SDCB Seismic Detailing of Concrete Buildings by David A. Fanella

By David A. Fanella

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Extra resources for SDCB Seismic Detailing of Concrete Buildings

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Fig. No. 3 - where Acv is based on the thickness of the topping slab. The required web reinforcement shall be distributed uniformly in both directions. Nominal shear strength shall not exceed 8 gross cross-sectional area of the diaphragm. i L) ] ] ] Table 22 - Boundary Element Requirements Sect. No. Fig. No. Boundary elements of structural diaphragms shall be proportioned to resist the sum of the factored axial forces acting in the plane of the diaphragm and the force obtained by dividing the factored moment at the section by the distance between the boundary elements of the diaphragm at that section.

6 bars or larger Horizontal reinf. 0020 for No. 0025 for No. 0025 ] Reinforcement spacing each way shall not exceed 18 in. Reinforcement provided for shear strength shall be continuous and shall be distributed across the shear plane. For Vu > 2AcvJf£, two curtains of reinforcement must be provided. 4. 3 s < 18" / reinf. 0012 for No. 0015 for No. 6 or larger Horiz. reinf. 0020 for No. 0025 for No. 4 All other reinforcement not shown for clarity ] ] ] -A- ] ] Figure 15 - Web Reinforcement Requirements 29 ] ] Table 16 - Shear Strength Requirements ] Sect.

5 x (smaller of Ci or c2) ] ] ] ] Note: There is no restriction on the location of longitudinal bar splices for intermediate moment frames. The splice may be located away from the potential hinge regions as shown above.

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