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User :

Company :

Project : Multi Storey Building

Beam Ident : Primary Beam

Comment :

File :

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v 3.08

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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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