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For two curtains of #6 vertical bars spaced at 15 in. centers, pn = 22°i45 = 0.0049 OK.

The provided horizontal and vertical reinforcements satisfy the minimum reinforcement ratios ph and pn given in Sections 14.3.2 and 14.3.3. Figure 4.38 provides a schematic reinforcement detail.

Figure 4.38. Shear wall; low to moderate seismic zones (SDC A, B, or C). Note: Vertical reinforcement of #7 @ 9" at each end is enclosed by lateral ties, since the reinforcement area of eight #7 vertical bars equal to 8 x 0.6 = 4.8 in.2 is greater than 0.01 times the area of concrete = 12 x 30 = 360 in.2 (See ACI 318-02 Sect. 14.3.6.)

Figure 4.38. Shear wall; low to moderate seismic zones (SDC A, B, or C). Note: Vertical reinforcement of #7 @ 9" at each end is enclosed by lateral ties, since the reinforcement area of eight #7 vertical bars equal to 8 x 0.6 = 4.8 in.2 is greater than 0.01 times the area of concrete = 12 x 30 = 360 in.2 (See ACI 318-02 Sect. 14.3.6.)

4.2.9.6. Frame Beam Example: Special Reinforced Concrete Moment Frame

Given. Values for bending moments and shear forces for beam B2 at the supports and at midspan are shown in Table 4.6.

Beam B2: 28 in. wide x 33 in. deep clear span ln = 25.17 ft fc = 4000 psi; fy = 60,000 psi

Axial force in B2 is negligible.

Required. Schematic design and detail of frame beam B2 using the provisions of ACI 318-99.

Solution. The first step is to calculate the design bending moments and shear forces for the beam using the load combinations specified in governing codes (see Table 4.6).

TABLE 4.6 Design Bending Moments and Shear Forces for B2; Special Moment Frame
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