By American Institute of Steel Construction
Read Online or Download Design Guide 6: Load and Resistance Factor Design of W-Shapes Encased in Concrete PDF
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Extra resources for Design Guide 6: Load and Resistance Factor Design of W-Shapes Encased in Concrete
Sample text
Compute the load ratio, selected. for the trial column 6. From the Table, for as calculated from Step 5, find the uniaxial moment capacity as applicable). Instructions for Using LRFD Composite Beam-Column Design Tables 1. Determine the relative magnitude of the column eccentricity by dividing the applied factored moment, Mu (ft-kips), by the product of the applied factored axial load, Pu (kips), and the composite column dimension in the plane of bending, t. 7. Compare to the factored moment. If is satisfactory.
All rights reserved. This publication or any part thereof must not be reproduced in any form without permission of the publisher. 90 Designation Fy (ksi) Reinf. 40 (kips). 7 See Figure 2 for definition of bar arrangement (nx-my). 4. Mux = and Muy = when NW = Normal wt. concrete. 0 312 © 2003 by American Institute of Steel Construction, Inc. All rights reserved. This publication or any part thereof must not be reproduced in any form without permission of the publisher. 9 Cey 134 Notes : 1. Cex = Pex(KxLx)2/10000.
Assume See Fig. B-2 for nomenclature. Refer to AISC LRFD Manual, p. 2-101 for base plate design procedure. Solution: Base plate will be designed for the portion of the factored axial load resisted by the W10×54. W10×54 properties: Try base plate 12×12 in. 1. Compute axial load carried by W10×54 based on the contribution of W10×54 to the total column capacity. Portion of factored axial load resisted by W10×54 is: 2. Compute m and n. 2 Full cross sectional area of concrete 2 support, in. Area of H-shaped portion of base plate in 2 light columns, in.