Masonry Structures for Buildings [US Army TM 5-809-3]

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33)f'm Em = The modulus of elasticity of masonry, psi. = (1000)f*m for CMU t = The effective thickness of the wall, inches. This equation is neither exact nor technically correct. However, its primary function is to force the designer to think about limiting the deflection of the diaphragm to a value that will not adversely affect, architecturally, the completed wall. 7-7. Effects of Openings in Shear Walls. The effects of openings on the ability of shear walls to resist lateral forces must be considered.

D = The height of the lintel, feet. LL = The length of the lintel, feet. 3 lbs/in2 (f) Determine the allowable axial stress, Fa. (g) Rearrange the interaction equation and determine the required resisting moment, Required Mr. K. K. (4) Summary. A 12 inch by 16 inch wall stiffener with 4-#6 bars, as shown in figure 6-4, will resist the given loads. 9/AFM 88-3, Chap. 9/AFM 88-3, Chap. 3 CHAPTER 7 REINFORCED MASONRY SHEAR WALLS 7-1. Introduction. This chapter contains design requirements for reinforced masonry shear walls, not including seismic requirements.

CB = Distance from the center of gravity of the net wall section to the centroid of the pier in question (Pier B). See table 7-1. In = Moment of inertia of the net wall section In = G(ICen + AC2) = GAC2 (Because ICen, which is equal to bd3/12, is usually negligible compared 2 to AC . Therefore, use In = GAC2. K. Combined Load Check. K. Pier C design. 62” with 5 bars in each cell. When checking in-plane shear stresses, the assumed length of the pier, dCv, will be the actual pier length or 3*-4”.

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