SuperBeam 4 File Copy-ram

W I Z A R C HSite: T-mania JobSuperBeam 4.52a 450861 Made by NS Page 10SuperBeam 4 UK Project SummaryProject started 27 Jul 2013 NSSite address: T-maniaITEMS: 1: Steel column: GPS sekundarne res

Unfactored load = 103kNMoments due to load: Mx = 1.70 kNm My = 0.00kNm including user entered moments: Mx = 1.70 kNm My = 0.00kNmSection: 90 x 90 x 4 SHS Grade 43Sum of stress ratios = 0.998

2: Steel column: GPS sekundarne resUnfactored load = 83.0kNSection: 60 x 60 x 3 SHS Grade 43Sum of stress ratios = 0.967

3: Steel column: GPS PUnfactored load = 150kNSection: 100 x 100 x 5 SHS Grade 43Sum of stress ratios = 0.887

4: Steel column: GPS sekundarna ResUnfactored load = 41.0kNSection: 140 x 140 x 5 SHS Grade 43Sum of stress ratios = 0.427

5: Steel column: StubUnfactored load = 262kNMoments due to load: Mx = 3.70 kNm My = 0.00kNm including user entered moments: Mx = 3.70 kNm My = 0.00kNmSection: 219.1 x 5 CHS Grade 43Sum of stress ratios = 0.727

6: Beam: RiglaSpan: 5.0 m. Reactions: R1: 6.35 kN R2: 6.35 kNUse 140 x 140 x 5 HF SHS Grade 43 (21.0kg/m)

7: Steel column: Fasadna riglaUnfactored load = 0.200kNMoments due to load: Mx = 0.00 kNm My = 7.00kNm including user entered moments: Mx = 0.00 kNm My = 7.00kNmSection: 100 x 100 x 4 SHS Grade 43Sum of stress ratios = 0.846

8: Steel column: SpregUnfactored load = 6.00kNSection: 50 x 50 x 3 SHS Grade 43Sum of stress ratios = 0.064

W I Z A R C HSite: T-mania JobSuperBeam 4.52a 450861 Made by NS Page 11Steel column calculation to BS449 Part 2 using S275 (Grade 43) steelLocation: GPS sekundarne resLength: 3.5 m.Pos Load Total kN xxM yyMA total 103.00Total load 103.00Additional user-entered moments: 1.70 0.00

Net moments (kNm) 1.70 0.00SECTION SIZE : 90 x 90 x 4 HF SHS Grade 43 (10.7kg/m)Gross area, Ag = 13.6cm2 D = 90.0 mm T = 4.0 mm t = 4.0 mmrx = 3.50 cm ry = 3.50 cm Zx = 37.0 cm3 Zy = 37.0 cm3Major axis: LEx = 0.85L = 2.97 m. Slenderness, x = 2.97 x 100/3.50 = 85.0 Minor axis: LEy = 0.85L = 2.97 m. Slenderness, y = 2.97 x 100/3.50 = 85.0Allowable stresses: Compressive strength, pc = 102.0 N/mm2 (Table 17a)

=bcxBending strength, p 180.0 N/mm2 (19.d, Table 2) =bcyBending strength, p 180.0 N/mm2 (19.d, Table 2)

Summary: = (103.00x10)/(13.60x102) =c.pgF/A 0.743 [1] = (1.70x1000/37.0)/180.0 =bcx/PbcxF 0.255 [2] = (0.00x1000/37.0)/180.0 =bcy/PbcyF 0.000 [3]Sum of stress ratios [1] + [2] + [3] = 0.998 OK

W I Z A R C HSite: T-mania JobSuperBeam 4.52a 450861 Made by NS Page 12Steel column calculation to BS449 Part 2 using S275 (Grade 43) steelLocation: GPS sekundarne resLength: 1.8 m.Pos Load Total kNA total 83.00Total load 83.00SECTION SIZE : 60 x 60 x 3 HF SHS Grade 43 (5.26kg/m)Gross area, Ag = 6.70cm2 D = 60.0 mm T = 3.0 mm t = 3.0 mmrx = 2.32 cm ry = 2.32 cm Zx = 12.0 cm3 Zy = 12.0 cm3Major axis: LEx = 0.85L = 1.53 m. Slenderness, x = 1.53 x 100/2.32 = 65.9 Minor axis: LEy = 0.85L = 1.53 m. Slenderness, y = 1.53 x 100/2.32 = 65.9Compressive strength, pc = 128.1N/mm2 (Table 17a)Member is axially loaded only:Axial load = 83.00 kNCompressive resistance = 6.70 x 100 x 128.1/1000 = 85.79 kN OK

W I Z A R C HSite: T-mania JobSuperBeam 4.52a 450861 Made by NS Page 13Steel column calculation to BS449 Part 2 using S275 (Grade 43) steelLocation: GPS PLength: 4.25 m.Pos Load Total kNA total 150.00Total load 150.00SECTION SIZE : 100 x 100 x 5 HF SHS Grade 43 (14.7kg/m)Gross area, Ag = 18.7cm2 D = 100.0 mm T = 5.0 mm t = 5.0 mmrx = 3.86 cm ry = 3.86 cm Zx = 56.0 cm3 Zy = 56.0 cm3Major axis: LEx = 0.85L = 3.61 m. Slenderness, x = 3.61 x 100/3.86 = 93.6 Minor axis: LEy = 0.85L = 3.61 m. Slenderness, y = 3.61 x 100/3.86 = 93.6Compressive strength, pc = 90.4N/mm2 (Table 17a)Member is axially loaded only:Axial load = 150.0 kNCompressive resistance = 18.7 x 100 x 90.4/1000 = 169.1 kN OK

W I Z A R C HSite: T-mania JobSuperBeam 4.52a 450861 Made by NS Page 14Steel column calculation to BS449 Part 2 using S275 (Grade 43) steelLocation: GPS sekundarna ResLength: 10.45 m.Pos Load Total kNA total 41.00Total load 41.00SECTION SIZE : 140 x 140 x 5 HF SHS Grade 43 (21.0kg/m)Gross area, Ag = 26.7cm2 D = 140.0 mm T = 5.0 mm t = 5.0 mmrx = 5.50 cm ry = 5.50 cm Zx = 115 cm3 Zy = 115 cm3Major axis: LEx = 0.85L = 8.88 m. Slenderness, x = 8.88 x 100/5.50 = 162 Minor axis: LEy = 0.85L = 8.88 m. Slenderness, y = 8.88 x 100/5.50 = 162Compressive strength, pc = 36.0N/mm2 (Table 17a)Member is axially loaded only:Axial load = 41.00 kNCompressive resistance = 26.7 x 100 x 36.0/1000 = 96.12 kN OK

W I Z A R C HSite: T-mania JobSuperBeam 4.52a 450861 Made by NS Page 15Steel column calculation to BS449 Part 2 using S275 (Grade 43) steelLocation: StubLength: 5.9 m.Pos Load Total kN xxM yyMA total 262.00Total load 262.00Additional user-entered moments: 3.70 0.00

Net moments (kNm) 3.70 0.00SECTION SIZE : 219.1 x 5 HF CHS Grade 43 (26.4kg/m)Gross area, Ag = 33.6cm2 D = 219.1 mm T = 5.0 mm t = 5.0 mmrx = 7.57 cm ry = 7.57 cm Zx = 176 cm3 Zy = 176 cm3Major axis: LEx = 0.85L = 5.01 m. Slenderness, x = 5.01 x 100/7.57 = 66.2 Minor axis: LEy = 0.85L = 5.01 m. Slenderness, y = 5.01 x 100/7.57 = 66.2Allowable stresses: Compressive strength, pc = 127.8 N/mm2 (Table 17a)



W I Z A R C HSite: T-mania JobSuperBeam 4.52a 450861 Made by NS Page 16Beam: Rigla Span: 5.0 m.

Load name Loading w1 Start x1 Loading w2 End x2 R1comp R2compU T vetar 3.3*1.1*0.7 0 L 6.35 6.35

6.35 6.35Total load: 12.70 kN

Load types: U:UDL T: Total (positions in m. from R1)Maximum B.M. = 7.94 kNm at 2.50 m. from R1Maximum S.F. = 6.35 kN at R1Total deflection = 20.7 x 1e8/EI at 2.50 m. from R1 (E in N/mm2, I in cm4)

0

1

2

3

1 2 3 4 56.35 6.35

Total kN

Beam loading

0

5

-5

1 2 3 4 5

S.F. kNB.M. kNm

Shear force and bending moment

Steel calculation to BS449 Part 2 using S275 (Grade 43) steelSECTION SIZE : 140 x 140 x 5 HF SHS Grade 43 (21.0kg/m)Ix = 807 cm4 ry = 5.50 cm Zx = 115 cm3 A = 26.7 cm2LE/ry = 5.00x100/5.50 = 91 D/T = 28.0Permissible bending stress, pbc = 180 N/mm2 (Table 2)Actual bending stress, fbc = 7.941 x 1000/115.0 = 69.0 N/mm2 OKShear area = 0.5 x CSA = 26.7 x 100 x 0.5 = 1,335 mm 2 (clause 23)Maximum shear, fs = 6.352 x 1000/1,335 = 4.8 N/mm2 OKWeb buckling and crushing have not been checkedTotal deflection = 20.7 x 1e8/(205,000 x 807) = 12.5 mm (L/400) OKCombined bending and shear check (14.c): (fbc/pbc)2 + (fs/ps)2 = 0.147 at 2.50 m. (

W I Z A R C HSite: T-mania JobSuperBeam 4.52a 450861 Made by NS Page 17Steel column calculation to BS449 Part 2 using S275 (Grade 43) steelLocation: Fasadna riglaLength: 5.0 m.Pos Load Total kN xxM yyMA tota 0.20Total load 0.20Additional user-entered moments: 0.00 7.00

Net moments (kNm) 0.00 7.00SECTION SIZE : 100 x 100 x 4 HF SHS Grade 43 (11.9kg/m)Gross area, Ag = 15.2cm2 D = 100.0 mm T = 4.0 mm t = 4.0 mmrx = 3.91 cm ry = 3.91 cm Zx = 46.0 cm3 Zy = 46.0 cm3Major axis: LEx = 0.00 m. Slenderness, x = 0.00 x 100/3.91 = 0.00 Minor axis: LEy = 0.00 m. Slenderness, y = 0.00 x 100/3.91 = 0.00Allowable stresses: Compressive strength, pc = 170.0 N/mm2 (Table 17a)



W I Z A R C HSite: T-mania JobSuperBeam 4.52a 450861 Made by NS Page 18Steel column calculation to BS449 Part 2 using S275 (Grade 43) steelERROR: 50 x 50 x 3 SHS cannot be usedColumn slenderness = 288Maximum permissible value (clause 33) = 180

SuperBeam 4 File Copy-ram

Documents

Transcript of SuperBeam 4 File Copy-ram