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  • Masonry Structural design ï»ż
    See Masonry Structural design page: Masonry Structural design

    Suppose that we have a uniformly distributed load of 1050 lb/ft, applied at the level of the roof of the structure shown in Fig. 6.5. Design the lintel.

    According to Table 2 of the 2008 MSJC Specification, for Type M or S mortar and concrete units with a specified strength of 1900 psi (the minimum specified strength for ASTM C90 units), the compressive strength of the masonry can conservatively be taken as 1500 psi (the so-called “unit strength method”). If the compressive strength is evaluated by prism testing, a higher value can probably be used. Take the specified compressive strength of the masonry as fmâ€Č = 1500 psi.

    Assume fully grouted concrete masonry with a nominal thickness of 8 in., a weight of 80 lb/ft2, and a specified compressive strength of 1500 lb/in.2. Use Type S PCL mortar. The lintel has a span of 10 ft, and a total depth (height of parapet plus distance between the roof and the lintel) of 4 ft. These are shown in the schematic figure in Fig. 6.5. Assume that 700 lb/ft of the roof load is D, and the remaining 350 lb/ft is L. The governing loading combination is 1.2D + 1.6L. Our design presumes that entire height of the lintel is grouted.

    First check whether the depth of the lintel is sufficient to avoid the use of shear reinforcement. Because the opening may have a movement joint on either side, again use a span equal to the clear distance, plus one-half of a half-unit on each side. So the span is 10 ft plus 8 in., or 10.67 ft.

    The bars in the lintel will probably be placed in the lower part of an inverted bottom course.
    The effective depth d is calculated using the minimum cover of 1.5 in.
    (Sec. 1.15.4.1 of the 2008 MSJC Code), plus one-half the diameter of an assumed #8 bar.
    Because this is a reinforced element, shearing capacity is calculated using Sec. 3.3.4.1.2.1 of the 2008 MSJC Code.

     

    Also include two #4 bars at the level of the roof (bond beam reinforcement). The flexural design is quite simple. Section 3.3.4.2.2.2 of the 2008 MSJC Code does require that the nominal flexural strength of a beam not be less than 1.3 times the nominal cracking capacity, calculated using the modulus of rupture from Code Sec. 3.1.8.2. In our case, the nominal cracking moment for the 4-ft deep section is

    Use two #4 bars. Section 3.3.4.2.2.2 of the 2008 MSJC Code need not be met if the amount of tensile reinforcement is at least one-third greater than required by analysis (Code Sec. 3.3.4.2.2.3).

    Finally, Sec. 3.3.3.5 of the 2008 MSJC Code imposes maximum flexural reinforcement limitations that are based on a series of critical strain gradients. These generally do not govern for members with little or no axial load, like this lintel. They may govern for members with significant axial load, such as tall shear walls.


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