Steel stuctures: steel frame design

 Vilnius Gediminas Technical University Department of Steel and Timber Complex project (Steel structures part) Performed by: Stu-6 Checked by : doc.Vaidotas Šapalas Vilnius 2007 Table of content Explanatory script ………………………………………………………………………….. 3 Initial data ………………………………………………………………………………….. 4 1. Design of the deck beams …………………………………....………………………….. 5 First variant …………………………………….………………………………………… 5 Second variant …………………………………….………………………….………….. 6 2. Design of the main beams …………………………………….…………………………. 9 2.1 Reducing the cross-section of main beam …………………………………………... 12 2.2 Designing butt welds in the changed cross-section …………………………………. 13 2.3 Shear strength of cross-section …………………………………...…………………. 14 2.4 Designing flange welds connecting the flange and the web ………………………… 14 2.5 Verification of local stress ……………………………………….………………….. 15 2.6 Lateral stability of web ……………………………………………………………… 15 2.7 Local stability of web..... ………………………………………...………………….. 15 2.8 Design of beam supports ………………………………………...………………….. 17 3. Design of axially loaded columns ………………………...……………………………... 19 3.1 Design of column head ………………………………………….…………………... 21 3.2 Design of column foot …………………………………………..…………………... 22 3.3 Bending moments in sections 1, 2, 3 ……………………………...………………… 23 3.4 The depth of the cross-member …………………………………...………………… 23 4. Drawings ……………………………………………………………………………..….. 25 5. Literature ………………………………………………..….……………………….............. Explanatory script The main purpose of this course work is to design steel frame of a structure. To determine the required cross-sections of main and deck beams. Calculate various weld properties between elements. It contains from such main elements: • The metal deck; • The deck beams; • The main beams; • Axialy loaded columns. The deck beams are I shaped IPE220, main beams are welded from steel plates with reduced cross-section at the sides. Columns are made from HEA200. The column head and foot are design with required welds to other elements. Fillet welding using electrode wires is choosed, welding protecting by gas – G38. The height of a steel frame is 5.4 m, length – 11 meters and width – 3.5 meters. Width and length is between axis of symetry of columns. The steel class used in this course work is S235. Concrete class C16/20. Initial data No. Name Surname L B level Steel Column 1 Martina Andruytė 11 3.5 5.4 S235 I shape No. Load Characteristic load (kN) γQ Design load (kN) 1. Thickness of steel plate t=160mm 4 1.35 5.4 2. Live load 5 1.3 6.5 1. Design of the deck beams First case: According obtained results I select IPE 180 beam with following characteristics: Condition is satisfied Checking shear resistance condition: Condition of beam deflection: Condition satisfied. Second case: According obtained results I select IPE 220 beam with following characteristics: Condition is satisfied Checking shear resistance condition: Condition of beam deflection: Condition satisfied. Plastic resistance for bending about principal axis: Condition is satisfied Choosing more economical solution: IPE 180 IPE 220 More economical is IPE 220 so I continue calculations with it. 2. Design of the main beam L = 11 m; B = 3.5 m; l1=2.75m; As we use F So, I select tw =10 mm. So I select such dimensions of main beam: Thickness of web: According condition when the difference between and is more than 2 mm, the thickness of web is accepted equal to , but the minimum of tw is 4 mm, so take tw = 6 mm Recalculating h­­­opt: So, As we can see: ; While I choose not to decrease it anymore and continue as it is: Moment of inertia of web: Moment of inertia of flanges: Area of one flange: Checking requirements for bf,d: ; ; ; Checking the strength of cross-section: Condition is satisfied. Checking the deflection of the beam: Condition is satisfied. Characteristic and design value of the load caused by the weight of beam: I divide load to 5 deck beams and add to F 10.2/5=2.05kN; 2.1 Reducing the cross-section of main beam The cross-section will be reduced in the section which is remote from support by a1 = leff / 6; a1=11/6=1.83 m. The bending moment and shear force in this cross-section will be: The section modulus of reduced cross-section is: The inertia moment of flange and the inertia moment of the web: Area of the flange cross-section is: Width of the web: So I take: Checking the strength of reduced cross-section: , strength is sufficient. 2.2 Designing butt welds in the changed cross-section Then the normal and shear stresses in the top fibers of the web are determined: Sf – the statical moment of the flange about the neutral axis of the beam: Checking effective stress in these fibers:

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