primary beam
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User :
Company :
Project : Multi Storey Building
Beam Ident : Primary Beam
Comment :
File :
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Primary Beam
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Parameters
General Parameters
Non composite Beam
Configuration : Straight beam with constant height
Cutting : Process ArcelorMittal Cellular Beam
End supports : Simply supported beam
Horizontal span length : L = 16.70 m
Total number of openings : n = 19
Diameter of the openings : a0 = 497.5 mm
Spacing between openings center : e = 870.6 mm
Web post width : w = e - a0 = 373.1 mm
Web post slenderness : = e / a0 = 1.750
End web posts widths : wend,l = 265.6 mm wend,r = 265.6 mmHeight of the cellular beam : Ht = 788.0 mm
Mass : m = 3810 kg
Total paint surface : S = 39.74 m2
Paint surface (without upper face) : S' = 34.54 m2
Massiveness : M = 81.87 m-1
Massiveness (without upper face) : M' = 71.16 m-1
Ratio of flanges area : (bf tf)max / (bf tf)min = 1.00 < 4.50
Ratio Ht / a0 : Ht / a0 = 1.58 1.25 < Ht / a0 < 4.00
Opening slenderness : = a0 / tw = 27.04 < 90.00Web slenderness : hw / tw = 37.62 < 124.0 w = 88.63
Position o f the beam
The studied beam is an intermediate beam.
Spacing of the beam - to the adjacent left beam : L1 = 7.600 m
- to the adjacent rigth beam : L2 = 7.600 m
Width for the calculation of the surface loads supported by the beam :
on the left side : d1 = 3.800 m
on the right side : d2
= 3.800 m
Total width : d1 + d2 = 7.600 m
Lateral restraint
Continuous lateral restraint of the flanges
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Cross-section Upper chord Lower chord
Base profile UB 610 x 305 x 238 UB 610 x 305 x 238
Grade S460 S460
ht (mm) 635.8 635.8
bf (mm) 311.4 311.4
tf (mm) 31.4 31.4
tw (mm) 18.4 18.4
rc (mm) 16.5 16.5
Cross-section at web-post
788.0
311.4
311.4
72
5.2
394.0
394.0
Cross-section at opening no 1
788.0
692.2
497.5
145.2
14
5.2
Cross-section properties Gross section Net section
Area (cm2) 331.3 239.8
Position of the centroid (mm) 394.0 394.0
Inertia /yy (cm 4) 341469 322590
Inertia /zz (cm 4) 15843 15817
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Load cases
Permanent loads (G)
Dead load : 2.24 kN/m
Arising from : Mass of the steel beam : 3810 kgReactions at supports : Left end : RAv = 18.69 kN
Right end : RBv = 18.69 kN
Live loads 1 (Q1)
Psi factor 0 = 1.00
Distributed loads : Location Intensity Location Intensity Orientation
x1 (m) q1 (kN/m) x2 (m) q2 (kN/m)
1 0.0 62.90 16.70 62.90 Normal
Reactions at supports : Left end : RAv = 525.22 kN
Right end : RBv = 525.22 kN
Partial factors
Factors on the loads : G.sup = 1.350
G.inf = 1.000
Q = 1.000
Factors on the resistance : M0 = 1.000
M1 = 1.000
M2 = 1.250
M,fi = 1.000
Steel properties
Both chords
Steel S460 M/ML
Reduction curve from EC3
Standard EN 10025-4 : 2004
Flange fy | fu (MPa) 460 | 540
Web fy | fu (MPa) 460 | 540
Cross-section fy | fu (MPa) 460 | 540
Cross-section 0.715
Databases 2105-01
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Load combinations
Ultimate Limit States U1 = 1.35 G + 1.00 Q1
U2 = 1.35 G + 1.00 Q1
Serviceability Limit States S1 = 1.00 G + 1.00 Q1
S2 = 1.00 G + 1.00 Q1S3 = 1.00 G
S4 = 1.00 G + 1.00 Q1
Fire Ultimate Limite States No combination
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788.0
394.0 394.0
497.5
1
2
3
4
5
x=
514.4
x
=1385.0
x=22
55.6
x=
312
6.2
x=
3996.9
x=
94
9.7
x=1
82
0.3
x=2
690.9
x=3561.6
x=44
3
2.2
265.6
497.5
37
3.1
87
0.6
Spanlen
gth=1
6.7
0m
MAIN
SE
C
TION
S
Sectionn
o1
x=
0.0
En
d
Sectionn
o2
x=7
9.1
Sectionn
o3
x=
514.4
Cell
Sectionn
o4
x=
94
9.7
Webpost
Se
ctionn
o5
x
=1385.0
Cell
Sectionn
o6
x=1
82
0.3
Webpost
Sectionn
o
7
x=22
55.6
Cell
Sectionn
o8
x=2
690.9
Webpost
Sectionn
o9
x=
312
6.2
Cell
Sectionn
o1
0
x=3561.6
Webpost
Sectionn
o11
x=
3996.9
Cell
Sectionn
o12
x=44
3
2.2
Webp
ost
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497.56
7
8
9
10
x=4
867.5
x=
57
38.1
x=
6608.7
x=747
9.4
x=
8350.0
x=
5302.8
x=
617
3.4
x
=7044.1
x=7
914.7
x=
87
85.3
497.5
37
3.1
87
0.6
Spanlen
gth=1
6.7
0m
MAIN
SE
CTION
S
Sectionn
o12
x=44
32.2
Webpost
Sectionn
o1
3
x=4
867.5
Cell
Sectionn
o14
x=
5302.8
Webpost
Sectionn
o1
5
x=
57
38.1
Cell
Sectionn
o1
6
x=
617
3.4
Webpost
Sectionn
o17
x=
6608.7
Cell
Se
ctionn
o1
8
x
=7044.1
Webpost
Sectionn
o1
9
x=747
9.4
Cell
Sectionn
o
20
x=7
914.7
Webpos
t
Sectionn
o21
x=
8350.0
Cell
Sectionn
o22
x=
87
85.3
Webpost
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497.511
12
13
14
15
x=
922
0.6
x=1
0091.3
x=1
0961.9
x=11
832.5
x=127
03.1
x=
9655.9
x=1
052
6.6
x
=11
397.2
x=122
67.
8
x=1
31
38.4
497.5
37
3.1
87
0.6
Spanlen
gth=1
6.7
0m
MAIN
SE
CTION
S
Sectionn
o22
x=
87
85.3
Webpost
Sectionn
o2
3
x=
922
0.6
Cell
Sectionn
o24
x=
9655.9
Webpost
Sectionn
o2
5
x=1
0091.3
Cell
Sectionn
o2
6
x=1
052
6.6
Webpost
Sectionn
o27
x=1
0961.9
Cell
Se
ctionn
o2
8
x
=11
397.2
Webpost
Sectionn
o2
9
x=11
832.5
Cell
Sectionn
o
30
x=122
67.
8
Webpos
t
Sectionn
o31
x=127
03.1
Cell
Sectionn
o32
x=1
31
38.4
Webpost
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788.0394.0 394.0
497.516
17
18
19
x=1
3573.8
x=14444.4
x=1
531
5.0
x=1
61
85.6
x=14
009.1
x=14
87
9.7
x
=157
50.3
265.6
497.5
37
3.1
87
0.6
Spanlen
gth=1
6.7
0m
MAIN
SE
CTION
S
Sectionn
o32
x=1
31
38.4
Webpost
Sectionn
o33
x=1
3573.8
Cell
Sectionn
o34
x=14
009.1
Webpost
Sectionn
o35
x=14444.4
Cell
Sectionn
o36
x=14
87
9.7
Webpost
Sectionn
o37
x=1
531
5.0
Cell
Se
ctionn
o38
x
=157
50.3
Webpost
Sectionn
o39
x=1
61
85.6
Cell
Sectionn
o
40
x=1
662
0.
9
Section
no41
x=1
67
00.0
En
d
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Section properties of the chord in relation with the angle
Al l openings - a 0 = 497.5 mm
h A Av zG Iy Am/V zANP Wpl() (mm) (cm2) (cm2) (mm) (cm4) (m-1) (mm) (cm3)
0 145.2 119.89 30.18 116.65 1216.57 75.0 125.98 227.21 145.3 119.92 30.19 116.70 1218.08 75.0 126.03 227.32 145.5 119.99 30.23 116.85 1222.60 75.0 126.20 227.83 145.8 120.12 30.28 117.09 1230.18 74.9 126.48 228.64 146.2 120.29 30.36 117.44 1240.85 74.9 126.87 229.75 146.7 120.52 30.47 117.88 1254.70 74.9 127.38 231.16 147.4 120.80 30.59 118.42 1271.80 74.8 128.00 232.97 148.2 121.13 30.74 119.06 1292.28 74.7 128.74 235.08 149.1 121.51 30.92 119.80 1316.27 74.6 129.59 237.49 150.1 121.94 31.11 120.65 1343.93 74.5 130.56 240.210 151.3 122.43 31.34 121.60 1375.45 74.4 131.65 243.411 152.6 122.97 31.58 122.65 1411.05 74.3 132.86 246.912 154.0 123.57 31.85 123.81 1450.97 74.2 134.19 250.813 155.6 124.22 32.15 125.07 1495.49 74.0 135.64 255.2
14 157.3 124.93 32.47 126.45 1544.93 73.9 137.23 259.915 159.1 125.69 32.82 127.94 1599.64 73.7 138.94 265.216 161.1 126.52 33.20 129.54 1660.02 73.6 140.79 270.817 163.2 127.41 33.60 131.26 1726.51 73.4 142.77 277.018 165.5 128.36 34.03 133.09 1799.61 73.2 144.89 283.719 167.9 129.37 34.49 135.05 1879.88 73.0 147.15 290.920 170.5 130.45 34.98 137.13 1967.94 72.8 149.56 298.821 173.3 131.59 35.50 139.34 2064.48 72.6 152.13 307.222 176.2 132.81 36.06 141.69 2170.27 72.4 154.84 316.323 179.2 134.10 36.64 144.16 2286.18 72.1 157.72 326.124 182.5 135.46 37.26 146.78 2413.17 71.9 160.76 336.725 186.0 136.90 37.91 149.54 2552.32 71.6 163.97 348.026 189.6 138.41 38.60 152.45 2704.83 71.4 167.36 360.227 193.4 140.01 39.33 155.52 2872.05 71.1 170.94 373.328 197.5 141.70 40.10 158.74 3055.48 70.8 174.70 387.429 201.7 143.47 40.90 162.13 3256.83 70.5 178.67 402.530 206.2 145.34 41.75 165.69 3478.00 70.2 182.84 418.731 210.9 147.30 42.64 169.44 3721.11 70.0 187.22 436.232 215.8 149.37 43.58 173.36 3988.58 69.6 191.83 455.033 221.0 151.53 44.57 177.49 4283.11 69.3 196.68 475.234 226.5 153.81 45.60 181.81 4607.78 69.0 201.77 496.935 232.2 156.21 46.69 186.35 4966.03 68.7 207.12 520.336 238.2 158.72 47.84 191.12 5361.80 68.4 212.75 545.537 244.6 161.37 49.04 196.12 5799.54 68.0 218.65 572.738 251.2 164.14 50.30 201.36 6284.30 67.7 224.86 602.039 258.2 167.06 51.63 206.86 6821.85 67.3 231.38 633.640 265.5 170.13 53.02 212.64 7418.77 67.0 238.23 667.7
41 273.3 173.35 54.49 218.71 8082.58 66.6 245.44 704.742 281.4 176.75 56.03 225.08 8821.92 66.3 253.02 744.643 289.9 180.32 57.65 231.77 9646.70 65.9 260.99 787.944 298.9 184.07 59.36 238.81 10568.33 65.5 269.39 834.845 308.4 188.03 61.16 246.21 11600.01 65.2 278.23 885.846 318.4 192.20 63.05 254.00 12757.01 64.8 287.54 941.247 328.9 196.59 65.05 262.20 14057.08 64.4 297.36 1001
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INTERNAL FORCES AND MOMENTS
Under elementary load cases
Permanent loads (G)
Reactions at supports : Left end : RAv = 18.69 kN
Right end : RBv = 18.69 kN
Maximum moment : MMax= 78.02 kNm in section no 21
Maximum shear force : VMax= 18.69 kN in section no 41
x (m) M (kNm) VL (kN) VR (kN) NL (kN) NR (kN)
1 0.000 0.00 - -18.69 - 0.0
2 0.079 1.47 -18.51 -18.51 0.0 0.0
3 0.514 9.32 -17.54 -17.54 0.0 0.04 0.950 16.74 -16.56 -16.56 0.0 0.0
5 1.385 23.74 -15.59 -15.59 0.0 0.0
6 1.820 30.31 -14.61 -14.61 0.0 0.0
7 2.256 36.46 -13.64 -13.64 0.0 0.0
8 2.691 42.19 -12.67 -12.67 0.0 0.0
9 3.126 47.49 -11.69 -11.69 0.0 0.0
10 3.562 52.36 -10.72 -10.72 0.0 0.0
11 3.997 56.82 -9.74 -9.74 0.0 0.0
12 4.432 60.85 -8.77 -8.77 0.0 0.0
13 4.867 64.45 -7.79 -7.79 0.0 0.0
14 5.303 67.63 -6.82 -6.82 0.0 0.0
15 5.738 70.39 -5.85 -5.85 0.0 0.0
16 6.173 72.72 -4.87 -4.87 0.0 0.0
17 6.609 74.63 -3.90 -3.90 0.0 0.0
18 7.044 76.11 -2.92 -2.92 0.0 0.0
19 7.479 77.17 -1.95 -1.95 0.0 0.0
20 7.915 77.81 -0.97 -0.97 0.0 0.0
21 8.350 78.02 0.00 0.00 0.0 0.0
22 8.785 77.81 0.97 0.97 0.0 0.0
23 9.221 77.17 1.95 1.95 0.0 0.0
24 9.656 76.11 2.92 2.92 0.0 0.0
25 10.091 74.63 3.90 3.90 0.0 0.0
26 10.527 72.72 4.87 4.87 0.0 0.0
27 10.962 70.39 5.85 5.85 0.0 0.0
28 11.397 67.63 6.82 6.82 0.0 0.0
29 11.833 64.45 7.79 7.79 0.0 0.0
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x (m) M (kNm) VL (kN) VR (kN) NL (kN) NR (kN)
30 12.268 60.85 8.77 8.77 0.0 0.0
31 12.703 56.82 9.74 9.74 0.0 0.0
32 13.138 52.36 10.72 10.72 0.0 0.0
33 13.574 47.49 11.69 11.69 0.0 0.0
34 14.009 42.19 12.67 12.67 0.0 0.0
35 14.444 36.46 13.64 13.64 0.0 0.0
36 14.880 30.31 14.61 14.61 0.0 0.0
37 15.315 23.74 15.59 15.59 0.0 0.0
38 15.750 16.74 16.56 16.56 0.0 0.0
39 16.186 9.32 17.54 17.54 0.0 0.0
40 16.621 1.47 18.51 18.51 0.0 0.0
41 16.700 0.00 18.69 - 0.0 -
Live loads 1 (Q1)
Reactions at supports : Left end : RAv = 525.22 kN
Right end : RBv = 525.22 kN
Maximum moment : MMax= 2193 kNm in section no 21
Maximum shear force : VMax= -525.2 kN in section no 1
x (m) M (kNm) VL (kN) VR (kN) NL (kN) NR (kN)
1 0.000 0 - -525.2 - 0.0
2 0.079 41 -520.2 -520.2 0.0 0.0
3 0.514 262 -492.9 -492.9 0.0 0.0
4 0.950 470 -465.5 -465.5 0.0 0.0
5 1.385 667 -438.1 -438.1 0.0 0.0
6 1.820 852 -410.7 -410.7 0.0 0.0
7 2.256 1025 -383.3 -383.3 0.0 0.0
8 2.691 1186 -356.0 -356.0 0.0 0.0
9 3.126 1335 -328.6 -328.6 0.0 0.0
10 3.562 1472 -301.2 -301.2 0.0 0.0
11 3.997 1597 -273.8 -273.8 0.0 0.0
12 4.432 1710 -246.4 -246.4 0.0 0.0
13 4.867 1811 -219.0 -219.0 0.0 0.0
14 5.303 1901 -191.7 -191.7 0.0 0.015 5.738 1978 -164.3 -164.3 0.0 0.0
16 6.173 2044 -136.9 -136.9 0.0 0.0
17 6.609 2097 -109.5 -109.5 0.0 0.0
18 7.044 2139 -82.1 -82.1 0.0 0.0
19 7.479 2169 -54.8 -54.8 0.0 0.0
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x (m) M (kNm) VL (kN) VR (kN) NL (kN) NR (kN)
20 7.915 2187 -27.4 -27.4 0.0 0.0
21 8.350 2193 0.0 0.0 0.0 0.0
22 8.785 2187 27.4 27.4 0.0 0.0
23 9.221 2169 54.8 54.8 0.0 0.0
24 9.656 2139 82.1 82.1 0.0 0.0
25 10.091 2097 109.5 109.5 0.0 0.0
26 10.527 2044 136.9 136.9 0.0 0.0
27 10.962 1978 164.3 164.3 0.0 0.0
28 11.397 1901 191.7 191.7 0.0 0.0
29 11.833 1811 219.0 219.0 0.0 0.0
30 12.268 1710 246.4 246.4 0.0 0.0
31 12.703 1597 273.8 273.8 0.0 0.0
32 13.138 1472 301.2 301.2 0.0 0.0
33 13.574 1335 328.6 328.6 0.0 0.0
34 14.009 1186 356.0 356.0 0.0 0.0
35 14.444 1025 383.3 383.3 0.0 0.0
36 14.880 852 410.7 410.7 0.0 0.0
37 15.315 667 438.1 438.1 0.0 0.0
38 15.750 470 465.5 465.5 0.0 0.0
39 16.186 262 492.9 492.9 0.0 0.0
40 16.621 41 520.2 520.2 0.0 0.0
41 16.700 0 525.2 - 0.0 -
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Under ULS Combinations
U1 = 1.35 G + 1.00 Q1
Reactions at supports : Left end : RAv = 550.44 kN
Right end : RBv = 550.44 kN
Maximum moment : MMax= 2298 kNm in section no 21
Maximum shear force : VMax= -550.4 kN in section no 1
x (m) M (kNm) VL (kN) VR (kN) NL (kN) NR (kN)
1 0.000 0 - -550.4 - 0.0
2 0.079 43 -545.2 -545.2 0.0 0.0
3 0.514 274 -516.5 -516.5 0.0 0.0
4 0.950 493 -487.8 -487.8 0.0 0.0
5 1.385 699 -459.1 -459.1 0.0 0.0
6 1.820 893 -430.4 -430.4 0.0 0.0
7 2.256 1074 -401.7 -401.7 0.0 0.0
8 2.691 1243 -373.1 -373.1 0.0 0.0
9 3.126 1399 -344.4 -344.4 0.0 0.0
10 3.562 1542 -315.7 -315.7 0.0 0.0
11 3.997 1674 -287.0 -287.0 0.0 0.0
12 4.432 1792 -258.3 -258.3 0.0 0.0
13 4.867 1898 -229.6 -229.6 0.0 0.0
14 5.303 1992 -200.9 -200.9 0.0 0.0
15 5.738 2073 -172.2 -172.2 0.0 0.0
16 6.173 2142 -143.5 -143.5 0.0 0.0
17 6.609 2198 -114.8 -114.8 0.0 0.0
18 7.044 2242 -86.1 -86.1 0.0 0.0
19 7.479 2273 -57.4 -57.4 0.0 0.0
20 7.915 2292 -28.7 -28.7 0.0 0.0
21 8.350 2298 0.0 0.0 0.0 0.0
22 8.785 2292 28.7 28.7 0.0 0.0
23 9.221 2273 57.4 57.4 0.0 0.0
24 9.656 2242 86.1 86.1 0.0 0.0
25 10.091 2198 114.8 114.8 0.0 0.0
26 10.527 2142 143.5 143.5 0.0 0.027 10.962 2073 172.2 172.2 0.0 0.0
28 11.397 1992 200.9 200.9 0.0 0.0
29 11.833 1898 229.6 229.6 0.0 0.0
30 12.268 1792 258.3 258.3 0.0 0.0
31 12.703 1674 287.0 287.0 0.0 0.0
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x (m) M (kNm) VL (kN) VR (kN) NL (kN) NR (kN)
32 13.138 1542 315.7 315.7 0.0 0.0
33 13.574 1399 344.4 344.4 0.0 0.0
34 14.009 1243 373.1 373.1 0.0 0.0
35 14.444 1074 401.7 401.7 0.0 0.0
36 14.880 893 430.4 430.4 0.0 0.0
37 15.315 699 459.1 459.1 0.0 0.0
38 15.750 493 487.8 487.8 0.0 0.0
39 16.186 274 516.5 516.5 0.0 0.0
40 16.621 43 545.2 545.2 0.0 0.0
41 16.700 0 550.4 - 0.0 -
Open. Sect. Nm,top Nm,bot Vm,top Vm,bot
(kN) (kN) (kN) (kN)
1 3 375.496 -375.496 -258.268 -258.2682 5 956.670 -956.670 -229.571 -229.571
3 7 1469.471 -1469.471 -200.875 -200.875
4 9 1913.899 -1913.899 -172.179 -172.179
5 11 2289.953 -2289.953 -143.482 -143.482
6 13 2597.634 -2597.634 -114.786 -114.786
7 15 2836.941 -2836.941 -86.089 -86.089
8 17 3007.875 -3007.875 -57.393 -57.393
9 19 3110.435 -3110.435 -28.696 -28.696
10 21 3144.622 -3144.622 0.000 0.000
11 23 3110.435 -3110.435 28.696 28.696
12 25 3007.875 -3007.875 57.393 57.393
13 27 2836.941 -2836.941 86.089 86.089
14 29 2597.634 -2597.634 114.786 114.786
15 31 2289.953 -2289.953 143.482 143.482
16 33 1913.899 -1913.899 172.179 172.179
17 35 1469.471 -1469.471 200.875 200.875
18 37 956.670 -956.670 229.571 229.571
19 39 375.496 -375.496 258.268 258.268
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U2 = 1.35 G + 1.00 Q1
Reactions at supports : Left end : RAv = 550.44 kN
Right end : RBv = 550.44 kN
Maximum moment : MMax= 2298 kNm in section no 21Maximum shear force : VMax= -550.4 kN in section no 1
x (m) M (kNm) VL (kN) VR (kN) NL (kN) NR (kN)
1 0.000 0 - -550.4 - 0.0
2 0.079 43 -545.2 -545.2 0.0 0.0
3 0.514 274 -516.5 -516.5 0.0 0.0
4 0.950 493 -487.8 -487.8 0.0 0.0
5 1.385 699 -459.1 -459.1 0.0 0.0
6 1.820 893 -430.4 -430.4 0.0 0.0
7 2.256 1074 -401.7 -401.7 0.0 0.0
8 2.691 1243 -373.1 -373.1 0.0 0.0
9 3.126 1399 -344.4 -344.4 0.0 0.0
10 3.562 1542 -315.7 -315.7 0.0 0.0
11 3.997 1674 -287.0 -287.0 0.0 0.0
12 4.432 1792 -258.3 -258.3 0.0 0.0
13 4.867 1898 -229.6 -229.6 0.0 0.0
14 5.303 1992 -200.9 -200.9 0.0 0.0
15 5.738 2073 -172.2 -172.2 0.0 0.0
16 6.173 2142 -143.5 -143.5 0.0 0.0
17 6.609 2198 -114.8 -114.8 0.0 0.0
18 7.044 2242 -86.1 -86.1 0.0 0.019 7.479 2273 -57.4 -57.4 0.0 0.0
20 7.915 2292 -28.7 -28.7 0.0 0.0
21 8.350 2298 0.0 0.0 0.0 0.0
22 8.785 2292 28.7 28.7 0.0 0.0
23 9.221 2273 57.4 57.4 0.0 0.0
24 9.656 2242 86.1 86.1 0.0 0.0
25 10.091 2198 114.8 114.8 0.0 0.0
26 10.527 2142 143.5 143.5 0.0 0.0
27 10.962 2073 172.2 172.2 0.0 0.0
28 11.397 1992 200.9 200.9 0.0 0.029 11.833 1898 229.6 229.6 0.0 0.0
30 12.268 1792 258.3 258.3 0.0 0.0
31 12.703 1674 287.0 287.0 0.0 0.0
32 13.138 1542 315.7 315.7 0.0 0.0
33 13.574 1399 344.4 344.4 0.0 0.0
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x (m) M (kNm) VL (kN) VR (kN) NL (kN) NR (kN)
34 14.009 1243 373.1 373.1 0.0 0.0
35 14.444 1074 401.7 401.7 0.0 0.0
36 14.880 893 430.4 430.4 0.0 0.0
37 15.315 699 459.1 459.1 0.0 0.0
38 15.750 493 487.8 487.8 0.0 0.0
39 16.186 274 516.5 516.5 0.0 0.0
40 16.621 43 545.2 545.2 0.0 0.0
41 16.700 0 550.4 - 0.0 -
Open. Sect. Nm,top Nm,bot Vm,top Vm,bot
(kN) (kN) (kN) (kN)
1 3 375.496 -375.496 -258.268 -258.268
2 5 956.670 -956.670 -229.571 -229.571
3 7 1469.471 -1469.471 -200.875 -200.8754 9 1913.899 -1913.899 -172.179 -172.179
5 11 2289.953 -2289.953 -143.482 -143.482
6 13 2597.634 -2597.634 -114.786 -114.786
7 15 2836.941 -2836.941 -86.089 -86.089
8 17 3007.875 -3007.875 -57.393 -57.393
9 19 3110.435 -3110.435 -28.696 -28.696
10 21 3144.622 -3144.622 0.000 0.000
11 23 3110.435 -3110.435 28.696 28.696
12 25 3007.875 -3007.875 57.393 57.393
13 27 2836.941 -2836.941 86.089 86.089
14 29 2597.634 -2597.634 114.786 114.786
15 31 2289.953 -2289.953 143.482 143.482
16 33 1913.899 -1913.899 172.179 172.179
17 35 1469.471 -1469.471 200.875 200.875
18 37 956.670 -956.670 229.571 229.571
19 39 375.496 -375.496 258.268 258.268
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ULTIMATE LIMIT STATES (ULS)
Note: the calculation method applies to steel roll ed profiles only.
Summary of the criteria
S = Satisfactory NS = Not satisfactory
Checkings of net sections at openings
Resistance to bending moment (Open. no 1 - Comb. U1) : M,max = 0.290 < 1 S
Resistance to normal force (Open. no 10 - Comb. U1) : N,max = 0.570 < 1 S
Resistance to shear force (Open. no 8 - Comb. U1) : V,max = 0.459 < 1 S
Resistance to M+N interaction (Open. no 8 - Comb. U1) : MN,max = 0.585 < 1 S
Resistance to N+V interaction (Open. no 10 - Comb. U1) : NV,max = 0.570 < 1 S
Resistance to M+V interaction (Open. no 1 - Comb. U1) : MV,max = 0.290 < 1 S
Resistance to M+N+V interaction (Open. no 8 - Comb. U1) : MNV,max = 0.585 < 1 S
Web checkings
According to web slenderness, shear buckling check not required (hw / tw < 72 / )
Posts checkings
Resistance to shear (Post no 1 - Comb. U1) : Vh,max = 0.319 < 1 S
Resistance to buckling (Post no 18 - Comb. U1) : b,max = 0.309 < 1 S
Minimum throat thickness (Post no 18 - Comb. U1) : amin = 3.12 mm
Warning: the throat thickness is assessed by assuming two welds
The total thickness of welds should be at least 6.24 mm
Gross sections checkings
Resistance to bending (Post no 9 - Comb. U1) : Mg,max = 0.503 (Classe 1) < 1 S
Resistance to shear (Left end - Comb. U1) : Vg,max = 0.136 < 1 S
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ULS Combinations checkings
ULS Combination U1 U1 = 1.35 G + 1.00 Q1
Verifications in the openings sections
Open. Chord Class N V M NV MN MV MNV
1 Top 2 0.074 (15) 0.328 (-6) 0.290 (-30) 0.074 (15) 0.335 (28) 0.290 (-30) 0.335 (28)
Bot 1 0.074 (-15) 0.328 (6) 0.290 (30) 0.074 (-15) 0.335 (-28) 0.290 (30) 0.335 (-28)
2 Top 2 0.176 (6) 0.329 (-16) 0.280 (-31) 0.176 (6) 0.391 (-26) 0.280 (-31) 0.391 (-26)
Bot 1 0.176 (-6) 0.329 (16) 0.280 (31) 0.176 (-6) 0.391 (26) 0.280 (31) 0.391 (26)
3 Top 2 0.267 (3) 0.352 (-25) 0.267 (-32) 0.267 (3) 0.450 (-25) 0.267 (-32) 0.450 (-25)
Bot 1 0.267 (-3) 0.352 (25) 0.267 (32) 0.267 (-3) 0.450 (25) 0.267 (32) 0.450 (25)
4 Top 2 0.348 (2) 0.382 (-30) 0.252 (-33) 0.348 (2) 0.498 (-24) 0.252 (-33) 0.498 (-24)
Bot 1 0.348 (-2) 0.382 (30) 0.252 (33) 0.348 (-2) 0.498 (24) 0.252 (33) 0.498 (24)
5 Top 2 0.416 (2) 0.412 (-34) 0.236 (-34) 0.416 (2) 0.536 (-22) 0.236 (-34) 0.536 (-22)
Bot 1 0.416 (-2) 0.412 (34) 0.236 (34) 0.416 (-2) 0.536 (22) 0.236 (34) 0.536 (22)
6 Top 2 0.471 (1) 0.435 (-36) 0.217 (-35) 0.471 (1) 0.563 (-21) 0.217 (-35) 0.563 (-21)
Bot 1 0.471 (-1) 0.435 (36) 0.217 (35) 0.471 (-1) 0.563 (21) 0.217 (35) 0.563 (21)
7 Top 2 0.514 (1) 0.451 (-38) 0.197 (-36) 0.514 (1) 0.580 (-19) 0.197 (-36) 0.580 (-19)
Bot 1 0.514 (-1) 0.451 (38) 0.197 (36) 0.514 (-1) 0.580 (19) 0.197 (36) 0.580 (19)
8 Top 2 0.545 (0) 0.459 (-39) 0.174 (-37) 0.545 (0) 0.585 (-18) 0.174 (-37) 0.585 (-18)
Bot 1 0.545 (0) 0.459 (39) 0.174 (37) 0.545 (0) 0.585 (18) 0.174 (37) 0.585 (18)
9 Top 2 0.564 (0) 0.458 (-41) 0.149 (-39) 0.564 (0) 0.581 (-15) 0.149 (-39) 0.581 (-15)
Bot 1 0.564 (0) 0.458 (41) 0.149 (39) 0.564 (0) 0.581 (15) 0.149 (39) 0.581 (15)
10 Top 2 0.570 (0) 0.448 (-42) 0.122 (-40) 0.570 (0) 0.570 (0) 0.122 (-40) 0.570 (0)
Bot 1 0.570 (0) 0.448 (-42) 0.122 (-40) 0.570 (0) 0.570 (0) 0.122 (-40) 0.570 (0)
11 Top 2 0.564 (0) 0.458 (41) 0.149 (39) 0.564 (0) 0.581 (15) 0.149 (39) 0.581 (15)
Bot 1 0.564 (0) 0.458 (-41) 0.149 (-39) 0.564 (0) 0.581 (-15) 0.149 (-39) 0.581 (-15)
12 Top 2 0.545 (0) 0.459 (39) 0.174 (37) 0.545 (0) 0.585 (18) 0.174 (37) 0.585 (18)
Bot 1 0.545 (0) 0.459 (-39) 0.174 (-37) 0.545 (0) 0.585 (-18) 0.174 (-37) 0.585 (-18)
13 Top 2 0.514 (-1) 0.451 (38) 0.197 (36) 0.514 (-1) 0.580 (19) 0.197 (36) 0.580 (19)
Bot 1 0.514 (1) 0.451 (-38) 0.197 (-36) 0.514 (1) 0.580 (-19) 0.197 (-36) 0.580 (-19)
14 Top 2 0.471 (-1) 0.435 (36) 0.217 (35) 0.471 (-1) 0.563 (21) 0.217 (35) 0.563 (21)
Bot 1 0.471 (1) 0.435 (-36) 0.217 (-35) 0.471 (1) 0.563 (-21) 0.217 (-35) 0.563 (-21)
15 Top 2 0.416 (-2) 0.412 (34) 0.236 (34) 0.416 (-2) 0.536 (22) 0.236 (34) 0.536 (22)Bot 1 0.416 (2) 0.412 (-34) 0.236 (-34) 0.416 (2) 0.536 (-22) 0.236 (-34) 0.536 (-22)
16 Top 2 0.348 (-2) 0.382 (30) 0.252 (33) 0.348 (-2) 0.498 (24) 0.252 (33) 0.498 (24)
Bot 1 0.348 (2) 0.382 (-30) 0.252 (-33) 0.348 (2) 0.498 (-24) 0.252 (-33) 0.498 (-24)
17 Top 2 0.267 (-3) 0.352 (25) 0.267 (32) 0.267 (-3) 0.450 (25) 0.267 (32) 0.450 (25)
Bot 1 0.267 (3) 0.352 (-25) 0.267 (-32) 0.267 (3) 0.450 (-25) 0.267 (-32) 0.450 (-25)
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Open. Chord Class N V M NV MN MV MNV
18 Top 2 0.176 (-6) 0.329 (16) 0.280 (31) 0.176 (-6) 0.391 (26) 0.280 (31) 0.391 (26)
Bot 1 0.176 (6) 0.329 (-16) 0.280 (-31) 0.176 (6) 0.391 (-26) 0.280 (-31) 0.391 (-26)
19 Top 2 0.074 (-15) 0.328 (6) 0.290 (30) 0.074 (-15) 0.335 (-28) 0.290 (30) 0.335 (-28)
Bot 1 0.074 (15) 0.328 (-6) 0.290 (-30) 0.074 (15) 0.335 (28) 0.290 (-30) 0.335 (28)
Verifications in the post sections
Post Vh b
1 0.32 0.31
2 0.28 0.27
3 0.24 0.22
4 0.21 0.18
5 0.17 0.15
6 0.13 0.12
7 0.09 0.12
8 0.06 0.10
9 0.02 0.08
10 0.02 0.08
11 0.06 0.10
12 0.09 0.12
13 0.13 0.12
14 0.17 0.15
15 0.21 0.18
16 0.24 0.22
17 0.28 0.2718 0.32 0.31
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ULS Combination U2 U2 = 1.35 G + 1.00 Q1
Verifications in the openings sections
Open. Chord ClassN V M NV MN MV MNV
1 Top 2 0.074 (15) 0.328 (-6) 0.290 (-30) 0.074 (15) 0.335 (28) 0.290 (-30) 0.335 (28)
Bot 1 0.074 (-15) 0.328 (6) 0.290 (30) 0.074 (-15) 0.335 (-28) 0.290 (30) 0.335 (-28)
2 Top 2 0.176 (6) 0.329 (-16) 0.280 (-31) 0.176 (6) 0.391 (-26) 0.280 (-31) 0.391 (-26)
Bot 1 0.176 (-6) 0.329 (16) 0.280 (31) 0.176 (-6) 0.391 (26) 0.280 (31) 0.391 (26)
3 Top 2 0.267 (3) 0.352 (-25) 0.267 (-32) 0.267 (3) 0.450 (-25) 0.267 (-32) 0.450 (-25)
Bot 1 0.267 (-3) 0.352 (25) 0.267 (32) 0.267 (-3) 0.450 (25) 0.267 (32) 0.450 (25)
4 Top 2 0.348 (2) 0.382 (-30) 0.252 (-33) 0.348 (2) 0.498 (-24) 0.252 (-33) 0.498 (-24)
Bot 1 0.348 (-2) 0.382 (30) 0.252 (33) 0.348 (-2) 0.498 (24) 0.252 (33) 0.498 (24)
5 Top 2 0.416 (2) 0.412 (-34) 0.236 (-34) 0.416 (2) 0.536 (-22) 0.236 (-34) 0.536 (-22)
Bot 1 0.416 (-2) 0.412 (34) 0.236 (34) 0.416 (-2) 0.536 (22) 0.236 (34) 0.536 (22)
6 Top 2 0.471 (1) 0.435 (-36) 0.217 (-35) 0.471 (1) 0.563 (-21) 0.217 (-35) 0.563 (-21)
Bot 1 0.471 (-1) 0.435 (36) 0.217 (35) 0.471 (-1) 0.563 (21) 0.217 (35) 0.563 (21)
7 Top 2 0.514 (1) 0.451 (-38) 0.197 (-36) 0.514 (1) 0.580 (-19) 0.197 (-36) 0.580 (-19)
Bot 1 0.514 (-1) 0.451 (38) 0.197 (36) 0.514 (-1) 0.580 (19) 0.197 (36) 0.580 (19)
8 Top 2 0.545 (0) 0.459 (-39) 0.174 (-37) 0.545 (0) 0.585 (-18) 0.174 (-37) 0.585 (-18)
Bot 1 0.545 (0) 0.459 (39) 0.174 (37) 0.545 (0) 0.585 (18) 0.174 (37) 0.585 (18)
9 Top 2 0.564 (0) 0.458 (-41) 0.149 (-39) 0.564 (0) 0.581 (-15) 0.149 (-39) 0.581 (-15)
Bot 1 0.564 (0) 0.458 (41) 0.149 (39) 0.564 (0) 0.581 (15) 0.149 (39) 0.581 (15)
10 Top 2 0.570 (0) 0.448 (-42) 0.122 (-40) 0.570 (0) 0.570 (0) 0.122 (-40) 0.570 (0)
Bot 1 0.570 (0) 0.448 (-42) 0.122 (-40) 0.570 (0) 0.570 (0) 0.122 (-40) 0.570 (0)
11 Top 2 0.564 (0) 0.458 (41) 0.149 (39) 0.564 (0) 0.581 (15) 0.149 (39) 0.581 (15)
Bot 1 0.564 (0) 0.458 (-41) 0.149 (-39) 0.564 (0) 0.581 (-15) 0.149 (-39) 0.581 (-15)
12 Top 2 0.545 (0) 0.459 (39) 0.174 (37) 0.545 (0) 0.585 (18) 0.174 (37) 0.585 (18)
Bot 1 0.545 (0) 0.459 (-39) 0.174 (-37) 0.545 (0) 0.585 (-18) 0.174 (-37) 0.585 (-18)
13 Top 2 0.514 (-1) 0.451 (38) 0.197 (36) 0.514 (-1) 0.580 (19) 0.197 (36) 0.580 (19)
Bot 1 0.514 (1) 0.451 (-38) 0.197 (-36) 0.514 (1) 0.580 (-19) 0.197 (-36) 0.580 (-19)
14 Top 2 0.471 (-1) 0.435 (36) 0.217 (35) 0.471 (-1) 0.563 (21) 0.217 (35) 0.563 (21)
Bot 1 0.471 (1) 0.435 (-36) 0.217 (-35) 0.471 (1) 0.563 (-21) 0.217 (-35) 0.563 (-21)
15 Top 2 0.416 (-2) 0.412 (34) 0.236 (34) 0.416 (-2) 0.536 (22) 0.236 (34) 0.536 (22)
Bot 1 0.416 (2) 0.412 (-34) 0.236 (-34) 0.416 (2) 0.536 (-22) 0.236 (-34) 0.536 (-22)
16 Top 2 0.348 (-2) 0.382 (30) 0.252 (33) 0.348 (-2) 0.498 (24) 0.252 (33) 0.498 (24)Bot 1 0.348 (2) 0.382 (-30) 0.252 (-33) 0.348 (2) 0.498 (-24) 0.252 (-33) 0.498 (-24)
17 Top 2 0.267 (-3) 0.352 (25) 0.267 (32) 0.267 (-3) 0.450 (25) 0.267 (32) 0.450 (25)
Bot 1 0.267 (3) 0.352 (-25) 0.267 (-32) 0.267 (3) 0.450 (-25) 0.267 (-32) 0.450 (-25)
18 Top 2 0.176 (-6) 0.329 (16) 0.280 (31) 0.176 (-6) 0.391 (26) 0.280 (31) 0.391 (26)
Bot 1 0.176 (6) 0.329 (-16) 0.280 (-31) 0.176 (6) 0.391 (-26) 0.280 (-31) 0.391 (-26)
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Open. Chord Class N V M NV MN MV MNV
19 Top 2 0.074 (-15) 0.328 (6) 0.290 (30) 0.074 (-15) 0.335 (-28) 0.290 (30) 0.335 (-28)
Bot 1 0.074 (15) 0.328 (-6) 0.290 (-30) 0.074 (15) 0.335 (28) 0.290 (-30) 0.335 (28)
Verifications in the post sections
Post Vh b
1 0.32 0.31
2 0.28 0.27
3 0.24 0.22
4 0.21 0.18
5 0.17 0.15
6 0.13 0.12
7 0.09 0.12
8 0.06 0.10
9 0.02 0.08
10 0.02 0.08
11 0.06 0.10
12 0.09 0.12
13 0.13 0.12
14 0.17 0.15
15 0.21 0.18
16 0.24 0.22
17 0.28 0.27
18 0.32 0.31
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Detailed checkings
Net section at opening no 1 - Resistance to bending moment
Combination U1
Bending moment MEd = 274.4 kNmShear forces VEd,l = -516.5 kN VEd,r = -516.5 kN
Axial forces NEd,l = 0.0 kN NEd,r = 0.0 kN
Axial forces in chord Nm,sup,l = 375.5 kN Nm,sup,r = 375.5 kN
Nm,inf,l = -375.5 kN Nm,inf,r = -375.5 kN
Shear forces in chord Vm,sup,l = -258.3 kN Vm,sup,r = -258.3 kN
Vm,inf,l = -258.3 kN Vm,inf,r = -258.3 kN
Angle = 30.0
Partial factor M0 = 1.00
Yield strengths f y,top = 460 MPa f y,bot = 460 MPa
Bottom chord
Inclined Tee section h = 206 mmA = 14534 mm2 Av = 4175 mm
2
Projected forces N = -196.1 kN V = -277.6 kN
M = -55.95 kNm
Class of the chord Class 1
Bending resistant moment Mc,Rd = 192.6 kNm
Criterion M = 0.290
Net section at opening no 10 - Resistance to normal force
Combination U1
Bending moment MEd = 2298 kNm
Shear forces VEd,l = 0.0 kN VEd,r = 0.0 kN
Axial forces NEd,l = 0.0 kN NEd,r = 0.0 kNAxial forces in chord Nm,sup,l = 3145 kN Nm,sup,r = 3145 kN
Nm,inf,l = -3145 kN Nm,inf,r = -3145 kN
Shear forces in chord Vm,sup,l = 0.0 kN Vm,sup,r = 0.0 kN
Vm,inf,l = 0.0 kN Vm,inf,r = 0.0 kN
Angle = 0.0
Partial factor M0 = 1.00
Yield strengths f y,top = 460 MPa f y,bot = 460 MPa
Top chord
Inclined Tee section h = 145 mm
A = 11989 mm2 Av = 3018 mm2
Projected forces N = 3145 kN V = 0.0 kNM = 0.0 kNm
Class of the chord Class 2
Normal resistant force Nc,Rd = 5515 kN
Criterion N = 0.570
Net section at opening no 8 - Resistance to shear force
Combination U1
Bending moment MEd = 2198 kNm
Shear forces VEd,l = -114.8 kN VEd,r = -114.8 kN
Axial forces NEd,l = 0.0 kN NEd,r = 0.0 kN
Axial forces in chord Nm,sup,l = 3008 kN Nm,sup,r = 3008 kN
Nm,inf,l = -3008 kN Nm,inf,r = -3008 kN
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Shear forces in chord Vm,sup,l = -57.39 kN Vm,sup,r = -57.39 kN
Vm,inf,l = -57.39 kN Vm,inf,r = -57.39 kN
Angle = -39.0
Partial factor M0 = 1.00
Yield strengths f y,top = 460 MPa f y,bot = 460 MPa
Top chord
Inclined Tee section h = 258 mm
A = 16706 mm2 Av = 5163 mm2
Projected forces N = 2301 kN V = -629.6 kN
M = 50.52 kNm
Shear resistant force Vc,Rd = 1371 kN
Criterion V = 0.459
Net section at opening no 8 - Interaction M-N-V
Combination U1
Bending moment MEd = 2198 kNm
Shear forces VEd,l
= -114.8 kN VEd,r
= -114.8 kN
Axial forces NEd,l = 0.0 kN NEd,r = 0.0 kN
Axial forces in chord Nm,sup,l = 3008 kN Nm,sup,r = 3008 kN
Nm,inf,l = -3008 kN Nm,inf,r = -3008 kN
Shear forces in chord Vm,sup,l = -57.39 kN Vm,sup,r = -57.39 kN
Vm,inf,l = -57.39 kN Vm,inf,r = -57.39 kN
Angle = -18.0
Partial factor M0 = 1.00
Yield strengths f y,top = 460 MPa f y,bot = 460 MPa
Top chord
Inclined Tee section h = 166 mm
A = 12836 mm2 Av = 3403 mm2
Projected forces N = 2843 kN V = -301.0 kNM = 13.53 kNm
Shear resistant force Vc,Rd = 903.8 kN V = 0.333
Reduction = 0.000 (No reduction)
Normal resistant force NV,Rd = 5904 kN NV = 0.481
Bending resistant moment MV,Rd = 130.5 kNm MV = 0.104
Interaction MNV MNV = 0.585
Shear buckling
Section at (infilled) cell no 1
Web dimensions hw = 725.2 mm tw = 18.4 mm
Yield strengths f y
= 460 MPa = 0.715
= 1.20
hw / tw = 39.41 < 72 / = 42.89 Shear buckling check is not required
Shear resistance of Web post no 1
Combination U1
Tee geometrical centres dG = 730.8 mm
Bending moments MEd,l = 274.4 kNm MEd,r = 699.1 kNm
Axial forces in tees Nm,Sup,l = 375.5 kN Nm,Inf,l = -375.5 kN
Nm,Sup,r = 956.7 kN Nm,Inf,r = -956.7 kN
Horizontal shear force in post Vhm = 581.2 kN
Post width w = 373.1 mm
Resistant shear forces VhRd,top = 1823.35 kN VhRd,bot = 1823.35 kNCheckings Vh,top = 0.319 Vh,bot = 0.319
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Stability of Web post no 18
Combination U1
Diameter a0 = 497.5 mm
Cells spacing e = 870.6 mm = e / a0 = 1.75
Height of cross section Ht = 788.0 mm
Heights of chords hm,top = 394.0 mm hm,bot = 394.0 mmHeights of tees hTe,top = 145.2 mm hTe,bot = 145.2 mm
Tees geometrical centres dG,top = 365.4 mm dG,bot = 365.4 mm
dG = dG,top + dG,bot dG = 730.8 mm
Area of tees A0,top = 11989.2 mm2 A0,bot = 11989.2 mm
2
Shear area of tees Av0,top = 3018.2 mm2 Av0,bot = 3018.2 mm
2
Yield strengths f y,top = 460 MPa f y,bot = 460 MPa
Shear forces VEd,l = -459.14 kN VEd,r = -516.54 kN
Moments MEd,l = 699.14 kNm MEd,r = 274.41 kNm
Shear parameters = 0.990 kAv = 0.500
Normal forces in chords Nm,ltop = 956.67 kN Nm,lbot = -956.67 kN
Nm,rtop = 375.50 kN Nm,rbot = -375.50 kN
Shear forces in chords Vm,ltop = -229.57 kN Vm,lbot = -229.57 kN
Vm,rtop = -258.27 kN Vm,rbot = -258.27 kN
Forces in the post Vhm = -581.17 kN Mhm = 0.00 kNm
Critical section dW = 153.1 mm LW = 478.6 mm
Moments in the critical section McEd,top = -89.00 kNm McEd,bot = -89.00 kNm
Principal stresses W,top = 204 MPa W,bot = 204 MPa
Critical forces VhCr,top = 4621.43 kN VhCr,bot = 4621.43 kN
NmCr,top = 6859.36 kN NmCr,bot = 6859.36 kN
Critical coefficients Cr,top = 7.361 Cr,bot = 8.284
Cr,top = 7.795 Cr,bot = 8.284Critical stresses Cr,top = 1591 MPa Cr,bot = 1690 MPa
Reduced slendernesses top = 0.659 bot = 0.639
With = 1.500
Reduction factors top = 0.866 bot = 0.875
Resistant stresses WRd,top = 598 MPa WRd,bot = 604 MPa
Plastic moments of tees MplRd,Te,top = 104.50 kNm MplRd,Te,bot = 104.50 kNm
Psi factor top = 0.465 bot = 0.465
Post-buckling factor top = 1.103 bot = 1.103
Checkings b,top = 0.309 b,bot = 0.307
Bending resistance of gross sections
Section at web post no 9 (Section no 20) - Combination U1
Internal moment and force MEd = 2291.86 kNm NEd = 0.00 kN
Upper flange under compression: Class 1
Class of the web
Steel f y,w = 460 MPa w = 0.715
Slenderness: c / t = 37.62
Plastic distribution factor = 0.50
Class of the web 1
Check of the resistance (Class1)
Steel f y,top = 460 MPa f y,bot = 460 MPa
Partial factor M0 = 1.00
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Plastic resistant moment Mpl,Rd = 4554.14 kNm
Check MW = 0.503
Shear resistance of gross sections
Section at left end (Section no 1) - Combination U1
Height of the cross-section h = 788.0 mmShear area Av,top = 7595.2 mm2 Av,bot = 7595.2 mm
2
Yield strengths f y,top = 460 MPa f y,bot = 460 MPa
Shear design force VEd = 550.44 kN
Shear resistance force VplRd = 4034.30 kN M0 = 1.00
Check Vg = 0.136
Minimal throat thickness at post no 18
Combination U1
Width of the post w = 373.1 mm
Ultimate strength f u = 540.0 MPa w = 1.00
Moments at openings sections MEd,l = 699.1 kNm MEd,r = 274.4 kNm
Spacings between tee chords dG,l = 730.8 mm dG,r = 730.8 mmAxial forces in lower chords Nm,Ed,l = 956.7 kN Nm,Ed,r = 375.5 kN
Horizontal shear force in post Vh,Ed = 581.2 kN
Moment in post Mh,Ed = 0.0 kNm
Partial factor M2 = 1.25
Throat thickness a = 3.122 mm
Warning: the throat thickness is assessed by assuming two welds
The total thickness of welds should be at least 6.24 mm
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SERVICEABILITY LIMIT STATES (SLS)
Deflections
v : Maximum vertical deflection of the beam
Under elementary load cases
Permanent loads (G) : v = 3.66 mm (S21) = L / 4558
Live loads 1 (Q1) : v = 103.0 mm (S21) = L / 162
Under SLS Combinations
S1 = 1.00 G + 1.00 Q1 : v = 107 mm (S21) = L / 157
S2 = 1.00 G + 1.00 Q1 : v = 107 mm (S21) = L / 157
S3 = 1.00 G : v = 3.66 mm (S21) = L / 4558
S4 = 1.00 G + 1.00 Q1 : v = 107 mm (S21) = L / 157
The user has to check whether the deflections are acceptable according to the project requirementsand to consider a precambering if necessary.
Natural f requencies
Load case / Combination Mass assumed to be concentrated Mass assumed to be distributed
G 8.25Hz 9.40Hz
G + 0.1 Q1 4.23Hz 4.82Hz
G + 0.2 Q1 3.21Hz 3.65Hz
G + 0.3 Q1 2.69Hz 3.06Hz
G + 0.4 Q1 2.36Hz 2.69Hz
G + 0.5 Q1 2.13Hz 2.42Hz
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WARNING!
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