1 3 0.090 0.084 two 4 0.078 0.076 five 3 0.065 1 0.090 four 2 0.059 0.111 10 1 3 0.090 0.087 0.08 2 four 0.066 3 three 1 0.065 0.090 four 2 0.057 0.078 5 0.065 1 three 0.074 0.059 2 4 0.081 1 0.090 three 1 0.068 two 0.066 4 0.0723 4 0.065 0.Peak Base Shear (kN) 18.43 15 of 22 94.47 166.7 251.2 18.43 99.six Peak Base Shear (kN) 129.8 18.43 194.six 94.47 18.43 166.7 59.05 251.2 86.53 18.43 116.5 99.six 18.43 129.8 194.6 40.5 62.54 18.43 85.12 59.05 86.53 9.54 116.five 27.37 18.43 35.76 40.5 42.62.54 85.Figure 16 shows
1 3 0.090 0.084 2 four 0.078 0.076 five three 0.065 1 0.090 4 two 0.059 0.111 ten 1 three 0.090 0.087 0.08 2 4 0.066 3 three 1 0.065 0.090 four 2 0.057 0.078 5 0.065 1 3 0.074 0.059 two 4 0.081 1 0.090 3 1 0.068 two 0.066 4 0.0723 4 0.065 0.Peak Base Shear (kN) 18.43 15 of 22 94.47 166.7 251.two 18.43 99.6 Peak Base Shear (kN) 129.eight 18.43 194.six 94.47 18.43 166.7 59.05 251.two 86.53 18.43 116.five 99.6 18.43 129.8 194.6 40.5 62.54 18.43 85.12 59.05 86.53 9.54 116.5 27.37 18.43 35.76 40.5 42.62.54 85.Figure 16 shows the top-layer displacement response (in accordance with ) on the single-, 0.074 9.54 two-, three-, and four-story1analytical models for El ML-SA1 References Centro ground motions. All analytical two of five plus the natural frequencies of the structures have been 1.4, 0.081 27.37 models had a damping ratio 1 three 0.068 35.76 0.81, 0.64, and 0.56 s, respectively. Irrespective of , as the quantity of slab connections for four 0.072 42.66 reinforcement increased, the maximum displacement response naturally decreased.Buildings 2021, 11,16 of(a)(b)(c)(d)Figure 16. Displacement responses below unique DOFs. (a) Displacement response SDOF structure ( = = 0.05, T = s). Figure 16. Displacement responses below various DOFs. (a) Displacement response ofof SDOF structure ( 0.05, T = 1.41.four s). Displacement response of of 2DOF structure( = 0.05, T = s). (c) (c) Displacement response of 3DOF structure ( = (b) (b) Displacement response2DOF structure( = 0.05, T = 0.810.81 s).Displacement response of 3DOF structure ( = 0.05, 0.05, T = 0.64 s). (d) Displacement response of 4DOF structure ( = T = 0.56 0.56 T = 0.64 s). (d) Displacement response of 4DOF structure ( = 0.05, 0.05, T = s). s).The influence of on the number of degrees of freedom on the analytical model is as follows. For the single-story structures prior to reinforcement, the minimum displacement response was 0.195 m when = three. The two-degree-of-freedom analysis model with 1 slab was located to have the biggest displacement response as improved. The evaluation models for three and 4 degrees of freedom showed that the response decreased till = 5,Buildings 2021, 11,follows. For the single-story structures before reinforcement, the minimum displacement response was 0.195 m when = three. The two-degree-of-freedom analysis model with a AS-0141 Technical Information single slab was located to have the biggest displacement response as increased. The evaluation models for 3 and 4 degrees of freedom showed that the response decreased until = five, and then increased once more following five. When the yield moment of your joint hinge corresponded 16 of 22 to five of your plastic moment of the beam, it was deemed to have the optimum power dissipation capacity, resulting from the deformation caused by the seismic load. four. Experiment of Power Dissipation Capacity of Rotary-Type Damping Device four. Experiment of Power Dissipation Capacity of Rotary-Type It is actually essential to confirm whether or not the operation principle on the rotary-type friction It really is necessary to confirm no matter if the operation principle of damper is definitely the exact same because the numerical evaluation results. For this purpose, a compact damper damper could be the same because the numerical evaluation results. For this purpose, a compact damper was installed horizontally on a reaction wall and external forces had been applied cyclically in horizontally on a reaction wall and external forces have been applied cyclically was within the horizontal path, with frequency, displacement, load as parameters. Consequently, the horizontal path, with frequency, displacement, and and load as parameters. As a the force ispla.