member and connection design.pdf

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2/05/2013n f or Lateral Loads def inition Structural Steel Civ il Engineering Le

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Memberand Connection Design for Lateral Loads

section/category: Structural Steel | 329 views | Tags: Connection, Lateral Loads, Loads

Wind loads on steel structures are determined by first establishing the pressure distributions on structures after

considering the appropriate design wind velocity, the exposure condition, and the local variation of wind

pressure on the structure (Art. 9.2). Then, the wind loads on frames andstructural elements are determined

by distributing the wind pressure in accordance with the tributary areas and relative stiffness of the various

components.

Seismic design loads are determined by the static-force or dynamic methods. With the static-force method,

the total base shear is determined by Eq. (9.5). It is distributed to bents and structural elements by simple

rules combined with considerations of the distribution of mass and stiffness (Art. 9.4). With the dynamic

method, the total range of dynamic modes of vibration are considered in determination of the base shear.

This is distributed to the bents and components in accordance with the mode shapes. For both wind andseismic loading, forces and moments in members and connections can be first estimated by

approximate analysis techniques (Art. 9.8.1). They may be ultimately computed by finite-element or

other structural analysis techniques.

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Steel Truss Building Steel Frame Deck Design
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part of a structure to another (Fig. 9.22). Under these conditions, the slabs and other elements act as

diaphragms. These may be considered deep beams and are subject to loadings and behavior quite different

from that encountered in gravity-load design. It is important that this behavior be considered, and it is

particularly important that the connection between the diaphragms and the structural elements be carefully

designed. These connections often involve a composite connection between a steel structural member and a

concrete slab, wall, or other component. The design rules for these composite connections are not as

welldefined as those for most steel connections. However, there is general agreement that the connections

should be designed for the largest forces to be transferred at the interface. Also, the design should recognizethat large groups of shear connectors or other transfer elements do not necessarily behave as the sum of the

individual elements.

Braced frames, which are economical systems for resisting both wind and earthquake loadings, frequently

require large gusset plates in connections (Fig. 9.23). Different models for predicting the resistance of these

connections may produce very different results and further research is needed to define their behavior. Hence,

it is likely that there will be continuing changes in the design models for connections for lateral-load design.

(See Sec. 5.)

Models used for design of connections should satisfy the equations of equilibrium, ensure support for

maximum loads and deformations that are possible for connections, and recognize that large groups of

connectors do not always behave as the sum of the individual connectors.
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