By J. Didier Pettinga M.J. Nigel Priestley
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Additional info for Dynamic Behaviour of Reinforced Concrete Frames Designed with Direct Displacemen-Based Design
INITIAL INELASTIC TIME-HISTORY RESULTS The following inelastic time-history results represent the structural model behaviour seen for the 4, 8, 12, 16 and 20 storey frames detailed in Chapter 4. It should be noted however that an error involving the weighted average procedure used to find the effective equivalent viscous damping, was found in the design calculations after these analyses were completed. For the buildings of more than four storeys, this error effectively underweighted the contribution of larger lower level ductilities, while over-weighting the smaller upper level ductilities.
Table 4-2. Frame seismic weight parameters Levels n Seismic Weight Gravity Weight Roof: n 2500 kN 1250 kN All levels: 1 to n-1 3000 kN 1500 kN Thus the frames are modelled as lumped mass systems, with the mass at each level mass being distributed to the beam-column joints to represent the proportion carried laterally and vertically, based on tributary member lengths. To these weights the beam and column self weights are added at each joint in a similar fashion. 5 meters and beam span length of 5 meters for all beam bays.
The results from this equation were then rounded to the nearest ten centimetres. For beams with a clear span of 4300 mm, using 28 mm diameter bars, this gives a length of 500 mm, while for columns with a soffit height of 3050 mm, the estimate is 400 mm. 3 Modified Takeda Hysteresis rule The Modified Takeda rule (Otani, 1974) is commonly used for modelling inelastic reinforced concrete behaviour. By varying the alpha and beta factors (α and β) which modify the unloading and reloading stiffnesses, it is possible to account for ‘pinching’ effects seen due to increased axial load.
Dynamic Behaviour of Reinforced Concrete Frames Designed with Direct Displacemen-Based Design by J. Didier Pettinga M.J. Nigel Priestley