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// CODE SNIPPET

2.4.10 Dynamic Analysis

California Administrative Code 2019 > 6 Seismic Evaluation Procedures for Hospital Buildings > 2 Procedures for Structural Evaluation of Buildings > 2.4 Analysis of the Building > 2.4.10 Dynamic Analysis
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Unless otherwise noted, the procedures given in Articles 3 through 10 use the equivalent lateral force procedure. The use of a dynamic analysis procedure is required for the following:

  1. Buildings 240 feet or more in height;
  2. Buildings with vertical irregularities caused by significant mass or geometric irregularities;
  3. Buildings where the distribution of the lateral forces departs from that assumed in the equivalent lateral force procedure; and
  4. Where required by the evaluation statements in Articles 3 through 10.

Dynamic analysis procedures shall conform to the criteria established in this section. The analysis shall be based on an appropriate ground motion representation as specified in this section and shall be performed using accepted principles of dynamics. Structures that are evaluated in accordance with this section shall comply with all other applicable requirements.

2.4.10.1 Ground Motion

The ground motion representation shall be an elastic response spectra developed for mean values for the specific site, in accordance with the procedures in Title 24, Section 1629A.2 of 1995 California Building Code (CBC) or equivalent provision in later version of the CBC.

2.4.10.2 Mathematical Model

A mathematical model of the physical structure shall represent the spatial distribution of the mass and stiffness of the structure to calculate the significant features of its dynamic response. A three-dimensional model shall be used when the dynamic analysis involves a structure with an irregular plan configuration and rigid or semirigid diaphragms.

2.4.10.3 Analysis Procedure

2.4.10.3.1 Response Spectrum Analysis

An elastic dynamic analysis of a structure shall use the peak dynamic response of all modes having a significant contribution to total structural response. This requirement may be satisfied by demonstrating that for the modes considered, at least 90% of the participating mass of the structure is included in the calculation of response in each principal horizontal direction. Peak modal responses are calculated using the ordinates of the appropriate response spectrum curve that corresponds to the modal periods. Maximum modal contributions shall be combined in a statistical manner using recognized combination methods to obtain an approximate total structural response.

2.4.10.3.2 Scaling of Results

When the base shear for a given direction is less than that required by the equivalent lateral force procedure, the base shear shall be increased to the value prescribed in that procedure. All corresponding response parameters, including deflections, member forces and moments, shall be increased proportionately.

When the base shear for a given direction is greater than that required by the equivalent lateral force procedure, the base shear may be decreased to the value prescribed in that procedure. All corresponding response parameters, including deflections, member forces, and moments, may be decreased proportionately.

2.4.10.3.3 Post-Yield Analyses

Post-yield analyses of a simplified model of the building may be made to estimate the nonlinear displacements of the structural system. If the analyses is made with a two-dimensional planar model, the additive torsional displacement shall be established through methods that are equivalent to those used for response spectra analyses.

The displacements or rotations of structural members estimated by the post-yield analysis shall be compared with relevant experimental data to determine the adequacy of the member or system.

2.4.10.4 Torsion

The analysis shall account for torsional effects, including accidental torsional effects, as prescribed in Section 2.4.3.9. Where three-dimensional models are used for analysis, effects of accidental torsion shall be accounted for by appropriate adjustments in the model such as adjustment of mass locations or by equivalent static procedures such as provided in Section 2.4.3.9.

Related Code Sections


2.4.10 Seismic Evaluation Procedures for Hospital Buildings, Dynamic Analysis
Unless otherwise noted, the procedures given in Articles 3 through 10 use the equivalent lateral force procedure. The use of a dynamic analysis ...
California Administrative Code 2019 > 6 Seismic Evaluation Procedures for Hospital Buildings > 2 Procedures for Structural Evaluation of Buildings > 2.4 Analysis of the Building > 2.4.10 Dynamic Analysis
2.4.10 Seismic Evaluation Procedures for Hospital Buildings, Dynamic Analysis
Unless otherwise noted, the procedures given in Articles 3 through 10 use the equivalent lateral force procedure. The use of a dynamic analysis ...
California Administrative Code 2016 > 6 Seismic Evaluation Procedures for Hospital Buildings > 2 Procedures for Structural Evaluation of Buildings > 2.4 Analysis of the Building > 2.4.10 Dynamic Analysis
3104F.2.3.4 [SLC] Marine Oil Terminals, Nonlinear Dynamic Analysis
Nonlinear dynamic time history analysis is optional, and if performed, a peer review is required (see Section 3101F.8.2). Multiple acceleration ...
California Building Code 2016 (Vol 1 & 2) > 31F [SLC] Marine Oil Terminals > 3104F Seismic Analysis and Structural Performance > 3104F.2 Existing MOTs > 3104F.2.3 Analytical Procedures > 3104F.2.3.4 Nonlinear Dynamic Analysis
2.4.10.3.3 Seismic Evaluation Procedures for Hospital Buildings, Post-Yield Analyses
used for response spectra analyses. The displacements or rotations of structural members estimated by the post-yield analysis shall be compared ...
California Administrative Code 2016 > 6 Seismic Evaluation Procedures for Hospital Buildings > 2 Procedures for Structural Evaluation of Buildings > 2.4 Analysis of the Building > 2.4.10 Dynamic Analysis > 2.4.10.3 Analysis Procedure > 2.4.10.3.3 Post-Yield Analyses
2.4.10.3 Seismic Evaluation Procedures for Hospital Buildings, Analysis Procedure
An elastic dynamic analysis of a structure shall use the peak dynamic response of all modes having a significant contribution to total structural ...
California Administrative Code 2019 > 6 Seismic Evaluation Procedures for Hospital Buildings > 2 Procedures for Structural Evaluation of Buildings > 2.4 Analysis of the Building > 2.4.10 Dynamic Analysis > 2.4.10.3 Analysis Procedure
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