SAP2000 SAP2000 v10.0.1 - File:2115_V8_V9 - 3-D View - KN, m, C Units 12/5/09 9:56:44 PDF created with pdfFactory Pro trial version www.pdffactory.com
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SAP2000
SAP2000 v10.0.1 - File:2115_V8_V9 - 3-D View - KN, m, C Units
12/5/09 9:56:44
PDF created with pdfFactory Pro trial version www.pdffactory.com
SAP2000
SAP2000 v10.0.1 - File:2115_V8_V9 - Joint Reactions (RECTIONS) - KN, m, C Units
12/5/09 9:57:04
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
Column Base Design : F1 C15
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 weightULS LF: Self weightMax. SLS bearing pr. (kN/m²)S.F. Overturning (ULS)S.F. Slip (ULS)fc' base (MPa)fc' columns (MPa)fy (MPa)
1.61.6
Col 1 Col 2.3 .3
1.5.824.018220.5505050500.91.4100113030415
Unfactored LoadsLoad Case
Colno.
LFULSovt
LFULS
P(kN)
Hx(kN)
Hy(kN)
Mx(kNm)
My(kNm)
1 1 1.5 150 .3 .9 1.6 3.9
Sketch of Base
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
A
X
Y
Y
BC1
D1
PMx
Z
Hx
Y
X
ACI 318 - 1993
Output for Load Case
Output for Load Case Soil pressure (ULS) (kN/m²) 141.36Soil pressure (SLS) (kN/m²) 96.02SF overturning (SLS) 31.01SF overturning (ULS) 30.04Safety Factor slip (ULS) >100Safety Factor uplift (ULS) >100
Bottom Design moment X (kNm/m) 19.34Reinforcement X (mm²/m) 115Design moment Y (kNm/m) 20.42Reinforcement Y (mm²/m) 122
Top Design moment X (kNm/m) 0.00Reinforcement X (mm²/m) 0Design moment Y (kNm/m) 0.00Reinforcement Y (mm²/m) 0Linear Shear X (MPa) 0.046vc (MPa) 0.738Linear Shear Y (MPa) 0.049vc (MPa) 0.738Linear Shear Other (MPa) 0.000Punching Shear (MPa) 0.126vc (MPa) 1.819Cost 531.06
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
1.60
X
Y
Y
1.6
0 0.30 0.30
PMx
0.8
0
Hx
0.50
1.00
96.02 kN/m²
1.60
X
Y
Y 1
.60 0.30
0.30
PMx
0.8
0
Hx
0.50
1.00
141.36 kN/m²Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:ACI 318 - 1993
PDF created with pdfFactory Pro trial version www.pdffactory.com
9Y14-B-200 (B2)
9Y14-A-200 (B1)
col1
PLAN
SECTION
B B B B B B B B
3R8-F
R8-F
4Y20-E
E
E
E
E
SECTION: col1
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
Column Base Design : F2 C15
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 weightULS LF: Self weightMax. SLS bearing pr. (kN/m²)S.F. Overturning (ULS)S.F. Slip (ULS)fc' base (MPa)fc' columns (MPa)fy (MPa)
1.81.7
Col 1 Col 2.4 .3
1.5.724.018220.5505050500.91.4100113030415
Unfactored LoadsLoad Case
Colno.
LFULSovt
LFULS
P(kN)
Hx(kN)
Hy(kN)
Mx(kNm)
My(kNm)
1 1 1.5 200 .6 .4 1.6 3.9
Sketch of Base
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
A
X
Y
Y
BC1
D1
PMx
Z
Hx
Y
X
ACI 318 - 1993
Output for Load Case
Output for Load Case Soil pressure (ULS) (kN/m²) 144.97Soil pressure (SLS) (kN/m²) 98.32SF overturning (SLS) 46.27SF overturning (ULS) 44.99Safety Factor slip (ULS) >100Safety Factor uplift (ULS) >100
Bottom Design moment X (kNm/m) 24.89Reinforcement X (mm²/m) 149Design moment Y (kNm/m) 25.55Reinforcement Y (mm²/m) 152
Top Design moment X (kNm/m) 0.00Reinforcement X (mm²/m) 0Design moment Y (kNm/m) 0.00Reinforcement Y (mm²/m) 0Linear Shear X (MPa) 0.057vc (MPa) 0.739Linear Shear Y (MPa) 0.064vc (MPa) 0.739Linear Shear Other (MPa) 0.000Punching Shear (MPa) 0.162vc (MPa) 1.819Cost 640.91
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
1.80
X
Y
Y
1.7
0 0.40 0.30
PMx
0.7
0
Hx
0.50
1.00
98.32 kN/m²
1.80
X
Y
Y 1
.70 0.40
0.30
PMx
0.7
0
Hx
0.50
1.00
144.97 kN/m²Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:ACI 318 - 1993
PDF created with pdfFactory Pro trial version www.pdffactory.com
11Y14-B-170 (B2)
10Y14-A-170 (B1)
col1
PLAN
SECTION
B B B B B B B B B B B
3R10-F
R10-F
4Y25-E
E
E
E
E
SECTION: col1
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
Column Base Design : F3 C15
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 weightULS LF: Self weightMax. SLS bearing pr. (kN/m²)S.F. Overturning (ULS)S.F. Slip (ULS)fc' base (MPa)fc' columns (MPa)fy (MPa)
21.9
Col 1 Col 2.4 .3
1.5.724.018220.5505050500.91.4100113030415
Unfactored LoadsLoad Case
Colno.
LFULSovt
LFULS
P(kN)
Hx(kN)
Hy(kN)
Mx(kNm)
My(kNm)
1 1 1.5 250 .3 .5 1.6 3.9
Sketch of Base
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
A
X
Y
Y
BC1
D1
PMx
Z
Hx
Y
X
ACI 318 - 1993
Output for Load Case
Output for Load Case Soil pressure (ULS) (kN/m²) 141.85Soil pressure (SLS) (kN/m²) 96.23SF overturning (SLS) 64.98SF overturning (ULS) 63.20Safety Factor slip (ULS) >100Safety Factor uplift (ULS) >100
Bottom Design moment X (kNm/m) 32.31Reinforcement X (mm²/m) 193Design moment Y (kNm/m) 33.07Reinforcement Y (mm²/m) 197
Top Design moment X (kNm/m) 0.00Reinforcement X (mm²/m) 0Design moment Y (kNm/m) 0.00Reinforcement Y (mm²/m) 0Linear Shear X (MPa) 0.081vc (MPa) 0.741Linear Shear Y (MPa) 0.079vc (MPa) 0.741Linear Shear Other (MPa) 0.000Punching Shear (MPa) 0.211vc (MPa) 1.819Cost 806.58
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
2.00
X
Y
Y
1.9
0 0.40 0.30
PMx
0.7
0
Hx
0.50 1.00
96.23 kN/m²
2.00
X
Y
Y 1
.90 0.40
0.30
PMx
0.7
0Hx
0.50 1.00
141.85 kN/m²Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:ACI 318 - 1993
PDF created with pdfFactory Pro trial version www.pdffactory.com
12Y14-B-170 (B2)
12Y14-A-170 (B1)
col1
PLAN
SECTION
B B B B B B B B B B B B
3R10-F
R10-F
4Y25-E
E
E
E
E
SECTION: col1
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
Column Base Design : F4 C15
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 weightULS LF: Self weightMax. SLS bearing pr. (kN/m²)S.F. Overturning (ULS)S.F. Slip (ULS)fc' base (MPa)fc' columns (MPa)fy (MPa)
2.22.1
Col 1 Col 2.4 .3
1.5.724.018220.5505050500.91.4100113030415
Unfactored LoadsLoad Case
Colno.
LFULSovt
LFULS
P(kN)
Hx(kN)
Hy(kN)
Mx(kNm)
My(kNm)
1 1 1.5 300 .8 .7 2.1 4.2
Sketch of Base
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
A
X
Y
Y
BC1
D1
PMx
Z
Hx
Y
X
ACI 318 - 1993
Output for Load Case
Output for Load Case Soil pressure (ULS) (kN/m²) 140.05Soil pressure (SLS) (kN/m²) 95.02SF overturning (SLS) 71.18SF overturning (ULS) 69.20Safety Factor slip (ULS) >100Safety Factor uplift (ULS) >100
Bottom Design moment X (kNm/m) 40.45Reinforcement X (mm²/m) 242Design moment Y (kNm/m) 41.00Reinforcement Y (mm²/m) 245
Top Design moment X (kNm/m) 0.00Reinforcement X (mm²/m) 0Design moment Y (kNm/m) 0.00Reinforcement Y (mm²/m) 0Linear Shear X (MPa) 0.098vc (MPa) 0.742Linear Shear Y (MPa) 0.104vc (MPa) 0.742Linear Shear Other (MPa) 0.000Punching Shear (MPa) 0.264vc (MPa) 1.819Cost 994.61
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
2.20
X
Y
Y
2.1
0 0.40 0.30
PMx
0.7
0
Hx
0.50 1.00
95.02 kN/m²
2.20
X
Y
Y 2
.10 0.40
0.30
PMx
0.7
0Hx
0.50 1.00
140.05 kN/m²Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:ACI 318 - 1993
PDF created with pdfFactory Pro trial version www.pdffactory.com
13Y14-B-170 (B2)
13Y14-A-170 (B1)
col1
PLAN
SECTION
B B B B B B B B B B B B B
3R10-F
R10-F
4Y32-E
E
E
E
E
SECTION: col1
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
Column Base Design : F5 C15
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 weightULS LF: Self weightMax. SLS bearing pr. (kN/m²)S.F. Overturning (ULS)S.F. Slip (ULS)fc' base (MPa)fc' columns (MPa)fy (MPa)
2.42.2
Col 1 Col 2.5 .3
1.5.724.018220.5505050500.91.4100113030415
Unfactored LoadsLoad Case
Colno.
LFULSovt
LFULS
P(kN)
Hx(kN)
Hy(kN)
Mx(kNm)
My(kNm)
1 1 1.5 350 .5 1.2 3.4 2.8
Sketch of Base
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
A
X
Y
Y
BC1
D1
PMx
Z
Hx
Y
X
ACI 318 - 1993
Output for Load Case
Output for Load Case Soil pressure (ULS) (kN/m²) 140.84Soil pressure (SLS) (kN/m²) 95.55SF overturning (SLS) 88.75SF overturning (ULS) 86.32Safety Factor slip (ULS) >100Safety Factor uplift (ULS) >100
Bottom Design moment X (kNm/m) 46.05Reinforcement X (mm²/m) 275Design moment Y (kNm/m) 46.20Reinforcement Y (mm²/m) 276
Top Design moment X (kNm/m) 0.00Reinforcement X (mm²/m) 0Design moment Y (kNm/m) 0.00Reinforcement Y (mm²/m) 0Linear Shear X (MPa) 0.120vc (MPa) 0.743Linear Shear Y (MPa) 0.120vc (MPa) 0.743Linear Shear Other (MPa) 0.000Punching Shear (MPa) 0.290vc (MPa) 1.819Cost 1147.45
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
2.40
X
Y
Y
2.2
0 0.50 0.30
PMx
0.7
0
Hx
0.50 1.00
95.55 kN/m²
2.40
X
Y
Y 2
.20 0.50
0.30
PMx
0.7
0Hx
0.50 1.00
140.84 kN/m²Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:ACI 318 - 1993
PDF created with pdfFactory Pro trial version www.pdffactory.com
15Y16-B-170 (B2)
13Y16-A-170 (B1)
col1
PLAN
SECTION
B B B B B B B B B B B B B B
3R10-G
R10-G
2Y25-F4Y32-E +
E
E
E
E
F
F
SECTION: col1
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
Column Base Design : F6 C15
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 weightULS LF: Self weightMax. SLS bearing pr. (kN/m²)S.F. Overturning (ULS)S.F. Slip (ULS)fc' base (MPa)fc' columns (MPa)fy (MPa)
2.52.3
Col 1 Col 2.5 .3
1.5.724.018220.5505050500.91.4100113030415
Unfactored LoadsLoad Case
Colno.
LFULSovt
LFULS
P(kN)
Hx(kN)
Hy(kN)
Mx(kNm)
My(kNm)
1 1 1.5 400 .5 1.2 3.4 2.8
Sketch of Base
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
A
X
Y
Y
BC1
D1
PMx
Z
Hx
Y
X
ACI 318 - 1993
Output for Load Case
Output for Load Case Soil pressure (ULS) (kN/m²) 144.93Soil pressure (SLS) (kN/m²) 98.28SF overturning (SLS) >100SF overturning (ULS) >100Safety Factor slip (ULS) >100Safety Factor uplift (ULS) >100
Bottom Design moment X (kNm/m) 53.33Reinforcement X (mm²/m) 319Design moment Y (kNm/m) 53.49Reinforcement Y (mm²/m) 320
Top Design moment X (kNm/m) 0.00Reinforcement X (mm²/m) 0Design moment Y (kNm/m) 0.00Reinforcement Y (mm²/m) 0Linear Shear X (MPa) 0.131vc (MPa) 0.745Linear Shear Y (MPa) 0.131vc (MPa) 0.745Linear Shear Other (MPa) 0.000Punching Shear (MPa) 0.340vc (MPa) 1.819Cost 1265.42
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
2.50
X
Y
Y
2.3
0 0.50 0.30
PMx
0.7
0
Hx
0.50 1.00
98.28 kN/m²
2.50
X
Y
Y 2
.30 0.50
0.30
PMx
0.7
0Hx
0.50 1.00
144.93 kN/m²Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:ACI 318 - 1993
PDF created with pdfFactory Pro trial version www.pdffactory.com
15Y16-B-170 (B2)
14Y16-A-170 (B1)
col1
PLAN
SECTION
B B B B B B B B B B B B B B B
3R10-G
R10-G
2Y25-F4Y32-E +
E
E
E
E
F
F
SECTION: col1
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
Column Base Design : F7 C15
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 weightULS LF: Self weightMax. SLS bearing pr. (kN/m²)S.F. Overturning (ULS)S.F. Slip (ULS)fc' base (MPa)fc' columns (MPa)fy (MPa)
2.92.6
Col 1 Col 2.6 .3
1.6.824.018220.5505050500.91.4100113030415
Unfactored LoadsLoad Case
Colno.
LFULSovt
LFULS
P(kN)
Hx(kN)
Hy(kN)
Mx(kNm)
My(kNm)
1 1 1.5 500 .5 1.2 3.4 2.8
Sketch of Base
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
A
X
Y
Y
BC1
D1
PMx
Z
Hx
Y
X
ACI 318 - 1993
Output for Load Case
Output for Load Case Soil pressure (ULS) (kN/m²) 144.01Soil pressure (SLS) (kN/m²) 97.94SF overturning (SLS) >100SF overturning (ULS) >100Safety Factor slip (ULS) >100Safety Factor uplift (ULS) >100
Bottom Design moment X (kNm/m) 66.82Reinforcement X (mm²/m) 327Design moment Y (kNm/m) 66.99Reinforcement Y (mm²/m) 328
Top Design moment X (kNm/m) 0.00Reinforcement X (mm²/m) 0Design moment Y (kNm/m) 0.00Reinforcement Y (mm²/m) 0Linear Shear X (MPa) 0.117vc (MPa) 0.743Linear Shear Y (MPa) 0.115vc (MPa) 0.743Linear Shear Other (MPa) 0.000Punching Shear (MPa) 0.293vc (MPa) 1.819Cost 1964.58
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
2.90
X
Y
Y
2.6
0 0.60 0.30
PMx
0.8
0Hx
0.60 1.00
97.94 kN/m²
2.90
X
Y
Y 2
.60 0.60
0.30
PMx
0.8
0Hx
0.60 1.00
144.01 kN/m²Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:ACI 318 - 1993
PDF created with pdfFactory Pro trial version www.pdffactory.com
17Y16-B-170 (B2)
16Y16-A-170 (B1)
col1
PLAN
SECTION
B B B B B B B B B B B B B B B B B
3R10-G
R10-G
2Y32-F4Y40-E +
E
E
E
E
F
F
SECTION: col1
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
Column Base Design : F8 C15
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 weightULS LF: Self weightMax. SLS bearing pr. (kN/m²)S.F. Overturning (ULS)S.F. Slip (ULS)fc' base (MPa)fc' columns (MPa)fy (MPa)
3.22.8
Col 1 Col 2.7 .3
1.6.824.018220.5505050500.91.4100113030415
Unfactored LoadsLoad Case
Colno.
LFULSovt
LFULS
P(kN)
Hx(kN)
Hy(kN)
Mx(kNm)
My(kNm)
1 1 1.5 600 1.4 .3 2.2 3.1
Sketch of Base
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
A
X
Y
Y
BC1
D1
PMx
Z
Hx
Y
X
ACI 318 - 1993
Output for Load Case
Output for Load Case Soil pressure (ULS) (kN/m²) 143.76Soil pressure (SLS) (kN/m²) 97.77SF overturning (SLS) >100SF overturning (ULS) >100Safety Factor slip (ULS) >100Safety Factor uplift (ULS) >100
Bottom Design moment X (kNm/m) 79.48Reinforcement X (mm²/m) 389Design moment Y (kNm/m) 79.41Reinforcement Y (mm²/m) 389
Top Design moment X (kNm/m) 0.00Reinforcement X (mm²/m) 0Design moment Y (kNm/m) 0.00Reinforcement Y (mm²/m) 0Linear Shear X (MPa) 0.130vc (MPa) 0.745Linear Shear Y (MPa) 0.135vc (MPa) 0.745Linear Shear Other (MPa) 0.000Punching Shear (MPa) 0.335vc (MPa) 1.819Cost 2369.27
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
3.20
X
Y
Y
2.8
0 0.70 0.30
PMx
0.8
0Hx
0.60 1.00
97.77 kN/m²
3.20
X
Y
Y 2
.80 0.70
0.30
PMx
0.8
0Hx
0.60 1.00
143.76 kN/m²Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:ACI 318 - 1993
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20Y16-B-160 (B2)
18Y16-A-160 (B1)
col1
PLAN
SECTION
B B B B B B B B B B B B B B B B B B B B
3R10-G
R10-G
2Y32-F4Y40-E +
E
E
E
E
F
F
SECTION: col1
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
Column Base Design : F9 C15
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 weightULS LF: Self weightMax. SLS bearing pr. (kN/m²)S.F. Overturning (ULS)S.F. Slip (ULS)fc' base (MPa)fc' columns (MPa)fy (MPa)
3.53.2
Col 1 Col 2.6 .3
1.6.824.018220.5505050500.91.4100113030415
Unfactored LoadsLoad Case
Colno.
LFULSovt
LFULS
P(kN)
Hx(kN)
Hy(kN)
Mx(kNm)
My(kNm)
1 1 1.5 750 1.4 .3 2.2 3.1
Sketch of Base
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
A
X
Y
Y
BC1
D1
PMx
Z
Hx
YX
ACI 318 - 1993
Output for Load Case
Output for Load Case Soil pressure (ULS) (kN/m²) 142.90Soil pressure (SLS) (kN/m²) 97.20SF overturning (SLS) >100SF overturning (ULS) >100Safety Factor slip (ULS) >100Safety Factor uplift (ULS) >100
Bottom Design moment X (kNm/m) 106.58Reinforcement X (mm²/m) 523Design moment Y (kNm/m) 106.46Reinforcement Y (mm²/m) 522
Top Design moment X (kNm/m) 0.00Reinforcement X (mm²/m) 0Design moment Y (kNm/m) 0.00Reinforcement Y (mm²/m) 0Linear Shear X (MPa) 0.168vc (MPa) 0.748Linear Shear Y (MPa) 0.165vc (MPa) 0.748Linear Shear Other (MPa) 0.000Punching Shear (MPa) 0.460vc (MPa) 1.819Cost 3055.55
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
3.50
X
Y
Y
3.2
0 0.60 0.30
PMx
0.8
0Hx
0.60 1.00
97.20 kN/m²
3.50
X
Y
Y 3
.20 0.60
0.30
PMx
0.8
0Hx
0.60 1.00
142.90 kN/m²Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:ACI 318 - 1993
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24Y16-B-150 (B2)
22Y16-A-150 (B1)
col1
PLAN
SECTION
BBBBBBBBBBBBBBBBBBBBBBBB
3R10-G
R10-G
2Y40-F4Y50-E +
E
E
E
E
F
F
SECTION: col1
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
Column Base Design : F10 C15
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 weightULS LF: Self weightMax. SLS bearing pr. (kN/m²)S.F. Overturning (ULS)S.F. Slip (ULS)fc' base (MPa)fc' columns (MPa)fy (MPa)
42.1
Col 1 Col 2.4 .4.3 .3.9 -.9
1.6.824.018220.5505050500.91.4100113030415
Unfactored LoadsLoad Case
Colno.
LFULSovt
LFULS
P(kN)
Hx(kN)
Hy(kN)
Mx(kNm)
My(kNm)
1 1 1.5 250 1.4 .3 2.2 3.1 2 1 1.5 200 1.4 .3 2.2 3.1
Sketch of Base
PDF created with pdfFactory Pro trial version www.pdffactory.com
SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
A
X
Y
Y
B
E1
C1D1
E2
C2D2
PMx
PMx
Z
Hx
Y
X
ACI 318 - 1993
Output for Load Case
Output for Load Case Soil pressure (ULS) (kN/m²) 139.14Soil pressure (SLS) (kN/m²) 94.70SF overturning (SLS) 24.98SF overturning (ULS) 24.10Safety Factor slip (ULS) >100Safety Factor uplift (ULS) >100
Bottom Design moment X (kNm/m) 37.65Reinforcement X (mm²/m) 184Design moment Y (kNm/m) 33.73Reinforcement Y (mm²/m) 165
Top Design moment X (kNm/m) 0.00Reinforcement X (mm²/m) 0Design moment Y (kNm/m) 0.00Reinforcement Y (mm²/m) 0Linear Shear X (MPa) 0.068vc (MPa) 0.739Linear Shear Y (MPa) 0.058vc (MPa) 0.739Linear Shear Other (MPa) 0.097Punching Shear (MPa) 0.095vc (MPa) 1.580Cost 2107.89
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SheetJob Number
Job Title
Client
Calcs by Checked by Date
Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]
4.00
X
Y
Y
2.1
0
0.90
0.40 0.30
-0.90
0.40 0.30
PMx
PMx
0.8
0
Hx
0.60 1.00
94.70 kN/m²
4.00
X
Y
Y
2.1
0
0.90
0.40 0.30
-0.90
0.40 0.30
PMx
PMx
0.8
0
Hx
0.60 1.00
139.14 kN/m²Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:ACI 318 - 1993
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25Y14-B-160 (B2)
14Y14-A-160 (B1)
col1col2
PLAN
SECTION
B B B B B B B B B B B B B B B B B B B B B B B B B
3R10-F
R10-F
4Y25-E3R10-H
R10-H4Y16-G
E
E
E
E
SECTION: col1
G
G
G
G
SECTION: col2
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