midas Gen RC Column Design Result

Company Project Title

Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 262
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 4 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 165.088 / 177.141 = 0.932 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 255.795 / 277.113 = 0.923 < 1.000 ....... O.K
M_Edy / M_Rdy= 193.045 / 207.476 = 0.930 < 1.000 ....... O.K
M_Edz / M_Rdz= 167.823 / 183.699 = 0.914 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.054 / 0.650 = 0.082 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=41.52Deg.
N.A=44.06Deg. 5491.86 0.00
4050 5247.20 68.42
3325 4744.70 156.72
4051.27 242.12
2600
3250.07 302.81
1875 2479.59 335.29
1150 2013.80 345.74
425
1635.27 346.49
0 (177,277)
960.13 331.41
-300 (165,256)
M(kN-m) 165.02 275.95
-1025 -652.38 176.87
-1750 -1328.93 50.10
105

140

175

210

245

280

315

350

-1529.82 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 16, POS : J) z (LCB : 16, POS : J)
Applied Shear Force (V_Ed) 161.527 kN 162.376 kN
V_Ed / V_Rdc 161.527 / 141.448 = 1.142 162.376 / 141.448 = 1.148
V_Ed / V_Rds 161.527 / 172.776 = 0.935 162.376 / 172.776 = 0.940
V_Ed / V_Rdmax 161.527 / 826.492 = 0.195 162.376 / 826.492 = 0.196
Shear Ratio 0.935 < 1.000 ....... O.K 0.940 < 1.000 ....... O.K
Asw-H_req 0.00134 m^2/m, 2-P10 @110 0.00134 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 16, POS : 1/2) z (LCB : 16, POS : 1/2)

Applied Shear Force (V_Ed) 161.527 kN 162.376 kN
V_Ed / V_Rdc 161.527 / 140.795 = 1.147 162.376 / 140.795 = 1.153
V_Ed / V_Rds 161.527 / 172.776 = 0.935 162.376 / 172.776 = 0.940
V_Ed / V_Rdmax 161.527 / 826.492 = 0.195 162.376 / 826.492 = 0.196
Shear Ratio 0.935 < 1.000 ....... O.K 0.940 < 1.000 ....... O.K
Asw-H_req 0.00134 m^2/m, 2-P10 @110 0.00134 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 16, POS : I) z (LCB : 16, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
http://www.MidasUser.com
Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 432
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 19 (Pos : J)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 23.9165 / 54.7944 = 0.436 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 72.1468 / 168.280 = 0.429 < 1.000 ....... O.K
M_Edy / M_Rdy= 5.01469 / 11.3666 = 0.441 < 1.000 ....... O.K
M_Edz / M_Rdz= 71.9723 / 167.895 = 0.429 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.012 / 0.650 = 0.019 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=86.13Deg.
N.A=87.76Deg. 4873.92 0.00
3800 4278.10 121.94
3200 3693.60 206.65
3128.21 262.81
2600
2613.37 298.25
2000 2180.18 319.53
1400 1924.65 329.55
800
1749.68 328.54
1445.99 317.23
200
0 1016.49 293.05
(24,72) (55,168)
-400 M(kN-m) 524.18 241.13
-1000 -246.74 118.10
105

140

175

210

245

280

315

350

-874.18 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 22, POS : J) z (LCB : 22, POS : J)
Applied Shear Force (V_Ed) 122.902 kN 122.915 kN
V_Ed / V_Rdc 122.902 / 106.366 = 1.155 122.915 / 106.366 = 1.156
V_Ed / V_Rds 122.902 / 126.702 = 0.970 122.915 / 126.702 = 0.970
V_Ed / V_Rdmax 122.902 / 826.492 = 0.149 122.915 / 826.492 = 0.149
Shear Ratio 0.970 < 1.000 ....... O.K 0.970 < 1.000 ....... O.K
Asw-H_req 0.00102 m^2/m, 2-P10 @150 0.00102 m^2/m, 2-P10 @150

[ MIDDLE ] y (LCB : 22, POS : 1/2) z (LCB : 22, POS : 1/2)

Applied Shear Force (V_Ed) 122.902 kN 122.915 kN
V_Ed / V_Rdc 122.902 / 105.714 = 1.163 122.915 / 105.714 = 1.163
V_Ed / V_Rds 122.902 / 126.702 = 0.970 122.915 / 126.702 = 0.970
V_Ed / V_Rdmax 122.902 / 826.492 = 0.149 122.915 / 826.492 = 0.149
Shear Ratio 0.970 < 1.000 ....... O.K 0.970 < 1.000 ....... O.K
Asw-H_req 0.00102 m^2/m, 2-P10 @150 0.00102 m^2/m, 2-P10 @150

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00059 / 0.00063 = 0.933 0.00059 / 0.00063 = 0.933
Joint Ratio 0.933 < 1.000 ....... O.K 0.933 < 1.000 ....... O.K
Ash.jnt 2-4 P10 2-4 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
http://www.MidasUser.com
Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 262
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 4 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 165.088 / 177.141 = 0.932 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 255.795 / 277.113 = 0.923 < 1.000 ....... O.K
M_Edy / M_Rdy= 193.045 / 207.476 = 0.930 < 1.000 ....... O.K
M_Edz / M_Rdz= 167.823 / 183.699 = 0.914 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.054 / 0.650 = 0.082 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=41.52Deg.
N.A=44.06Deg. 5491.86 0.00
4050 5247.20 68.42
3325 4744.70 156.72
4051.27 242.12
2600
3250.07 302.81
1875 2479.59 335.29
1150 2013.80 345.74
425
1635.27 346.49
0 (177,277)
960.13 331.41
-300 (165,256)
M(kN-m) 165.02 275.95
-1025 -652.38 176.87
-1750 -1328.93 50.10
105

140

175

210

245

280

315

350

-1529.82 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 16, POS : J) z (LCB : 16, POS : J)
Applied Shear Force (V_Ed) 161.527 kN 162.376 kN
V_Ed / V_Rdc 161.527 / 141.448 = 1.142 162.376 / 141.448 = 1.148
V_Ed / V_Rds 161.527 / 172.776 = 0.935 162.376 / 172.776 = 0.940
V_Ed / V_Rdmax 161.527 / 826.492 = 0.195 162.376 / 826.492 = 0.196
Shear Ratio 0.935 < 1.000 ....... O.K 0.940 < 1.000 ....... O.K
Asw-H_req 0.00134 m^2/m, 2-P10 @110 0.00134 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 16, POS : 1/2) z (LCB : 16, POS : 1/2)

Applied Shear Force (V_Ed) 161.527 kN 162.376 kN
V_Ed / V_Rdc 161.527 / 140.795 = 1.147 162.376 / 140.795 = 1.153
V_Ed / V_Rds 161.527 / 172.776 = 0.935 162.376 / 172.776 = 0.940
V_Ed / V_Rdmax 161.527 / 826.492 = 0.195 162.376 / 826.492 = 0.196
Shear Ratio 0.935 < 1.000 ....... O.K 0.940 < 1.000 ....... O.K
Asw-H_req 0.00134 m^2/m, 2-P10 @110 0.00134 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 16, POS : I) z (LCB : 16, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
http://www.MidasUser.com
Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 432
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 19 (Pos : J)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 23.9165 / 54.7944 = 0.436 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 72.1468 / 168.280 = 0.429 < 1.000 ....... O.K
M_Edy / M_Rdy= 5.01469 / 11.3666 = 0.441 < 1.000 ....... O.K
M_Edz / M_Rdz= 71.9723 / 167.895 = 0.429 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.012 / 0.650 = 0.019 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=86.13Deg.
N.A=87.76Deg. 4873.92 0.00
3800 4278.10 121.94
3200 3693.60 206.65
3128.21 262.81
2600
2613.37 298.25
2000 2180.18 319.53
1400 1924.65 329.55
800
1749.68 328.54
1445.99 317.23
200
0 1016.49 293.05
(24,72) (55,168)
-400 M(kN-m) 524.18 241.13
-1000 -246.74 118.10
105

140

175

210

245

280

315

350

-874.18 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 22, POS : J) z (LCB : 22, POS : J)
Applied Shear Force (V_Ed) 122.902 kN 122.915 kN
V_Ed / V_Rdc 122.902 / 106.366 = 1.155 122.915 / 106.366 = 1.156
V_Ed / V_Rds 122.902 / 126.702 = 0.970 122.915 / 126.702 = 0.970
V_Ed / V_Rdmax 122.902 / 826.492 = 0.149 122.915 / 826.492 = 0.149
Shear Ratio 0.970 < 1.000 ....... O.K 0.970 < 1.000 ....... O.K
Asw-H_req 0.00102 m^2/m, 2-P10 @150 0.00102 m^2/m, 2-P10 @150

[ MIDDLE ] y (LCB : 22, POS : 1/2) z (LCB : 22, POS : 1/2)

Applied Shear Force (V_Ed) 122.902 kN 122.915 kN
V_Ed / V_Rdc 122.902 / 105.714 = 1.163 122.915 / 105.714 = 1.163
V_Ed / V_Rds 122.902 / 126.702 = 0.970 122.915 / 126.702 = 0.970
V_Ed / V_Rdmax 122.902 / 826.492 = 0.149 122.915 / 826.492 = 0.149
Shear Ratio 0.970 < 1.000 ....... O.K 0.970 < 1.000 ....... O.K
Asw-H_req 0.00102 m^2/m, 2-P10 @150 0.00102 m^2/m, 2-P10 @150

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00059 / 0.00063 = 0.933 0.00059 / 0.00063 = 0.933
Joint Ratio 0.933 < 1.000 ....... O.K 0.933 < 1.000 ....... O.K
Ash.jnt 2-4 P10 2-4 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
http://www.MidasUser.com
Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 271
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 5 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 16 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 148.980 / 157.486 = 0.946 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 257.748 / 274.834 = 0.938 < 1.000 ....... O.K
M_Edy / M_Rdy= 177.746 / 190.213 = 0.934 < 1.000 ....... O.K
M_Edz / M_Rdz= 186.656 / 198.375 = 0.941 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.046 / 0.650 = 0.070 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=46.20Deg.
N.A=43.50Deg. 5491.86 0.00
4050 5248.69 68.27
3325 4746.27 156.49
4050.65 241.61
2600
3251.41 302.27
1875 2479.46 334.19
1150 2014.03 344.66
425
1635.36 345.40
0 962.98 330.52
-300 (157,275)
(149,258)
M(kN-m) 160.79 275.15
-1025 -649.03 176.82
-1750 -1328.89 50.11
105

140

175

210

245

280

315

350

-1529.82 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 15, POS : J) z (LCB : 15, POS : J)
Applied Shear Force (V_Ed) 162.543 kN 161.722 kN
V_Ed / V_Rdc 162.543 / 138.604 = 1.173 161.722 / 138.604 = 1.167
V_Ed / V_Rds 162.543 / 172.776 = 0.941 161.722 / 172.776 = 0.936
V_Ed / V_Rdmax 162.543 / 826.492 = 0.197 161.722 / 826.492 = 0.196
Shear Ratio 0.941 < 1.000 ....... O.K 0.936 < 1.000 ....... O.K
Asw-H_req 0.00134 m^2/m, 2-P10 @110 0.00134 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 15, POS : 1/2) z (LCB : 15, POS : 1/2)

Applied Shear Force (V_Ed) 162.543 kN 161.722 kN
V_Ed / V_Rdc 162.543 / 137.952 = 1.178 161.722 / 137.952 = 1.172
V_Ed / V_Rds 162.543 / 172.776 = 0.941 161.722 / 172.776 = 0.936
V_Ed / V_Rdmax 162.543 / 826.492 = 0.197 161.722 / 826.492 = 0.196
Shear Ratio 0.941 < 1.000 ....... O.K 0.936 < 1.000 ....... O.K
Asw-H_req 0.00134 m^2/m, 2-P10 @110 0.00134 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
http://www.MidasUser.com
Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 263
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 4 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 165.088 / 177.141 = 0.932 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 255.795 / 277.113 = 0.923 < 1.000 ....... O.K
M_Edy / M_Rdy= 193.045 / 207.476 = 0.930 < 1.000 ....... O.K
M_Edz / M_Rdz= 167.823 / 183.699 = 0.914 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.054 / 0.650 = 0.082 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=41.52Deg.
N.A=44.06Deg. 5491.86 0.00
4050 5247.20 68.42
3325 4744.70 156.72
4051.27 242.12
2600
3250.07 302.81
1875 2479.59 335.29
1150 2013.80 345.74
425
1635.27 346.49
0 (177,277)
960.13 331.41
-300 (165,256)
M(kN-m) 165.02 275.95
-1025 -652.38 176.87
-1750 -1328.93 50.10
105

140

175

210

245

280

315

350

-1529.82 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 16, POS : J) z (LCB : 16, POS : J)
Applied Shear Force (V_Ed) 161.527 kN 162.376 kN
V_Ed / V_Rdc 161.527 / 141.448 = 1.142 162.376 / 141.448 = 1.148
V_Ed / V_Rds 161.527 / 172.776 = 0.935 162.376 / 172.776 = 0.940
V_Ed / V_Rdmax 161.527 / 826.492 = 0.195 162.376 / 826.492 = 0.196
Shear Ratio 0.935 < 1.000 ....... O.K 0.940 < 1.000 ....... O.K
Asw-H_req 0.00134 m^2/m, 2-P10 @110 0.00134 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 16, POS : 1/2) z (LCB : 16, POS : 1/2)

Applied Shear Force (V_Ed) 161.527 kN 162.376 kN
V_Ed / V_Rdc 161.527 / 140.795 = 1.147 162.376 / 140.795 = 1.153
V_Ed / V_Rds 161.527 / 172.776 = 0.935 162.376 / 172.776 = 0.940
V_Ed / V_Rdmax 161.527 / 826.492 = 0.195 162.376 / 826.492 = 0.196
Shear Ratio 0.935 < 1.000 ....... O.K 0.940 < 1.000 ....... O.K
Asw-H_req 0.00134 m^2/m, 2-P10 @110 0.00134 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 16, POS : I) z (LCB : 16, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
http://www.MidasUser.com
Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 272
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 5 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 16 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 148.980 / 157.486 = 0.946 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 257.748 / 274.834 = 0.938 < 1.000 ....... O.K
M_Edy / M_Rdy= 177.746 / 190.213 = 0.934 < 1.000 ....... O.K
M_Edz / M_Rdz= 186.656 / 198.375 = 0.941 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.046 / 0.650 = 0.070 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=46.20Deg.
N.A=43.50Deg. 5491.86 0.00
4050 5248.69 68.27
3325 4746.27 156.49
4050.65 241.61
2600
3251.41 302.27
1875 2479.46 334.19
1150 2014.03 344.66
425
1635.36 345.40
0 962.98 330.52
-300 (157,275)
(149,258)
M(kN-m) 160.79 275.15
-1025 -649.03 176.82
-1750 -1328.89 50.11
105

140

175

210

245

280

315

350

-1529.82 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 17, POS : J) z (LCB : 17, POS : J)
Applied Shear Force (V_Ed) 162.543 kN 161.722 kN
V_Ed / V_Rdc 162.543 / 138.604 = 1.173 161.722 / 138.604 = 1.167
V_Ed / V_Rds 162.543 / 172.776 = 0.941 161.722 / 172.776 = 0.936
V_Ed / V_Rdmax 162.543 / 826.492 = 0.197 161.722 / 826.492 = 0.196
Shear Ratio 0.941 < 1.000 ....... O.K 0.936 < 1.000 ....... O.K
Asw-H_req 0.00134 m^2/m, 2-P10 @110 0.00134 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 17, POS : 1/2) z (LCB : 17, POS : 1/2)

Applied Shear Force (V_Ed) 162.543 kN 161.722 kN
V_Ed / V_Rdc 162.543 / 137.952 = 1.178 161.722 / 137.952 = 1.172
V_Ed / V_Rds 162.543 / 172.776 = 0.941 161.722 / 172.776 = 0.936
V_Ed / V_Rdmax 162.543 / 826.492 = 0.197 161.722 / 826.492 = 0.196
Shear Ratio 0.941 < 1.000 ....... O.K 0.936 < 1.000 ....... O.K
Asw-H_req 0.00134 m^2/m, 2-P10 @110 0.00134 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

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midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 250
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 10 - 3 - P20 Ast = 0.0031416 m^2 (Rhost = 0.016) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : J)
Concentric Max. Axial Load N_Rdmax = 5079.90 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 206.550 / 219.039 = 0.943 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 214.991 / 228.019 = 0.943 < 1.000 ....... O.K
M_Edy / M_Rdy= 161.735 / 171.512 = 0.943 < 1.000 ....... O.K
M_Edz / M_Rdz= 141.643 / 150.255 = 0.943 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.052 / 0.650 = 0.080 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5250
5080 N_Rd(kN) M_Rd(kN-m)
4600 Theta=41.22Deg.
N.A=44.26Deg. 5079.90 0.00
3950 4863.58 60.26
3300 4403.80 143.35
3760.80 222.61
2650
3034.93 277.47
2000 2337.48 303.66
1350 1921.91 310.11
700
1592.84 306.93
996.46 289.02
500 (219,228)
(207,215) 323.41 238.11
-600
M(kN-m) -347.17 153.86
-1250 -891.85 50.10
105

140

175

210

245

280

315

350

-1092.73 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 10, POS : J) z (LCB : 9, POS : J)
Applied Shear Force (V_Ed) 9.75386 kN 6.92355 kN
V_Ed / V_Rdc 9.75386 / 149.904 = 0.065 6.92355 / 149.880 = 0.046
V_Ed / V_Rds 9.75386 / 146.195 = 0.067 6.92355 / 146.195 = 0.047
V_Ed / V_Rdmax 9.75386 / 826.492 = 0.012 6.92355 / 826.492 = 0.008
Shear Ratio 0.065 < 1.000 ....... O.K 0.046 < 1.000 ....... O.K
Asw-H_req 0.00121 m^2/m, 2-P10 @130 0.00121 m^2/m, 2-P10 @130

[ MIDDLE ] y (LCB : 22, POS : 1/2) z (LCB : 22, POS : 1/2)

Applied Shear Force (V_Ed) 142.653 kN 144.493 kN
V_Ed / V_Rdc 142.653 / 135.425 = 1.053 144.493 / 135.425 = 1.067
V_Ed / V_Rds 142.653 / 146.195 = 0.976 144.493 / 146.195 = 0.988
V_Ed / V_Rdmax 142.653 / 826.492 = 0.173 144.493 / 826.492 = 0.175
Shear Ratio 0.976 < 1.000 ....... O.K 0.988 < 1.000 ....... O.K
Asw-H_req 0.00118 m^2/m, 2-P10 @130 0.00119 m^2/m, 2-P10 @130

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00068 / 0.00079 = 0.862 0.00068 / 0.00079 = 0.862
Joint Ratio 0.862 < 1.000 ....... O.K 0.862 < 1.000 ....... O.K
Ash.jnt 2-5 P10 2-5 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 252
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 10 - 3 - P20 Ast = 0.0031416 m^2 (Rhost = 0.016) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5079.90 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 209.242 / 255.279 = 0.820 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 193.640 / 235.516 = 0.822 < 1.000 ....... O.K
M_Edy / M_Rdy= 193.595 / 235.462 = 0.822 < 1.000 ....... O.K
M_Edz / M_Rdz= 4.18484 / 5.01037 = 0.835 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.055 / 0.650 = 0.084 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5250
5080 N_Rd(kN) M_Rd(kN-m)
4600 Theta=1.22Deg.
N.A=1.01Deg. 5079.90 0.00
3950 4398.13 138.11
3300 3796.40 224.33
3207.62 284.06
2650
2663.78 324.67
2000 2199.38 351.77
1350 1922.19 365.88
700
1755.99 364.07
1457.29 353.21
500 (255,236)
(209,194) 1034.26 330.01
-600
M(kN-m) 554.83 280.63
-1250 -302.73 144.52
120

160

200

240

280

320

360

400

-1092.73 0.00
40

80

3. Shear Capacity
[ END ] y (LCB : 10, POS : J) z (LCB : 5, POS : J)
Applied Shear Force (V_Ed) 7.87658 kN 2.51782 kN
V_Ed / V_Rdc 7.87658 / 151.763 = 0.052 2.51782 / 150.810 = 0.017
V_Ed / V_Rds 7.87658 / 158.378 = 0.050 2.51782 / 158.378 = 0.016
V_Ed / V_Rdmax 7.87658 / 826.492 = 0.010 2.51782 / 826.492 = 0.003
Shear Ratio 0.052 < 1.000 ....... O.K 0.017 < 1.000 ....... O.K
Asw-H_req 0.00131 m^2/m, 2-P10 @120 0.00131 m^2/m, 2-P10 @120

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 157.400 kN 158.070 kN
V_Ed / V_Rdc 157.400 / 133.717 = 1.177 158.070 / 133.717 = 1.182
V_Ed / V_Rds 157.400 / 158.378 = 0.994 158.070 / 158.378 = 0.998
V_Ed / V_Rdmax 157.400 / 826.492 = 0.190 158.070 / 826.492 = 0.191
Shear Ratio 0.994 < 1.000 ....... O.K 0.998 < 1.000 ....... O.K
Asw-H_req 0.00130 m^2/m, 2-P10 @120 0.00131 m^2/m, 2-P10 @120

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00073 / 0.00079 = 0.933 0.00073 / 0.00079 = 0.933
Joint Ratio 0.933 < 1.000 ....... O.K 0.933 < 1.000 ....... O.K
Ash.jnt 2-5 P10 2-5 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 261
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 4 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 21 (Pos : J)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 220.344 / 246.200 = 0.895 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 250.600 / 283.369 = 0.884 < 1.000 ....... O.K
M_Edy / M_Rdy= 183.812 / 207.130 = 0.887 < 1.000 ....... O.K
M_Edz / M_Rdz= 170.333 / 193.378 = 0.881 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.054 / 0.650 = 0.084 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=43.03Deg.
N.A=45.77Deg. 5491.86 0.00
4050 5248.29 68.30
3325 4745.99 156.52
4051.46 241.72
2600
3251.60 302.36
1875 2479.18 334.42
1150 2013.31 344.90
425
1634.77 345.65
0 (246,283)
(220,251)
961.72 330.72
-300
M(kN-m) 161.79 275.33
-1025 -650.17 176.80
-1750 -1328.94 50.10
105

140

175

210

245

280

315

350

-1529.82 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 15, POS : J) z (LCB : 15, POS : J)
Applied Shear Force (V_Ed) 160.026 kN 163.088 kN
V_Ed / V_Rdc 160.026 / 146.108 = 1.095 163.088 / 146.108 = 1.116
V_Ed / V_Rds 160.026 / 172.776 = 0.926 163.088 / 172.776 = 0.944
V_Ed / V_Rdmax 160.026 / 826.492 = 0.194 163.088 / 826.492 = 0.197
Shear Ratio 0.926 < 1.000 ....... O.K 0.944 < 1.000 ....... O.K
Asw-H_req 0.00132 m^2/m, 2-P10 @110 0.00135 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 15, POS : 1/2) z (LCB : 15, POS : 1/2)

Applied Shear Force (V_Ed) 160.026 kN 163.088 kN
V_Ed / V_Rdc 160.026 / 145.456 = 1.100 163.088 / 145.456 = 1.121
V_Ed / V_Rds 160.026 / 172.776 = 0.926 163.088 / 172.776 = 0.944
V_Ed / V_Rdmax 160.026 / 826.492 = 0.194 163.088 / 826.492 = 0.197
Shear Ratio 0.926 < 1.000 ....... O.K 0.944 < 1.000 ....... O.K
Asw-H_req 0.00132 m^2/m, 2-P10 @110 0.00135 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 270
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 5 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 112.756 / 131.473 = 0.858 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 239.631 / 277.707 = 0.863 < 1.000 ....... O.K
M_Edy / M_Rdy= 98.5585 / 116.676 = 0.845 < 1.000 ....... O.K
M_Edz / M_Rdz= 218.424 / 252.008 = 0.867 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.042 / 0.650 = 0.064 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=65.16Deg.
N.A=65.71Deg. 5491.86 0.00
4050 5189.94 76.45
3325 4621.96 172.65
3854.07 264.17
2600
3111.29 324.93
1875 2469.99 358.47
1150 2074.54 371.45
425
1736.75 375.29
0 1116.73 363.65
-300 (131,278)
(113,240)
M(kN-m) 385.50 304.66
-1025 -461.32 199.59
-1750 -1298.87 56.09
120

160

200

240

280

320

360

400

-1529.82 0.00
40

80

3. Shear Capacity
[ END ] y (LCB : 15, POS : J) z (LCB : 15, POS : I)
Applied Shear Force (V_Ed) 167.448 kN 82.8433 kN
V_Ed / V_Rdc 167.448 / 136.402 = 1.228 82.8433 / 135.098 = 0.613
V_Ed / V_Rds 167.448 / 172.776 = 0.969 82.8433 / 118.783 = 0.697
V_Ed / V_Rdmax 167.448 / 826.492 = 0.203 82.8433 / 826.492 = 0.100
Shear Ratio 0.969 < 1.000 ....... O.K 0.613 < 1.000 ....... O.K
Asw-H_req 0.00138 m^2/m, 2-P10 @110 0.00098 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 15, POS : 1/2) z (LCB : 15, POS : 1/2)

Applied Shear Force (V_Ed) 167.448 kN 82.8433 kN
V_Ed / V_Rdc 167.448 / 135.750 = 1.234 82.8433 / 135.750 = 0.610
V_Ed / V_Rds 167.448 / 172.776 = 0.969 82.8433 / 79.1888 = 1.046
V_Ed / V_Rdmax 167.448 / 826.492 = 0.203 82.8433 / 826.492 = 0.100
Shear Ratio 0.969 < 1.000 ....... O.K 0.610 < 1.000 ....... O.K
Asw-H_req 0.00138 m^2/m, 2-P10 @110 0.00065 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 206
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 12 - 4 - P20 Ast = 0.00376992 m^2 (Rhost = 0.019) y

2. Axial and Moments Capacity

0.0635
Load Combination : 19 (Pos : J)
Concentric Max. Axial Load N_Rdmax = 5285.88 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 5.46482 / 6.16770 = 0.886 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 206.185 / 231.475 = 0.891 < 1.000 ....... O.K
M_Edy / M_Rdy= 183.042 / 205.810 = 0.889 < 1.000 ....... O.K
M_Edz / M_Rdz= 94.9097 / 105.939 = 0.896 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.071 / 0.650 = 0.110 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5286 N_Rd(kN) M_Rd(kN-m)
4800 Theta=27.24Deg.
N.A=23.98Deg. 5285.88 0.00
4100 5010.18 70.63
3400 4463.62 163.55
3722.19 250.44
2700
3013.48 306.03
2000 2405.55 334.61
1300 2039.59 345.30
600
1723.02 346.19
1137.70 333.43
0
-100
(5,206)
(6,231)
M(kN-m) 431.38 277.73
-800 -354.09 181.89
-1500 -1093.49 53.82
105

140

175

210

245

280

315

350

-1311.28 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 22, POS : I) z (LCB : 22, POS : J)
Applied Shear Force (V_Ed) 80.7890 kN 161.010 kN
V_Ed / V_Rdc 80.7890 / 150.406 = 0.537 161.010 / 151.710 = 1.061
V_Ed / V_Rds 80.7890 / 118.783 = 0.680 161.010 / 172.776 = 0.932
V_Ed / V_Rdmax 80.7890 / 826.492 = 0.098 161.010 / 826.492 = 0.195
Shear Ratio 0.537 < 1.000 ....... O.K 0.932 < 1.000 ....... O.K
Asw-H_req 0.00098 m^2/m, 2-P10 @110 0.00133 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 22, POS : 1/2) z (LCB : 22, POS : 1/2)

Applied Shear Force (V_Ed) 80.7890 kN 161.010 kN
V_Ed / V_Rdc 80.7890 / 151.058 = 0.535 161.010 / 151.058 = 1.066
V_Ed / V_Rds 80.7890 / 79.1888 = 1.020 161.010 / 172.776 = 0.932
V_Ed / V_Rdmax 80.7890 / 826.492 = 0.098 161.010 / 826.492 = 0.195
Shear Ratio 0.535 < 1.000 ....... O.K 0.932 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @110 0.00133 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 21, POS : I) z (LCB : 21, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 241
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 10 - 3 - P20 Ast = 0.0031416 m^2 (Rhost = 0.016) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5079.90 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 155.853 / 180.858 = 0.862 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 195.057 / 223.816 = 0.872 < 1.000 ....... O.K
M_Edy / M_Rdy= 194.913 / 223.661 = 0.871 < 1.000 ....... O.K
M_Edz / M_Rdz= 7.50391 / 8.31783 = 0.902 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.056 / 0.650 = 0.086 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5250
5080 N_Rd(kN) M_Rd(kN-m)
4600 Theta=2.13Deg.
N.A=1.65Deg. 5079.90 0.00
3950 4418.23 134.73
3300 3811.62 222.40
3218.70 282.91
2650
2671.51 323.80
2000 2204.69 350.88
1350 1926.25 364.88
700
1752.69 363.95
1451.37 352.85
500 (181,224)
(156,195) 1024.95 329.14
-600
M(kN-m) 528.48 276.76
-1250 -345.43 137.50
120

160

200

240

280

320

360

400

-1092.73 0.00
40

80

3. Shear Capacity
[ END ] y (LCB : 20, POS : I) z (LCB : 20, POS : J)
Applied Shear Force (V_Ed) 79.7017 kN 159.400 kN
V_Ed / V_Rdc 79.7017 / 119.071 = 0.669 159.400 / 120.375 = 1.324
V_Ed / V_Rds 79.7017 / 118.783 = 0.671 159.400 / 172.776 = 0.923
V_Ed / V_Rdmax 79.7017 / 826.492 = 0.096 159.400 / 826.492 = 0.193
Shear Ratio 0.669 < 1.000 ....... O.K 0.923 < 1.000 ....... O.K
Asw-H_req 0.00098 m^2/m, 2-P10 @110 0.00132 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 79.7017 kN 159.400 kN
V_Ed / V_Rdc 79.7017 / 119.723 = 0.666 159.400 / 119.723 = 1.331
V_Ed / V_Rds 79.7017 / 79.1888 = 1.006 159.400 / 172.776 = 0.923
V_Ed / V_Rdmax 79.7017 / 826.492 = 0.096 159.400 / 826.492 = 0.193
Shear Ratio 0.666 < 1.000 ....... O.K 0.923 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @110 0.00132 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 264
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 4 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 21 (Pos : J)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 220.344 / 246.200 = 0.895 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 250.600 / 283.369 = 0.884 < 1.000 ....... O.K
M_Edy / M_Rdy= 183.812 / 207.130 = 0.887 < 1.000 ....... O.K
M_Edz / M_Rdz= 170.333 / 193.378 = 0.881 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.054 / 0.650 = 0.084 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=43.03Deg.
N.A=45.77Deg. 5491.86 0.00
4050 5248.29 68.30
3325 4745.99 156.52
4051.46 241.72
2600
3251.60 302.36
1875 2479.18 334.42
1150 2013.31 344.90
425
1634.77 345.65
0 (246,283)
(220,251)
961.72 330.72
-300
M(kN-m) 161.79 275.33
-1025 -650.17 176.80
-1750 -1328.94 50.10
105

140

175

210

245

280

315

350

-1529.82 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 17, POS : J) z (LCB : 17, POS : J)
Applied Shear Force (V_Ed) 160.026 kN 163.088 kN
V_Ed / V_Rdc 160.026 / 146.108 = 1.095 163.088 / 146.108 = 1.116
V_Ed / V_Rds 160.026 / 172.776 = 0.926 163.088 / 172.776 = 0.944
V_Ed / V_Rdmax 160.026 / 826.492 = 0.194 163.088 / 826.492 = 0.197
Shear Ratio 0.926 < 1.000 ....... O.K 0.944 < 1.000 ....... O.K
Asw-H_req 0.00132 m^2/m, 2-P10 @110 0.00135 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 17, POS : 1/2) z (LCB : 17, POS : 1/2)

Applied Shear Force (V_Ed) 160.026 kN 163.088 kN
V_Ed / V_Rdc 160.026 / 145.456 = 1.100 163.088 / 145.456 = 1.121
V_Ed / V_Rds 160.026 / 172.776 = 0.926 163.088 / 172.776 = 0.944
V_Ed / V_Rdmax 160.026 / 826.492 = 0.194 163.088 / 826.492 = 0.197
Shear Ratio 0.926 < 1.000 ....... O.K 0.944 < 1.000 ....... O.K
Asw-H_req 0.00132 m^2/m, 2-P10 @110 0.00135 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 251
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 10 - 3 - P20 Ast = 0.0031416 m^2 (Rhost = 0.016) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5079.90 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 209.242 / 255.279 = 0.820 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 193.640 / 235.516 = 0.822 < 1.000 ....... O.K
M_Edy / M_Rdy= 193.595 / 235.462 = 0.822 < 1.000 ....... O.K
M_Edz / M_Rdz= 4.18484 / 5.01037 = 0.835 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.055 / 0.650 = 0.084 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5250
5080 N_Rd(kN) M_Rd(kN-m)
4600 Theta=1.22Deg.
N.A=1.01Deg. 5079.90 0.00
3950 4398.13 138.11
3300 3796.40 224.33
3207.62 284.06
2650
2663.78 324.67
2000 2199.38 351.77
1350 1922.19 365.88
700
1755.99 364.07
1457.29 353.21
500 (255,236)
(209,194) 1034.26 330.01
-600
M(kN-m) 554.83 280.63
-1250 -302.73 144.52
120

160

200

240

280

320

360

400

-1092.73 0.00
40

80

3. Shear Capacity
[ END ] y (LCB : 10, POS : J) z (LCB : 11, POS : J)
Applied Shear Force (V_Ed) 7.87658 kN 2.51782 kN
V_Ed / V_Rdc 7.87658 / 151.763 = 0.052 2.51782 / 150.810 = 0.017
V_Ed / V_Rds 7.87658 / 158.378 = 0.050 2.51782 / 158.378 = 0.016
V_Ed / V_Rdmax 7.87658 / 826.492 = 0.010 2.51782 / 826.492 = 0.003
Shear Ratio 0.052 < 1.000 ....... O.K 0.017 < 1.000 ....... O.K
Asw-H_req 0.00131 m^2/m, 2-P10 @120 0.00131 m^2/m, 2-P10 @120

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 157.400 kN 158.070 kN
V_Ed / V_Rdc 157.400 / 133.717 = 1.177 158.070 / 133.717 = 1.182
V_Ed / V_Rds 157.400 / 158.378 = 0.994 158.070 / 158.378 = 0.998
V_Ed / V_Rdmax 157.400 / 826.492 = 0.190 158.070 / 826.492 = 0.191
Shear Ratio 0.994 < 1.000 ....... O.K 0.998 < 1.000 ....... O.K
Asw-H_req 0.00130 m^2/m, 2-P10 @120 0.00131 m^2/m, 2-P10 @120

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00073 / 0.00079 = 0.933 0.00073 / 0.00079 = 0.933
Joint Ratio 0.933 < 1.000 ....... O.K 0.933 < 1.000 ....... O.K
Ash.jnt 2-5 P10 2-5 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 260
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 5 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 123.456 / 141.487 = 0.873 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 238.248 / 278.514 = 0.855 < 1.000 ....... O.K
M_Edy / M_Rdy= 101.080 / 120.217 = 0.841 < 1.000 ....... O.K
M_Edz / M_Rdz= 215.742 / 251.233 = 0.859 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.045 / 0.650 = 0.069 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=64.43Deg.
N.A=64.90Deg. 5491.86 0.00
4050 5194.68 75.75
3325 4631.94 171.29
3868.01 262.66
2600
3117.83 323.78
1875 2471.74 357.33
1150 2073.35 370.11
425
1732.89 373.84
0 1107.22 361.52
-300 (141,279)
(123,238)
M(kN-m) 366.51 302.42
-1025 -477.65 197.71
-1750 -1302.78 55.34
120

160

200

240

280

320

360

400

-1529.82 0.00
40

80

3. Shear Capacity
[ END ] y (LCB : 15, POS : J) z (LCB : 15, POS : I)
Applied Shear Force (V_Ed) 167.341 kN 82.7747 kN
V_Ed / V_Rdc 167.341 / 137.781 = 1.215 82.7747 / 136.476 = 0.607
V_Ed / V_Rds 167.341 / 172.776 = 0.969 82.7747 / 118.783 = 0.697
V_Ed / V_Rdmax 167.341 / 826.492 = 0.202 82.7747 / 826.492 = 0.100
Shear Ratio 0.969 < 1.000 ....... O.K 0.607 < 1.000 ....... O.K
Asw-H_req 0.00138 m^2/m, 2-P10 @110 0.00098 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 15, POS : 1/2) z (LCB : 15, POS : 1/2)

Applied Shear Force (V_Ed) 167.341 kN 82.7747 kN
V_Ed / V_Rdc 167.341 / 137.129 = 1.220 82.7747 / 137.129 = 0.604
V_Ed / V_Rds 167.341 / 172.776 = 0.969 82.7747 / 79.1888 = 1.045
V_Ed / V_Rdmax 167.341 / 826.492 = 0.202 82.7747 / 826.492 = 0.100
Shear Ratio 0.969 < 1.000 ....... O.K 0.604 < 1.000 ....... O.K
Asw-H_req 0.00138 m^2/m, 2-P10 @110 0.00065 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 253
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 10 - 3 - P20 Ast = 0.0031416 m^2 (Rhost = 0.016) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : J)
Concentric Max. Axial Load N_Rdmax = 5079.90 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 206.550 / 219.039 = 0.943 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 214.991 / 228.019 = 0.943 < 1.000 ....... O.K
M_Edy / M_Rdy= 161.735 / 171.512 = 0.943 < 1.000 ....... O.K
M_Edz / M_Rdz= 141.643 / 150.255 = 0.943 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.052 / 0.650 = 0.080 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5250
5080 N_Rd(kN) M_Rd(kN-m)
4600 Theta=41.22Deg.
N.A=44.26Deg. 5079.90 0.00
3950 4863.58 60.26
3300 4403.80 143.35
3760.80 222.61
2650
3034.93 277.47
2000 2337.48 303.66
1350 1921.91 310.11
700
1592.84 306.93
996.46 289.02
500 (219,228)
(207,215) 323.41 238.11
-600
M(kN-m) -347.17 153.86
-1250 -891.85 50.10
105

140

175

210

245

280

315

350

-1092.73 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 10, POS : J) z (LCB : 3, POS : J)
Applied Shear Force (V_Ed) 9.75386 kN 6.92355 kN
V_Ed / V_Rdc 9.75386 / 149.904 = 0.065 6.92355 / 149.880 = 0.046
V_Ed / V_Rds 9.75386 / 146.195 = 0.067 6.92355 / 146.195 = 0.047
V_Ed / V_Rdmax 9.75386 / 826.492 = 0.012 6.92355 / 826.492 = 0.008
Shear Ratio 0.065 < 1.000 ....... O.K 0.046 < 1.000 ....... O.K
Asw-H_req 0.00121 m^2/m, 2-P10 @130 0.00121 m^2/m, 2-P10 @130

[ MIDDLE ] y (LCB : 22, POS : 1/2) z (LCB : 22, POS : 1/2)

Applied Shear Force (V_Ed) 142.653 kN 144.493 kN
V_Ed / V_Rdc 142.653 / 135.425 = 1.053 144.493 / 135.425 = 1.067
V_Ed / V_Rds 142.653 / 146.195 = 0.976 144.493 / 146.195 = 0.988
V_Ed / V_Rdmax 142.653 / 826.492 = 0.173 144.493 / 826.492 = 0.175
Shear Ratio 0.976 < 1.000 ....... O.K 0.988 < 1.000 ....... O.K
Asw-H_req 0.00118 m^2/m, 2-P10 @130 0.00119 m^2/m, 2-P10 @130

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00068 / 0.00079 = 0.862 0.00068 / 0.00079 = 0.862
Joint Ratio 0.862 < 1.000 ....... O.K 0.862 < 1.000 ....... O.K
Ash.jnt 2-5 P10 2-5 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 190
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 12 - 4 - P20 Ast = 0.00376992 m^2 (Rhost = 0.019) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5285.88 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 159.041 / 184.543 = 0.862 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 218.149 / 253.137 = 0.862 < 1.000 ....... O.K
M_Edy / M_Rdy= 92.5903 / 103.830 = 0.892 < 1.000 ....... O.K
M_Edz / M_Rdz= 197.524 / 230.863 = 0.856 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.061 / 0.650 = 0.094 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5286 N_Rd(kN) M_Rd(kN-m)
4800 Theta=65.78Deg.
N.A=68.02Deg. 5285.88 0.00
4100 4998.84 72.35
3400 4435.06 167.03
3690.45 253.74
2700
2997.79 308.25
2000 2402.79 336.84
1300 2040.84 347.59
600
1733.10 349.49
1163.96 337.02
0
-100 (185,253)
(159,218)
M(kN-m) 478.65 283.10
-800 -316.87 186.17
-1500 -1088.87 54.80
105

140

175

210

245

280

315

350

-1311.28 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 17, POS : J) z (LCB : 17, POS : I)
Applied Shear Force (V_Ed) 162.494 kN 81.4025 kN
V_Ed / V_Rdc 162.494 / 136.327 = 1.192 81.4025 / 135.022 = 0.603
V_Ed / V_Rds 162.494 / 172.776 = 0.940 81.4025 / 118.783 = 0.685
V_Ed / V_Rdmax 162.494 / 826.492 = 0.197 81.4025 / 826.492 = 0.098
Shear Ratio 0.940 < 1.000 ....... O.K 0.603 < 1.000 ....... O.K
Asw-H_req 0.00134 m^2/m, 2-P10 @110 0.00098 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 17, POS : 1/2) z (LCB : 17, POS : 1/2)

Applied Shear Force (V_Ed) 162.494 kN 81.4025 kN
V_Ed / V_Rdc 162.494 / 135.674 = 1.198 81.4025 / 135.674 = 0.600
V_Ed / V_Rds 162.494 / 172.776 = 0.940 81.4025 / 79.1888 = 1.028
V_Ed / V_Rdmax 162.494 / 826.492 = 0.197 81.4025 / 826.492 = 0.098
Shear Ratio 0.940 < 1.000 ....... O.K 0.600 < 1.000 ....... O.K
Asw-H_req 0.00134 m^2/m, 2-P10 @110 0.00065 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 177
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 19 (Pos : J)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 276.747 / 309.029 = 0.896 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 185.621 / 208.864 = 0.889 < 1.000 ....... O.K
M_Edy / M_Rdy= 5.53495 / 6.02364 = 0.919 < 1.000 ....... O.K
M_Edz / M_Rdz= 185.538 / 208.777 = 0.889 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.075 / 0.650 = 0.115 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=88.35Deg.
N.A=88.72Deg. 4873.92 0.00
3800 4249.48 126.77
3200 3672.40 209.29
3113.40 264.25
2600
2603.77 299.23
2000 2174.43 320.50
1400 1920.92 330.65
800
1754.59 328.72
1454.78 317.77
200
0 (309,209)
(277,186) 1030.30 294.35
-400 M(kN-m) 558.24 246.05
-1000 -192.99 126.88
105

140

175

210

245

280

315

350

-874.18 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 14, POS : J) z (LCB : 7, POS : J)
Applied Shear Force (V_Ed) 9.25603 kN 4.91015 kN
V_Ed / V_Rdc 9.25603 / 155.949 = 0.059 4.91015 / 155.764 = 0.032
V_Ed / V_Rds 9.25603 / 271.504 = 0.034 4.91015 / 271.504 = 0.018
V_Ed / V_Rdmax 9.25603 / 826.492 = 0.011 4.91015 / 826.492 = 0.006
Shear Ratio 0.059 < 1.000 ....... O.K 0.032 < 1.000 ....... O.K
Asw-H_req 0.00224 m^2/m, 2-P10 @70 0.00224 m^2/m, 2-P10 @70

[ MIDDLE ] y (LCB : 22, POS : 1/2) z (LCB : 22, POS : 1/2)

Applied Shear Force (V_Ed) 146.015 kN 146.015 kN
V_Ed / V_Rdc 146.015 / 138.376 = 1.055 146.015 / 138.376 = 1.055
V_Ed / V_Rds 146.015 / 146.195 = 0.999 146.015 / 146.195 = 0.999
V_Ed / V_Rdmax 146.015 / 826.492 = 0.177 146.015 / 826.492 = 0.177
Shear Ratio 0.999 < 1.000 ....... O.K 0.999 < 1.000 ....... O.K
Asw-H_req 0.00121 m^2/m, 2-P10 @130 0.00121 m^2/m, 2-P10 @130

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00068 / 0.00079 = 0.862 0.00068 / 0.00079 = 0.862
Joint Ratio 0.862 < 1.000 ....... O.K 0.862 < 1.000 ....... O.K
Ash.jnt 2-5 P10 2-5 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 242
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 10 - 3 - P20 Ast = 0.0031416 m^2 (Rhost = 0.016) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5079.90 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 146.174 / 163.827 = 0.892 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 197.337 / 221.160 = 0.892 < 1.000 ....... O.K
M_Edy / M_Rdy= 197.096 / 220.905 = 0.892 < 1.000 ....... O.K
M_Edz / M_Rdz= 9.75111 / 10.6242 = 0.918 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.054 / 0.650 = 0.083 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5250
5080 N_Rd(kN) M_Rd(kN-m)
4600 Theta=2.75Deg.
N.A=2.12Deg. 5079.90 0.00
3950 4432.81 132.27
3300 3822.65 221.00
3226.70 282.08
2650
2677.07 323.19
2000 2208.47 350.25
1350 1929.13 364.18
700
1750.28 363.85
1447.07 352.58
500 (164,221)
(146,197) 1018.18 328.49
-600
M(kN-m) 509.48 273.98
-1250 -376.15 132.50
120

160

200

240

280

320

360

400

-1092.73 0.00
40

80

3. Shear Capacity
[ END ] y (LCB : 20, POS : I) z (LCB : 20, POS : J)
Applied Shear Force (V_Ed) 79.7702 kN 159.490 kN
V_Ed / V_Rdc 79.7702 / 117.819 = 0.677 159.490 / 119.123 = 1.339
V_Ed / V_Rds 79.7702 / 118.783 = 0.672 159.490 / 172.776 = 0.923
V_Ed / V_Rdmax 79.7702 / 826.492 = 0.097 159.490 / 826.492 = 0.193
Shear Ratio 0.677 < 1.000 ....... O.K 0.923 < 1.000 ....... O.K
Asw-H_req 0.00098 m^2/m, 2-P10 @110 0.00132 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 79.7702 kN 159.490 kN
V_Ed / V_Rdc 79.7702 / 118.471 = 0.673 159.490 / 118.471 = 1.346
V_Ed / V_Rds 79.7702 / 79.1888 = 1.007 159.490 / 172.776 = 0.923
V_Ed / V_Rdmax 79.7702 / 826.492 = 0.097 159.490 / 826.492 = 0.193
Shear Ratio 0.673 < 1.000 ....... O.K 0.923 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @110 0.00132 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 254
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 5 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 116.395 / 134.162 = 0.868 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 242.038 / 277.638 = 0.872 < 1.000 ....... O.K
M_Edy / M_Rdy= 102.898 / 120.206 = 0.856 < 1.000 ....... O.K
M_Edz / M_Rdz= 219.076 / 250.266 = 0.875 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.043 / 0.650 = 0.066 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=64.34Deg.
N.A=64.84Deg. 5491.86 0.00
4050 5194.99 75.70
3325 4632.59 171.21
3868.95 262.56
2600
3118.27 323.70
1875 2471.78 357.24
1150 2073.26 370.02
425
1732.63 373.75
0 1106.57 361.38
-300 (134,278)
(116,242)
M(kN-m) 365.27 302.27
-1025 -478.73 197.58
-1750 -1303.04 55.29
120

160

200

240

280

320

360

400

-1529.82 0.00
40

80

3. Shear Capacity
[ END ] y (LCB : 17, POS : J) z (LCB : 17, POS : I)
Applied Shear Force (V_Ed) 167.431 kN 82.8295 kN
V_Ed / V_Rdc 167.431 / 136.871 = 1.223 82.8295 / 135.567 = 0.611
V_Ed / V_Rds 167.431 / 172.776 = 0.969 82.8295 / 118.783 = 0.697
V_Ed / V_Rdmax 167.431 / 826.492 = 0.203 82.8295 / 826.492 = 0.100
Shear Ratio 0.969 < 1.000 ....... O.K 0.611 < 1.000 ....... O.K
Asw-H_req 0.00138 m^2/m, 2-P10 @110 0.00098 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 17, POS : 1/2) z (LCB : 17, POS : 1/2)

Applied Shear Force (V_Ed) 167.431 kN 82.8295 kN
V_Ed / V_Rdc 167.431 / 136.219 = 1.229 82.8295 / 136.219 = 0.608
V_Ed / V_Rds 167.431 / 172.776 = 0.969 82.8295 / 79.1888 = 1.046
V_Ed / V_Rdmax 167.431 / 826.492 = 0.203 82.8295 / 826.492 = 0.100
Shear Ratio 0.969 < 1.000 ....... O.K 0.608 < 1.000 ....... O.K
Asw-H_req 0.00138 m^2/m, 2-P10 @110 0.00065 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
http://www.MidasUser.com
Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 243
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 81.6600 / 96.9833 = 0.842 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 157.674 / 185.245 = 0.851 < 1.000 ....... O.K
M_Edy / M_Rdy= 103.905 / 122.279 = 0.850 < 1.000 ....... O.K
M_Edz / M_Rdz= 118.596 / 139.153 = 0.852 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.044 / 0.650 = 0.068 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=48.69Deg.
N.A=51.35Deg. 4873.92 0.00
3800 4670.49 56.58
3200 4224.47 137.70
3603.78 214.23
2600
2906.81 266.53
2000 2270.10 289.92
1400 1896.02 294.37
800
1586.68 288.46
1025.39 269.63
200
0 410.28 220.71
(97,185)
(82,158)
-400 M(kN-m) -185.75 143.81
-1000 -672.09 50.38
120

150

180

210

240

270

300

-874.18 0.00
30

60

90

3. Shear Capacity
[ END ] y (LCB : 20, POS : I) z (LCB : 20, POS : I)
Applied Shear Force (V_Ed) 72.9669 kN 72.9669 kN
V_Ed / V_Rdc 72.9669 / 105.042 = 0.695 72.9669 / 105.042 = 0.695
V_Ed / V_Rds 72.9669 / 118.783 = 0.614 72.9669 / 118.783 = 0.614
V_Ed / V_Rdmax 72.9669 / 826.492 = 0.088 72.9669 / 826.492 = 0.088
Shear Ratio 0.695 < 1.000 ....... O.K 0.695 < 1.000 ....... O.K
Asw-H_req 0.00098 m^2/m, 2-P10 @160 0.00098 m^2/m, 2-P10 @160

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 72.9669 kN 72.9669 kN
V_Ed / V_Rdc 72.9669 / 105.694 = 0.690 72.9669 / 105.694 = 0.690
V_Ed / V_Rds 72.9669 / 79.1888 = 0.921 72.9669 / 79.1888 = 0.921
V_Ed / V_Rdmax 72.9669 / 826.492 = 0.088 72.9669 / 826.492 = 0.088
Shear Ratio 0.690 < 1.000 ....... O.K 0.690 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00055 / 0.00063 = 0.875 0.00055 / 0.00063 = 0.875
Joint Ratio 0.875 < 1.000 ....... O.K 0.875 < 1.000 ....... O.K
Ash.jnt 2-4 P10 2-4 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
http://www.MidasUser.com
Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 239
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 10 - 3 - P20 Ast = 0.0031416 m^2 (Rhost = 0.016) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5079.90 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 146.174 / 163.827 = 0.892 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 197.337 / 221.160 = 0.892 < 1.000 ....... O.K
M_Edy / M_Rdy= 197.096 / 220.905 = 0.892 < 1.000 ....... O.K
M_Edz / M_Rdz= 9.75111 / 10.6242 = 0.918 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.054 / 0.650 = 0.083 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5250
5080 N_Rd(kN) M_Rd(kN-m)
4600 Theta=2.75Deg.
N.A=2.12Deg. 5079.90 0.00
3950 4432.81 132.27
3300 3822.65 221.00
3226.70 282.08
2650
2677.07 323.19
2000 2208.47 350.25
1350 1929.13 364.18
700
1750.28 363.85
1447.07 352.58
500 (164,221)
(146,197) 1018.18 328.49
-600
M(kN-m) 509.48 273.98
-1250 -376.15 132.50
120

160

200

240

280

320

360

400

-1092.73 0.00
40

80

3. Shear Capacity
[ END ] y (LCB : 20, POS : I) z (LCB : 20, POS : J)
Applied Shear Force (V_Ed) 79.7702 kN 159.490 kN
V_Ed / V_Rdc 79.7702 / 117.819 = 0.677 159.490 / 119.123 = 1.339
V_Ed / V_Rds 79.7702 / 118.783 = 0.672 159.490 / 172.776 = 0.923
V_Ed / V_Rdmax 79.7702 / 826.492 = 0.097 159.490 / 826.492 = 0.193
Shear Ratio 0.677 < 1.000 ....... O.K 0.923 < 1.000 ....... O.K
Asw-H_req 0.00098 m^2/m, 2-P10 @110 0.00132 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 79.7702 kN 159.490 kN
V_Ed / V_Rdc 79.7702 / 118.471 = 0.673 159.490 / 118.471 = 1.346
V_Ed / V_Rds 79.7702 / 79.1888 = 1.007 159.490 / 172.776 = 0.923
V_Ed / V_Rdmax 79.7702 / 826.492 = 0.097 159.490 / 826.492 = 0.193
Shear Ratio 0.673 < 1.000 ....... O.K 0.923 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @110 0.00132 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
http://www.MidasUser.com
Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 249
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 5 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 116.395 / 134.162 = 0.868 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 242.038 / 277.638 = 0.872 < 1.000 ....... O.K
M_Edy / M_Rdy= 102.898 / 120.206 = 0.856 < 1.000 ....... O.K
M_Edz / M_Rdz= 219.076 / 250.266 = 0.875 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.043 / 0.650 = 0.066 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=64.34Deg.
N.A=64.84Deg. 5491.86 0.00
4050 5194.99 75.70
3325 4632.59 171.21
3868.95 262.56
2600
3118.27 323.70
1875 2471.78 357.24
1150 2073.26 370.02
425
1732.63 373.75
0 1106.57 361.38
-300 (134,278)
(116,242)
M(kN-m) 365.27 302.27
-1025 -478.73 197.58
-1750 -1303.04 55.29
120

160

200

240

280

320

360

400

-1529.82 0.00
40

80

3. Shear Capacity
[ END ] y (LCB : 15, POS : J) z (LCB : 15, POS : I)
Applied Shear Force (V_Ed) 167.431 kN 82.8295 kN
V_Ed / V_Rdc 167.431 / 136.871 = 1.223 82.8295 / 135.567 = 0.611
V_Ed / V_Rds 167.431 / 172.776 = 0.969 82.8295 / 118.783 = 0.697
V_Ed / V_Rdmax 167.431 / 826.492 = 0.203 82.8295 / 826.492 = 0.100
Shear Ratio 0.969 < 1.000 ....... O.K 0.611 < 1.000 ....... O.K
Asw-H_req 0.00138 m^2/m, 2-P10 @110 0.00098 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 15, POS : 1/2) z (LCB : 15, POS : 1/2)

Applied Shear Force (V_Ed) 167.431 kN 82.8295 kN
V_Ed / V_Rdc 167.431 / 136.219 = 1.229 82.8295 / 136.219 = 0.608
V_Ed / V_Rds 167.431 / 172.776 = 0.969 82.8295 / 79.1888 = 1.046
V_Ed / V_Rdmax 167.431 / 826.492 = 0.203 82.8295 / 826.492 = 0.100
Shear Ratio 0.969 < 1.000 ....... O.K 0.608 < 1.000 ....... O.K
Asw-H_req 0.00138 m^2/m, 2-P10 @110 0.00065 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
http://www.MidasUser.com
Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 205
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 12 - 4 - P20 Ast = 0.00376992 m^2 (Rhost = 0.019) y

2. Axial and Moments Capacity

0.0635
Load Combination : 19 (Pos : J)
Concentric Max. Axial Load N_Rdmax = 5285.88 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 5.46482 / 6.16770 = 0.886 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 206.185 / 231.475 = 0.891 < 1.000 ....... O.K
M_Edy / M_Rdy= 183.042 / 205.810 = 0.889 < 1.000 ....... O.K
M_Edz / M_Rdz= 94.9097 / 105.939 = 0.896 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.071 / 0.650 = 0.110 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5286 N_Rd(kN) M_Rd(kN-m)
4800 Theta=27.24Deg.
N.A=23.98Deg. 5285.88 0.00
4100 5010.18 70.63
3400 4463.62 163.55
3722.19 250.44
2700
3013.48 306.03
2000 2405.55 334.61
1300 2039.59 345.30
600
1723.02 346.19
1137.70 333.43
0
-100
(5,206)
(6,231)
M(kN-m) 431.38 277.73
-800 -354.09 181.89
-1500 -1093.49 53.82
105

140

175

210

245

280

315

350

-1311.28 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 22, POS : I) z (LCB : 22, POS : J)
Applied Shear Force (V_Ed) 80.7890 kN 161.010 kN
V_Ed / V_Rdc 80.7890 / 150.406 = 0.537 161.010 / 151.710 = 1.061
V_Ed / V_Rds 80.7890 / 118.783 = 0.680 161.010 / 172.776 = 0.932
V_Ed / V_Rdmax 80.7890 / 826.492 = 0.098 161.010 / 826.492 = 0.195
Shear Ratio 0.537 < 1.000 ....... O.K 0.932 < 1.000 ....... O.K
Asw-H_req 0.00098 m^2/m, 2-P10 @110 0.00133 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 22, POS : 1/2) z (LCB : 22, POS : 1/2)

Applied Shear Force (V_Ed) 80.7890 kN 161.010 kN
V_Ed / V_Rdc 80.7890 / 151.058 = 0.535 161.010 / 151.058 = 1.066
V_Ed / V_Rds 80.7890 / 79.1888 = 1.020 161.010 / 172.776 = 0.932
V_Ed / V_Rdmax 80.7890 / 826.492 = 0.098 161.010 / 826.492 = 0.195
Shear Ratio 0.535 < 1.000 ....... O.K 0.932 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @110 0.00133 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 21, POS : I) z (LCB : 21, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
http://www.MidasUser.com
Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 195
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 12 - 4 - P20 Ast = 0.00376992 m^2 (Rhost = 0.019) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5285.88 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 147.025 / 169.662 = 0.867 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 218.450 / 251.673 = 0.868 < 1.000 ....... O.K
M_Edy / M_Rdy= 90.8102 / 101.267 = 0.897 < 1.000 ....... O.K
M_Edz / M_Rdz= 198.680 / 230.401 = 0.862 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.057 / 0.650 = 0.088 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5286 N_Rd(kN) M_Rd(kN-m)
4800 Theta=66.27Deg.
N.A=68.51Deg. 5285.88 0.00
4100 4995.89 72.82
3400 4427.31 167.97
3682.90 254.54
2700
2993.43 308.73
2000 2401.77 337.37
1300 2041.09 348.17
600
1735.46 350.31
1170.20 337.91
0
-100 (170,252)
(147,218)
M(kN-m) 490.22 284.45
-800 -307.27 187.31
-1500 -1087.61 55.06
120

160

200

240

280

320

360

400

-1311.28 0.00
40

80

3. Shear Capacity
[ END ] y (LCB : 15, POS : J) z (LCB : 15, POS : I)
Applied Shear Force (V_Ed) 162.643 kN 81.4604 kN
V_Ed / V_Rdc 162.643 / 134.779 = 1.207 81.4604 / 133.474 = 0.610
V_Ed / V_Rds 162.643 / 172.776 = 0.941 81.4604 / 118.783 = 0.686
V_Ed / V_Rdmax 162.643 / 826.492 = 0.197 81.4604 / 826.492 = 0.099
Shear Ratio 0.941 < 1.000 ....... O.K 0.610 < 1.000 ....... O.K
Asw-H_req 0.00134 m^2/m, 2-P10 @110 0.00098 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 15, POS : 1/2) z (LCB : 15, POS : 1/2)

Applied Shear Force (V_Ed) 162.643 kN 81.4604 kN
V_Ed / V_Rdc 162.643 / 134.126 = 1.213 81.4604 / 134.126 = 0.607
V_Ed / V_Rds 162.643 / 172.776 = 0.941 81.4604 / 79.1888 = 1.029
V_Ed / V_Rdmax 162.643 / 826.492 = 0.197 81.4604 / 826.492 = 0.099
Shear Ratio 0.941 < 1.000 ....... O.K 0.607 < 1.000 ....... O.K
Asw-H_req 0.00134 m^2/m, 2-P10 @110 0.00065 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
http://www.MidasUser.com
Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 240
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 10 - 3 - P20 Ast = 0.0031416 m^2 (Rhost = 0.016) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5079.90 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 155.853 / 180.858 = 0.862 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 195.057 / 223.816 = 0.872 < 1.000 ....... O.K
M_Edy / M_Rdy= 194.913 / 223.661 = 0.871 < 1.000 ....... O.K
M_Edz / M_Rdz= 7.50391 / 8.31783 = 0.902 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.056 / 0.650 = 0.086 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5250
5080 N_Rd(kN) M_Rd(kN-m)
4600 Theta=2.13Deg.
N.A=1.65Deg. 5079.90 0.00
3950 4418.23 134.73
3300 3811.62 222.40
3218.70 282.91
2650
2671.51 323.80
2000 2204.69 350.88
1350 1926.25 364.88
700
1752.69 363.95
1451.37 352.85
500 (181,224)
(156,195) 1024.95 329.14
-600
M(kN-m) 528.48 276.76
-1250 -345.43 137.50
120

160

200

240

280

320

360

400

-1092.73 0.00
40

80

3. Shear Capacity
[ END ] y (LCB : 20, POS : I) z (LCB : 20, POS : J)
Applied Shear Force (V_Ed) 79.7017 kN 159.400 kN
V_Ed / V_Rdc 79.7017 / 119.071 = 0.669 159.400 / 120.375 = 1.324
V_Ed / V_Rds 79.7017 / 118.783 = 0.671 159.400 / 172.776 = 0.923
V_Ed / V_Rdmax 79.7017 / 826.492 = 0.096 159.400 / 826.492 = 0.193
Shear Ratio 0.669 < 1.000 ....... O.K 0.923 < 1.000 ....... O.K
Asw-H_req 0.00098 m^2/m, 2-P10 @110 0.00132 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 79.7017 kN 159.400 kN
V_Ed / V_Rdc 79.7017 / 119.723 = 0.666 159.400 / 119.723 = 1.331
V_Ed / V_Rds 79.7017 / 79.1888 = 1.006 159.400 / 172.776 = 0.923
V_Ed / V_Rdmax 79.7017 / 826.492 = 0.096 159.400 / 826.492 = 0.193
Shear Ratio 0.666 < 1.000 ....... O.K 0.923 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @110 0.00132 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 197
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 5 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 177.362 / 183.061 = 0.969 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 269.543 / 277.667 = 0.971 < 1.000 ....... O.K
M_Edy / M_Rdy= 177.066 / 184.248 = 0.961 < 1.000 ....... O.K
M_Edz / M_Rdz= 203.227 / 207.729 = 0.978 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.058 / 0.650 = 0.090 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=48.43Deg.
N.A=45.88Deg. 5491.86 0.00
4050 5247.24 68.42
3325 4744.76 156.71
4051.35 242.11
2600
3250.17 302.79
1875 2479.55 335.25
1150 2013.73 345.71
425
1635.21 346.45
0 (177,270)
(183,278)
960.15 331.38
-300
M(kN-m) 164.88 275.92
-1025 -652.32 176.87
-1750 -1328.93 50.10
105

140

175

210

245

280

315

350

-1529.82 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 4, POS : J) z (LCB : 9, POS : J)
Applied Shear Force (V_Ed) 8.87440 kN 10.3839 kN
V_Ed / V_Rdc 8.87440 / 163.366 = 0.054 10.3839 / 163.093 = 0.064
V_Ed / V_Rds 8.87440 / 158.378 = 0.056 10.3839 / 158.378 = 0.066
V_Ed / V_Rdmax 8.87440 / 826.492 = 0.011 10.3839 / 826.492 = 0.013
Shear Ratio 0.054 < 1.000 ....... O.K 0.064 < 1.000 ....... O.K
Asw-H_req 0.00131 m^2/m, 2-P10 @120 0.00131 m^2/m, 2-P10 @120

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 150.453 kN 149.495 kN
V_Ed / V_Rdc 150.453 / 145.879 = 1.031 149.495 / 145.879 = 1.025
V_Ed / V_Rds 150.453 / 158.378 = 0.950 149.495 / 158.378 = 0.944
V_Ed / V_Rdmax 150.453 / 826.492 = 0.182 149.495 / 826.492 = 0.181
Shear Ratio 0.950 < 1.000 ....... O.K 0.944 < 1.000 ....... O.K
Asw-H_req 0.00124 m^2/m, 2-P10 @120 0.00124 m^2/m, 2-P10 @120

[ JOINT : TOP ] y (LCB : 16, POS : I) z (LCB : 16, POS : I)

Ash.req / Ash.use 0.00073 / 0.00079 = 0.933 0.00073 / 0.00079 = 0.933
Joint Ratio 0.933 < 1.000 ....... O.K 0.933 < 1.000 ....... O.K
Ash.jnt 2-5 P10 2-5 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 207
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 86.4478 / 115.552 = 0.748 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 137.728 / 187.244 = 0.736 < 1.000 ....... O.K
M_Edy / M_Rdy= 89.5770 / 121.959 = 0.734 < 1.000 ....... O.K
M_Edz / M_Rdz= 104.619 / 142.079 = 0.736 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.061 / 0.650 = 0.093 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=49.36Deg.
N.A=51.96Deg. 4873.92 0.00
3800 4670.14 56.66
3200 4222.29 137.91
3601.21 214.53
2600
2902.80 266.94
2000 2269.71 290.21
1400 1898.90 294.81
800
1590.52 288.92
1029.20 269.93
200
0 412.13 221.10
(116,187)
(86,138)
-400 M(kN-m) -184.83 143.97
-1000 -671.84 50.43
120

150

180

210

240

270

300

-874.18 0.00
30

60

90

3. Shear Capacity
[ END ] y (LCB : 20, POS : I) z (LCB : 20, POS : I)
Applied Shear Force (V_Ed) 72.8768 kN 72.8768 kN
V_Ed / V_Rdc 72.8768 / 103.827 = 0.702 72.8768 / 103.827 = 0.702
V_Ed / V_Rds 72.8768 / 118.783 = 0.614 72.8768 / 118.783 = 0.614
V_Ed / V_Rdmax 72.8768 / 826.492 = 0.088 72.8768 / 826.492 = 0.088
Shear Ratio 0.702 < 1.000 ....... O.K 0.702 < 1.000 ....... O.K
Asw-H_req 0.00098 m^2/m, 2-P10 @160 0.00098 m^2/m, 2-P10 @160

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 72.8768 kN 72.8768 kN
V_Ed / V_Rdc 72.8768 / 104.479 = 0.698 72.8768 / 104.479 = 0.698
V_Ed / V_Rds 72.8768 / 79.1888 = 0.920 72.8768 / 79.1888 = 0.920
V_Ed / V_Rdmax 72.8768 / 826.492 = 0.088 72.8768 / 826.492 = 0.088
Shear Ratio 0.698 < 1.000 ....... O.K 0.698 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00055 / 0.00063 = 0.875 0.00055 / 0.00063 = 0.875
Joint Ratio 0.875 < 1.000 ....... O.K 0.875 < 1.000 ....... O.K
Ash.jnt 2-4 P10 2-4 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 196
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 5 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 177.362 / 183.061 = 0.969 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 269.543 / 277.667 = 0.971 < 1.000 ....... O.K
M_Edy / M_Rdy= 177.066 / 184.248 = 0.961 < 1.000 ....... O.K
M_Edz / M_Rdz= 203.227 / 207.729 = 0.978 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.058 / 0.650 = 0.090 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=48.43Deg.
N.A=45.88Deg. 5491.86 0.00
4050 5247.24 68.42
3325 4744.76 156.71
4051.35 242.11
2600
3250.17 302.79
1875 2479.55 335.25
1150 2013.73 345.71
425
1635.21 346.45
0 (177,270)
(183,278)
960.15 331.38
-300
M(kN-m) 164.88 275.92
-1025 -652.32 176.87
-1750 -1328.93 50.10
105

140

175

210

245

280

315

350

-1529.82 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 4, POS : J) z (LCB : 3, POS : J)
Applied Shear Force (V_Ed) 8.87440 kN 10.3839 kN
V_Ed / V_Rdc 8.87440 / 163.366 = 0.054 10.3839 / 163.093 = 0.064
V_Ed / V_Rds 8.87440 / 158.378 = 0.056 10.3839 / 158.378 = 0.066
V_Ed / V_Rdmax 8.87440 / 826.492 = 0.011 10.3839 / 826.492 = 0.013
Shear Ratio 0.054 < 1.000 ....... O.K 0.064 < 1.000 ....... O.K
Asw-H_req 0.00131 m^2/m, 2-P10 @120 0.00131 m^2/m, 2-P10 @120

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 150.453 kN 149.495 kN
V_Ed / V_Rdc 150.453 / 145.879 = 1.031 149.495 / 145.879 = 1.025
V_Ed / V_Rds 150.453 / 158.378 = 0.950 149.495 / 158.378 = 0.944
V_Ed / V_Rdmax 150.453 / 826.492 = 0.182 149.495 / 826.492 = 0.181
Shear Ratio 0.950 < 1.000 ....... O.K 0.944 < 1.000 ....... O.K
Asw-H_req 0.00124 m^2/m, 2-P10 @120 0.00124 m^2/m, 2-P10 @120

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00073 / 0.00079 = 0.933 0.00073 / 0.00079 = 0.933
Joint Ratio 0.933 < 1.000 ....... O.K 0.933 < 1.000 ....... O.K
Ash.jnt 2-5 P10 2-5 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 238
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 81.6600 / 96.9833 = 0.842 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 157.674 / 185.245 = 0.851 < 1.000 ....... O.K
M_Edy / M_Rdy= 103.905 / 122.279 = 0.850 < 1.000 ....... O.K
M_Edz / M_Rdz= 118.596 / 139.153 = 0.852 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.044 / 0.650 = 0.068 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=48.69Deg.
N.A=51.35Deg. 4873.92 0.00
3800 4670.49 56.58
3200 4224.47 137.70
3603.78 214.23
2600
2906.81 266.53
2000 2270.10 289.92
1400 1896.02 294.37
800
1586.68 288.46
1025.39 269.63
200
0 410.28 220.71
(97,185)
(82,158)
-400 M(kN-m) -185.75 143.81
-1000 -672.09 50.38
120

150

180

210

240

270

300

-874.18 0.00
30

60

90

3. Shear Capacity
[ END ] y (LCB : 20, POS : I) z (LCB : 20, POS : I)
Applied Shear Force (V_Ed) 72.9669 kN 72.9669 kN
V_Ed / V_Rdc 72.9669 / 105.042 = 0.695 72.9669 / 105.042 = 0.695
V_Ed / V_Rds 72.9669 / 118.783 = 0.614 72.9669 / 118.783 = 0.614
V_Ed / V_Rdmax 72.9669 / 826.492 = 0.088 72.9669 / 826.492 = 0.088
Shear Ratio 0.695 < 1.000 ....... O.K 0.695 < 1.000 ....... O.K
Asw-H_req 0.00098 m^2/m, 2-P10 @160 0.00098 m^2/m, 2-P10 @160

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 72.9669 kN 72.9669 kN
V_Ed / V_Rdc 72.9669 / 105.694 = 0.690 72.9669 / 105.694 = 0.690
V_Ed / V_Rds 72.9669 / 79.1888 = 0.921 72.9669 / 79.1888 = 0.921
V_Ed / V_Rdmax 72.9669 / 826.492 = 0.088 72.9669 / 826.492 = 0.088
Shear Ratio 0.690 < 1.000 ....... O.K 0.690 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00055 / 0.00063 = 0.875 0.00055 / 0.00063 = 0.875
Joint Ratio 0.875 < 1.000 ....... O.K 0.875 < 1.000 ....... O.K
Ash.jnt 2-4 P10 2-4 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 185
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 12 - 4 - P20 Ast = 0.00376992 m^2 (Rhost = 0.019) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5285.88 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 159.041 / 184.543 = 0.862 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 218.149 / 253.137 = 0.862 < 1.000 ....... O.K
M_Edy / M_Rdy= 92.5903 / 103.830 = 0.892 < 1.000 ....... O.K
M_Edz / M_Rdz= 197.524 / 230.863 = 0.856 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.061 / 0.650 = 0.094 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5286 N_Rd(kN) M_Rd(kN-m)
4800 Theta=65.78Deg.
N.A=68.02Deg. 5285.88 0.00
4100 4998.84 72.35
3400 4435.06 167.03
3690.45 253.74
2700
2997.79 308.25
2000 2402.79 336.84
1300 2040.84 347.59
600
1733.10 349.49
1163.96 337.02
0
-100 (185,253)
(159,218)
M(kN-m) 478.65 283.10
-800 -316.87 186.17
-1500 -1088.87 54.80
105

140

175

210

245

280

315

350

-1311.28 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 15, POS : J) z (LCB : 15, POS : I)
Applied Shear Force (V_Ed) 162.494 kN 81.4025 kN
V_Ed / V_Rdc 162.494 / 136.327 = 1.192 81.4025 / 135.022 = 0.603
V_Ed / V_Rds 162.494 / 172.776 = 0.940 81.4025 / 118.783 = 0.685
V_Ed / V_Rdmax 162.494 / 826.492 = 0.197 81.4025 / 826.492 = 0.098
Shear Ratio 0.940 < 1.000 ....... O.K 0.603 < 1.000 ....... O.K
Asw-H_req 0.00134 m^2/m, 2-P10 @110 0.00098 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 15, POS : 1/2) z (LCB : 15, POS : 1/2)

Applied Shear Force (V_Ed) 162.494 kN 81.4025 kN
V_Ed / V_Rdc 162.494 / 135.674 = 1.198 81.4025 / 135.674 = 0.600
V_Ed / V_Rds 162.494 / 172.776 = 0.940 81.4025 / 79.1888 = 1.028
V_Ed / V_Rdmax 162.494 / 826.492 = 0.197 81.4025 / 826.492 = 0.098
Shear Ratio 0.940 < 1.000 ....... O.K 0.600 < 1.000 ....... O.K
Asw-H_req 0.00134 m^2/m, 2-P10 @110 0.00065 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 204
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 86.4478 / 115.552 = 0.748 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 137.728 / 187.244 = 0.736 < 1.000 ....... O.K
M_Edy / M_Rdy= 89.5770 / 121.959 = 0.734 < 1.000 ....... O.K
M_Edz / M_Rdz= 104.619 / 142.079 = 0.736 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.061 / 0.650 = 0.093 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=49.36Deg.
N.A=51.96Deg. 4873.92 0.00
3800 4670.14 56.66
3200 4222.29 137.91
3601.21 214.53
2600
2902.80 266.94
2000 2269.71 290.21
1400 1898.90 294.81
800
1590.52 288.92
1029.20 269.93
200
0 412.13 221.10
(116,187)
(86,138)
-400 M(kN-m) -184.83 143.97
-1000 -671.84 50.43
120

150

180

210

240

270

300

-874.18 0.00
30

60

90

3. Shear Capacity
[ END ] y (LCB : 20, POS : I) z (LCB : 20, POS : I)
Applied Shear Force (V_Ed) 72.8768 kN 72.8768 kN
V_Ed / V_Rdc 72.8768 / 103.827 = 0.702 72.8768 / 103.827 = 0.702
V_Ed / V_Rds 72.8768 / 118.783 = 0.614 72.8768 / 118.783 = 0.614
V_Ed / V_Rdmax 72.8768 / 826.492 = 0.088 72.8768 / 826.492 = 0.088
Shear Ratio 0.702 < 1.000 ....... O.K 0.702 < 1.000 ....... O.K
Asw-H_req 0.00098 m^2/m, 2-P10 @160 0.00098 m^2/m, 2-P10 @160

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 72.8768 kN 72.8768 kN
V_Ed / V_Rdc 72.8768 / 104.479 = 0.698 72.8768 / 104.479 = 0.698
V_Ed / V_Rds 72.8768 / 79.1888 = 0.920 72.8768 / 79.1888 = 0.920
V_Ed / V_Rdmax 72.8768 / 826.492 = 0.088 72.8768 / 826.492 = 0.088
Shear Ratio 0.698 < 1.000 ....... O.K 0.698 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00055 / 0.00063 = 0.875 0.00055 / 0.00063 = 0.875
Joint Ratio 0.875 < 1.000 ....... O.K 0.875 < 1.000 ....... O.K
Ash.jnt 2-4 P10 2-4 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 198
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 12 - 4 - P20 Ast = 0.00376992 m^2 (Rhost = 0.019) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5285.88 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 147.025 / 169.662 = 0.867 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 218.450 / 251.673 = 0.868 < 1.000 ....... O.K
M_Edy / M_Rdy= 90.8102 / 101.267 = 0.897 < 1.000 ....... O.K
M_Edz / M_Rdz= 198.680 / 230.401 = 0.862 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.057 / 0.650 = 0.088 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5286 N_Rd(kN) M_Rd(kN-m)
4800 Theta=66.27Deg.
N.A=68.51Deg. 5285.88 0.00
4100 4995.89 72.82
3400 4427.31 167.97
3682.90 254.54
2700
2993.43 308.73
2000 2401.77 337.37
1300 2041.09 348.17
600
1735.46 350.31
1170.20 337.91
0
-100 (170,252)
(147,218)
M(kN-m) 490.22 284.45
-800 -307.27 187.31
-1500 -1087.61 55.06
120

160

200

240

280

320

360

400

-1311.28 0.00
40

80

3. Shear Capacity
[ END ] y (LCB : 17, POS : J) z (LCB : 17, POS : I)
Applied Shear Force (V_Ed) 162.643 kN 81.4604 kN
V_Ed / V_Rdc 162.643 / 134.779 = 1.207 81.4604 / 133.474 = 0.610
V_Ed / V_Rds 162.643 / 172.776 = 0.941 81.4604 / 118.783 = 0.686
V_Ed / V_Rdmax 162.643 / 826.492 = 0.197 81.4604 / 826.492 = 0.099
Shear Ratio 0.941 < 1.000 ....... O.K 0.610 < 1.000 ....... O.K
Asw-H_req 0.00134 m^2/m, 2-P10 @110 0.00098 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 17, POS : 1/2) z (LCB : 17, POS : 1/2)

Applied Shear Force (V_Ed) 162.643 kN 81.4604 kN
V_Ed / V_Rdc 162.643 / 134.126 = 1.213 81.4604 / 134.126 = 0.607
V_Ed / V_Rds 162.643 / 172.776 = 0.941 81.4604 / 79.1888 = 1.029
V_Ed / V_Rdmax 162.643 / 826.492 = 0.197 81.4604 / 826.492 = 0.099
Shear Ratio 0.941 < 1.000 ....... O.K 0.607 < 1.000 ....... O.K
Asw-H_req 0.00134 m^2/m, 2-P10 @110 0.00065 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 187
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 4 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 19 (Pos : J)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 181.021 / 184.832 = 0.979 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 268.550 / 277.432 = 0.968 < 1.000 ....... O.K
M_Edy / M_Rdy= 193.794 / 199.737 = 0.970 < 1.000 ....... O.K
M_Edz / M_Rdz= 185.911 / 192.546 = 0.966 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.076 / 0.650 = 0.117 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=43.95Deg.
N.A=46.70Deg. 5491.86 0.00
4050 5248.79 68.27
3325 4746.32 156.48
4050.38 241.58
2600
3251.27 302.26
1875 2479.53 334.14
1150 2014.32 344.61
425
1635.61 345.34
0 (185,277)
(181,269)
963.24 330.45
-300
M(kN-m) 160.56 275.11
-1025 -648.70 176.82
-1750 -1328.87 50.12
105

140

175

210

245

280

315

350

-1529.82 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 3, POS : J) z (LCB : 3, POS : J)
Applied Shear Force (V_Ed) 9.87733 kN 6.53262 kN
V_Ed / V_Rdc 9.87733 / 169.108 = 0.058 6.53262 / 169.108 = 0.039
V_Ed / V_Rds 9.87733 / 211.170 = 0.047 6.53262 / 211.170 = 0.031
V_Ed / V_Rdmax 9.87733 / 826.492 = 0.012 6.53262 / 826.492 = 0.008
Shear Ratio 0.058 < 1.000 ....... O.K 0.039 < 1.000 ....... O.K
Asw-H_req 0.00175 m^2/m, 2-P10 @90 0.00175 m^2/m, 2-P10 @90

[ MIDDLE ] y (LCB : 16, POS : 1/2) z (LCB : 16, POS : 1/2)

Applied Shear Force (V_Ed) 168.724 kN 171.202 kN
V_Ed / V_Rdc 168.724 / 147.288 = 1.146 171.202 / 147.288 = 1.162
V_Ed / V_Rds 168.724 / 172.776 = 0.977 171.202 / 172.776 = 0.991
V_Ed / V_Rdmax 168.724 / 826.492 = 0.204 171.202 / 826.492 = 0.207
Shear Ratio 0.977 < 1.000 ....... O.K 0.991 < 1.000 ....... O.K
Asw-H_req 0.00139 m^2/m, 2-P10 @110 0.00141 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 189
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 5 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 254.541 / 263.129 = 0.967 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 279.935 / 285.502 = 0.981 < 1.000 ....... O.K
M_Edy / M_Rdy= 180.642 / 186.459 = 0.969 < 1.000 ....... O.K
M_Edz / M_Rdz= 213.850 / 216.204 = 0.989 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.072 / 0.650 = 0.111 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=49.22Deg.
N.A=46.70Deg. 5491.86 0.00
4050 5246.64 68.50
3325 4743.84 156.87
4050.01 242.33
2600
3248.50 303.11
1875 2480.16 335.81
1150 2015.00 346.24
425
1636.34 346.97
0 (255,280)
(263,286) 960.06 331.83
-300
M(kN-m) 166.87 276.32
-1025 -653.17 176.94
-1750 -1328.87 50.12
105

140

175

210

245

280

315

350

-1529.82 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 4, POS : J) z (LCB : 3, POS : J)
Applied Shear Force (V_Ed) 4.48857 kN 3.87425 kN
V_Ed / V_Rdc 4.48857 / 176.038 = 0.025 3.87425 / 176.315 = 0.022
V_Ed / V_Rds 4.48857 / 271.504 = 0.017 3.87425 / 271.504 = 0.014
V_Ed / V_Rdmax 4.48857 / 826.492 = 0.005 3.87425 / 826.492 = 0.005
Shear Ratio 0.025 < 1.000 ....... O.K 0.022 < 1.000 ....... O.K
Asw-H_req 0.00224 m^2/m, 2-P10 @70 0.00224 m^2/m, 2-P10 @70

[ MIDDLE ] y (LCB : 16, POS : 1/2) z (LCB : 16, POS : 1/2)

Applied Shear Force (V_Ed) 165.473 kN 163.321 kN
V_Ed / V_Rdc 165.473 / 154.443 = 1.071 163.321 / 154.443 = 1.057
V_Ed / V_Rds 165.473 / 172.776 = 0.958 163.321 / 172.776 = 0.945
V_Ed / V_Rdmax 165.473 / 826.492 = 0.200 163.321 / 826.492 = 0.198
Shear Ratio 0.958 < 1.000 ....... O.K 0.945 < 1.000 ....... O.K
Asw-H_req 0.00137 m^2/m, 2-P10 @110 0.00135 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 188
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 4 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 19 (Pos : J)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 181.021 / 184.832 = 0.979 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 268.550 / 277.432 = 0.968 < 1.000 ....... O.K
M_Edy / M_Rdy= 193.794 / 199.737 = 0.970 < 1.000 ....... O.K
M_Edz / M_Rdz= 185.911 / 192.546 = 0.966 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.076 / 0.650 = 0.117 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=43.95Deg.
N.A=46.70Deg. 5491.86 0.00
4050 5248.79 68.27
3325 4746.32 156.48
4050.38 241.58
2600
3251.27 302.26
1875 2479.53 334.14
1150 2014.32 344.61
425
1635.61 345.34
0 (185,277)
(181,269)
963.24 330.45
-300
M(kN-m) 160.56 275.11
-1025 -648.70 176.82
-1750 -1328.87 50.12
105

140

175

210

245

280

315

350

-1529.82 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 9, POS : J) z (LCB : 9, POS : J)
Applied Shear Force (V_Ed) 9.87733 kN 6.53262 kN
V_Ed / V_Rdc 9.87733 / 169.108 = 0.058 6.53262 / 169.108 = 0.039
V_Ed / V_Rds 9.87733 / 211.170 = 0.047 6.53262 / 211.170 = 0.031
V_Ed / V_Rdmax 9.87733 / 826.492 = 0.012 6.53262 / 826.492 = 0.008
Shear Ratio 0.058 < 1.000 ....... O.K 0.039 < 1.000 ....... O.K
Asw-H_req 0.00175 m^2/m, 2-P10 @90 0.00175 m^2/m, 2-P10 @90

[ MIDDLE ] y (LCB : 16, POS : 1/2) z (LCB : 16, POS : 1/2)

Applied Shear Force (V_Ed) 168.724 kN 171.202 kN
V_Ed / V_Rdc 168.724 / 147.288 = 1.146 171.202 / 147.288 = 1.162
V_Ed / V_Rds 168.724 / 172.776 = 0.977 171.202 / 172.776 = 0.991
V_Ed / V_Rdmax 168.724 / 826.492 = 0.204 171.202 / 826.492 = 0.207
Shear Ratio 0.977 < 1.000 ....... O.K 0.991 < 1.000 ....... O.K
Asw-H_req 0.00139 m^2/m, 2-P10 @110 0.00141 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 186
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 5 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 254.541 / 263.129 = 0.967 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 279.935 / 285.502 = 0.981 < 1.000 ....... O.K
M_Edy / M_Rdy= 180.642 / 186.459 = 0.969 < 1.000 ....... O.K
M_Edz / M_Rdz= 213.850 / 216.204 = 0.989 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.072 / 0.650 = 0.111 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=49.22Deg.
N.A=46.70Deg. 5491.86 0.00
4050 5246.64 68.50
3325 4743.84 156.87
4050.01 242.33
2600
3248.50 303.11
1875 2480.16 335.81
1150 2015.00 346.24
425
1636.34 346.97
0 (255,280)
(263,286) 960.06 331.83
-300
M(kN-m) 166.87 276.32
-1025 -653.17 176.94
-1750 -1328.87 50.12
105

140

175

210

245

280

315

350

-1529.82 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 4, POS : J) z (LCB : 9, POS : J)
Applied Shear Force (V_Ed) 4.48857 kN 3.87425 kN
V_Ed / V_Rdc 4.48857 / 176.038 = 0.025 3.87425 / 176.315 = 0.022
V_Ed / V_Rds 4.48857 / 271.504 = 0.017 3.87425 / 271.504 = 0.014
V_Ed / V_Rdmax 4.48857 / 826.492 = 0.005 3.87425 / 826.492 = 0.005
Shear Ratio 0.025 < 1.000 ....... O.K 0.022 < 1.000 ....... O.K
Asw-H_req 0.00224 m^2/m, 2-P10 @70 0.00224 m^2/m, 2-P10 @70

[ MIDDLE ] y (LCB : 16, POS : 1/2) z (LCB : 16, POS : 1/2)

Applied Shear Force (V_Ed) 165.473 kN 163.321 kN
V_Ed / V_Rdc 165.473 / 154.443 = 1.071 163.321 / 154.443 = 1.057
V_Ed / V_Rds 165.473 / 172.776 = 0.958 163.321 / 172.776 = 0.945
V_Ed / V_Rdmax 165.473 / 826.492 = 0.200 163.321 / 826.492 = 0.198
Shear Ratio 0.958 < 1.000 ....... O.K 0.945 < 1.000 ....... O.K
Asw-H_req 0.00137 m^2/m, 2-P10 @110 0.00135 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 179
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 12 - 4 - P20 Ast = 0.00376992 m^2 (Rhost = 0.019) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5285.88 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 148.646 / 169.598 = 0.876 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 220.017 / 251.360 = 0.875 < 1.000 ....... O.K
M_Edy / M_Rdy= 93.9203 / 104.009 = 0.903 < 1.000 ....... O.K
M_Edz / M_Rdz= 198.963 / 228.831 = 0.869 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.060 / 0.650 = 0.092 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5286 N_Rd(kN) M_Rd(kN-m)
4800 Theta=65.56Deg.
N.A=67.89Deg. 5285.88 0.00
4100 4999.66 72.23
3400 4437.18 166.77
3692.57 253.52
2700
2999.01 308.12
2000 2402.98 336.69
1300 2040.77 347.43
600
1732.43 349.26
1162.20 336.77
0
-100 (170,251)
(149,220)
M(kN-m) 475.40 282.72
-800 -319.51 185.86
-1500 -1089.22 54.73
105

140

175

210

245

280

315

350

-1311.28 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 17, POS : J) z (LCB : 17, POS : I)
Applied Shear Force (V_Ed) 162.658 kN 81.4643 kN
V_Ed / V_Rdc 162.658 / 134.987 = 1.205 81.4643 / 133.683 = 0.609
V_Ed / V_Rds 162.658 / 172.776 = 0.941 81.4643 / 118.783 = 0.686
V_Ed / V_Rdmax 162.658 / 826.492 = 0.197 81.4643 / 826.492 = 0.099
Shear Ratio 0.941 < 1.000 ....... O.K 0.609 < 1.000 ....... O.K
Asw-H_req 0.00134 m^2/m, 2-P10 @110 0.00098 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 17, POS : 1/2) z (LCB : 17, POS : 1/2)

Applied Shear Force (V_Ed) 162.658 kN 81.4643 kN
V_Ed / V_Rdc 162.658 / 134.335 = 1.211 81.4643 / 134.335 = 0.606
V_Ed / V_Rds 162.658 / 172.776 = 0.941 81.4643 / 79.1888 = 1.029
V_Ed / V_Rdmax 162.658 / 826.492 = 0.197 81.4643 / 826.492 = 0.099
Shear Ratio 0.941 < 1.000 ....... O.K 0.606 < 1.000 ....... O.K
Asw-H_req 0.00134 m^2/m, 2-P10 @110 0.00065 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
http://www.MidasUser.com
Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 178
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 5 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 272.168 / 283.213 = 0.961 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 273.087 / 286.986 = 0.952 < 1.000 ....... O.K
M_Edy / M_Rdy= 182.794 / 193.217 = 0.946 < 1.000 ....... O.K
M_Edz / M_Rdz= 202.886 / 212.199 = 0.956 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.071 / 0.650 = 0.110 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=47.68Deg.
N.A=44.98Deg. 5491.86 0.00
4050 5247.84 68.35
3325 4745.53 156.59
4051.96 241.89
2600
3251.26 302.52
1875 2479.01 334.75
1150 2013.15 345.23
425
1634.67 345.98
0 (283,287)
(272,273) 960.78 330.98
-300
M(kN-m) 163.06 275.57
-1025 -651.22 176.82
-1750 -1328.96 50.10
105

140

175

210

245

280

315

350

-1529.82 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 10, POS : J) z (LCB : 3, POS : J)
Applied Shear Force (V_Ed) 8.64372 kN 6.44719 kN
V_Ed / V_Rdc 8.64372 / 176.847 = 0.049 6.44719 / 176.821 = 0.036
V_Ed / V_Rds 8.64372 / 271.504 = 0.032 6.44719 / 271.504 = 0.024
V_Ed / V_Rdmax 8.64372 / 826.492 = 0.010 6.44719 / 826.492 = 0.008
Shear Ratio 0.049 < 1.000 ....... O.K 0.036 < 1.000 ....... O.K
Asw-H_req 0.00224 m^2/m, 2-P10 @70 0.00224 m^2/m, 2-P10 @70

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 161.134 kN 160.287 kN
V_Ed / V_Rdc 161.134 / 154.566 = 1.042 160.287 / 154.566 = 1.037
V_Ed / V_Rds 161.134 / 172.776 = 0.933 160.287 / 172.776 = 0.928
V_Ed / V_Rdmax 161.134 / 826.492 = 0.195 160.287 / 826.492 = 0.194
Shear Ratio 0.933 < 1.000 ....... O.K 0.928 < 1.000 ....... O.K
Asw-H_req 0.00133 m^2/m, 2-P10 @110 0.00132 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 16, POS : I) z (LCB : 16, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 174
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 12 - 4 - P20 Ast = 0.00376992 m^2 (Rhost = 0.019) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5285.88 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 148.646 / 169.598 = 0.876 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 220.017 / 251.360 = 0.875 < 1.000 ....... O.K
M_Edy / M_Rdy= 93.9203 / 104.009 = 0.903 < 1.000 ....... O.K
M_Edz / M_Rdz= 198.963 / 228.831 = 0.869 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.060 / 0.650 = 0.092 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5286 N_Rd(kN) M_Rd(kN-m)
4800 Theta=65.56Deg.
N.A=67.89Deg. 5285.88 0.00
4100 4999.66 72.23
3400 4437.18 166.77
3692.57 253.52
2700
2999.01 308.12
2000 2402.98 336.69
1300 2040.77 347.43
600
1732.43 349.26
1162.20 336.77
0
-100 (170,251)
(149,220)
M(kN-m) 475.40 282.72
-800 -319.51 185.86
-1500 -1089.22 54.73
105

140

175

210

245

280

315

350

-1311.28 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 15, POS : J) z (LCB : 15, POS : I)
Applied Shear Force (V_Ed) 162.658 kN 81.4643 kN
V_Ed / V_Rdc 162.658 / 134.987 = 1.205 81.4643 / 133.683 = 0.609
V_Ed / V_Rds 162.658 / 172.776 = 0.941 81.4643 / 118.783 = 0.686
V_Ed / V_Rdmax 162.658 / 826.492 = 0.197 81.4643 / 826.492 = 0.099
Shear Ratio 0.941 < 1.000 ....... O.K 0.609 < 1.000 ....... O.K
Asw-H_req 0.00134 m^2/m, 2-P10 @110 0.00098 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 15, POS : 1/2) z (LCB : 15, POS : 1/2)

Applied Shear Force (V_Ed) 162.658 kN 81.4643 kN
V_Ed / V_Rdc 162.658 / 134.335 = 1.211 81.4643 / 134.335 = 0.606
V_Ed / V_Rds 162.658 / 172.776 = 0.941 81.4643 / 79.1888 = 1.029
V_Ed / V_Rdmax 162.658 / 826.492 = 0.197 81.4643 / 826.492 = 0.099
Shear Ratio 0.941 < 1.000 ....... O.K 0.606 < 1.000 ....... O.K
Asw-H_req 0.00134 m^2/m, 2-P10 @110 0.00065 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 176
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 19 (Pos : J)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 276.747 / 309.029 = 0.896 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 185.621 / 208.864 = 0.889 < 1.000 ....... O.K
M_Edy / M_Rdy= 5.53495 / 6.02364 = 0.919 < 1.000 ....... O.K
M_Edz / M_Rdz= 185.538 / 208.777 = 0.889 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.075 / 0.650 = 0.115 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=88.35Deg.
N.A=88.72Deg. 4873.92 0.00
3800 4249.48 126.77
3200 3672.40 209.29
3113.40 264.25
2600
2603.77 299.23
2000 2174.43 320.50
1400 1920.92 330.65
800
1754.59 328.72
1454.78 317.77
200
0 (309,209)
(277,186) 1030.30 294.35
-400 M(kN-m) 558.24 246.05
-1000 -192.99 126.88
105

140

175

210

245

280

315

350

-874.18 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 14, POS : J) z (LCB : 13, POS : J)
Applied Shear Force (V_Ed) 9.25603 kN 4.91015 kN
V_Ed / V_Rdc 9.25603 / 155.949 = 0.059 4.91015 / 155.764 = 0.032
V_Ed / V_Rds 9.25603 / 271.504 = 0.034 4.91015 / 271.504 = 0.018
V_Ed / V_Rdmax 9.25603 / 826.492 = 0.011 4.91015 / 826.492 = 0.006
Shear Ratio 0.059 < 1.000 ....... O.K 0.032 < 1.000 ....... O.K
Asw-H_req 0.00224 m^2/m, 2-P10 @70 0.00224 m^2/m, 2-P10 @70

[ MIDDLE ] y (LCB : 22, POS : 1/2) z (LCB : 22, POS : 1/2)

Applied Shear Force (V_Ed) 146.015 kN 146.015 kN
V_Ed / V_Rdc 146.015 / 138.376 = 1.055 146.015 / 138.376 = 1.055
V_Ed / V_Rds 146.015 / 146.195 = 0.999 146.015 / 146.195 = 0.999
V_Ed / V_Rdmax 146.015 / 826.492 = 0.177 146.015 / 826.492 = 0.177
Shear Ratio 0.999 < 1.000 ....... O.K 0.999 < 1.000 ....... O.K
Asw-H_req 0.00121 m^2/m, 2-P10 @130 0.00121 m^2/m, 2-P10 @130

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00068 / 0.00079 = 0.862 0.00068 / 0.00079 = 0.862
Joint Ratio 0.862 < 1.000 ....... O.K 0.862 < 1.000 ....... O.K
Ash.jnt 2-5 P10 2-5 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 175
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 5 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 272.168 / 283.213 = 0.961 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 273.087 / 286.986 = 0.952 < 1.000 ....... O.K
M_Edy / M_Rdy= 182.794 / 193.217 = 0.946 < 1.000 ....... O.K
M_Edz / M_Rdz= 202.886 / 212.199 = 0.956 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.071 / 0.650 = 0.110 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=47.68Deg.
N.A=44.98Deg. 5491.86 0.00
4050 5247.84 68.35
3325 4745.53 156.59
4051.96 241.89
2600
3251.26 302.52
1875 2479.01 334.75
1150 2013.15 345.23
425
1634.67 345.98
0 (283,287)
(272,273) 960.78 330.98
-300
M(kN-m) 163.06 275.57
-1025 -651.22 176.82
-1750 -1328.96 50.10
105

140

175

210

245

280

315

350

-1529.82 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 10, POS : J) z (LCB : 9, POS : J)
Applied Shear Force (V_Ed) 8.64372 kN 6.44719 kN
V_Ed / V_Rdc 8.64372 / 176.847 = 0.049 6.44719 / 176.821 = 0.036
V_Ed / V_Rds 8.64372 / 271.504 = 0.032 6.44719 / 271.504 = 0.024
V_Ed / V_Rdmax 8.64372 / 826.492 = 0.010 6.44719 / 826.492 = 0.008
Shear Ratio 0.049 < 1.000 ....... O.K 0.036 < 1.000 ....... O.K
Asw-H_req 0.00224 m^2/m, 2-P10 @70 0.00224 m^2/m, 2-P10 @70

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 161.134 kN 160.287 kN
V_Ed / V_Rdc 161.134 / 154.566 = 1.042 160.287 / 154.566 = 1.037
V_Ed / V_Rds 161.134 / 172.776 = 0.933 160.287 / 172.776 = 0.928
V_Ed / V_Rdmax 161.134 / 826.492 = 0.195 160.287 / 826.492 = 0.194
Shear Ratio 0.933 < 1.000 ....... O.K 0.928 < 1.000 ....... O.K
Asw-H_req 0.00133 m^2/m, 2-P10 @110 0.00132 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 16, POS : I) z (LCB : 16, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 168
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 104.239 / 138.310 = 0.754 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 141.292 / 191.640 = 0.737 < 1.000 ....... O.K
M_Edy / M_Rdy= 94.7619 / 131.262 = 0.722 < 1.000 ....... O.K
M_Edz / M_Rdz= 104.803 / 139.629 = 0.751 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.065 / 0.650 = 0.099 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=46.77Deg.
N.A=47.88Deg. 4873.92 0.00
3800 4671.85 56.27
3200 4232.63 136.86
3613.71 213.05
2600
2922.30 264.99
2000 2272.22 288.69
1400 1880.70 292.51
800
1571.83 286.70
1011.48 268.35
200
0 (138,192)
403.14 219.23
(104,141)
-400 M(kN-m) -189.30 143.16
-1000 -673.07 50.15
120

150

180

210

240

270

300

-874.18 0.00
30

60

90

3. Shear Capacity
[ END ] y (LCB : 20, POS : I) z (LCB : 20, POS : I)
Applied Shear Force (V_Ed) 72.9031 kN 72.9031 kN
V_Ed / V_Rdc 72.9031 / 105.496 = 0.691 72.9031 / 105.496 = 0.691
V_Ed / V_Rds 72.9031 / 118.783 = 0.614 72.9031 / 118.783 = 0.614
V_Ed / V_Rdmax 72.9031 / 826.492 = 0.088 72.9031 / 826.492 = 0.088
Shear Ratio 0.691 < 1.000 ....... O.K 0.691 < 1.000 ....... O.K
Asw-H_req 0.00098 m^2/m, 2-P10 @160 0.00098 m^2/m, 2-P10 @160

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 72.9031 kN 72.9031 kN
V_Ed / V_Rdc 72.9031 / 106.148 = 0.687 72.9031 / 106.148 = 0.687
V_Ed / V_Rds 72.9031 / 79.1888 = 0.921 72.9031 / 79.1888 = 0.921
V_Ed / V_Rdmax 72.9031 / 826.492 = 0.088 72.9031 / 826.492 = 0.088
Shear Ratio 0.687 < 1.000 ....... O.K 0.687 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00055 / 0.00063 = 0.875 0.00055 / 0.00063 = 0.875
Joint Ratio 0.875 < 1.000 ....... O.K 0.875 < 1.000 ....... O.K
Ash.jnt 2-4 P10 2-4 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 167
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 199.721 / 203.941 = 0.979 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 184.233 / 192.368 = 0.958 < 1.000 ....... O.K
M_Edy / M_Rdy= 184.003 / 192.135 = 0.958 < 1.000 ....... O.K
M_Edz / M_Rdz= 9.20472 / 9.47617 = 0.971 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.078 / 0.650 = 0.119 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=2.82Deg.
N.A=1.97Deg. 4873.92 0.00
3800 4269.97 123.31
3200 3687.58 207.40
3124.02 263.22
2600
2610.66 298.53
2000 2178.56 319.80
1400 1923.61 329.86
800
1751.08 328.60
1448.49 317.38
200
0 (204,192)
(200,184) 1020.41 293.42
-400 M(kN-m) 533.82 242.52
-1000 -231.54 120.56
105

140

175

210

245

280

315

350

-874.18 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 14, POS : J) z (LCB : 3, POS : J)
Applied Shear Force (V_Ed) 14.1252 kN 5.66769 kN
V_Ed / V_Rdc 14.1252 / 141.060 = 0.100 5.66769 / 141.497 = 0.040
V_Ed / V_Rds 14.1252 / 146.195 = 0.097 5.66769 / 146.195 = 0.039
V_Ed / V_Rdmax 14.1252 / 826.492 = 0.017 5.66769 / 826.492 = 0.007
Shear Ratio 0.100 < 1.000 ....... O.K 0.040 < 1.000 ....... O.K
Asw-H_req 0.00121 m^2/m, 2-P10 @130 0.00121 m^2/m, 2-P10 @130

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 22, POS : 1/2)

Applied Shear Force (V_Ed) 72.8837 kN 146.104 kN
V_Ed / V_Rdc 72.8837 / 112.869 = 0.646 146.104 / 139.844 = 1.045
V_Ed / V_Rds 72.8837 / 79.1888 = 0.920 146.104 / 146.195 = 0.999
V_Ed / V_Rdmax 72.8837 / 826.492 = 0.088 146.104 / 826.492 = 0.177
Shear Ratio 0.646 < 1.000 ....... O.K 0.999 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @130 0.00121 m^2/m, 2-P10 @130

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00068 / 0.00079 = 0.862 0.00068 / 0.00079 = 0.862
Joint Ratio 0.862 < 1.000 ....... O.K 0.862 < 1.000 ....... O.K
Ash.jnt 2-5 P10 2-5 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 163
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 104.239 / 138.310 = 0.754 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 141.292 / 191.640 = 0.737 < 1.000 ....... O.K
M_Edy / M_Rdy= 94.7619 / 131.262 = 0.722 < 1.000 ....... O.K
M_Edz / M_Rdz= 104.803 / 139.629 = 0.751 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.065 / 0.650 = 0.099 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=46.77Deg.
N.A=47.88Deg. 4873.92 0.00
3800 4671.85 56.27
3200 4232.63 136.86
3613.71 213.05
2600
2922.30 264.99
2000 2272.22 288.69
1400 1880.70 292.51
800
1571.83 286.70
1011.48 268.35
200
0 (138,192)
403.14 219.23
(104,141)
-400 M(kN-m) -189.30 143.16
-1000 -673.07 50.15
120

150

180

210

240

270

300

-874.18 0.00
30

60

90

3. Shear Capacity
[ END ] y (LCB : 20, POS : I) z (LCB : 20, POS : I)
Applied Shear Force (V_Ed) 72.9031 kN 72.9031 kN
V_Ed / V_Rdc 72.9031 / 105.496 = 0.691 72.9031 / 105.496 = 0.691
V_Ed / V_Rds 72.9031 / 118.783 = 0.614 72.9031 / 118.783 = 0.614
V_Ed / V_Rdmax 72.9031 / 826.492 = 0.088 72.9031 / 826.492 = 0.088
Shear Ratio 0.691 < 1.000 ....... O.K 0.691 < 1.000 ....... O.K
Asw-H_req 0.00098 m^2/m, 2-P10 @160 0.00098 m^2/m, 2-P10 @160

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 72.9031 kN 72.9031 kN
V_Ed / V_Rdc 72.9031 / 106.148 = 0.687 72.9031 / 106.148 = 0.687
V_Ed / V_Rds 72.9031 / 79.1888 = 0.921 72.9031 / 79.1888 = 0.921
V_Ed / V_Rdmax 72.9031 / 826.492 = 0.088 72.9031 / 826.492 = 0.088
Shear Ratio 0.687 < 1.000 ....... O.K 0.687 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00055 / 0.00063 = 0.875 0.00055 / 0.00063 = 0.875
Joint Ratio 0.875 < 1.000 ....... O.K 0.875 < 1.000 ....... O.K
Ash.jnt 2-4 P10 2-4 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 166
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 208.401 / 219.101 = 0.951 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 182.878 / 194.714 = 0.939 < 1.000 ....... O.K
M_Edy / M_Rdy= 182.769 / 194.603 = 0.939 < 1.000 ....... O.K
M_Edz / M_Rdz= 6.29567 / 6.58719 = 0.956 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.080 / 0.650 = 0.123 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=1.94Deg.
N.A=1.36Deg. 4873.92 0.00
3800 4251.71 126.39
3200 3674.05 209.08
3114.56 264.14
2600
2604.52 299.15
2000 2174.88 320.42
1400 1921.22 330.56
800
1754.21 328.71
1454.09 317.72
200
0 (219,195)
(208,183) 1029.22 294.25
-400 M(kN-m) 555.58 245.67
-1000 -197.20 126.19
105

140

175

210

245

280

315

350

-874.18 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 10, POS : J) z (LCB : 10, POS : J)
Applied Shear Force (V_Ed) 13.8230 kN 0.28571 kN
V_Ed / V_Rdc 13.8230 / 144.719 = 0.096 0.28571 / 144.719 = 0.002
V_Ed / V_Rds 13.8230 / 172.776 = 0.080 0.28571 / 172.776 = 0.002
V_Ed / V_Rdmax 13.8230 / 826.492 = 0.017 0.28571 / 826.492 = 0.000
Shear Ratio 0.096 < 1.000 ....... O.K 0.002 < 1.000 ....... O.K
Asw-H_req 0.00143 m^2/m, 2-P10 @110 0.00143 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 22, POS : 1/2)

Applied Shear Force (V_Ed) 72.8993 kN 146.104 kN
V_Ed / V_Rdc 72.8993 / 114.446 = 0.637 146.104 / 141.278 = 1.034
V_Ed / V_Rds 72.8993 / 79.1888 = 0.921 146.104 / 146.195 = 0.999
V_Ed / V_Rdmax 72.8993 / 826.492 = 0.088 146.104 / 826.492 = 0.177
Shear Ratio 0.637 < 1.000 ....... O.K 0.999 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @130 0.00121 m^2/m, 2-P10 @130

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00068 / 0.00079 = 0.862 0.00068 / 0.00079 = 0.862
Joint Ratio 0.862 < 1.000 ....... O.K 0.862 < 1.000 ....... O.K
Ash.jnt 2-5 P10 2-5 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 165
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 208.401 / 219.101 = 0.951 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 182.878 / 194.714 = 0.939 < 1.000 ....... O.K
M_Edy / M_Rdy= 182.769 / 194.603 = 0.939 < 1.000 ....... O.K
M_Edz / M_Rdz= 6.29567 / 6.58719 = 0.956 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.080 / 0.650 = 0.123 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=1.94Deg.
N.A=1.36Deg. 4873.92 0.00
3800 4251.71 126.39
3200 3674.05 209.08
3114.56 264.14
2600
2604.52 299.15
2000 2174.88 320.42
1400 1921.22 330.56
800
1754.21 328.71
1454.09 317.72
200
0 (219,195)
(208,183) 1029.22 294.25
-400 M(kN-m) 555.58 245.67
-1000 -197.20 126.19
105

140

175

210

245

280

315

350

-874.18 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 10, POS : J) z (LCB : 10, POS : J)
Applied Shear Force (V_Ed) 13.8230 kN 0.28571 kN
V_Ed / V_Rdc 13.8230 / 144.719 = 0.096 0.28571 / 144.719 = 0.002
V_Ed / V_Rds 13.8230 / 172.776 = 0.080 0.28571 / 172.776 = 0.002
V_Ed / V_Rdmax 13.8230 / 826.492 = 0.017 0.28571 / 826.492 = 0.000
Shear Ratio 0.096 < 1.000 ....... O.K 0.002 < 1.000 ....... O.K
Asw-H_req 0.00143 m^2/m, 2-P10 @110 0.00143 m^2/m, 2-P10 @110

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 22, POS : 1/2)

Applied Shear Force (V_Ed) 72.8993 kN 146.104 kN
V_Ed / V_Rdc 72.8993 / 114.446 = 0.637 146.104 / 141.278 = 1.034
V_Ed / V_Rds 72.8993 / 79.1888 = 0.921 146.104 / 146.195 = 0.999
V_Ed / V_Rdmax 72.8993 / 826.492 = 0.088 146.104 / 826.492 = 0.177
Shear Ratio 0.637 < 1.000 ....... O.K 0.999 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @130 0.00121 m^2/m, 2-P10 @130

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00068 / 0.00079 = 0.862 0.00068 / 0.00079 = 0.862
Joint Ratio 0.862 < 1.000 ....... O.K 0.862 < 1.000 ....... O.K
Ash.jnt 2-5 P10 2-5 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 164
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 199.721 / 203.941 = 0.979 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 184.233 / 192.368 = 0.958 < 1.000 ....... O.K
M_Edy / M_Rdy= 184.003 / 192.135 = 0.958 < 1.000 ....... O.K
M_Edz / M_Rdz= 9.20472 / 9.47617 = 0.971 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.078 / 0.650 = 0.119 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=2.82Deg.
N.A=1.97Deg. 4873.92 0.00
3800 4269.97 123.31
3200 3687.58 207.40
3124.02 263.22
2600
2610.66 298.53
2000 2178.56 319.80
1400 1923.61 329.86
800
1751.08 328.60
1448.49 317.38
200
0 (204,192)
(200,184) 1020.41 293.42
-400 M(kN-m) 533.82 242.52
-1000 -231.54 120.56
105

140

175

210

245

280

315

350

-874.18 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 14, POS : J) z (LCB : 9, POS : J)
Applied Shear Force (V_Ed) 14.1252 kN 5.66769 kN
V_Ed / V_Rdc 14.1252 / 141.060 = 0.100 5.66769 / 141.497 = 0.040
V_Ed / V_Rds 14.1252 / 146.195 = 0.097 5.66769 / 146.195 = 0.039
V_Ed / V_Rdmax 14.1252 / 826.492 = 0.017 5.66769 / 826.492 = 0.007
Shear Ratio 0.100 < 1.000 ....... O.K 0.040 < 1.000 ....... O.K
Asw-H_req 0.00121 m^2/m, 2-P10 @130 0.00121 m^2/m, 2-P10 @130

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 22, POS : 1/2)

Applied Shear Force (V_Ed) 72.8837 kN 146.104 kN
V_Ed / V_Rdc 72.8837 / 112.869 = 0.646 146.104 / 139.844 = 1.045
V_Ed / V_Rds 72.8837 / 79.1888 = 0.920 146.104 / 146.195 = 0.999
V_Ed / V_Rdmax 72.8837 / 826.492 = 0.088 146.104 / 826.492 = 0.177
Shear Ratio 0.646 < 1.000 ....... O.K 0.999 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @130 0.00121 m^2/m, 2-P10 @130

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00068 / 0.00079 = 0.862 0.00068 / 0.00079 = 0.862
Joint Ratio 0.862 < 1.000 ....... O.K 0.862 < 1.000 ....... O.K
Ash.jnt 2-5 P10 2-5 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 131
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 10 - 3 - P20 Ast = 0.0031416 m^2 (Rhost = 0.016) y

2. Axial and Moments Capacity

0.0635
Load Combination : 19 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5079.90 kN 0.45
Axial Load Ratio N_Ed / N_Rd = -14.337 / 15.7736 = 0.909 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 179.058 / 198.341 = 0.903 < 1.000 ....... O.K
M_Edy / M_Rdy= 161.487 / 178.146 = 0.906 < 1.000 ....... O.K
M_Edz / M_Rdz= 77.3550 / 87.1955 = 0.887 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.090 / 0.650 = 0.138 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5250
5080 N_Rd(kN) M_Rd(kN-m)
4600 Theta=26.08Deg.
N.A=22.40Deg. 5079.90 0.00
3950 4799.92 69.21
3300 4254.99 162.14
3550.69 247.92
2650
2887.79 300.64
2000 2318.82 326.73
1350 1984.06 336.61
700
1702.45 337.53
1193.28 323.12
500 571.38 271.46
(-14,179)
(-16,198)
M(kN-m)
-600 -174.44 176.70
-1250 -871.37 54.58
105

140

175

210

245

280

315

350

-1092.73 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 22, POS : I) z (LCB : 22, POS : J)
Applied Shear Force (V_Ed) 81.7383 kN 164.075 kN
V_Ed / V_Rdc 81.7383 / 154.482 = 0.529 164.075 / 155.786 = 1.053
V_Ed / V_Rds 81.7383 / 190.053 = 0.430 164.075 / 172.776 = 0.950
V_Ed / V_Rdmax 81.7383 / 826.492 = 0.099 164.075 / 826.492 = 0.199
Shear Ratio 0.529 < 1.000 ....... O.K 0.950 < 1.000 ....... O.K
Asw-H_req 0.00157 m^2/m, 2-P10 @100 0.00136 m^2/m, 2-P10 @100

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 17, POS : 1/2)

Applied Shear Force (V_Ed) 84.2086 kN 168.541 kN
V_Ed / V_Rdc 84.2086 / 0.00000 = 0.000 168.541 / 127.451 = 1.322
V_Ed / V_Rds 84.2086 / 86.3878 = 0.975 168.541 / 172.776 = 0.975
V_Ed / V_Rdmax 84.2086 / 826.492 = 0.102 168.541 / 826.492 = 0.204
Shear Ratio 0.975 < 1.000 ....... O.K 0.975 < 1.000 ....... O.K
Asw-H_req 0.00070 m^2/m, 2-P10 @110 0.00139 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 21, POS : I) z (LCB : 21, POS : I)

Ash.req / Ash.use 0.00088 / 0.00094 = 0.933 0.00088 / 0.00094 = 0.933
Joint Ratio 0.933 < 1.000 ....... O.K 0.933 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 132
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 102.150 / 150.106 = 0.681 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 127.638 / 189.949 = 0.672 < 1.000 ....... O.K
M_Edy / M_Rdy= 79.1668 / 114.282 = 0.693 < 1.000 ....... O.K
M_Edz / M_Rdz= 100.120 / 151.724 = 0.660 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.074 / 0.650 = 0.115 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=53.01Deg.
N.A=56.46Deg. 4873.92 0.00
3800 4661.28 57.57
3200 4201.91 140.08
3573.78 217.81
2600
2871.45 270.54
2000 2266.59 292.91
1400 1916.98 298.37
800
1624.40 293.44
1066.88 273.48
200
0 (150,190)
442.27 224.68
(102,128)
-400 M(kN-m) -175.02 145.74
-1000 -669.13 51.04
120

150

180

210

240

270

300

-874.18 0.00
30

60

90

3. Shear Capacity
[ END ] y (LCB : 22, POS : J) z (LCB : 22, POS : J)
Applied Shear Force (V_Ed) 80.1432 kN 80.1432 kN
V_Ed / V_Rdc 80.1432 / 140.191 = 0.572 80.1432 / 140.191 = 0.572
V_Ed / V_Rds 80.1432 / 135.752 = 0.590 80.1432 / 135.752 = 0.590
V_Ed / V_Rdmax 80.1432 / 826.492 = 0.097 80.1432 / 826.492 = 0.097
Shear Ratio 0.572 < 1.000 ....... O.K 0.572 < 1.000 ....... O.K
Asw-H_req 0.00112 m^2/m, 2-P10 @140 0.00112 m^2/m, 2-P10 @140

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 83.2150 kN 83.2150 kN
V_Ed / V_Rdc 83.2150 / 104.678 = 0.795 83.2150 / 104.678 = 0.795
V_Ed / V_Rds 83.2150 / 79.1888 = 1.051 83.2150 / 79.1888 = 1.051
V_Ed / V_Rdmax 83.2150 / 826.492 = 0.101 83.2150 / 826.492 = 0.101
Shear Ratio 0.795 < 1.000 ....... O.K 0.795 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ JOINT : TOP ] y (LCB : 21, POS : I) z (LCB : 21, POS : I)

Ash.req / Ash.use 0.00059 / 0.00063 = 0.933 0.00059 / 0.00063 = 0.933
Joint Ratio 0.933 < 1.000 ....... O.K 0.933 < 1.000 ....... O.K
Ash.jnt 2-4 P10 2-4 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 130
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 10 - 3 - P20 Ast = 0.0031416 m^2 (Rhost = 0.016) y

2. Axial and Moments Capacity

0.0635
Load Combination : 19 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5079.90 kN 0.45
Axial Load Ratio N_Ed / N_Rd = -14.337 / 15.7736 = 0.909 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 179.058 / 198.341 = 0.903 < 1.000 ....... O.K
M_Edy / M_Rdy= 161.487 / 178.146 = 0.906 < 1.000 ....... O.K
M_Edz / M_Rdz= 77.3550 / 87.1955 = 0.887 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.090 / 0.650 = 0.138 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5250
5080 N_Rd(kN) M_Rd(kN-m)
4600 Theta=26.08Deg.
N.A=22.40Deg. 5079.90 0.00
3950 4799.92 69.21
3300 4254.99 162.14
3550.69 247.92
2650
2887.79 300.64
2000 2318.82 326.73
1350 1984.06 336.61
700
1702.45 337.53
1193.28 323.12
500 571.38 271.46
(-14,179)
(-16,198)
M(kN-m)
-600 -174.44 176.70
-1250 -871.37 54.58
105

140

175

210

245

280

315

350

-1092.73 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 22, POS : I) z (LCB : 22, POS : J)
Applied Shear Force (V_Ed) 81.7383 kN 164.075 kN
V_Ed / V_Rdc 81.7383 / 154.482 = 0.529 164.075 / 155.786 = 1.053
V_Ed / V_Rds 81.7383 / 190.053 = 0.430 164.075 / 172.776 = 0.950
V_Ed / V_Rdmax 81.7383 / 826.492 = 0.099 164.075 / 826.492 = 0.199
Shear Ratio 0.529 < 1.000 ....... O.K 0.950 < 1.000 ....... O.K
Asw-H_req 0.00157 m^2/m, 2-P10 @100 0.00136 m^2/m, 2-P10 @100

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 15, POS : 1/2)

Applied Shear Force (V_Ed) 84.2086 kN 168.541 kN
V_Ed / V_Rdc 84.2086 / 0.00000 = 0.000 168.541 / 127.451 = 1.322
V_Ed / V_Rds 84.2086 / 86.3878 = 0.975 168.541 / 172.776 = 0.975
V_Ed / V_Rdmax 84.2086 / 826.492 = 0.102 168.541 / 826.492 = 0.204
Shear Ratio 0.975 < 1.000 ....... O.K 0.975 < 1.000 ....... O.K
Asw-H_req 0.00070 m^2/m, 2-P10 @110 0.00139 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 21, POS : I) z (LCB : 21, POS : I)

Ash.req / Ash.use 0.00088 / 0.00094 = 0.933 0.00088 / 0.00094 = 0.933
Joint Ratio 0.933 < 1.000 ....... O.K 0.933 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 121
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 5 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 229.525 / 251.389 = 0.913 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 256.129 / 284.413 = 0.901 < 1.000 ....... O.K
M_Edy / M_Rdy= 164.992 / 185.500 = 0.889 < 1.000 ....... O.K
M_Edz / M_Rdz= 195.907 / 215.594 = 0.909 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.074 / 0.650 = 0.114 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=49.29Deg.
N.A=46.78Deg. 5491.86 0.00
4050 5246.57 68.50
3325 4743.74 156.89
4049.86 242.36
2600
3248.31 303.15
1875 2480.22 335.87
1150 2015.16 346.30
425
1636.48 347.03
0 (251,284)
(230,256)
960.07 331.88
-300
M(kN-m) 167.08 276.37
-1025 -653.24 176.95
-1750 -1328.86 50.12
105

140

175

210

245

280

315

350

-1529.82 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 9, POS : J) z (LCB : 9, POS : J)
Applied Shear Force (V_Ed) 4.57331 kN 2.61953 kN
V_Ed / V_Rdc 4.57331 / 175.592 = 0.026 2.61953 / 175.592 = 0.015
V_Ed / V_Rds 4.57331 / 271.504 = 0.017 2.61953 / 271.504 = 0.010
V_Ed / V_Rdmax 4.57331 / 826.492 = 0.006 2.61953 / 826.492 = 0.003
Shear Ratio 0.026 < 1.000 ....... O.K 0.015 < 1.000 ....... O.K
Asw-H_req 0.00224 m^2/m, 2-P10 @70 0.00224 m^2/m, 2-P10 @70

[ MIDDLE ] y (LCB : 15, POS : 1/2) z (LCB : 15, POS : 1/2)

Applied Shear Force (V_Ed) 178.804 kN 176.825 kN
V_Ed / V_Rdc 178.804 / 150.794 = 1.186 176.825 / 150.794 = 1.173
V_Ed / V_Rds 178.804 / 190.053 = 0.941 176.825 / 190.053 = 0.930
V_Ed / V_Rdmax 178.804 / 826.492 = 0.216 176.825 / 826.492 = 0.214
Shear Ratio 0.941 < 1.000 ....... O.K 0.930 < 1.000 ....... O.K
Asw-H_req 0.00148 m^2/m, 2-P10 @100 0.00146 m^2/m, 2-P10 @100

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00088 / 0.00094 = 0.933 0.00088 / 0.00094 = 0.933
Joint Ratio 0.933 < 1.000 ....... O.K 0.933 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 129
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 102.150 / 150.106 = 0.681 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 127.638 / 189.949 = 0.672 < 1.000 ....... O.K
M_Edy / M_Rdy= 79.1668 / 114.282 = 0.693 < 1.000 ....... O.K
M_Edz / M_Rdz= 100.120 / 151.724 = 0.660 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.074 / 0.650 = 0.115 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=53.01Deg.
N.A=56.46Deg. 4873.92 0.00
3800 4661.28 57.57
3200 4201.91 140.08
3573.78 217.81
2600
2871.45 270.54
2000 2266.59 292.91
1400 1916.98 298.37
800
1624.40 293.44
1066.88 273.48
200
0 (150,190)
442.27 224.68
(102,128)
-400 M(kN-m) -175.02 145.74
-1000 -669.13 51.04
120

150

180

210

240

270

300

-874.18 0.00
30

60

90

3. Shear Capacity
[ END ] y (LCB : 22, POS : J) z (LCB : 22, POS : J)
Applied Shear Force (V_Ed) 80.1432 kN 80.1432 kN
V_Ed / V_Rdc 80.1432 / 140.191 = 0.572 80.1432 / 140.191 = 0.572
V_Ed / V_Rds 80.1432 / 135.752 = 0.590 80.1432 / 135.752 = 0.590
V_Ed / V_Rdmax 80.1432 / 826.492 = 0.097 80.1432 / 826.492 = 0.097
Shear Ratio 0.572 < 1.000 ....... O.K 0.572 < 1.000 ....... O.K
Asw-H_req 0.00112 m^2/m, 2-P10 @140 0.00112 m^2/m, 2-P10 @140

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 83.2150 kN 83.2150 kN
V_Ed / V_Rdc 83.2150 / 104.678 = 0.795 83.2150 / 104.678 = 0.795
V_Ed / V_Rds 83.2150 / 79.1888 = 1.051 83.2150 / 79.1888 = 1.051
V_Ed / V_Rdmax 83.2150 / 826.492 = 0.101 83.2150 / 826.492 = 0.101
Shear Ratio 0.795 < 1.000 ....... O.K 0.795 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ JOINT : TOP ] y (LCB : 21, POS : I) z (LCB : 21, POS : I)

Ash.req / Ash.use 0.00059 / 0.00063 = 0.933 0.00059 / 0.00063 = 0.933
Joint Ratio 0.933 < 1.000 ....... O.K 0.933 < 1.000 ....... O.K
Ash.jnt 2-4 P10 2-4 P10

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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 114
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 12 - 4 - P20 Ast = 0.00376992 m^2 (Rhost = 0.019) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5285.88 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 324.600 / 327.297 = 0.992 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 263.299 / 264.731 = 0.995 < 1.000 ....... O.K
M_Edy / M_Rdy= 169.396 / 171.482 = 0.988 < 1.000 ....... O.K
M_Edz / M_Rdz= 201.573 / 201.683 = 0.999 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.088 / 0.650 = 0.135 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5286 N_Rd(kN) M_Rd(kN-m)
4800 Theta=49.63Deg.
N.A=49.96Deg. 5285.88 0.00
4100 5054.92 64.38
3400 4570.07 150.43
3899.45 232.85
2700
3131.95 290.79
2000 2407.17 319.72
1300 1980.96 328.68
600
1628.78 327.70
990.87 310.25
0
-100 (325,263)
(327,265)
M(kN-m) 247.91 257.24
-800 -497.27 165.46
-1500 -1109.67 50.27
105

140

175

210

245

280

315

350

-1311.28 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 8, POS : J) z (LCB : 7, POS : J)
Applied Shear Force (V_Ed) 6.26142 kN 5.58941 kN
V_Ed / V_Rdc 6.26142 / 180.887 = 0.035 5.58941 / 181.390 = 0.031
V_Ed / V_Rds 6.26142 / 380.106 = 0.016 5.58941 / 380.106 = 0.015
V_Ed / V_Rdmax 6.26142 / 826.492 = 0.008 5.58941 / 826.492 = 0.007
Shear Ratio 0.035 < 1.000 ....... O.K 0.031 < 1.000 ....... O.K
Asw-H_req 0.00314 m^2/m, 2-P10 @50 0.00314 m^2/m, 2-P10 @50

[ MIDDLE ] y (LCB : 16, POS : 1/2) z (LCB : 16, POS : 1/2)

Applied Shear Force (V_Ed) 178.548 kN 178.548 kN
V_Ed / V_Rdc 178.548 / 157.305 = 1.135 178.548 / 157.305 = 1.135
V_Ed / V_Rds 178.548 / 190.053 = 0.939 178.548 / 190.053 = 0.939
V_Ed / V_Rdmax 178.548 / 826.492 = 0.216 178.548 / 826.492 = 0.216
Shear Ratio 0.939 < 1.000 ....... O.K 0.939 < 1.000 ....... O.K
Asw-H_req 0.00148 m^2/m, 2-P10 @100 0.00148 m^2/m, 2-P10 @100

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00088 / 0.00094 = 0.933 0.00088 / 0.00094 = 0.933
Joint Ratio 0.933 < 1.000 ....... O.K 0.933 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 123
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 10 - 4 - P20 Ast = 0.0031416 m^2 (Rhost = 0.016) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5079.90 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 181.335 / 193.948 = 0.935 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 209.786 / 225.572 = 0.930 < 1.000 ....... O.K
M_Edy / M_Rdy= 81.6219 / 88.9946 = 0.917 < 1.000 ....... O.K
M_Edz / M_Rdz= 193.256 / 207.274 = 0.932 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.073 / 0.650 = 0.112 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5250
5080 N_Rd(kN) M_Rd(kN-m)
4600 Theta=66.76Deg.
N.A=68.53Deg. 5079.90 0.00
3950 4794.52 70.10
3300 4240.57 164.04
3536.41 249.54
2650
2878.67 301.61
2000 2316.70 327.88
1350 1984.55 337.89
700
1707.02 339.31
1205.34 325.09
500 (181,210)
(194,226) 593.03 274.30
-600
M(kN-m) -154.22 179.25
-1250 -868.99 55.08
105

140

175

210

245

280

315

350

-1092.73 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 4, POS : J) z (LCB : 3, POS : J)
Applied Shear Force (V_Ed) 3.93719 kN 9.44125 kN
V_Ed / V_Rdc 3.93719 / 156.920 = 0.025 9.44125 / 157.634 = 0.060
V_Ed / V_Rds 3.93719 / 211.170 = 0.019 9.44125 / 211.170 = 0.045
V_Ed / V_Rdmax 3.93719 / 826.492 = 0.005 9.44125 / 826.492 = 0.011
Shear Ratio 0.025 < 1.000 ....... O.K 0.060 < 1.000 ....... O.K
Asw-H_req 0.00175 m^2/m, 2-P10 @90 0.00175 m^2/m, 2-P10 @90

[ MIDDLE ] y (LCB : 17, POS : 1/2) z (LCB : 17, POS : 1/2)

Applied Shear Force (V_Ed) 174.184 kN 86.8128 kN
V_Ed / V_Rdc 174.184 / 131.793 = 1.322 86.8128 / 131.793 = 0.659
V_Ed / V_Rds 174.184 / 190.053 = 0.917 86.8128 / 79.1888 = 1.096
V_Ed / V_Rdmax 174.184 / 826.492 = 0.211 86.8128 / 826.492 = 0.105
Shear Ratio 0.917 < 1.000 ....... O.K 0.659 < 1.000 ....... O.K
Asw-H_req 0.00144 m^2/m, 2-P10 @100 0.00065 m^2/m, 2-P10 @100

[ JOINT : TOP ] y (LCB : 17, POS : I) z (LCB : 17, POS : I)

Ash.req / Ash.use 0.00088 / 0.00094 = 0.933 0.00088 / 0.00094 = 0.933
Joint Ratio 0.933 < 1.000 ....... O.K 0.933 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 122
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 5 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 229.525 / 251.389 = 0.913 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 256.129 / 284.413 = 0.901 < 1.000 ....... O.K
M_Edy / M_Rdy= 164.992 / 185.500 = 0.889 < 1.000 ....... O.K
M_Edz / M_Rdz= 195.907 / 215.594 = 0.909 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.074 / 0.650 = 0.114 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=49.29Deg.
N.A=46.78Deg. 5491.86 0.00
4050 5246.57 68.50
3325 4743.74 156.89
4049.86 242.36
2600
3248.31 303.15
1875 2480.22 335.87
1150 2015.16 346.30
425
1636.48 347.03
0 (251,284)
(230,256)
960.07 331.88
-300
M(kN-m) 167.08 276.37
-1025 -653.24 176.95
-1750 -1328.86 50.12
105

140

175

210

245

280

315

350

-1529.82 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 3, POS : J) z (LCB : 3, POS : J)
Applied Shear Force (V_Ed) 4.57331 kN 2.61953 kN
V_Ed / V_Rdc 4.57331 / 175.592 = 0.026 2.61953 / 175.592 = 0.015
V_Ed / V_Rds 4.57331 / 271.504 = 0.017 2.61953 / 271.504 = 0.010
V_Ed / V_Rdmax 4.57331 / 826.492 = 0.006 2.61953 / 826.492 = 0.003
Shear Ratio 0.026 < 1.000 ....... O.K 0.015 < 1.000 ....... O.K
Asw-H_req 0.00224 m^2/m, 2-P10 @70 0.00224 m^2/m, 2-P10 @70

[ MIDDLE ] y (LCB : 17, POS : 1/2) z (LCB : 17, POS : 1/2)

Applied Shear Force (V_Ed) 178.804 kN 176.825 kN
V_Ed / V_Rdc 178.804 / 150.794 = 1.186 176.825 / 150.794 = 1.173
V_Ed / V_Rds 178.804 / 190.053 = 0.941 176.825 / 190.053 = 0.930
V_Ed / V_Rdmax 178.804 / 826.492 = 0.216 176.825 / 826.492 = 0.214
Shear Ratio 0.941 < 1.000 ....... O.K 0.930 < 1.000 ....... O.K
Asw-H_req 0.00148 m^2/m, 2-P10 @100 0.00146 m^2/m, 2-P10 @100

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00088 / 0.00094 = 0.933 0.00088 / 0.00094 = 0.933
Joint Ratio 0.933 < 1.000 ....... O.K 0.933 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 115
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 10 - 4 - P20 Ast = 0.0031416 m^2 (Rhost = 0.016) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5079.90 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 192.720 / 209.319 = 0.921 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 209.544 / 227.405 = 0.921 < 1.000 ....... O.K
M_Edy / M_Rdy= 83.9596 / 91.6006 = 0.917 < 1.000 ....... O.K
M_Edz / M_Rdz= 191.988 / 208.140 = 0.922 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.078 / 0.650 = 0.120 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5250
5080 N_Rd(kN) M_Rd(kN-m)
4600 Theta=66.25Deg.
N.A=67.86Deg. 5079.90 0.00
3950 4798.49 69.44
3300 4251.21 162.64
3546.82 248.36
2650
2885.33 300.90
2000 2318.25 327.04
1350 1984.20 336.96
700
1703.69 338.01
1196.55 323.65
500 (209,227)
(193,210) 577.25 272.23
-600
M(kN-m) -169.07 177.37
-1250 -870.75 54.71
105

140

175

210

245

280

315

350

-1092.73 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 10, POS : J) z (LCB : 7, POS : J)
Applied Shear Force (V_Ed) 4.48821 kN 11.3653 kN
V_Ed / V_Rdc 4.48821 / 160.336 = 0.028 11.3653 / 159.338 = 0.071
V_Ed / V_Rds 4.48821 / 237.566 = 0.019 11.3653 / 237.566 = 0.048
V_Ed / V_Rdmax 4.48821 / 826.492 = 0.005 11.3653 / 826.492 = 0.014
Shear Ratio 0.028 < 1.000 ....... O.K 0.071 < 1.000 ....... O.K
Asw-H_req 0.00196 m^2/m, 2-P10 @80 0.00196 m^2/m, 2-P10 @80

[ MIDDLE ] y (LCB : 17, POS : 1/2) z (LCB : 17, POS : 1/2)

Applied Shear Force (V_Ed) 174.007 kN 86.6923 kN
V_Ed / V_Rdc 174.007 / 133.260 = 1.306 86.6923 / 133.260 = 0.651
V_Ed / V_Rds 174.007 / 190.053 = 0.916 86.6923 / 79.1888 = 1.095
V_Ed / V_Rdmax 174.007 / 826.492 = 0.211 86.6923 / 826.492 = 0.105
Shear Ratio 0.916 < 1.000 ....... O.K 0.651 < 1.000 ....... O.K
Asw-H_req 0.00144 m^2/m, 2-P10 @100 0.00065 m^2/m, 2-P10 @100

[ JOINT : TOP ] y (LCB : 17, POS : I) z (LCB : 17, POS : I)

Ash.req / Ash.use 0.00088 / 0.00094 = 0.933 0.00088 / 0.00094 = 0.933
Joint Ratio 0.933 < 1.000 ....... O.K 0.933 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 110
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 10 - 4 - P20 Ast = 0.0031416 m^2 (Rhost = 0.016) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5079.90 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 192.720 / 209.319 = 0.921 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 209.544 / 227.405 = 0.921 < 1.000 ....... O.K
M_Edy / M_Rdy= 83.9596 / 91.6006 = 0.917 < 1.000 ....... O.K
M_Edz / M_Rdz= 191.988 / 208.140 = 0.922 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.078 / 0.650 = 0.120 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5250
5080 N_Rd(kN) M_Rd(kN-m)
4600 Theta=66.25Deg.
N.A=67.86Deg. 5079.90 0.00
3950 4798.49 69.44
3300 4251.21 162.64
3546.82 248.36
2650
2885.33 300.90
2000 2318.25 327.04
1350 1984.20 336.96
700
1703.69 338.01
1196.55 323.65
500 (209,227)
(193,210) 577.25 272.23
-600
M(kN-m) -169.07 177.37
-1250 -870.75 54.71
105

140

175

210

245

280

315

350

-1092.73 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 10, POS : J) z (LCB : 13, POS : J)
Applied Shear Force (V_Ed) 4.48821 kN 11.3653 kN
V_Ed / V_Rdc 4.48821 / 160.336 = 0.028 11.3653 / 159.338 = 0.071
V_Ed / V_Rds 4.48821 / 237.566 = 0.019 11.3653 / 237.566 = 0.048
V_Ed / V_Rdmax 4.48821 / 826.492 = 0.005 11.3653 / 826.492 = 0.014
Shear Ratio 0.028 < 1.000 ....... O.K 0.071 < 1.000 ....... O.K
Asw-H_req 0.00196 m^2/m, 2-P10 @80 0.00196 m^2/m, 2-P10 @80

[ MIDDLE ] y (LCB : 15, POS : 1/2) z (LCB : 15, POS : 1/2)

Applied Shear Force (V_Ed) 174.007 kN 86.6923 kN
V_Ed / V_Rdc 174.007 / 133.260 = 1.306 86.6923 / 133.260 = 0.651
V_Ed / V_Rds 174.007 / 190.053 = 0.916 86.6923 / 79.1888 = 1.095
V_Ed / V_Rdmax 174.007 / 826.492 = 0.211 86.6923 / 826.492 = 0.105
Shear Ratio 0.916 < 1.000 ....... O.K 0.651 < 1.000 ....... O.K
Asw-H_req 0.00144 m^2/m, 2-P10 @100 0.00065 m^2/m, 2-P10 @100

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00088 / 0.00094 = 0.933 0.00088 / 0.00094 = 0.933
Joint Ratio 0.933 < 1.000 ....... O.K 0.933 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
http://www.MidasUser.com
Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 111
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 12 - 4 - P20 Ast = 0.00376992 m^2 (Rhost = 0.019) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5285.88 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 324.600 / 327.297 = 0.992 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 263.299 / 264.731 = 0.995 < 1.000 ....... O.K
M_Edy / M_Rdy= 169.396 / 171.482 = 0.988 < 1.000 ....... O.K
M_Edz / M_Rdz= 201.573 / 201.683 = 0.999 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.088 / 0.650 = 0.135 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5286 N_Rd(kN) M_Rd(kN-m)
4800 Theta=49.63Deg.
N.A=49.96Deg. 5285.88 0.00
4100 5054.92 64.38
3400 4570.07 150.43
3899.45 232.85
2700
3131.95 290.79
2000 2407.17 319.72
1300 1980.96 328.68
600
1628.78 327.70
990.87 310.25
0
-100 (325,263)
(327,265)
M(kN-m) 247.91 257.24
-800 -497.27 165.46
-1500 -1109.67 50.27
105

140

175

210

245

280

315

350

-1311.28 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 8, POS : J) z (LCB : 13, POS : J)
Applied Shear Force (V_Ed) 6.26142 kN 5.58941 kN
V_Ed / V_Rdc 6.26142 / 180.887 = 0.035 5.58941 / 181.390 = 0.031
V_Ed / V_Rds 6.26142 / 380.106 = 0.016 5.58941 / 380.106 = 0.015
V_Ed / V_Rdmax 6.26142 / 826.492 = 0.008 5.58941 / 826.492 = 0.007
Shear Ratio 0.035 < 1.000 ....... O.K 0.031 < 1.000 ....... O.K
Asw-H_req 0.00314 m^2/m, 2-P10 @50 0.00314 m^2/m, 2-P10 @50

[ MIDDLE ] y (LCB : 16, POS : 1/2) z (LCB : 16, POS : 1/2)

Applied Shear Force (V_Ed) 178.548 kN 178.548 kN
V_Ed / V_Rdc 178.548 / 157.305 = 1.135 178.548 / 157.305 = 1.135
V_Ed / V_Rds 178.548 / 190.053 = 0.939 178.548 / 190.053 = 0.939
V_Ed / V_Rdmax 178.548 / 826.492 = 0.216 178.548 / 826.492 = 0.216
Shear Ratio 0.939 < 1.000 ....... O.K 0.939 < 1.000 ....... O.K
Asw-H_req 0.00148 m^2/m, 2-P10 @100 0.00148 m^2/m, 2-P10 @100

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00088 / 0.00094 = 0.933 0.00088 / 0.00094 = 0.933
Joint Ratio 0.933 < 1.000 ....... O.K 0.933 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 120
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 10 - 4 - P20 Ast = 0.0031416 m^2 (Rhost = 0.016) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5079.90 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 181.335 / 193.948 = 0.935 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 209.786 / 225.572 = 0.930 < 1.000 ....... O.K
M_Edy / M_Rdy= 81.6219 / 88.9946 = 0.917 < 1.000 ....... O.K
M_Edz / M_Rdz= 193.256 / 207.274 = 0.932 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.073 / 0.650 = 0.112 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5250
5080 N_Rd(kN) M_Rd(kN-m)
4600 Theta=66.76Deg.
N.A=68.53Deg. 5079.90 0.00
3950 4794.52 70.10
3300 4240.57 164.04
3536.41 249.54
2650
2878.67 301.61
2000 2316.70 327.88
1350 1984.55 337.89
700
1707.02 339.31
1205.34 325.09
500 (181,210)
(194,226) 593.03 274.30
-600
M(kN-m) -154.22 179.25
-1250 -868.99 55.08
105

140

175

210

245

280

315

350

-1092.73 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 4, POS : J) z (LCB : 9, POS : J)
Applied Shear Force (V_Ed) 3.93719 kN 9.44125 kN
V_Ed / V_Rdc 3.93719 / 156.920 = 0.025 9.44125 / 157.634 = 0.060
V_Ed / V_Rds 3.93719 / 211.170 = 0.019 9.44125 / 211.170 = 0.045
V_Ed / V_Rdmax 3.93719 / 826.492 = 0.005 9.44125 / 826.492 = 0.011
Shear Ratio 0.025 < 1.000 ....... O.K 0.060 < 1.000 ....... O.K
Asw-H_req 0.00175 m^2/m, 2-P10 @90 0.00175 m^2/m, 2-P10 @90

[ MIDDLE ] y (LCB : 15, POS : 1/2) z (LCB : 15, POS : 1/2)

Applied Shear Force (V_Ed) 174.184 kN 86.8128 kN
V_Ed / V_Rdc 174.184 / 131.793 = 1.322 86.8128 / 131.793 = 0.659
V_Ed / V_Rds 174.184 / 190.053 = 0.917 86.8128 / 79.1888 = 1.096
V_Ed / V_Rdmax 174.184 / 826.492 = 0.211 86.8128 / 826.492 = 0.105
Shear Ratio 0.917 < 1.000 ....... O.K 0.659 < 1.000 ....... O.K
Asw-H_req 0.00144 m^2/m, 2-P10 @100 0.00065 m^2/m, 2-P10 @100

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00088 / 0.00094 = 0.933 0.00088 / 0.00094 = 0.933
Joint Ratio 0.933 < 1.000 ....... O.K 0.933 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 112
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 10 - 4 - P20 Ast = 0.0031416 m^2 (Rhost = 0.016) y

2. Axial and Moments Capacity

0.0635
Load Combination : 19 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5079.90 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 213.014 / 226.827 = 0.939 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 218.817 / 228.403 = 0.958 < 1.000 ....... O.K
M_Edy / M_Rdy= 150.735 / 156.704 = 0.962 < 1.000 ....... O.K
M_Edz / M_Rdz= 158.619 / 166.168 = 0.955 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.093 / 0.650 = 0.143 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5250
5080 N_Rd(kN) M_Rd(kN-m)
4600 Theta=46.68Deg.
N.A=43.56Deg. 5079.90 0.00
3950 4864.90 60.12
3300 4405.17 143.13
3762.18 222.25
2650
3033.49 276.69
2000 2339.49 302.94
1350 1924.46 309.38
700
1595.41 306.18
994.82 288.30
500 (227,228)
(213,219) 319.69 237.35
-600
M(kN-m) -352.76 153.32
-1250 -891.80 50.11
105

140

175

210

245

280

315

350

-1092.73 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 4, POS : J) z (LCB : 3, POS : J)
Applied Shear Force (V_Ed) 10.8846 kN 6.16429 kN
V_Ed / V_Rdc 10.8846 / 168.313 = 0.065 6.16429 / 168.688 = 0.037
V_Ed / V_Rds 10.8846 / 316.755 = 0.034 6.16429 / 316.755 = 0.019
V_Ed / V_Rdmax 10.8846 / 826.492 = 0.013 6.16429 / 826.492 = 0.007
Shear Ratio 0.065 < 1.000 ....... O.K 0.037 < 1.000 ....... O.K
Asw-H_req 0.00262 m^2/m, 2-P10 @60 0.00262 m^2/m, 2-P10 @60

[ MIDDLE ] y (LCB : 16, POS : 1/2) z (LCB : 16, POS : 1/2)

Applied Shear Force (V_Ed) 172.105 kN 171.158 kN
V_Ed / V_Rdc 172.105 / 141.178 = 1.219 171.158 / 141.178 = 1.212
V_Ed / V_Rds 172.105 / 172.776 = 0.996 171.158 / 172.776 = 0.991
V_Ed / V_Rdmax 172.105 / 826.492 = 0.208 171.158 / 826.492 = 0.207
Shear Ratio 0.996 < 1.000 ....... O.K 0.991 < 1.000 ....... O.K
Asw-H_req 0.00142 m^2/m, 2-P10 @110 0.00141 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 21, POS : I) z (LCB : 21, POS : I)

Ash.req / Ash.use 0.00098 / 0.00110 = 0.889 0.00098 / 0.00110 = 0.889
Joint Ratio 0.889 < 1.000 ....... O.K 0.889 < 1.000 ....... O.K
Ash.jnt 2-7 P10 2-7 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 101
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 353.091 / 488.100 = 0.723 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 171.176 / 235.910 = 0.726 < 1.000 ....... O.K
M_Edy / M_Rdy= 171.030 / 235.714 = 0.726 < 1.000 ....... O.K
M_Edz / M_Rdz= 7.06182 / 9.61990 = 0.734 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.090 / 0.650 = 0.138 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=2.34Deg.
N.A=2.22Deg. 4873.92 0.00
3800 4277.35 122.07
3200 3693.04 206.72
3127.83 262.84
2600
2613.12 298.28
2000 2180.03 319.55
1400 1924.56 329.58
800
1749.81 328.55
1446.22 317.24
200 (488,236)
0 (353,171) 1016.85 293.08
-400 M(kN-m) 525.07 241.26
-1000 -245.33 118.33
105

140

175

210

245

280

315

350

-874.18 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 14, POS : I) z (LCB : 13, POS : I)
Applied Shear Force (V_Ed) 7.70710 kN 5.43330 kN
V_Ed / V_Rdc 7.70710 / 168.151 = 0.046 5.43330 / 167.995 = 0.032
V_Ed / V_Rds 7.70710 / 380.106 = 0.020 5.43330 / 380.106 = 0.014
V_Ed / V_Rdmax 7.70710 / 826.492 = 0.009 5.43330 / 826.492 = 0.007
Shear Ratio 0.046 < 1.000 ....... O.K 0.032 < 1.000 ....... O.K
Asw-H_req 0.00314 m^2/m, 2-P10 @50 0.00314 m^2/m, 2-P10 @50

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 159.125 kN 159.125 kN
V_Ed / V_Rdc 159.125 / 144.617 = 1.100 159.125 / 144.617 = 1.100
V_Ed / V_Rds 159.125 / 172.776 = 0.921 159.125 / 172.776 = 0.921
V_Ed / V_Rdmax 159.125 / 826.492 = 0.193 159.125 / 826.492 = 0.193
Shear Ratio 0.921 < 1.000 ....... O.K 0.921 < 1.000 ....... O.K
Asw-H_req 0.00132 m^2/m, 2-P10 @110 0.00132 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 104
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 10 - 4 - P20 Ast = 0.0031416 m^2 (Rhost = 0.016) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5079.90 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 178.849 / 185.842 = 0.962 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 211.594 / 224.375 = 0.943 < 1.000 ....... O.K
M_Edy / M_Rdy= 85.7691 / 92.0677 = 0.932 < 1.000 ....... O.K
M_Edz / M_Rdz= 193.431 / 204.616 = 0.945 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.077 / 0.650 = 0.118 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5250
5080 N_Rd(kN) M_Rd(kN-m)
4600 Theta=65.77Deg.
N.A=67.58Deg. 5079.90 0.00
3950 4800.04 69.19
3300 4255.32 162.09
3551.04 247.88
2650
2888.02 300.62
2000 2318.87 326.71
1350 1984.04 336.58
700
1702.33 337.49
1192.99 323.07
500 (186,224)
(179,212) 570.85 271.39
-600
M(kN-m) -174.92 176.64
-1250 -871.43 54.57
105

140

175

210

245

280

315

350

-1092.73 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 3, POS : J) z (LCB : 3, POS : J)
Applied Shear Force (V_Ed) 2.04105 kN 11.2025 kN
V_Ed / V_Rdc 2.04105 / 159.022 = 0.013 11.2025 / 159.022 = 0.070
V_Ed / V_Rds 2.04105 / 237.566 = 0.009 11.2025 / 237.566 = 0.047
V_Ed / V_Rdmax 2.04105 / 826.492 = 0.002 11.2025 / 826.492 = 0.014
Shear Ratio 0.013 < 1.000 ....... O.K 0.070 < 1.000 ....... O.K
Asw-H_req 0.00196 m^2/m, 2-P10 @80 0.00196 m^2/m, 2-P10 @80

[ MIDDLE ] y (LCB : 17, POS : 1/2) z (LCB : 17, POS : 1/2)

Applied Shear Force (V_Ed) 174.408 kN 86.9321 kN
V_Ed / V_Rdc 174.408 / 131.473 = 1.327 86.9321 / 131.473 = 0.661
V_Ed / V_Rds 174.408 / 190.053 = 0.918 86.9321 / 79.1888 = 1.098
V_Ed / V_Rdmax 174.408 / 826.492 = 0.211 86.9321 / 826.492 = 0.105
Shear Ratio 0.918 < 1.000 ....... O.K 0.661 < 1.000 ....... O.K
Asw-H_req 0.00144 m^2/m, 2-P10 @100 0.00065 m^2/m, 2-P10 @100

[ JOINT : TOP ] y (LCB : 17, POS : I) z (LCB : 17, POS : I)

Ash.req / Ash.use 0.00088 / 0.00094 = 0.933 0.00088 / 0.00094 = 0.933
Joint Ratio 0.933 < 1.000 ....... O.K 0.933 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 100
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 5 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 336.784 / 380.824 = 0.884 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 260.921 / 295.919 = 0.882 < 1.000 ....... O.K
M_Edy / M_Rdy= 172.247 / 196.940 = 0.875 < 1.000 ....... O.K
M_Edz / M_Rdz= 195.986 / 220.868 = 0.887 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.086 / 0.650 = 0.132 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=48.28Deg.
N.A=45.65Deg. 5491.86 0.00
4050 5247.40 68.40
3325 4744.98 156.68
4051.65 242.05
2600
3250.52 302.71
1875 2479.37 335.11
1150 2013.50 345.57
425
1635.00 346.32
0 (381,296)
(337,261) 960.26 331.26
-300
M(kN-m) 164.38 275.82
-1025 -652.05 176.85
-1750 -1328.94 50.10
105

140

175

210

245

280

315

350

-1529.82 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 14, POS : J) z (LCB : 13, POS : J)
Applied Shear Force (V_Ed) 8.52317 kN 7.38189 kN
V_Ed / V_Rdc 8.52317 / 187.932 = 0.045 7.38189 / 187.887 = 0.039
V_Ed / V_Rds 8.52317 / 380.106 = 0.022 7.38189 / 380.106 = 0.019
V_Ed / V_Rdmax 8.52317 / 826.492 = 0.010 7.38189 / 826.492 = 0.009
Shear Ratio 0.045 < 1.000 ....... O.K 0.039 < 1.000 ....... O.K
Asw-H_req 0.00314 m^2/m, 2-P10 @50 0.00314 m^2/m, 2-P10 @50

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 186.425 kN 183.979 kN
V_Ed / V_Rdc 186.425 / 163.853 = 1.138 183.979 / 163.853 = 1.123
V_Ed / V_Rds 186.425 / 190.053 = 0.981 183.979 / 190.053 = 0.968
V_Ed / V_Rdmax 186.425 / 826.492 = 0.226 183.979 / 826.492 = 0.223
Shear Ratio 0.981 < 1.000 ....... O.K 0.968 < 1.000 ....... O.K
Asw-H_req 0.00154 m^2/m, 2-P10 @100 0.00152 m^2/m, 2-P10 @100

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00088 / 0.00094 = 0.933 0.00088 / 0.00094 = 0.933
Joint Ratio 0.933 < 1.000 ....... O.K 0.933 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 102
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 353.091 / 488.100 = 0.723 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 171.176 / 235.910 = 0.726 < 1.000 ....... O.K
M_Edy / M_Rdy= 171.030 / 235.714 = 0.726 < 1.000 ....... O.K
M_Edz / M_Rdz= 7.06182 / 9.61990 = 0.734 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.090 / 0.650 = 0.138 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=2.34Deg.
N.A=2.22Deg. 4873.92 0.00
3800 4277.35 122.07
3200 3693.04 206.72
3127.83 262.84
2600
2613.12 298.28
2000 2180.03 319.55
1400 1924.56 329.58
800
1749.81 328.55
1446.22 317.24
200 (488,236)
0 (353,171) 1016.85 293.08
-400 M(kN-m) 525.07 241.26
-1000 -245.33 118.33
105

140

175

210

245

280

315

350

-874.18 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 14, POS : I) z (LCB : 7, POS : I)
Applied Shear Force (V_Ed) 7.70710 kN 5.43330 kN
V_Ed / V_Rdc 7.70710 / 168.151 = 0.046 5.43330 / 167.995 = 0.032
V_Ed / V_Rds 7.70710 / 380.106 = 0.020 5.43330 / 380.106 = 0.014
V_Ed / V_Rdmax 7.70710 / 826.492 = 0.009 5.43330 / 826.492 = 0.007
Shear Ratio 0.046 < 1.000 ....... O.K 0.032 < 1.000 ....... O.K
Asw-H_req 0.00314 m^2/m, 2-P10 @50 0.00314 m^2/m, 2-P10 @50

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 159.125 kN 159.125 kN
V_Ed / V_Rdc 159.125 / 144.617 = 1.100 159.125 / 144.617 = 1.100
V_Ed / V_Rds 159.125 / 172.776 = 0.921 159.125 / 172.776 = 0.921
V_Ed / V_Rdmax 159.125 / 826.492 = 0.193 159.125 / 826.492 = 0.193
Shear Ratio 0.921 < 1.000 ....... O.K 0.921 < 1.000 ....... O.K
Asw-H_req 0.00132 m^2/m, 2-P10 @110 0.00132 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00080 / 0.00094 = 0.848 0.00080 / 0.00094 = 0.848
Joint Ratio 0.848 < 1.000 ....... O.K 0.848 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 103
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 14 - 5 - P20 Ast = 0.00439824 m^2 (Rhost = 0.022) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5491.86 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 336.784 / 380.824 = 0.884 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 260.921 / 295.919 = 0.882 < 1.000 ....... O.K
M_Edy / M_Rdy= 172.247 / 196.940 = 0.875 < 1.000 ....... O.K
M_Edz / M_Rdz= 195.986 / 220.868 = 0.887 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.086 / 0.650 = 0.132 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5500
5492 N_Rd(kN) M_Rd(kN-m)
4775 Theta=48.28Deg.
N.A=45.65Deg. 5491.86 0.00
4050 5247.40 68.40
3325 4744.98 156.68
4051.65 242.05
2600
3250.52 302.71
1875 2479.37 335.11
1150 2013.50 345.57
425
1635.00 346.32
0 (381,296)
(337,261) 960.26 331.26
-300
M(kN-m) 164.38 275.82
-1025 -652.05 176.85
-1750 -1328.94 50.10
105

140

175

210

245

280

315

350

-1529.82 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 14, POS : J) z (LCB : 7, POS : J)
Applied Shear Force (V_Ed) 8.52317 kN 7.38189 kN
V_Ed / V_Rdc 8.52317 / 187.932 = 0.045 7.38189 / 187.887 = 0.039
V_Ed / V_Rds 8.52317 / 380.106 = 0.022 7.38189 / 380.106 = 0.019
V_Ed / V_Rdmax 8.52317 / 826.492 = 0.010 7.38189 / 826.492 = 0.009
Shear Ratio 0.045 < 1.000 ....... O.K 0.039 < 1.000 ....... O.K
Asw-H_req 0.00314 m^2/m, 2-P10 @50 0.00314 m^2/m, 2-P10 @50

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 186.425 kN 183.979 kN
V_Ed / V_Rdc 186.425 / 163.853 = 1.138 183.979 / 163.853 = 1.123
V_Ed / V_Rds 186.425 / 190.053 = 0.981 183.979 / 190.053 = 0.968
V_Ed / V_Rdmax 186.425 / 826.492 = 0.226 183.979 / 826.492 = 0.223
Shear Ratio 0.981 < 1.000 ....... O.K 0.968 < 1.000 ....... O.K
Asw-H_req 0.00154 m^2/m, 2-P10 @100 0.00152 m^2/m, 2-P10 @100

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00088 / 0.00094 = 0.933 0.00088 / 0.00094 = 0.933
Joint Ratio 0.933 < 1.000 ....... O.K 0.933 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 91
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 259.316 / 308.731 = 0.840 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 172.972 / 208.818 = 0.828 < 1.000 ....... O.K
M_Edy / M_Rdy= 172.894 / 208.730 = 0.828 < 1.000 ....... O.K
M_Edz / M_Rdz= 5.18632 / 6.05667 = 0.856 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.099 / 0.650 = 0.152 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=1.66Deg.
N.A=1.29Deg. 4873.92 0.00
3800 4249.70 126.73
3200 3672.56 209.27
3113.51 264.24
2600
2603.84 299.22
2000 2174.47 320.49
1400 1920.95 330.64
800
1754.55 328.72
1454.71 317.76
200
0 (309,209)
(259,173) 1030.20 294.34
-400 M(kN-m) 557.99 246.02
-1000 -193.39 126.82
105

140

175

210

245

280

315

350

-874.18 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 10, POS : J) z (LCB : 10, POS : J)
Applied Shear Force (V_Ed) 12.1191 kN 0.18724 kN
V_Ed / V_Rdc 12.1191 / 155.464 = 0.078 0.18724 / 155.464 = 0.001
V_Ed / V_Rds 12.1191 / 271.504 = 0.045 0.18724 / 271.504 = 0.001
V_Ed / V_Rdmax 12.1191 / 826.492 = 0.015 0.18724 / 826.492 = 0.000
Shear Ratio 0.078 < 1.000 ....... O.K 0.001 < 1.000 ....... O.K
Asw-H_req 0.00224 m^2/m, 2-P10 @70 0.00224 m^2/m, 2-P10 @70

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 81.7704 kN 163.541 kN
V_Ed / V_Rdc 81.7704 / 116.774 = 0.700 163.541 / 116.774 = 1.400
V_Ed / V_Rds 81.7704 / 79.1888 = 1.033 163.541 / 172.776 = 0.947
V_Ed / V_Rdmax 81.7704 / 826.492 = 0.099 163.541 / 826.492 = 0.198
Shear Ratio 0.700 < 1.000 ....... O.K 0.947 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @110 0.00135 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 21, POS : I) z (LCB : 21, POS : I)

Ash.req / Ash.use 0.00110 / 0.00110 = 1.000 0.00110 / 0.00110 = 1.000
Joint Ratio 1.000 < 1.000 ....... O.K 1.000 < 1.000 ....... O.K
Ash.jnt 2-7 P10 2-7 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 93
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 124.218 / 181.848 = 0.683 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 132.777 / 196.305 = 0.676 < 1.000 ....... O.K
M_Edy / M_Rdy= 87.1180 / 131.237 = 0.664 < 1.000 ....... O.K
M_Edz / M_Rdz= 100.200 / 145.988 = 0.686 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.079 / 0.650 = 0.122 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=48.05Deg.
N.A=49.00Deg. 4873.92 0.00
3800 4671.53 56.35
3200 4231.47 137.08
3611.37 213.33
2600
2918.64 265.35
2000 2271.57 288.99
1400 1884.73 292.96
800
1575.33 287.11
1014.11 268.73
200
0 (182,196)
(124,133)
404.83 219.58
-400 M(kN-m) -188.46 143.31
-1000 -672.84 50.21
120

150

180

210

240

270

300

-874.18 0.00
30

60

90

3. Shear Capacity
[ END ] y (LCB : 22, POS : J) z (LCB : 22, POS : J)
Applied Shear Force (V_Ed) 79.9775 kN 79.9775 kN
V_Ed / V_Rdc 79.9775 / 142.754 = 0.560 79.9775 / 142.754 = 0.560
V_Ed / V_Rds 79.9775 / 158.378 = 0.505 79.9775 / 158.378 = 0.505
V_Ed / V_Rdmax 79.9775 / 826.492 = 0.097 79.9775 / 826.492 = 0.097
Shear Ratio 0.560 < 1.000 ....... O.K 0.560 < 1.000 ....... O.K
Asw-H_req 0.00131 m^2/m, 2-P10 @120 0.00131 m^2/m, 2-P10 @120

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 83.0334 kN 83.0334 kN
V_Ed / V_Rdc 83.0334 / 106.443 = 0.780 83.0334 / 106.443 = 0.780
V_Ed / V_Rds 83.0334 / 79.1888 = 1.049 83.0334 / 79.1888 = 1.049
V_Ed / V_Rdmax 83.0334 / 826.492 = 0.100 83.0334 / 826.492 = 0.100
Shear Ratio 0.780 < 1.000 ....... O.K 0.780 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ JOINT : TOP ] y (LCB : 21, POS : I) z (LCB : 21, POS : I)

Ash.req / Ash.use 0.00068 / 0.00079 = 0.862 0.00068 / 0.00079 = 0.862
Joint Ratio 0.862 < 1.000 ....... O.K 0.862 < 1.000 ....... O.K
Ash.jnt 2-5 P10 2-5 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 92
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 254.221 / 294.501 = 0.863 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 174.367 / 206.667 = 0.844 < 1.000 ....... O.K
M_Edy / M_Rdy= 174.152 / 206.430 = 0.844 < 1.000 ....... O.K
M_Edz / M_Rdz= 8.65485 / 9.89449 = 0.875 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.096 / 0.650 = 0.147 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=2.74Deg.
N.A=2.13Deg. 4873.92 0.00
3800 4274.88 122.48
3200 3691.22 206.94
3126.55 262.97
2600
2612.30 298.36
2000 2179.54 319.64
1400 1924.24 329.67
800
1750.23 328.56
1446.98 317.29
200
0 (295,207)
(254,174) 1018.04 293.20
-400 M(kN-m) 527.99 241.68
-1000 -240.73 119.07
105

140

175

210

245

280

315

350

-874.18 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 22, POS : J) z (LCB : 3, POS : J)
Applied Shear Force (V_Ed) 79.3569 kN 5.07697 kN
V_Ed / V_Rdc 79.3569 / 151.336 = 0.524 5.07697 / 151.531 = 0.034
V_Ed / V_Rds 79.3569 / 237.566 = 0.334 5.07697 / 237.566 = 0.021
V_Ed / V_Rdmax 79.3569 / 826.492 = 0.096 5.07697 / 826.492 = 0.006
Shear Ratio 0.524 < 1.000 ....... O.K 0.034 < 1.000 ....... O.K
Asw-H_req 0.00196 m^2/m, 2-P10 @80 0.00196 m^2/m, 2-P10 @80

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 81.9168 kN 163.834 kN
V_Ed / V_Rdc 81.9168 / 114.987 = 0.712 163.834 / 114.987 = 1.425
V_Ed / V_Rds 81.9168 / 79.1888 = 1.034 163.834 / 172.776 = 0.948
V_Ed / V_Rdmax 81.9168 / 826.492 = 0.099 163.834 / 826.492 = 0.198
Shear Ratio 0.712 < 1.000 ....... O.K 0.948 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @110 0.00135 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 21, POS : I) z (LCB : 21, POS : I)

Ash.req / Ash.use 0.00098 / 0.00110 = 0.889 0.00098 / 0.00110 = 0.889
Joint Ratio 0.889 < 1.000 ....... O.K 0.889 < 1.000 ....... O.K
Ash.jnt 2-7 P10 2-7 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 89
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 254.221 / 294.501 = 0.863 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 174.367 / 206.667 = 0.844 < 1.000 ....... O.K
M_Edy / M_Rdy= 174.152 / 206.430 = 0.844 < 1.000 ....... O.K
M_Edz / M_Rdz= 8.65485 / 9.89449 = 0.875 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.096 / 0.650 = 0.147 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=2.74Deg.
N.A=2.13Deg. 4873.92 0.00
3800 4274.88 122.48
3200 3691.22 206.94
3126.55 262.97
2600
2612.30 298.36
2000 2179.54 319.64
1400 1924.24 329.67
800
1750.23 328.56
1446.98 317.29
200
0 (295,207)
(254,174) 1018.04 293.20
-400 M(kN-m) 527.99 241.68
-1000 -240.73 119.07
105

140

175

210

245

280

315

350

-874.18 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 22, POS : J) z (LCB : 9, POS : J)
Applied Shear Force (V_Ed) 79.3569 kN 5.07697 kN
V_Ed / V_Rdc 79.3569 / 151.336 = 0.524 5.07697 / 151.531 = 0.034
V_Ed / V_Rds 79.3569 / 237.566 = 0.334 5.07697 / 237.566 = 0.021
V_Ed / V_Rdmax 79.3569 / 826.492 = 0.096 5.07697 / 826.492 = 0.006
Shear Ratio 0.524 < 1.000 ....... O.K 0.034 < 1.000 ....... O.K
Asw-H_req 0.00196 m^2/m, 2-P10 @80 0.00196 m^2/m, 2-P10 @80

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 81.9168 kN 163.834 kN
V_Ed / V_Rdc 81.9168 / 114.987 = 0.712 163.834 / 114.987 = 1.425
V_Ed / V_Rds 81.9168 / 79.1888 = 1.034 163.834 / 172.776 = 0.948
V_Ed / V_Rdmax 81.9168 / 826.492 = 0.099 163.834 / 826.492 = 0.198
Shear Ratio 0.712 < 1.000 ....... O.K 0.948 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @110 0.00135 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 21, POS : I) z (LCB : 21, POS : I)

Ash.req / Ash.use 0.00098 / 0.00110 = 0.889 0.00098 / 0.00110 = 0.889
Joint Ratio 0.889 < 1.000 ....... O.K 0.889 < 1.000 ....... O.K
Ash.jnt 2-7 P10 2-7 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 99
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 10 - 4 - P20 Ast = 0.0031416 m^2 (Rhost = 0.016) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 5079.90 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 178.849 / 185.842 = 0.962 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 211.594 / 224.375 = 0.943 < 1.000 ....... O.K
M_Edy / M_Rdy= 85.7691 / 92.0677 = 0.932 < 1.000 ....... O.K
M_Edz / M_Rdz= 193.431 / 204.616 = 0.945 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.077 / 0.650 = 0.118 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5250
5080 N_Rd(kN) M_Rd(kN-m)
4600 Theta=65.77Deg.
N.A=67.58Deg. 5079.90 0.00
3950 4800.04 69.19
3300 4255.32 162.09
3551.04 247.88
2650
2888.02 300.62
2000 2318.87 326.71
1350 1984.04 336.58
700
1702.33 337.49
1192.99 323.07
500 (186,224)
(179,212) 570.85 271.39
-600
M(kN-m) -174.92 176.64
-1250 -871.43 54.57
105

140

175

210

245

280

315

350

-1092.73 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 9, POS : J) z (LCB : 9, POS : J)
Applied Shear Force (V_Ed) 2.04105 kN 11.2025 kN
V_Ed / V_Rdc 2.04105 / 159.022 = 0.013 11.2025 / 159.022 = 0.070
V_Ed / V_Rds 2.04105 / 237.566 = 0.009 11.2025 / 237.566 = 0.047
V_Ed / V_Rdmax 2.04105 / 826.492 = 0.002 11.2025 / 826.492 = 0.014
Shear Ratio 0.013 < 1.000 ....... O.K 0.070 < 1.000 ....... O.K
Asw-H_req 0.00196 m^2/m, 2-P10 @80 0.00196 m^2/m, 2-P10 @80

[ MIDDLE ] y (LCB : 15, POS : 1/2) z (LCB : 15, POS : 1/2)

Applied Shear Force (V_Ed) 174.408 kN 86.9321 kN
V_Ed / V_Rdc 174.408 / 131.473 = 1.327 86.9321 / 131.473 = 0.661
V_Ed / V_Rds 174.408 / 190.053 = 0.918 86.9321 / 79.1888 = 1.098
V_Ed / V_Rdmax 174.408 / 826.492 = 0.211 86.9321 / 826.492 = 0.105
Shear Ratio 0.918 < 1.000 ....... O.K 0.661 < 1.000 ....... O.K
Asw-H_req 0.00144 m^2/m, 2-P10 @100 0.00065 m^2/m, 2-P10 @100

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00088 / 0.00094 = 0.933 0.00088 / 0.00094 = 0.933
Joint Ratio 0.933 < 1.000 ....... O.K 0.933 < 1.000 ....... O.K
Ash.jnt 2-6 P10 2-6 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
http://www.MidasUser.com
Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 90
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 17 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 259.316 / 308.731 = 0.840 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 172.972 / 208.818 = 0.828 < 1.000 ....... O.K
M_Edy / M_Rdy= 172.894 / 208.730 = 0.828 < 1.000 ....... O.K
M_Edz / M_Rdz= 5.18632 / 6.05667 = 0.856 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.099 / 0.650 = 0.152 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=1.66Deg.
N.A=1.29Deg. 4873.92 0.00
3800 4249.70 126.73
3200 3672.56 209.27
3113.51 264.24
2600
2603.84 299.22
2000 2174.47 320.49
1400 1920.95 330.64
800
1754.55 328.72
1454.71 317.76
200
0 (309,209)
(259,173) 1030.20 294.34
-400 M(kN-m) 557.99 246.02
-1000 -193.39 126.82
105

140

175

210

245

280

315

350

-874.18 0.00
35

70

3. Shear Capacity
[ END ] y (LCB : 10, POS : J) z (LCB : 10, POS : J)
Applied Shear Force (V_Ed) 12.1191 kN 0.18724 kN
V_Ed / V_Rdc 12.1191 / 155.464 = 0.078 0.18724 / 155.464 = 0.001
V_Ed / V_Rds 12.1191 / 271.504 = 0.045 0.18724 / 271.504 = 0.001
V_Ed / V_Rdmax 12.1191 / 826.492 = 0.015 0.18724 / 826.492 = 0.000
Shear Ratio 0.078 < 1.000 ....... O.K 0.001 < 1.000 ....... O.K
Asw-H_req 0.00224 m^2/m, 2-P10 @70 0.00224 m^2/m, 2-P10 @70

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 81.7704 kN 163.541 kN
V_Ed / V_Rdc 81.7704 / 116.774 = 0.700 163.541 / 116.774 = 1.400
V_Ed / V_Rds 81.7704 / 79.1888 = 1.033 163.541 / 172.776 = 0.947
V_Ed / V_Rdmax 81.7704 / 826.492 = 0.099 163.541 / 826.492 = 0.198
Shear Ratio 0.700 < 1.000 ....... O.K 0.947 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @110 0.00135 m^2/m, 2-P10 @110

[ JOINT : TOP ] y (LCB : 21, POS : I) z (LCB : 21, POS : I)

Ash.req / Ash.use 0.00110 / 0.00110 = 1.000 0.00110 / 0.00110 = 1.000
Joint Ratio 1.000 < 1.000 ....... O.K 1.000 < 1.000 ....... O.K
Ash.jnt 2-7 P10 2-7 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 54
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 4 - 2 - P20 Ast = 0.00125664 m^2 (Rhost = 0.006) y

2. Axial and Moments Capacity

0.0635
Load Combination : 19 (Pos : J)
Concentric Max. Axial Load N_Rdmax = 4461.96 kN 0.45
Axial Load Ratio N_Ed / N_Rd = -4.1230 / 10.0307 = 0.411 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 35.2470 / 84.2831 = 0.418 < 1.000 ....... O.K
M_Edy / M_Rdy= 1.67668 / 3.94677 = 0.425 < 1.000 ....... O.K
M_Edz / M_Rdz= 35.2071 / 84.1907 = 0.418 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)4500
4462 N_Rd(kN) M_Rd(kN-m)
4000 Theta=87.32Deg.
N.A=89.40Deg. 4461.96 0.00
3500 3854.11 120.16
3000 3321.36 196.79
2835.64 245.79
2500
2407.39 274.66
2000 2059.45 290.07
1500 1860.16 296.38
1000
1729.51 293.55
1495.82 282.84
500
1193.21 259.96
-00 812.53 216.11
(-4,35)(-10,84) M(kN-m)
-500 185.74 117.64
120

150

180

210

240

270

300

-437.09 0.00
30

60

90

3. Shear Capacity
[ END ] y (LCB : 20, POS : J) z (LCB : 17, POS : I)
Applied Shear Force (V_Ed) 23.6085 kN 16.2210 kN
V_Ed / V_Rdc 23.6085 / 0.00000 = 0.000 16.2210 / 103.293 = 0.157
V_Ed / V_Rds 23.6085 / 79.1888 = 0.298 16.2210 / 79.1888 = 0.205
V_Ed / V_Rdmax 23.6085 / 826.492 = 0.029 16.2210 / 826.492 = 0.020
Shear Ratio 0.298 < 1.000 ....... O.K 0.157 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 17, POS : 1/2)

Applied Shear Force (V_Ed) 23.6085 kN 16.2210 kN
V_Ed / V_Rdc 23.6085 / 0.00000 = 0.000 16.2210 / 103.945 = 0.156
V_Ed / V_Rds 23.6085 / 79.1888 = 0.298 16.2210 / 79.1888 = 0.205
V_Ed / V_Rdmax 23.6085 / 826.492 = 0.029 16.2210 / 826.492 = 0.020
Shear Ratio 0.298 < 1.000 ....... O.K 0.156 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00037 / 0.00047 = 0.778 0.00037 / 0.00047 = 0.778
Joint Ratio 0.778 < 1.000 ....... O.K 0.778 < 1.000 ....... O.K
Ash.jnt 2-3 P10 2-3 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 55
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 4 - 2 - P20 Ast = 0.00125664 m^2 (Rhost = 0.006) y

2. Axial and Moments Capacity

0.0635
Load Combination : 19 (Pos : J)
Concentric Max. Axial Load N_Rdmax = 4461.96 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 46.7926 / 147.482 = 0.317 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 35.5784 / 111.148 = 0.320 < 1.000 ....... O.K
M_Edy / M_Rdy= 0.99687 / 3.01935 = 0.330 < 1.000 ....... O.K
M_Edz / M_Rdz= 35.5644 / 111.107 = 0.320 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)4500
4462 N_Rd(kN) M_Rd(kN-m)
4000 Theta=88.44Deg.
N.A=89.50Deg. 4461.96 0.00
3500 3851.39 120.61
3000 3319.39 197.03
2834.32 245.91
2500
2406.60 274.73
2000 2059.06 290.14
1500 1859.98 296.46
1000
1730.00 293.57
1496.69 282.89
500
1194.57 260.09
-00 (147,111) 815.45 216.53
(47,36)
M(kN-m) 190.22 118.39
-500
120

150

180

210

240

270

300

-437.09 0.00
30

60

90

3. Shear Capacity
[ END ] y (LCB : 20, POS : I) z (LCB : 15, POS : I)
Applied Shear Force (V_Ed) 24.2305 kN 13.2949 kN
V_Ed / V_Rdc 24.2305 / 84.1363 = 0.288 13.2949 / 115.522 = 0.115
V_Ed / V_Rds 24.2305 / 79.1888 = 0.306 13.2949 / 79.1888 = 0.168
V_Ed / V_Rdmax 24.2305 / 826.492 = 0.029 13.2949 / 826.492 = 0.016
Shear Ratio 0.288 < 1.000 ....... O.K 0.115 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 15, POS : 1/2)

Applied Shear Force (V_Ed) 24.2305 kN 13.2949 kN
V_Ed / V_Rdc 24.2305 / 84.7885 = 0.286 13.2949 / 116.175 = 0.114
V_Ed / V_Rds 24.2305 / 79.1888 = 0.306 13.2949 / 79.1888 = 0.168
V_Ed / V_Rdmax 24.2305 / 826.492 = 0.029 13.2949 / 826.492 = 0.016
Shear Ratio 0.286 < 1.000 ....... O.K 0.114 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00037 / 0.00047 = 0.778 0.00037 / 0.00047 = 0.778
Joint Ratio 0.778 < 1.000 ....... O.K 0.778 < 1.000 ....... O.K
Ash.jnt 2-3 P10 2-3 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 88
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 8 - 3 - P20 Ast = 0.00251328 m^2 (Rhost = 0.012) y

2. Axial and Moments Capacity

0.0635
Load Combination : 15 (Pos : I)
Concentric Max. Axial Load N_Rdmax = 4873.92 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 124.218 / 181.848 = 0.683 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 132.777 / 196.305 = 0.676 < 1.000 ....... O.K
M_Edy / M_Rdy= 87.1180 / 131.237 = 0.664 < 1.000 ....... O.K
M_Edz / M_Rdz= 100.200 / 145.988 = 0.686 < 1.000 ....... O.K
Normalized Axial Load Ratio Nu_d / 0.65 = 0.079 / 0.650 = 0.122 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)5000
4874 N_Rd(kN) M_Rd(kN-m)
4400 Theta=48.05Deg.
N.A=49.00Deg. 4873.92 0.00
3800 4671.53 56.35
3200 4231.47 137.08
3611.37 213.33
2600
2918.64 265.35
2000 2271.57 288.99
1400 1884.73 292.96
800
1575.33 287.11
1014.11 268.73
200
0 (182,196)
(124,133)
404.83 219.58
-400 M(kN-m) -188.46 143.31
-1000 -672.84 50.21
120

150

180

210

240

270

300

-874.18 0.00
30

60

90

3. Shear Capacity
[ END ] y (LCB : 22, POS : J) z (LCB : 22, POS : J)
Applied Shear Force (V_Ed) 79.9775 kN 79.9775 kN
V_Ed / V_Rdc 79.9775 / 142.754 = 0.560 79.9775 / 142.754 = 0.560
V_Ed / V_Rds 79.9775 / 158.378 = 0.505 79.9775 / 158.378 = 0.505
V_Ed / V_Rdmax 79.9775 / 826.492 = 0.097 79.9775 / 826.492 = 0.097
Shear Ratio 0.560 < 1.000 ....... O.K 0.560 < 1.000 ....... O.K
Asw-H_req 0.00131 m^2/m, 2-P10 @120 0.00131 m^2/m, 2-P10 @120

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 20, POS : 1/2)

Applied Shear Force (V_Ed) 83.0334 kN 83.0334 kN
V_Ed / V_Rdc 83.0334 / 106.443 = 0.780 83.0334 / 106.443 = 0.780
V_Ed / V_Rds 83.0334 / 79.1888 = 1.049 83.0334 / 79.1888 = 1.049
V_Ed / V_Rdmax 83.0334 / 826.492 = 0.100 83.0334 / 826.492 = 0.100
Shear Ratio 0.780 < 1.000 ....... O.K 0.780 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ JOINT : TOP ] y (LCB : 21, POS : I) z (LCB : 21, POS : I)

Ash.req / Ash.use 0.00068 / 0.00079 = 0.862 0.00068 / 0.00079 = 0.862
Joint Ratio 0.862 < 1.000 ....... O.K 0.862 < 1.000 ....... O.K
Ash.jnt 2-5 P10 2-5 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 39
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 4 - 2 - P20 Ast = 0.00125664 m^2 (Rhost = 0.006) y

2. Axial and Moments Capacity

0.0635
Load Combination : 21 (Pos : J)
Concentric Max. Axial Load N_Rdmax = 4461.96 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 302.180 / 2145.90 = 0.141 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 40.4511 / 280.973 = 0.144 < 1.000 ....... O.K
M_Edy / M_Rdy= 6.04360 / 40.7194 = 0.148 < 1.000 ....... O.K
M_Edz / M_Rdz= 39.9971 / 278.007 = 0.144 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)4500
4462 N_Rd(kN) M_Rd(kN-m)
4000 Theta=81.67Deg.
N.A=77.59Deg. 4461.96 0.00
3500 4157.85 69.67
3000 3565.05 165.62
2996.25 230.50
2500
2499.11 266.15
2000 (2146,281) 2099.22 282.36
1500 1872.15 287.44
1000
1696.79 285.41
1368.28 271.61
500
970.88 234.34
-00 (302,40)
462.97 167.75
M(kN-m) -168.68 63.67
-500
120

150

180

210

240

270

300

-437.09 0.00
30

60

90

3. Shear Capacity
[ END ] y (LCB : 20, POS : I) z (LCB : 17, POS : I)
Applied Shear Force (V_Ed) 34.1656 kN 16.8243 kN
V_Ed / V_Rdc 34.1656 / 115.894 = 0.295 16.8243 / 125.528 = 0.134
V_Ed / V_Rds 34.1656 / 79.1888 = 0.431 16.8243 / 79.1888 = 0.212
V_Ed / V_Rdmax 34.1656 / 826.492 = 0.041 16.8243 / 826.492 = 0.020
Shear Ratio 0.295 < 1.000 ....... O.K 0.134 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 17, POS : 1/2)

Applied Shear Force (V_Ed) 34.1656 kN 16.8243 kN
V_Ed / V_Rdc 34.1656 / 116.547 = 0.293 16.8243 / 126.180 = 0.133
V_Ed / V_Rds 34.1656 / 79.1888 = 0.431 16.8243 / 79.1888 = 0.212
V_Ed / V_Rdmax 34.1656 / 826.492 = 0.041 16.8243 / 826.492 = 0.020
Shear Ratio 0.293 < 1.000 ....... O.K 0.133 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00037 / 0.00047 = 0.778 0.00037 / 0.00047 = 0.778
Joint Ratio 0.778 < 1.000 ....... O.K 0.778 < 1.000 ....... O.K
Ash.jnt 2-3 P10 2-3 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 40
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 4 - 2 - P20 Ast = 0.00125664 m^2 (Rhost = 0.006) y

2. Axial and Moments Capacity

0.0635
Load Combination : 21 (Pos : J)
Concentric Max. Axial Load N_Rdmax = 4461.96 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 373.736 / 2523.87 = 0.148 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 39.8851 / 263.707 = 0.151 < 1.000 ....... O.K
M_Edy / M_Rdy= 7.47472 / 50.8045 = 0.147 < 1.000 ....... O.K
M_Edz / M_Rdz= 39.1785 / 258.767 = 0.151 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)4500
4462 N_Rd(kN) M_Rd(kN-m)
4000 Theta=78.89Deg.
N.A=74.25Deg. 4461.96 0.00
3500 4195.42 63.50
3000 3635.39 156.41
3041.71 225.90
2500
(2524,264) 2523.87 263.71
2000 2108.27 280.24
1500 1868.80 284.46
1000
1678.65 280.71
1322.28 266.60
500
902.93 226.16
(374,40)
-00 367.34 155.69
M(kN-m) -191.58 59.44
-500
120

150

180

210

240

270

300

-437.09 0.00
30

60

90

3. Shear Capacity
[ END ] y (LCB : 20, POS : I) z (LCB : 15, POS : I)
Applied Shear Force (V_Ed) 32.8415 kN 21.3081 kN
V_Ed / V_Rdc 32.8415 / 116.770 = 0.281 21.3081 / 116.847 = 0.182
V_Ed / V_Rds 32.8415 / 79.1888 = 0.415 21.3081 / 79.1888 = 0.269
V_Ed / V_Rdmax 32.8415 / 826.492 = 0.040 21.3081 / 826.492 = 0.026
Shear Ratio 0.281 < 1.000 ....... O.K 0.182 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 15, POS : 1/2)

Applied Shear Force (V_Ed) 32.8415 kN 21.3081 kN
V_Ed / V_Rdc 32.8415 / 117.422 = 0.280 21.3081 / 117.499 = 0.181
V_Ed / V_Rds 32.8415 / 79.1888 = 0.415 21.3081 / 79.1888 = 0.269
V_Ed / V_Rdmax 32.8415 / 826.492 = 0.040 21.3081 / 826.492 = 0.026
Shear Ratio 0.280 < 1.000 ....... O.K 0.181 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00037 / 0.00047 = 0.778 0.00037 / 0.00047 = 0.778
Joint Ratio 0.778 < 1.000 ....... O.K 0.778 < 1.000 ....... O.K
Ash.jnt 2-3 P10 2-3 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 43
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 4 - 2 - P20 Ast = 0.00125664 m^2 (Rhost = 0.006) y

2. Axial and Moments Capacity

0.0635
Load Combination : 21 (Pos : J)
Concentric Max. Axial Load N_Rdmax = 4461.96 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 373.736 / 2523.87 = 0.148 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 39.8851 / 263.707 = 0.151 < 1.000 ....... O.K
M_Edy / M_Rdy= 7.47472 / 50.8045 = 0.147 < 1.000 ....... O.K
M_Edz / M_Rdz= 39.1785 / 258.767 = 0.151 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)4500
4462 N_Rd(kN) M_Rd(kN-m)
4000 Theta=78.89Deg.
N.A=74.25Deg. 4461.96 0.00
3500 4195.42 63.50
3000 3635.39 156.41
3041.71 225.90
2500
(2524,264) 2523.87 263.71
2000 2108.27 280.24
1500 1868.80 284.46
1000
1678.65 280.71
1322.28 266.60
500
902.93 226.16
(374,40)
-00 367.34 155.69
M(kN-m) -191.58 59.44
-500
120

150

180

210

240

270

300

-437.09 0.00
30

60

90

3. Shear Capacity
[ END ] y (LCB : 20, POS : I) z (LCB : 17, POS : I)
Applied Shear Force (V_Ed) 32.8415 kN 21.3081 kN
V_Ed / V_Rdc 32.8415 / 116.770 = 0.281 21.3081 / 116.847 = 0.182
V_Ed / V_Rds 32.8415 / 79.1888 = 0.415 21.3081 / 79.1888 = 0.269
V_Ed / V_Rdmax 32.8415 / 826.492 = 0.040 21.3081 / 826.492 = 0.026
Shear Ratio 0.281 < 1.000 ....... O.K 0.182 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 17, POS : 1/2)

Applied Shear Force (V_Ed) 32.8415 kN 21.3081 kN
V_Ed / V_Rdc 32.8415 / 117.422 = 0.280 21.3081 / 117.499 = 0.181
V_Ed / V_Rds 32.8415 / 79.1888 = 0.415 21.3081 / 79.1888 = 0.269
V_Ed / V_Rdmax 32.8415 / 826.492 = 0.040 21.3081 / 826.492 = 0.026
Shear Ratio 0.280 < 1.000 ....... O.K 0.181 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00037 / 0.00047 = 0.778 0.00037 / 0.00047 = 0.778
Joint Ratio 0.778 < 1.000 ....... O.K 0.778 < 1.000 ....... O.K
Ash.jnt 2-3 P10 2-3 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
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Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 44
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 4 - 2 - P20 Ast = 0.00125664 m^2 (Rhost = 0.006) y

2. Axial and Moments Capacity

0.0635
Load Combination : 21 (Pos : J)
Concentric Max. Axial Load N_Rdmax = 4461.96 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 302.180 / 2145.90 = 0.141 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 40.4511 / 280.973 = 0.144 < 1.000 ....... O.K
M_Edy / M_Rdy= 6.04360 / 40.7194 = 0.148 < 1.000 ....... O.K
M_Edz / M_Rdz= 39.9971 / 278.007 = 0.144 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)4500
4462 N_Rd(kN) M_Rd(kN-m)
4000 Theta=81.67Deg.
N.A=77.59Deg. 4461.96 0.00
3500 4157.85 69.67
3000 3565.05 165.62
2996.25 230.50
2500
2499.11 266.15
2000 (2146,281) 2099.22 282.36
1500 1872.15 287.44
1000
1696.79 285.41
1368.28 271.61
500
970.88 234.34
-00 (302,40)
462.97 167.75
M(kN-m) -168.68 63.67
-500
120

150

180

210

240

270

300

-437.09 0.00
30

60

90

3. Shear Capacity
[ END ] y (LCB : 20, POS : I) z (LCB : 15, POS : I)
Applied Shear Force (V_Ed) 34.1656 kN 16.8243 kN
V_Ed / V_Rdc 34.1656 / 115.894 = 0.295 16.8243 / 125.528 = 0.134
V_Ed / V_Rds 34.1656 / 79.1888 = 0.431 16.8243 / 79.1888 = 0.212
V_Ed / V_Rdmax 34.1656 / 826.492 = 0.041 16.8243 / 826.492 = 0.020
Shear Ratio 0.295 < 1.000 ....... O.K 0.134 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 15, POS : 1/2)

Applied Shear Force (V_Ed) 34.1656 kN 16.8243 kN
V_Ed / V_Rdc 34.1656 / 116.547 = 0.293 16.8243 / 126.180 = 0.133
V_Ed / V_Rds 34.1656 / 79.1888 = 0.431 16.8243 / 79.1888 = 0.212
V_Ed / V_Rdmax 34.1656 / 826.492 = 0.041 16.8243 / 826.492 = 0.020
Shear Ratio 0.293 < 1.000 ....... O.K 0.133 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00037 / 0.00047 = 0.778 0.00037 / 0.00047 = 0.778
Joint Ratio 0.778 < 1.000 ....... O.K 0.778 < 1.000 ....... O.K
Ash.jnt 2-3 P10 2-3 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
http://www.MidasUser.com
Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 50
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 4 - 2 - P20 Ast = 0.00125664 m^2 (Rhost = 0.006) y

2. Axial and Moments Capacity

0.0635
Load Combination : 19 (Pos : J)
Concentric Max. Axial Load N_Rdmax = 4461.96 kN 0.45
Axial Load Ratio N_Ed / N_Rd = 46.7926 / 148.974 = 0.314 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 35.5767 / 111.400 = 0.319 < 1.000 ....... O.K
M_Edy / M_Rdy= 0.93585 / 2.83546 = 0.330 < 1.000 ....... O.K
M_Edz / M_Rdz= 35.5644 / 111.364 = 0.319 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)4500
4462 N_Rd(kN) M_Rd(kN-m)
4000 Theta=88.54Deg.
N.A=89.53Deg. 4461.96 0.00
3500 3850.51 120.76
3000 3318.75 197.11
2833.90 245.95
2500
2406.35 274.76
2000 2058.94 290.16
1500 1859.93 296.48
1000
1730.15 293.57
1496.97 282.91
500
1195.01 260.13
-00 (149,111) 816.40 216.66
(47,36)
M(kN-m) 191.67 118.63
-500
120

150

180

210

240

270

300

-437.09 0.00
30

60

90

3. Shear Capacity
[ END ] y (LCB : 20, POS : I) z (LCB : 17, POS : I)
Applied Shear Force (V_Ed) 24.2305 kN 13.2949 kN
V_Ed / V_Rdc 24.2305 / 84.1363 = 0.288 13.2949 / 115.522 = 0.115
V_Ed / V_Rds 24.2305 / 79.1888 = 0.306 13.2949 / 79.1888 = 0.168
V_Ed / V_Rdmax 24.2305 / 826.492 = 0.029 13.2949 / 826.492 = 0.016
Shear Ratio 0.288 < 1.000 ....... O.K 0.115 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 17, POS : 1/2)

Applied Shear Force (V_Ed) 24.2305 kN 13.2949 kN
V_Ed / V_Rdc 24.2305 / 84.7885 = 0.286 13.2949 / 116.175 = 0.114
V_Ed / V_Rds 24.2305 / 79.1888 = 0.306 13.2949 / 79.1888 = 0.168
V_Ed / V_Rdmax 24.2305 / 826.492 = 0.029 13.2949 / 826.492 = 0.016
Shear Ratio 0.286 < 1.000 ....... O.K 0.114 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00037 / 0.00047 = 0.778 0.00037 / 0.00047 = 0.778
Joint Ratio 0.778 < 1.000 ....... O.K 0.778 < 1.000 ....... O.K
Ash.jnt 2-3 P10 2-3 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
http://www.MidasUser.com
Gen 2021
midas Gen RC Column Design Result
Company Project Title
Author ASD File Name C:\...\STRUCT2.mgb

1. Design Condition z
Design Code : Eurocode2:04 UNIT SYSTEM: kN, m
Member Number: 51
Material Data : fck = 30000, fyk = 400000, fyw = 400000 KPa
Column Height : 2m
Section Property : POTEAU (No : 2)

0.45
Rebar Pattern : 4 - 2 - P20 Ast = 0.00125664 m^2 (Rhost = 0.006) y

2. Axial and Moments Capacity

0.0635
Load Combination : 19 (Pos : J)
Concentric Max. Axial Load N_Rdmax = 4461.96 kN 0.45
Axial Load Ratio N_Ed / N_Rd = -4.1230 / 9.99140 = 0.413 < 1.000 ....... O.K
Moment Ratio M_Ed / M_Rd = 35.3292 / 84.3576 = 0.419 < 1.000 ....... O.K
M_Edy / M_Rdy= 2.93452 / 6.76428 = 0.434 < 1.000 ....... O.K
M_Edz / M_Rdz= 35.2071 / 84.0860 = 0.419 < 1.000 ....... O.K

M-N Interaction Diagram

N(kN)4500
4462 N_Rd(kN) M_Rd(kN-m)
4000 Theta=85.40Deg.
N.A=88.96Deg. 4461.96 0.00
3500 3866.88 118.02
3000 3330.62 195.66
2841.85 245.23
2500
2411.07 274.33
2000 2061.24 289.75
1500 1860.95 296.02
1000
1727.24 293.47
1491.75 282.59
500
1186.80 259.36
-00 798.79 214.17
(-4,35)(-10,84) M(kN-m)
-500 164.75 114.14
120

150

180

210

240

270

300

-437.09 0.00
30

60

90

3. Shear Capacity
[ END ] y (LCB : 20, POS : J) z (LCB : 15, POS : I)
Applied Shear Force (V_Ed) 23.6085 kN 16.2210 kN
V_Ed / V_Rdc 23.6085 / 0.00000 = 0.000 16.2210 / 103.293 = 0.157
V_Ed / V_Rds 23.6085 / 79.1888 = 0.298 16.2210 / 79.1888 = 0.205
V_Ed / V_Rdmax 23.6085 / 826.492 = 0.029 16.2210 / 826.492 = 0.020
Shear Ratio 0.298 < 1.000 ....... O.K 0.157 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ MIDDLE ] y (LCB : 20, POS : 1/2) z (LCB : 15, POS : 1/2)

Applied Shear Force (V_Ed) 23.6085 kN 16.2210 kN
V_Ed / V_Rdc 23.6085 / 0.00000 = 0.000 16.2210 / 103.945 = 0.156
V_Ed / V_Rds 23.6085 / 79.1888 = 0.298 16.2210 / 79.1888 = 0.205
V_Ed / V_Rdmax 23.6085 / 826.492 = 0.029 16.2210 / 826.492 = 0.020
Shear Ratio 0.298 < 1.000 ....... O.K 0.156 < 1.000 ....... O.K
Asw-H_req 0.00065 m^2/m, 2-P10 @240 0.00065 m^2/m, 2-P10 @240

[ JOINT : TOP ] y (LCB : 15, POS : I) z (LCB : 15, POS : I)

Ash.req / Ash.use 0.00037 / 0.00047 = 0.778 0.00037 / 0.00047 = 0.778
Joint Ratio 0.778 < 1.000 ....... O.K 0.778 < 1.000 ....... O.K
Ash.jnt 2-3 P10 2-3 P10

Modeling, Integrated Design & Analysis Software Print Date/Time : 12/04/2024 12:45
http://www.MidasUser.com
Gen 2021