## Info

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).

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