Rigid Moment-Resisting Frame Walls: The Frame Method of Analysis - The Analysis of Irregular Shaped Structures - page 518

F i g u r e 14.19 Computer output, lateral force acting to the right.

732363
449

. (. )

M jnt = = 5 918 . ft-k

.

V = 1.63 k full height of pier

Forces at bottom:

F x = 2.49 k apply at neutral axis of pier

M base = 712 . ft-k moment at base of pier , use I t �

V = 16. k full height of pier
Figure 14.13 showed that the vertical shear from the header is transferred directly
into the inside jamb studs by bearing. Therefore a majority of the axial force F x is taken
by the inside studs at the top of the pier. The axial force at the bottom of the pier section
can be assumed to act through the neutral axis of the pier section because of the lateral
drift of the wall.
The right pier (panel A), shown in Fig. 14.20, shows that the pier is in contraflexure.
The length of the compression flange at the top of the pier is 4.49 ft. Since the
compression flange is unbraced along this length, the allowable bending stress in