By John A. Blume, Leo H. Corning, Nathan M. Newmark
Description: This landmark e-book is an entire consultant to the layout and detailing of bolstered concrete constructions for seismic forces.
Abstract: The booklet is a whole consultant to layout of strengthened concrete structures for earthquake motions. It includes useful details on earthquake floor movement and its results, layout spectrum, reaction of multistory structures to earthquakes, rules of earthquake-resistant layout, seismic layout concerns, code specifications, power, ductility, and effort absorption. development and inspection of strengthened concrete development subjected to earthquake floor motions can also be mentioned. program of earthquake resistant layout provisions is illustrated via research, layout, and detailing of a 24-story bolstered concrete construction. desk of Contents 1. Earthquake floor movement and Its results 2. Earthquake reaction of Multi-Degree-of-Freedom platforms three. rules of Earthquake-Resistant layout four. layout issues and Code specifications five. power, Ductility, and effort Absorption of strengthened Concrete participants 6. layout of bolstered Concrete Frames 7. layout of a 24-Story development eight. development and Inspection Appendix A Elastic Modal research of a 24-Story development Appendix B Energy-Absorption concerns Appendix C prompt Lateral strength requisites, SEAOC Appendix D References Appendix E Notation
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Additional info for Design of Multistory Reinforced Concrete Buildings for Earthquake Motions
Example text
67. Computation of Period of Vibration-Higher Masses and spring const's Assumed dlspl, 2m Increment Ass'd displ. - X rn -~ 0 5 3 2 m~( 8 r n / 3~~ ) ~ + rin ( 5 r n~/ 3 ~ ) ~ + 2 r n ( m 107 / X ) ~rn Fig. 2-4. Calculation of fundamental circular frequency by Rayleigh's method. 5 m Incidentally, it is noted that with the assumed set of deflections in Fig. 0 X/m, respectively. These are poorer approximations than are indicated from the results of the calculations in Fig. 2-3 because the assumed deflection curve is not as good.
All of the tabulated values are to be divided by 22. TABLE 2-2 Modified Modal Values (For Unit Values of Modal Participation Factors) for Illustrative Structure, Fig. 2-2 A11 valucs to be divided by 22. 1 Quantity Mode 1 iig = accel. 3rd floor (roof) u1 = deA. 3rd floor (roof) 113 - u2 = displ. 3rd story V:%= shear 3rd story iiz = accrl. 2nd floor u2 = defl. 2nd floor uz - ul = displ. 2nd story Vz = shear 2nd story k l = accel 1st floor u l = defl. 1st floor ul = displ. 1st story 171 = shear a t base I t will be noted that the modal deflections are taken as dimensionless, and therefore the dimensions of the responses are determined by the dimensions of the single-degree-of-freedom spectrum response values.
In general, u,b will be a better approximation to the fundamental mode shape than was u,,. 4. Consequently, a repetition of the calculations using u,b as the starting point will lead to a new derived deflection that will be an even better approximation. In most cases, even with a very poor first assumption for the fundamental mode deflection, the process will converge with negligible errors to w: in at most two or three cycles. However, one can obtain a good approximation in only one cycle. The mode shape will not be as accurately determined unless the calculation is repeated several times.
Design of Multistory Reinforced Concrete Buildings for Earthquake Motions by John A. Blume, Leo H. Corning, Nathan M. Newmark
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