TABLE 13.5-1 COEFFICIENTS FOR ARCHITECTURAL COMPONENTS
REVISE TABLE 13.5-1 TO ADD OVERSTRENGTH COEFFICIENTS AND CONVERT ALL EXISTING VALUES FROM DECIMAL TO FRACTIONAL FORM FOR CONSISTENCY WITH TABLE 12.2-1 (NOT SHOWN IN WITH STRIKE-OUT AND UNDERLINE TEXT FOR CLARITY). With Equation 13.3-2 is not required to exceed 3.2IpWp. For the testing alternative, the maximum seismic demand determined in accordance X =number of shear walls in the building effective in resisting lateral forces in the direction under considerationġ3.2.5 TESTING ALTERNATIVE FOR SEISMIC CAPACITY DETERMINATIONĪs an alternative to the analytical requirements.equal or exceed the seismic demands determined inĪccordance with Section 13.3.1 and 13.3.2. The approximate fundamental period, Ta, in s, for masonry or concrete shear wall structures not exceeding 120 feet in height is Extreme torsional irregularity requirements in the reference sectionsĪpply only to structures in which the diaphragms are rigid or semirigid. Extreme Torsional Irregularity is defined to exist where the maximum story drift,Ĭomputed including accidental torsion, at one end of the structure transverse to anĪxis is more than 1.4 times the average of the story drifts at the two ends of the Torsional irregularities are prohibited (see Section 12.3.3.1). Seismic Design Categories E and F are not also specified because extreme That have an extreme torsional irregularity (Type 1b). A reduction in the value of rho from 1.3 is not permitted for structures assigned to Seismic Design Category D Seismic Design Categories E or F, shall equal 1.3 unless one of the following two conditions is met, whereby is permitted toīe taken as 1.0. For other structures assigned to Seismic Design Category D, and for structures assigned to On a supporting beam, column, truss, or slab structural elements.ġ2.3.4.2 Redundancy Factor,, for Seismic Design Categories D through F.įor structures assigned to Seismic Design Category D, E, or F, and having Extreme Torsional Irregularity as defined in Tableġ2.3-1, Type 1b, shall equal 1.3. In-Plane Discontinuity in Vertical Lateral-Force-Resisting Element Irregularity: In-plane discontinuity in vertical lateral force-resistingĮlements irregularity is defined to exist where there is an in-plane offset ofĪ vertical seismic force-resisting element resulting in overturning demands
REVISE TABLE 12.3-2 VERTICAL STRUCTURAL IRREGULARITIESĤ. Supporting members shall be adequate to transmit the forces for which the discontinuous elements walls or frames were required
The connections of such discontinuous elements walls or frames to the Irregularity Type 4 of Table 12.3-1 or vertical irregularity Type 4 of Table 12.3-2 shall be designed to resist the seismic loadĮffects including overstrength factor of Section 2.4.3. Where a special moment frame is required by Table 12.1-1, the frame shall beġ2.3.3.3 Elements Supporting Discontinuous Walls or FramesĬolumns, beams, trusses, or slabs Structural elements supporting discontinuous walls or frames of structures having horizontal Supported by a more rigid system with a lower response modification coefficient, R., unless provided that the requirements of To the structural system limitations, the frame shall be continuous to the base.Ī special moment frame that is used but not required by Table 12.2-1, shall notis permitted to be discontinued above the base and CHANGES TO THE STANDARD ARE INDICATED USING STRIKE-OUT AND UNDERLINE TEXT.ġ2.2.5.5 Special Moment Frames in Structures Assigned to Seismic Design Categories D through F.įor structures assigned to Seismic Design Categories D, E, or F, awhere a special moment frame is required by Table 12.2-1 due THIS TYPE AND SIZE FONT INDICATES DIRECTIVE TEXT THAT IS NOT PART OF THE STANDARD. Use in conjunction with ASCE 7-10 Second Printing or with ASCE 7-10 First Printing and Errata 1 and 2. Supplement No.1 Effective: March 31, 2013 Minimum Design Loads for Building and Other Structures
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