X-Moment Envelope Bending Moment max = 68.60kNm @ 10.6m
-40.0
-60.0
-80.0
m)
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8/11/2019 Prokon - Andrew Tibeyalrwa Calculations
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
002PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Envelope for Load Cases:
Y-Shear Envelope Shear Force max = 108.0kN @ 7.86m
-80.0
-60.0
-40.0
-20.0
20.0
40.0
60.0
80.0
100
.500
1.0
0
1.5
0
2.0
0
2.5
0
3.0
0
3.5
0
4.0
0
4.5
0
5.0
0
5.5
0
6.0
0
6.5
0
7.0
0
7.5
0
8.0
0
8.5
0
9.0
0
9.5
0
10
.0
10
.5
11
.0
11
.5
12
.0
12
.5
Shear
Force
(kN)
Distance (m) Shear Force min = -84.3kN @ 12.7m
94 86 80 75 69
D, L, LC1, LC2,
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
003PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
BEAM 104Envelope for Load Cases:D, L, LC1, LC2,
X-Moment Envelope Bending Moment max = 86.42kNm @ 5.98m
80.0
60.0
40.0
20.0
-20.0
-40.0
-60.0
-80.0
-100
-120
.500
1.0
0
1.5
0
2.0
0
2.5
0
3.0
0
3.5
0
4.0
0
4.5
0
5.0
0
5.5
0
6.0
0
6.5
0
7.0
0
7.5
0
8.0
0
8.5
0
9.0
0
9.5
0
10
.0
10
.5
11
.0
11
.5
Ben
ding
Momen
t(kNm
)
Distance (m) Bending Moment min = -130kNm @ 3.50m
117 113 100 93
Envelope for Load Cases:D, L, LC1, LC2,
Y-Shear Envelope Shear Force max = 170.2kN @ 3.50m
-100
-50.0
50.0
100
150
.500
1.0
0
1.5
0
2.0
0
2.5
0
3.0
0
3.5
0
4.0
0
4.5
0
5.0
0
5.5
0
6.0
0
6.5
0
7.0
0
7.5
0
8.0
0
8.5
0
9.0
0
9.5
0
10
.0
10
.5
11
.0
11
.5
Shear
Force
(kN)
Distance (m) Shear Force min = -134kN @ 8.73m
117 113 100 93
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
004PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
BEAM 105Envelope for Load Cases:D, L, LC1, LC2,
X-Moment Envelope Bending Moment max = 86.50kNm @ 10.5m
80.0
60.0
40.0
20.0
-20.0
-40.0
-60.0
-80.0
-100
.5
00
1.0
0
1.5
0
2.0
0
2.5
0
3.0
0
3.5
0
4.0
0
4.5
0
5.0
0
5.5
0
6.0
0
6.5
0
7.0
0
7.5
0
8.0
0
8.5
0
9.0
0
9.5
0
10
.0
10
.5
11
.0
11
.5
12
.0
12
.5
Ben
ding
Momen
t(kNm
)
Distance (m) Bending Moment min = -103kNm @ 5.20m
92 79 74 68
Envelope for Load Cases:D, L, LC1, LC2,
Y-Shear Envelope Shear Force max = 133.9kN @ 7.87m
-120
-100
-80.0
-60.0
-40.0
-20.0
20.0
40.0
60.0
80.0
100
120
140
.500
1.0
0
1.5
0
2.0
0
2.5
0
3.0
0
3.5
0
4.0
0
4.5
0
5.0
0
5.5
0
6.0
0
6.5
0
7.0
0
7.5
0
8.0
0
8.5
0
9.0
0
9.5
0
10
.0
10
.5
11
.0
11
.5
12
.0
12
.5
Shear
Force
(kN
)
Distance (m) Shear Force min = -128kN @ 5.20m
92 79 74 68
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
005PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
BEAM 107Envelope for Load Cases:D, L, LC1, LC2,
X-Moment Envelope Bending Moment max = 62.90kNm @ 7.92m
60.0
40.0
20.0
-20.0
-40.0
-60.0
-80.0
-100
.200
.400
.600
.800
1.0
0
1.2
0
1.4
0
1.6
0
1.8
0
2.0
0
2.2
0
2.4
0
2.6
0
2.8
0
3.0
0
3.2
0
3.4
0
3.6
0
3.8
0
4.0
0
4.2
0
4.4
0
4.6
0
4.8
0
5.0
0
5.2
0
5.4
0
5.6
0
5.8
0
6.0
0
6.2
0
6.4
0
6.6
0
6.8
0
7.0
0
7.2
0
7.4
0
7.6
0
7.8
0
8.0
0
8.2
0
8.4
0
8.6
0
8.8
0
9.0
0
9.2
0
9.4
0
9.6
0
9.8
0
Ben
ding
Momen
t(kNm
)
Distance (m) Bending Moment min = -97.7kNm @ 5.33m
91 78 73
Envelope for Load Cases:D, L, LC1, LC2,
Y-Shear Envelope Shear Force max = 124.1kN @ 5.33m
-80.0
-60.0
-40.0
-20.0
20.0
40.0
60.0
80.0
100
120
.200
.400
.600
.800
1.0
0
1.2
0
1.4
0
1.6
0
1.8
0
2.0
0
2.2
0
2.4
0
2.6
0
2.8
0
3.0
0
3.2
0
3.4
0
3.6
0
3.8
0
4.0
0
4.2
0
4.4
0
4.6
0
4.8
0
5.0
0
5.2
0
5.4
0
5.6
0
5.8
0
6.0
0
6.2
0
6.4
0
6.6
0
6.8
0
7.0
0
7.2
0
7.4
0
7.6
0
7.8
0
8.0
0
8.2
0
8.4
0
8.6
0
8.8
0
9.0
0
9.2
0
9.4
0
9.6
0
9.8
0
Shear
Force
(kN
)
Distance (m) Shear Force min = -96.1kN @ 9.92m
91 78 73
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
006PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
BEAM 109Envelope for Load Cases:D, L, LC1, LC2,
X-Moment Envelope Bending Moment max = 90.33kNm @ 7.28m
80.0
60.0
40.0
20.0
-20.0
-40.0
-60.0
-80.0
-100
-120
-140
.500
1.0
0
1.5
0
2.0
0
2.5
0
3.0
0
3.5
0
4.0
0
4.5
0
5.0
0
5.5
0
6.0
0
6.5
0
7.0
0
7.5
0
8.0
0
8.5
0
9.0
0
9.5
0
10
.0
10
.5
11
.0
11
.5
12
.0
12
.5
13
.0
Ben
ding
Momen
t(kNm
)
Distance (m) Bending Moment min = -137kNm @ 4.81m
120 112 99 90
Envelope for Load Cases:
Y-Shear Envelope Shear Force max = 180.8kN @ 4.81m
-100
-50.0
50.0
100
150
.500 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.0 10.5 11.0 11.5 12.0 12.5 13.0
ShearF
orce
(kN)
Distance (m) Shear Force min = -139kN @ 9.96m
120 112 99 90
D, L, LC1, LC2,
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8/11/2019 Prokon - Andrew Tibeyalrwa Calculations
7/49
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
007PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
BEAM 111Envelope for Load Cases:D, L, LC1, LC2,
X-Moment Envelope Bending Moment max = 87.82kNm @ 2.34m
80.0
60.0
40.0
20.0
-20.0
-40.0
-60.0
-80.0
-100
-120
.200
.400
.600
.800
1.0
0
1.2
0
1.4
0
1.6
0
1.8
0
2.0
0
2.2
0
2.4
0
2.6
0
2.8
0
3.0
0
3.2
0
3.4
0
3.6
0
3.8
0
4.0
0
4.2
0
4.4
0
4.6
0
4.8
0
5.0
0
5.2
0
5.4
0
5.6
0
5.8
0
6.0
0
6.2
0
6.4
0
6.6
0
6.8
0
7.0
0
7.2
0
7.4
0
7.6
0
7.8
0
8.0
0
8.2
0
8.4
0
8.6
0
8.8
0
9.0
0
9.2
0
9.4
0
9.6
0
9.8
0
Ben
ding
Momen
t(kNm
)
Distance (m) Bending Moment min = -126kNm @ 5.20m
89 77 70
Envelope for Load Cases:D, L, LC1, LC2,
Y-Shear Envelope Shear Force max = 120.6kN @ 0.00m
-140
-120
-100
-80.0
-60.0
-40.0
-20.0
20.0
40.0
60.0
80.0
100
120
.200
.400
.600
.800
1.0
0
1.2
0
1.4
0
1.6
0
1.8
0
2.0
0
2.2
0
2.4
0
2.6
0
2.8
0
3.0
0
3.2
0
3.4
0
3.6
0
3.8
0
4.0
0
4.2
0
4.4
0
4.6
0
4.8
0
5.0
0
5.2
0
5.4
0
5.6
0
5.8
0
6.0
0
6.2
0
6.4
0
6.6
0
6.8
0
7.0
0
7.2
0
7.4
0
7.6
0
7.8
0
8.0
0
8.2
0
8.4
0
8.6
0
8.8
0
9.0
0
9.2
0
9.4
0
9.6
0
9.8
0
Shear
Force
(kN
)
Distance (m) Shear Force min = -149kN @ 5.20m
89 77 70
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
008PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
C11COLUMN C1
0 100
200
200
100
0
X X
Y
Y
Rectangular column design by PROKON. (RecCol Ver W2.5.13 - 19 Apr 2012)
Design code : BS8110 - 1997
General design parameters:Given: h = 230 mm b = 230 mm d'x = 23 mm d'y = 23 mm Lo = 3.400 m fcu = 25 MPa fy = 410 MPa
Column design chart (X-X)
Momen
tmax=
121
.1kNm
@2
91kN
-1000
-800
-600
-400
-200
200
400
600
800
1000
1200
1400
1600
10
.0
20
.0
30
.0
40
.0
50
.0
60
.0
70
.0
80
.0
90
.0
100
110
120
130
Ax
ialloa
d(kN)
Bending moment (kNm)
6%5%4%3%2%1%0%
Design chart for bending about the X-X axis:
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
009PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Column design chart (Y-Y)
Momen
tmax=
121
.1kNm
@2
91kN
-1000
-800
-600
-400
-200
200
400
600
800
1000
1200
1400
1600
10
.0
20
.0
30
.0
40
.0
50
.0
60
.0
70
.0
80
.0
90
.0
100
110
120
130
Ax
ialloa
d(kN)
Bending moment (kNm)
6%5%4%3%2%1%0%
Design chart for bending about the Y-Y axis:
Therefore:
=Ac b h.
= .23 .2301
= 0.0529 m
=h' h d' x-
= . 2301 .023-
= 0.2071 m
=b' b d' y-
= .23 .023-
= 0.2070 m
Assumptions: (1) The general conditions of clause 3.8.1 are applicable. (2) The section is symmetrically reinforced. (3) The specified design axial loads include the self-weight of the column. (4) The design axial loads are taken constant over the height of the column.
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
010PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Design approach:The column is designed using the following procedure: (1) The column design charts are constructed. (2) The design axis and design ultimate moment is determined . (3) The steel required for the design axial force and moment is read from the
relevant design chart. (4) The area steel perpendicular to the design axis is read from the relevant design chart. (5) The procedure is repeated for each load case. (6) The critical load case is identified as the case yielding the largest steel area about the design axis.
Through inspection: Load case 1 is critical.
Check column slenderness:End fixity and bracing for bending about the X-X axis: At the top end: Condition 1 (fully fixed).
At the bottom end: Condition 1 (fully fixed). The column is braced.x = 0.75 Table 3.21
End fixity and bracing for bending about the Y-Y axis: At the top end: Condition 1 (fully fixed). At the bottom end: Condition 1 (fully fixed). The column is braced.y = 0.75 Table 3.21
Effective column height:
=lex x Lo.
= .75 3.4= 2.550 m
=ley y Lo.
= .75 3.4
= 2.550 m
Column slenderness about both axes:
=xlex
h
=2.55
.2301
= 11.082
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
011PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
=yley
b
=2.55
.23
= 11.087
Minimum Moments for Design:Check for mininum eccentricity: 3.8.2.4 For bi-axial bending, it is only necessary to ensure that the eccentricity exceeds the minimum about one axis at a time.
For the worst effect, apply the minimum eccentricity about the minor axis:
=eminx 0.05 h.
= 0.05 .2301
= 0.0115 m
=eminy 0.05 b.
= 0.05 .23
= 0.0115 m
=Mmin emin N.
= .0115 734.09
= 8.442 kNm
Check if the column is slender: 3.8.1.3
x = 11.1 < 15
y = 11.1 < 15
The column is short.
Initial moments:The column is bent in single curvature about the X-X axis: M1 = Smaller initial end moment = 0.2 kNm M2 = Larger initial end moment = 2.3 kNm
The initial moment near mid-height of the column : 3.8.3.2
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
012PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
=Mi 0.4 M1 0.6 M2. .- +
= 0.4 -.17 0.6 2.3 - +
= 1.448 kNm
=Mi2 0.4 M2.
= 0.4 2.3
= 0.9200 kNm
Mi 0.4M2 = 2.3 kNm
The column is bent in single curvature about the Y-Y axis: M1 = Smaller initial end moment = 0.3 kNm M2 = Larger initial end moment = 3.3 kNm
The initial moment near mid-height of the column : 3.8.3.2
=Mi 0.4 M1 0.6 M2. .- +
= 0.4 -.28 0.6 3.33 - +
= 2.110 kNm
=Mi2 0.4 M2.
= 0.4 3.33
= 1.332 kNm
Mi 0.4M2 = 3.3 kNm
Design ultimate load and moment:Design axial load: Pu= 734.1 kN
Design of column section for ULS:Through inspection: The critical section lies at the top end of the column.
The column is bi-axially bent. The moments are added vectoriallyto obtain the design moment: Mx/h = 40.8 < My/b = 40.8
The effective uniaxial design moment about the Y-Y axis:
= 1
7
6N
b h fcu. .
.
-
= 1
7
6734090
.23 .2301 2500104
-
= 0.3527
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
013PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
=M'y My b dcy
h dcxMx
-( )
-
..+
= 8442 .35269 .23 .023.2301 .023
8 445.7-( )-
+
= 11.41103
kNm
For bending about the design axis:
Column design chart (Y-Y)
Momen
tmax=
121
.1kNm
@2
91kN
-1000
-800
-600
-400
-200
200
400
600
800
1000
12001400
1600
10
.0
20
.0
30
.0
40
.0
50
.0
60
.0
70
.0
80
.0
90
.0
100
110
120
130
Ax
ialloa
d(kN)
Bending moment (kNm)
6%5%4%3%2%1%0%
Minimum reinforcement required for bending about the Y-Y axis only: From the design chart, Asc = 662 mm = 1.25%
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
014PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
For bending about the design axis - use the Y-axis:
Column design chart (Y-Y)
Momen
tmax=
121
.1kNm
@2
91
kN
-1000
-800
-600
-400
-200
200
400
600
800
1000
1200
1400
1600
10
.0
20
.0
30
.0
40
.0
50
.0
60
.0
70
.0
80
.0
90
.0
100
110
120
130
Ax
ialloa
d(kN)
Bending moment (kNm)
6%5%4%3%2%1%0%
Summary of design calculations:
Design results for all load cases:
Load case Axis N (kN) M1 (kNm) M2 (kNm) Mi (kNm) Madd (kNm) Design M (kNm) M' (kNm) Asc (mm)
LC1_35-291
LC2_35-291
X-XY-Y 734.1
-0.2-0.3
2.33.3
2.33.3
0.00.0
Y-YTop
8.48.4 11.4
662 (1.25%)745 (1.41%)
X-XY-Y 619.9
-0.1-0.2
1.92.8
1.92.8
0.00.0
Y-YTop
7.17.1 10.4
290 (0.55%)381 (0.72%)
Load case 1 is critical.
A A
AA
4T16-A17R8-(
B)-200
Double set of links
3R8-C Tie links3400
0
R8-B
R8-C
SECTION
Cover on links = 30 mm
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
015PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
-
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16/49
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
016PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Column Base Design : FOOTING F1C15
Input Data
Base length A (m)
Base width B (m)
Column(s)
C (m)
D (m)
E (m)
F (m)
Stub column height X (m)
Base depth Y (m)
Soil cover Z (m)
Concrete density (kN/m3)
Soil density (kN/m3)
Soil friction angle ()
Base friction constantRebar depth top X (mm)
Rebar depth top Y (mm)
Rebar depth bottom X (mm)
Rebar depth bottom Y (mm)
ULS ovt. LF: Self weight
ULS LF: Self weight
Max. SLS bearing pr. (kN/m)
S.F. Overturning (ULS)
S.F. Slip (ULS)
fcu base (MPa)
fcu columns (MPa)
fy (MPa)
1.60
1.90
Col 1 Col 2
0.230
0.230
1.5
0.3
0.3
24.0
18
27
0.550
50
75
75
1
1.4
200
1
1
25
25
410
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17/49
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
017PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Load Data
Unfactored Loads
LoadCase
Colno.
LFULSovt
LFULS
P(kN)
Hx(kN)
Hy(kN)
Mx(kNm)
My(kNm)
D_291 1 1 1 461.92 -0.89 -1.29 -1.45 -2.10
L_291 1 1 1 54.63 -0.11 -0.15 -0.17 -0.24
LC1_291 1 1 1.40 461.92 -0.89 -1.29 -1.45 -2.10
1 1 1.60 54.63 -0.11 -0.15 -0.17 -0.24
LC2_291 1 1 1.20 461.92 -0.89 -1.29 -1.45 -2.10
1 1 1.20 54.63 -0.11 -0.15 -0.17 -0.24
A
X
Y
Y
B
C1
D1
P
Mx
Z
Hx
Y
X
Sketch of Base
Output for Load Case D_291
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8/11/2019 Prokon - Andrew Tibeyalrwa Calculations
18/49
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
018PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case D_291
Soil pressure (ULS) (kN/m) 178.69
Soil pressure (SLS) (kN/m) 173.44
SF overturning (SLS) 83.39
SF overturning (ULS) 83.39Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 36.44
Reinforcement X (mm/m) 478
Design moment Y (kNm/m) 54.36
Reinforcement Y (mm/m) 714
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.309vc (MPa) 0.410
Linear Shear Y (MPa) 0.421
vc (MPa) 0.468
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.404
vc (MPa) 0.467
Cost 119.65
1.60
X
Y
Y
1.9
00.23
0.23
P
Mx
0.3
0
Hx
0.30
1.50
173.44 kN/m
1.60
X
Y
Y
1.9
00.23
0.23
P
Mx
0.3
0
Hx
0.30
1.50
178.69 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:D_291
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
019PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case L_291
Output for Load Case L_291
Soil pressure (ULS) (kN/m) 37.34
Soil pressure (SLS) (kN/m) 32.09
SF overturning (SLS) >100SF overturning (ULS) >100
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 4.47
Reinforcement X (mm/m) 59
Design moment Y (kNm/m) 6.66
Reinforcement Y (mm/m) 87
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.038
vc (MPa) 0.388
Linear Shear Y (MPa) 0.052
vc (MPa) 0.388
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.050
vc (MPa) 0.388
Cost 94.68
1.60
X
Y
Y
1.9
00.23
0.23
P
Mx
0.3
0
Hx
0.30
1.50
32.09 kN/m
1.60
X
Y
Y
1.9
00.23
0.23
P
Mx
0.3
0
Hx
0.30
1.50
37.34 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:L_291
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
020PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case LC1_291
Output for Load Case LC1_291
Soil pressure (ULS) (kN/m) 273.14
Soil pressure (SLS) (kN/m) 192.39
SF overturning (SLS) 82.74SF overturning (ULS) 82.74
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 57.81
Reinforcement X (mm/m) 762
Design moment Y (kNm/m) 86.24
Reinforcement Y (mm/m) 1173
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.491
vc (MPa) 0.478
Linear Shear Y (MPa) 0.668
vc (MPa) 0.552
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.642
vc (MPa) 0.548
Cost 137.38
1.60
X
Y
Y
1.9
00.23
0.23
P
Mx
0.3
0
Hx
0.30
1.50
192.39 kN/m
1.60
X
Y
Y
1.9
00.23
0.23
P
Mx
0.3
0
Hx
0.30
1.50
273.14 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:LC1_291
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
021PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case LC2_291
Output for Load Case LC2_291
Soil pressure (ULS) (kN/m) 233.49
Soil pressure (SLS) (kN/m) 192.39
SF overturning (SLS) 82.74SF overturning (ULS) 82.74
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 48.84
Reinforcement X (mm/m) 641
Design moment Y (kNm/m) 72.86
Reinforcement Y (mm/m) 976
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.415
vc (MPa) 0.452
Linear Shear Y (MPa) 0.564
vc (MPa) 0.520
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.542
vc (MPa) 0.516
Cost 129.79
1.60
X
Y
Y
1.9
00.23
0.23
P
Mx
0.3
0
Hx
0.30
1.50
192.39 kN/m
1.60
X
Y
Y
1.9
00.23
0.23
P
Mx
0.3
0
Hx
0.30
1.50
233.49 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:LC2_291
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
022PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Schematic reinforcement of Base
8T16-A-250 (B1)
A
7T20-B-250 (B2)
col1
PLAN
SECTION
B B B B B B B
3R8-SA
R8-SA
4T16-E
E
E
E
E
SECTION: col1
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SheetJob Number
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Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
023PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Column Base Design : FOOTING F2C15
Input Data
Base length A (m)
Base width B (m)
Column(s)
C (m)
D (m)
E (m)
F (m)
Stub column height X (m)
Base depth Y (m)
Soil cover Z (m)
Concrete density (kN/m3)
Soil density (kN/m3)
Soil friction angle ()
Base friction constantRebar depth top X (mm)
Rebar depth top Y (mm)
Rebar depth bottom X (mm)
Rebar depth bottom Y (mm)
ULS ovt. LF: Self weight
ULS LF: Self weight
Max. SLS bearing pr. (kN/m)
S.F. Overturning (ULS)
S.F. Slip (ULS)
fcu base (MPa)
fcu columns (MPa)
fy (MPa)
1.5
1.5
Col 1 Col 2
0.230
0.230
1.6
0.3
1.5
25
18
27
0.550
50
75
75
1
1.4
200
1
1
25
30
410
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
024PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Load Data
Unfactored Loads
LoadCase
Colno.
LFULSovt
LFULS
P(kN)
Hx(kN)
Hy(kN)
Mx(kNm)
My(kNm)
D_294 1 1 1 296.23 -0.43 0.29 -0.69 0.51
L_294 1 1 1 27.29 -0.11 0.06 -0.17 0.11
LC1_294 1 1 1.40 296.23 -0.43 0.29 -0.69 0.51
1 1 1.60 27.29 -0.11 0.06 -0.17 0.11
LC2_294 1 1 1.20 296.23 -0.43 0.29 -0.69 0.51
1 1 1.20 27.29 -0.11 0.06 -0.17 0.11
A
X
Y
Y
B
C1
D1
P
Mx
Z
Hx
Y
X
Sketch of Base
Output for Load Case D_294
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
025PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case D_294
Soil pressure (ULS) (kN/m) 184.95
Soil pressure (SLS) (kN/m) 171.03
SF overturning (SLS) >100
SF overturning (ULS) >100Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 27.02
Reinforcement X (mm/m) 355
Design moment Y (kNm/m) 26.90
Reinforcement Y (mm/m) 353
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.250vc (MPa) 0.388
Linear Shear Y (MPa) 0.249
vc (MPa) 0.388
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.225
vc (MPa) 0.394
Cost 80.00
1.50
X
Y
Y
1.5
00.23
0.23
P
Mx
1.5
0
Hx
0.30
1.60
171.03 kN/m
1.50
X
Y
Y
1.5
00.23
0.23
P
Mx
1.5
0
Hx
0.30
1.60
184.95 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:D_294
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
026PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case L_294
Output for Load Case L_294
Soil pressure (ULS) (kN/m) 61.93
Soil pressure (SLS) (kN/m) 48.01
SF overturning (SLS) >100SF overturning (ULS) >100
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 2.63
Reinforcement X (mm/m) 34
Design moment Y (kNm/m) 2.59
Reinforcement Y (mm/m) 34
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.024
vc (MPa) 0.388
Linear Shear Y (MPa) 0.024
vc (MPa) 0.388
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.021
vc (MPa) 0.388
Cost 68.71
1.50
X
Y
Y
1.5
00.23
0.23
P
Mx
1.5
0
Hx
0.30
1.60
48.01 kN/m
1.50
X
Y
Y
1.5
00.23
0.23
P
Mx
1.5
0
Hx
0.30
1.60
61.93 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:L_294
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
027PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case LC1_294
Output for Load Case LC1_294
Soil pressure (ULS) (kN/m) 260.56
Soil pressure (SLS) (kN/m) 184.23
SF overturning (SLS) >100SF overturning (ULS) >100
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 41.86
Reinforcement X (mm/m) 549
Design moment Y (kNm/m) 41.63
Reinforcement Y (mm/m) 546
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.388
vc (MPa) 0.429
Linear Shear Y (MPa) 0.385
vc (MPa) 0.428
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.347
vc (MPa) 0.456
Cost 86.85
1.50
X
Y
Y
1.5
00.23
0.23
P
Mx
1.5
0
Hx
0.30
1.60
184.23 kN/m
1.50
X
Y
Y
1.5
00.23
0.23
P
Mx
1.5
0
Hx
0.30
1.60
260.56 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:LC1_294
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
028PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case LC2_294
Output for Load Case LC2_294
Soil pressure (ULS) (kN/m) 228.04
Soil pressure (SLS) (kN/m) 184.23
SF overturning (SLS) >100SF overturning (ULS) >100
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 35.45
Reinforcement X (mm/m) 465
Design moment Y (kNm/m) 35.27
Reinforcement Y (mm/m) 463
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.328
vc (MPa) 0.406
Linear Shear Y (MPa) 0.327
vc (MPa) 0.405
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.294
vc (MPa) 0.431
Cost 83.89
1.50
X
Y
Y
1.5
00.23
0.23
P
Mx
1.5
0
Hx
0.30
1.60
184.23 kN/m
1.50
X
Y
Y
1.5
00.23
0.23
P
Mx
1.5
0
Hx
0.30
1.60
228.04 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:LC2_294
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
029PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Schematic reinforcement of Base
5T16-A-350 (B1)
A
5T16-B-350 (B2)
col1
PLAN
SECTION
B B B B B
3R8-SA
R8-SA
4T16-E
E
E
E
E
SECTION: col1
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
030PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Column Base Design : COMBINED FOOTING F3C15
Input Data
Base length A (m)
Base width B (m)
Column(s)
C (m)
D (m)
E (m)
F (m)
Stub column height X (m)
Base depth Y (m)
Soil cover Z (m)
Concrete density (kN/m3)
Soil density (kN/m3)
Soil friction angle ()
Base friction constantRebar depth top X (mm)
Rebar depth top Y (mm)
Rebar depth bottom X (mm)
Rebar depth bottom Y (mm)
ULS ovt. LF: Self weight
ULS LF: Self weight
Max. SLS bearing pr. (kN/m)
S.F. Overturning (ULS)
S.F. Slip (ULS)
fcu base (MPa)
fcu columns (MPa)
fy (MPa)
2.5
1.5
Col 1 Col 2
0.230 0.230
0.230 0.230
0.715 -0.715
0.3
0.30
0.3
25
18
27
0.550
50
75
75
1
1.4
200
1
1
25
25
410
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
031PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Load Data
Unfactored Loads
LoadCase
Colno.
LFULSovt
LFULS
P(kN)
Hx(kN)
Hy(kN)
Mx(kNm)
My(kNm)
D_292 1 1 1 389.90 0.99 -1.07 1.64 -1.75
L_292 1 1 1 42.82 0.13 -0.12 0.22 -0.20
LC1_292 1 1 1.40 389.90 0.99 -1.07 1.64 -1.75
1 1 1.60 42.82 0.13 -0.12 0.22 -0.20
LC2_292 1 1 1.20 389.90 0.99 -1.07 1.64 -1.75
1 1 1.20 42.82 0.13 -0.12 0.22 -0.20
D_293 2 1 1 212.44 0.22 -0.36 0.38 -0.57
L_293 2 1 1 13.13 0.07 -0.04 0.12 -0.06
LC1_293 2 1 1.4 212.44 0.22 -0.36 0.38 -0.57 2 1 1.6 13.13 0.07 -0.04 0.12 -0.06
LC2_293 2 1 1.2 212.44 0.22 -0.36 0.38 -0.57
2 1 1.2 13.13 0.07 -0.04 0.12 -0.06
A
X
Y
Y
B
E1
C1
D1
E2
C2
D2
P
Mx
P
Mx
Z
Hx
Y
X
Sketch of Base
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
032PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case D_292
Output for Load Case D_292
Soil pressure (ULS) (kN/m) 323.27
Soil pressure (SLS) (kN/m) 323.40
SF overturning (SLS) 1.95SF overturning (ULS) 1.95
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 34.08
Reinforcement X (mm/m) 447
Design moment Y (kNm/m) 21.36
Reinforcement Y (mm/m) 280
Top
Design moment X (kNm/m) -7.35
Reinforcement X (mm/m) 87
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.254
vc (MPa) 0.401
Linear Shear Y (MPa) 0.197
vc (MPa) 0.388
Linear Shear Other (MPa) 0.249
Punching Shear (MPa) 0.136
vc (MPa) 0.426
Cost 133.92
2.50
X
Y
Y
1.5
0
0.71
0.23
0.23
-0.71
0.23
0.23
P
Mx
P
Mx
0.3
0Hx
0.30
0.30
323.40 kN/m
2.50
X
Y
Y
1.5
0
0.71
0.23
0.23
-0.71
0.23
0.23
P
Mx
P
Mx
0.3
0Hx
0.30
0.30
323.27 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:D_292
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Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
033PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case L_292
Output for Load Case L_292
Soil pressure (ULS) (kN/m) 49.63
Soil pressure (SLS) (kN/m) 44.45
SF overturning (SLS) 3.70SF overturning (ULS) 3.70
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 3.64
Reinforcement X (mm/m) 48
Design moment Y (kNm/m) 2.38
Reinforcement Y (mm/m) 31
Top
Design moment X (kNm/m) -1.51
Reinforcement X (mm/m) 18
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.026
vc (MPa) 0.388
Linear Shear Y (MPa) 0.022
vc (MPa) 0.388
Linear Shear Other (MPa) 0.031
Punching Shear (MPa) 0.015
vc (MPa) 0.388
Cost 114.82
2.50
X
Y
Y
1.5
0
0.71
0.23
0.23
-0.71
0.23
0.23
P
Mx
P
Mx
0.3
0Hx
0.30
0.30
44.45 kN/m
2.50
X
Y
Y
1.5
0
0.71
0.23
0.23
-0.71
0.23
0.23
P
Mx
P
Mx
0.3
0Hx
0.30
0.30
49.63 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:L_292
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
034PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case LC1_292
Output for Load Case LC1_292
Soil pressure (ULS) (kN/m) 510.14
Soil pressure (SLS) (kN/m) 359.26
SF overturning (SLS) 1.93SF overturning (ULS) 1.93
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 54.90
Reinforcement X (mm/m) 722
Design moment Y (kNm/m) 33.62
Reinforcement Y (mm/m) 441
Top
Design moment X (kNm/m) -8.00
Reinforcement X (mm/m) 94
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.408
vc (MPa) 0.470
Linear Shear Y (MPa) 0.310
vc (MPa) 0.399
Linear Shear Other (MPa) 0.378
Punching Shear (MPa) 0.214
vc (MPa) 0.500
Cost 146.73
2.50
X
Y
Y
1.5
0
0.71
0.23
0.23
-0.71
0.23
0.23
P
Mx
P
Mx
0.3
0Hx
0.30
0.30
359.26 kN/m
2.50
X
Y
Y
1.5
0
0.71
0.23
0.23
-0.71
0.23
0.23
P
Mx
P
Mx
0.3
0Hx
0.30
0.30
510.14 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:LC1_292
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
035PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case LC2_292
Output for Load Case LC2_292
Soil pressure (ULS) (kN/m) 430.67
Soil pressure (SLS) (kN/m) 359.26
SF overturning (SLS) 1.93SF overturning (ULS) 1.93
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 46.04
Reinforcement X (mm/m) 604
Design moment Y (kNm/m) 28.42
Reinforcement Y (mm/m) 373
Top
Design moment X (kNm/m) -7.80
Reinforcement X (mm/m) 92
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.342
vc (MPa) 0.443
Linear Shear Y (MPa) 0.262
vc (MPa) 0.388
Linear Shear Other (MPa) 0.324
Punching Shear (MPa) 0.181
vc (MPa) 0.471
Cost 141.26
2.50
X
Y
Y
1.5
0
0.71
0.23
0.23
-0.71
0.23
0.23
P
Mx
P
Mx
0.3
0Hx
0.30
0.30
359.26 kN/m
2.50
X
Y
Y
1.5
0
0.71
0.23
0.23
-0.71
0.23
0.23
P
Mx
P
Mx
0.3
0Hx
0.30
0.30
430.67 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:LC2_292
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
036PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case D_293
Output for Load Case D_293
Soil pressure (ULS) (kN/m) 176.63
Soil pressure (SLS) (kN/m) 174.27
SF overturning (SLS) 2.16SF overturning (ULS) 2.16
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 18.89
Reinforcement X (mm/m) 248
Design moment Y (kNm/m) 11.58
Reinforcement Y (mm/m) 152
Top
Design moment X (kNm/m) -5.68
Reinforcement X (mm/m) 67
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.133
vc (MPa) 0.388
Linear Shear Y (MPa) 0.107
vc (MPa) 0.388
Linear Shear Other (MPa) 0.148
Punching Shear (MPa) 0.075
vc (MPa) 0.388
Cost 124.27
2.50
X
Y
Y
1.5
0
0.71
0.23
0.23
-0.71
0.23
0.23
P
Mx
P
Mx
0.3
0Hx
0.30
0.30
174.27 kN/m
2.50
X
Y
Y
1.5
0
0.71
0.23
0.23
-0.71
0.23
0.23
P
Mx
P
Mx
0.3
0Hx
0.30
0.30
176.63 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:D_293
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
037PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case L_293
Output for Load Case L_293
Soil pressure (ULS) (kN/m) 27.64
Soil pressure (SLS) (kN/m) 22.45
SF overturning (SLS) 8.36SF overturning (ULS) 8.36
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 1.37
Reinforcement X (mm/m) 18
Design moment Y (kNm/m) 0.75
Reinforcement Y (mm/m) 10
Top
Design moment X (kNm/m) -0.37
Reinforcement X (mm/m) 4
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.008
vc (MPa) 0.388
Linear Shear Y (MPa) 0.007
vc (MPa) 0.388
Linear Shear Other (MPa) 0.010
Punching Shear (MPa) 0.005
vc (MPa) 0.388
Cost 113.32
2.50
X
Y
Y
1.5
0
0.71
0.23
0.23
-0.71
0.23
0.23
P
Mx
P
Mx
0.3
0Hx
0.30
0.30
22.45 kN/m
2.50
X
Y
Y
1.5
0
0.71
0.23
0.23
-0.71
0.23
0.23
P
Mx
P
Mx
0.3
0Hx
0.30
0.30
27.64 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:L_293
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
038PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case LC1_293
Output for Load Case LC1_293
Soil pressure (ULS) (kN/m) 260.68
Soil pressure (SLS) (kN/m) 184.70
SF overturning (SLS) 2.13SF overturning (ULS) 2.13
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 29.01
Reinforcement X (mm/m) 381
Design moment Y (kNm/m) 17.34
Reinforcement Y (mm/m) 228
Top
Design moment X (kNm/m) -6.59
Reinforcement X (mm/m) 78
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.203
vc (MPa) 0.388
Linear Shear Y (MPa) 0.160
vc (MPa) 0.388
Linear Shear Other (MPa) 0.214
Punching Shear (MPa) 0.112
vc (MPa) 0.404
Cost 130.40
2.50
X
Y
Y
1.5
0
0.71
0.23
0.23
-0.71
0.23
0.23
P
Mx
P
Mx
0.3
0Hx
0.30
0.30
184.70 kN/m
2.50
X
Y
Y
1.5
0
0.71
0.23
0.23
-0.71
0.23
0.23
P
Mx
P
Mx
0.3
0Hx
0.30
0.30
260.68 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:LC1_293
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
039PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case LC2_293
Output for Load Case LC2_293
Soil pressure (ULS) (kN/m) 222.55
Soil pressure (SLS) (kN/m) 184.70
SF overturning (SLS) 2.13SF overturning (ULS) 2.13
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 24.45
Reinforcement X (mm/m) 321
Design moment Y (kNm/m) 14.75
Reinforcement Y (mm/m) 193
Top
Design moment X (kNm/m) -6.25
Reinforcement X (mm/m) 74
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.171
vc (MPa) 0.388
Linear Shear Y (MPa) 0.136
vc (MPa) 0.388
Linear Shear Other (MPa) 0.185
Punching Shear (MPa) 0.095
vc (MPa) 0.388
Cost 127.64
2.50
X
Y
Y
1.5
0
0.71
0.23
0.23
-0.71
0.23
0.23
P
Mx
P
Mx
0.3
0Hx
0.30
0.30
184.70 kN/m
2.50
X
Y
Y
1.5
0
0.71
0.23
0.23
-0.71
0.23
0.23
P
Mx
P
Mx
0.3
0Hx
0.30
0.30
222.55 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:LC2_293
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
040PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Column Base Design : COMBINED FOOTING F4C15
Input Data
Base length A (m)
Base width B (m)
Column(s)
C (m)
D (m)
E (m)
F (m)
Stub column height X (m)
Base depth Y (m)
Soil cover Z (m)
Concrete density (kN/m3)
Soil density (kN/m3)
Soil friction angle ()
Base friction constantRebar depth top X (mm)
Rebar depth top Y (mm)
Rebar depth bottom X (mm)
Rebar depth bottom Y (mm)
ULS ovt. LF: Self weight
ULS LF: Self weight
Max. SLS bearing pr. (kN/m)
S.F. Overturning (ULS)
S.F. Slip (ULS)
fcu base (MPa)
fcu columns (MPa)
fy (MPa)
3.4
1.6
Col 1 Col 2
0.23 0.23
0.23 0.23
-1.085 1.285
1.6
0.30
1.5
25
18
27
0.550
50
75
75
1
1.4
200
1
1
25
30
450
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
041PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Load Data
Unfactored Loads
LoadCase
Colno.
LFULSovt
LFULS
P(kN)
Hx(kN)
Hy(kN)
Mx(kNm)
My(kNm)
D_319 1 1 1 222.20 -0.20 0.21 -0.34 0.35
L_319 1 1 1 17.94 0.02 0.09 0.03 0.15
LC1_319 1 1 1.40 222.20 -0.20 0.21 -0.34 0.35
1 1 1.60 17.94 0.02 0.09 0.03 0.15
LC2_319 1 1 1 222.20 -0.20 0.21 -0.34 0.35
1 1 1 17.94 0.02 0.09 0.03 0.15
D_315 2 1 1 180.07 0.00 -0.07 -0.01 -0.10
L_315 2 1 1 25.43 0.00 -0.02 0.00 -0.03
LC1_315 2 1 1.40 180.07 0.00 -0.07 -0.01 -0.10
2 1 1.60 25.43 0.00 -0.02 0.00 -0.03LC2_315 2 1 1 180.07 0.00 -0.07 -0.01 -0.10
2 1 1 25.43 0.00 -0.02 0.00 -0.03
A
X
Y
Y
B
E1
C1
D1
E2
C2
D2
P
Mx
P
Mx
Z
Hx
Y
X
Sketch of Base
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
042PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case D_319
Output for Load Case D_319
Soil pressure (ULS) (kN/m) 168.38
Soil pressure (SLS) (kN/m) 154.76
SF overturning (SLS) 2.89SF overturning (ULS) 2.89
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 18.46
Reinforcement X (mm/m) 221
Design moment Y (kNm/m) 9.81
Reinforcement Y (mm/m) 117
Top
Design moment X (kNm/m) -16.20
Reinforcement X (mm/m) 174
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.137
vc (MPa) 0.388
Linear Shear Y (MPa) 0.083
vc (MPa) 0.388
Linear Shear Other (MPa) 0.204
Punching Shear (MPa) 0.065
vc (MPa) 0.388
Cost 177.64
3.40
X
Y
Y
1.6
0
-1.08
0.23
0.23
1.28
0.23
0.23
P
Mx
P
Mx
1.5
0
Hx
0.30
1.60
154.76 kN/m
3.40
X
Y
Y
1.6
0
-1.08
0.23
0.23
1.28
0.23
0.23
P
Mx
P
Mx
1.5
0
Hx
0.30
1.60
168.38 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:D_319
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
043PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case L_319
Output for Load Case L_319
Soil pressure (ULS) (kN/m) 58.40
Soil pressure (SLS) (kN/m) 44.52
SF overturning (SLS) 18.26SF overturning (ULS) 18.26
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 2.88
Reinforcement X (mm/m) 34
Design moment Y (kNm/m) 0.96
Reinforcement Y (mm/m) 11
Top
Design moment X (kNm/m) -0.86
Reinforcement X (mm/m) 9
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.011
vc (MPa) 0.388
Linear Shear Y (MPa) 0.008
vc (MPa) 0.388
Linear Shear Other (MPa) 0.019
Punching Shear (MPa) 0.006
vc (MPa) 0.388
Cost 165.16
3.40
X
Y
Y
1.6
0
-1.08
0.23
0.23
1.28
0.23
0.23
P
Mx
P
Mx
1.5
0
Hx
0.30
1.60
44.52 kN/m
3.40
X
Y
Y
1.6
0
-1.08
0.23
0.23
1.28
0.23
0.23
P
Mx
P
Mx
1.5
0
Hx
0.30
1.60
58.40 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:L_319
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
044PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case LC1_319
Output for Load Case LC1_319
Soil pressure (ULS) (kN/m) 232.75
Soil pressure (SLS) (kN/m) 164.80
SF overturning (SLS) 2.79SF overturning (ULS) 2.79
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 26.95
Reinforcement X (mm/m) 322
Design moment Y (kNm/m) 14.98
Reinforcement Y (mm/m) 179
Top
Design moment X (kNm/m) -24.87
Reinforcement X (mm/m) 268
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.210
vc (MPa) 0.388
Linear Shear Y (MPa) 0.127
vc (MPa) 0.388
Linear Shear Other (MPa) 0.311
Punching Shear (MPa) 0.100
vc (MPa) 0.388
Cost 184.61
3.40
X
Y
Y
1.6
0
-1.08
0.23
0.23
1.28
0.23
0.23
P
Mx
P
Mx
1.5
0
Hx
0.30
1.60
164.80 kN/m
3.40
X
Y
Y
1.6
0
-1.08
0.23
0.23
1.28
0.23
0.23
P
Mx
P
Mx
1.5
0
Hx
0.30
1.60
232.75 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:LC1_319
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
045PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case LC2_319
Output for Load Case LC2_319
Soil pressure (ULS) (kN/m) 178.19
Soil pressure (SLS) (kN/m) 164.80
SF overturning (SLS) 2.79SF overturning (ULS) 2.79
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 19.91
Reinforcement X (mm/m) 238
Design moment Y (kNm/m) 10.62
Reinforcement Y (mm/m) 127
Top
Design moment X (kNm/m) -17.51
Reinforcement X (mm/m) 188
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.148
vc (MPa) 0.388
Linear Shear Y (MPa) 0.090
vc (MPa) 0.388
Linear Shear Other (MPa) 0.221
Punching Shear (MPa) 0.071
vc (MPa) 0.388
Cost 178.79
3.40
X
Y
Y
1.6
0
-1.08
0.23
0.23
1.28
0.23
0.23
P
Mx
P
Mx
1.5
0
Hx
0.30
1.60
164.80 kN/m
3.40
X
Y
Y
1.6
0
-1.08
0.23
0.23
1.28
0.23
0.23
P
Mx
P
Mx
1.5
0
Hx
0.30
1.60
178.19 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:LC2_319
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
046PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case D_315
Output for Load Case D_315
Soil pressure (ULS) (kN/m) 157.02
Soil pressure (SLS) (kN/m) 143.61
SF overturning (SLS) 2.71SF overturning (ULS) 2.71
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 7.05
Reinforcement X (mm/m) 84
Design moment Y (kNm/m) 7.94
Reinforcement Y (mm/m) 95
Top
Design moment X (kNm/m) -24.86
Reinforcement X (mm/m) 267
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.043
vc (MPa) 0.388
Linear Shear Y (MPa) 0.067
vc (MPa) 0.388
Linear Shear Other (MPa) 0.177
Punching Shear (MPa) 0.052
vc (MPa) 0.388
Cost 170.85
3.40
X
Y
Y
1.6
0
-1.08
0.23
0.23
1.28
0.23
0.23
P
Mx
P
Mx
1.5
0
Hx
0.30
1.60
143.61 kN/m
3.40
X
Y
Y
1.6
0
-1.08
0.23
0.23
1.28
0.23
0.23
P
Mx
P
Mx
1.5
0
Hx
0.30
1.60
157.02 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:D_315
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
047PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case L_315
Output for Load Case L_315
Soil pressure (ULS) (kN/m) 64.04
Soil pressure (SLS) (kN/m) 50.12
SF overturning (SLS) 11.11SF overturning (ULS) 11.11
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 2.21
Reinforcement X (mm/m) 26
Design moment Y (kNm/m) 1.25
Reinforcement Y (mm/m) 15
Top
Design moment X (kNm/m) -3.15
Reinforcement X (mm/m) 34
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.006
vc (MPa) 0.388
Linear Shear Y (MPa) 0.010
vc (MPa) 0.388
Linear Shear Other (MPa) 0.028
Punching Shear (MPa) 0.008
vc (MPa) 0.388
Cost 164.97
3.40
X
Y
Y
1.6
0
-1.08
0.23
0.23
1.28
0.23
0.23
P
Mx
P
Mx
1.5
0
Hx
0.30
1.60
50.12 kN/m
3.40
X
Y
Y
1.6
0
-1.08
0.23
0.23
1.28
0.23
0.23
P
Mx
P
Mx
1.5
0
Hx
0.30
1.60
64.04 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:L_315
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
048PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case LC1_315
Output for Load Case LC1_315
Soil pressure (ULS) (kN/m) 227.09
Soil pressure (SLS) (kN/m) 159.85
SF overturning (SLS) 2.54SF overturning (ULS) 2.54
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 10.47
Reinforcement X (mm/m) 125
Design moment Y (kNm/m) 12.82
Reinforcement Y (mm/m) 153
Top
Design moment X (kNm/m) -39.33
Reinforcement X (mm/m) 423
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.058
vc (MPa) 0.418
Linear Shear Y (MPa) 0.108
vc (MPa) 0.388
Linear Shear Other (MPa) 0.280
Punching Shear (MPa) 0.084
vc (MPa) 0.388
Cost 175.09
3.40
X
Y
Y
1.6
0
-1.08
0.23
0.23
1.28
0.23
0.23
P
Mx
P
Mx
1.5
0
Hx
0.30
1.60
159.85 kN/m
3.40
X
Y
Y
1.6
0
-1.08
0.23
0.23
1.28
0.23
0.23
P
Mx
P
Mx
1.5
0
Hx
0.30
1.60
227.09 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:LC1_315
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected]
049PC-146
Proposed Residential Building to built on Plot 918 Block 249 Kyadondo County
NKUNZIRE ANNETTE
N.RONNIE ENG. A. KUSEMERERWA 12/6/2012
Output for Load Case LC2_315
Output for Load Case LC2_315
Soil pressure (ULS) (kN/m) 172.34
Soil pressure (SLS) (kN/m) 159.85
SF overturning (SLS) 2.54SF overturning (ULS) 2.54
Safety Factor slip (ULS) >100
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 7.85
Reinforcement X (mm/m) 94
Design moment Y (kNm/m) 9.04
Reinforcement Y (mm/m) 108
Top
Design moment X (kNm/m) -28.43
Reinforcement X (mm/m) 306
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.049
vc (MPa) 0.388
Linear Shear Y (MPa) 0.076
vc (MPa) 0.388
Linear Shear Other (MPa) 0.202
Punching Shear (MPa) 0.059
vc (MPa) 0.388
Cost 171.82
3.40
X
Y
Y
1.6
0
-1.08
0.23
0.23
1.28
0.23
0.23
P
Mx
P
Mx
1.5
0
Hx
0.30
1.60
159.85 kN/m
3.40
X
Y
Y
1.6
0
-1.08
0.23
0.23
1.28
0.23
0.23
P
Mx
P
Mx
1.5
0
Hx
0.30
1.60
172.34 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)
Max M (-)
Max Shear
Load Case:LC2_315