SOLEI TINH COT, VACH PHAN THAN

Job Number Sheet Job Title Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com Client Calcs by Checked by Date CÔT C1A General column design by PROKON (GenCol Ver W3.0.12 - 12 Dec 2016) Design code : Eurocode - 2004 General design parameters: Eurocode 2 - 2004 Y Given: l = 3.200 m fck = 44 MPa fy = 490 MPa Ac = 1391445 mm² Assumptions: (1) The general conditions of clause 5.8.8.2 are applicable (2) The specified design axial loads include the self-weight of the column (3) The design axial loads are taken constant over the height of the column 2000 1500 1000 X X 500 Through inspection: Load case is critical Check column slenderness: End fixity and bracing for bending about the Design axis: The column is unbraced Effective length factor ß = 0.75 Effective column height: lo = ò l = 75 ì3.2 = 2.400 m Column slenderness about weakest axis: 1000 Design approach: The column is designed using the following procedure: (1) The column design charts are constructed (2) The design axis and design ultimate moment are determined (3) The design axial force and moment capacity is checked on the relevant design chart (4) The procedure is repeated for each load case (5) The critical load case is identified as the case yielding the lowest safety factor about the design axis 500 -500 Y Job Number Sheet Job Title Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com max_sl = = Client Calcs by Checked by Date lo r 2.4 22679 = 10.582 Minimum Moments for Design: Check for mininum eccentricity: Check that the eccentricity exceeds the minimum in the plane of bending: 5.2(7) eminx = = q l0 005 ×2.4 = 0.0060 m 5.2(7) eminy = = q l0 005 ×2.4 = 0.0060 m Use emin = 20mm 6.1 (4) Mminx = eminx N = 02 ×39107 = 782.140 kNm Check if the column is slender: Ned = 39106.9 kN 5.8.3.1 Job Number Sheet Job Title Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com f cd = acc f ck 1.50 = ×44.4 1.50 Client Calcs by Checked by Date = 29.600 MPa f yd = fy 1.15 = 490 1.15 = 426.087 MPa 5.5.3.1 (1) n= = Ned Ac f cd 3911×104 1391×103 ×29.6 = 0.9499 Check slenderness 5.8.3.1 (1) A = 0.7 5.8.8.3 (3) w= = As f yd Ac f cd 48556 ×426.09 1391×103 ×29.6 = 0.5025 5.8.3.1 (1) B = + w = + ×.50233 = 1.416 Larger end moment Job Number Sheet Job Title Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com Client Calcs by Checked by Date M02 = 5360.9 kNm Smaller end moment M01 = 4751.7 kNm 5.8.3.1 (1) rm = = M01 M02 751.7 360.9 = 0.8864 Unbraced therefore set rm = 5.8.3.1 (1) C = 1.7 - rm = 1.7 - = 0.7000 5.8.3.1 (1) llim = 20 A B C n = 20 ×.7 ×1.4159 ×.7 9495 = 14.240 l = 10.58