(1) It can be seen from Table 1 that due to the suitable thickness (0.15 m), the flexibility is moderate and the general vertical displacement of the plate is 0.025. Around the meter, the span at the elevation of 6.95 meters is larger, and the vertical displacement is slightly larger, which is 0.032629 meters, meeting the requirements of the specification. (2) The opening of the structure is not large, the largest is 17.32 meters, and the cross-sectional dimension of the beam is relatively small, and the force is not counted. Very large, but the stress is relatively large, it is recommended to use prestressing tendons to adjust the stress of the beam to meet the requirements of the specification. (3) The span of the slab is relatively large, and the temperature difference between the four seasons is relatively large, so the temperature stress of the slab is not negligible. (4) Since more beams and columns meet at the same node, a large stress concentration will occur, so at the beam-column node Do a careful treatment. (5) The calculation results show that the design is basically reasonable for static. Due to the large span of the structure, it is necessary to analyze the dynamic response and seismic performance of the structure. In order to solve the self-vibration characteristics of the structure: frequency, period and mode, generally consider the undamped free vibration, and the structure is considered to be in the linear elastic phase. After the boundary treatment, the structure is simply harmonically vibrated. The vibration equation is: ([K]-ω2[M]){Φ}={0} (3) Where [K] is the structural total rigid matrix; [M] is the structural mass matrix; ω is the natural vibration frequency of the structure; {Φ} is the vibration mode vector. The various order frequencies of the structure can be found by: |K-ω2M|=0 (4) Because the Olympic venue is a typical three-dimensional structure, the frequency is denser and there are more vibration modes. After repeated trials, the first 40 natural frequencies and vibration modes of the structure are taken (Table 2). Its first 9-order mode (limited space) is shown in Figure 3. From the figure, it can be concluded that the vibration mode characteristics of the structure are: (1) The fundamental frequency is high. The first frequency is 3.3674 Hz, which embodies the relatively large overall rigidity of the structure; (2) The natural vibration frequency is relatively dense. The first frequency is 3.3674 Hz, and the frequency of the fortieth mode is 7.1814 Hz. The frequency only differs by 3.814 Hz, the spectrum changes evenly, and the phenomenon of no frequency hopping reflects the complexity of the dynamic performance of the structure. (3) The vertical vibration mode is dominant. Most of the modes are vertical vibration, mainly on the floor and close to the side. The reason is that the horizontal stiffness of the beam and column is relatively large, which makes the vertical vibration mode easy to back-excite, which is also a prominent feature of the large-span space; (4) The local vibration mode is obvious. Most of the modes are shown in the upper part and close to the edge, due to the lower structure. The stiffness is relatively large and the stiffness of the upper portion is relatively small. Table 2 The first 40 frequency of the Olympic venue Order frequency Order frequency Order frequency Order frequency 1 3.3674 11 5.6217 twenty one 6.5090 31 6.8678 2 3.6898 12 5.8762 twenty two 6.5792 32 6.8982 3 3.7910 13 6.0393 twenty three 6.6288 33 6.9581 4 4.3993 14 6.0676 twenty four 6.6395 34 6.9885 5 4.8103 15 6.1310 25 6.6652 35 7.0667 6 4.8897 16 6.1518 26 6.7196 36 7.0909 7 5.0427 17 6.2804 27 6.7481 37 7.1407 8 5.2656 18 6.3562 28 6.7668 38 7.1526 9 5.4175 19 6.4483 29 6.8018 39 7.1647 10 5.4649 20 6.4897 30 6.8424 40 7.1814 Previous Next Wardrobe Cabinet Handle,Indoor Door Handle,Simple Retro Wardrobe Handle,Recessed Door Handle Zhaoqing Muyi Hardware Products Co., Ltd , https://www.muyihardware.com
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