Progressive collapse preventing design method for failure of prestressed cables in string tensioning structure of building system

Abstract

The invention discloses a progressive collapse preventing design method for failure of prestressed cables in a string tensioning structure of a building system. The method comprises the following steps of step (1) establishing an analysis model, and obtaining the original state and response of the string tensioning structure; step (2) selecting a concrete prestressed cable to carry out failure processing, and then carrying out response analysis on a massive structure; step (3) carrying out failure processing on the prestressed cables one by one, and carrying out response analysis on the failed structures one by one; repeating the step (2) to obtain the collapse state and the response of the string tensioning structure of each prestressed cable at the failure state; step (4) carrying out progressive collapse preventing design of the string tensioning structure. The method can effectively prevent the occurrence of progressive collapse of the string tensioning structure when any prestressed cable is failed, and can ensure the stability of the massive structure of the string tensioning structure.

Description

technical field [0001] The present invention relates to the anti-collapse method in the construction field, specifically refers to the anti-continuous collapse design method under the failure of the prestressed cable in the stringed structure of the building system, which is widely applicable to the anti-collapse method of the prestressed cable in the stringed structure design in the field of steel structure engineering. Analysis and design of progressive collapse. Background technique [0002] The continuous collapse of a building structure refers to the chain reaction in which the local failure of the structure due to the action of accidental loads causes the continuous damage of the components connected to the failed components, and finally leads to a larger collapse than the initial local damage. , or even all collapsed. These accidental loads generally refer to unexpected loads that are not considered in structural design, such as gas explosions, bomb attacks, vehicle ...

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Problems solved by technology

Due to the special mechanical properties of the steel cable, it is very suitable for the large-span structural form of houses and structures. In the design of the tension string structure, in view of the huge role of the prestressed cable, it is used in large public building structures (airports, stadiums, super high-rise buildings) etc.) are widely and frequently used. The prestressed cable in the string structure can give full play to the tensile properties of high-strength materials, with reasonable force, light weight, simple structure, and convenient construction. It can be more economically applied to large-span structures. The method is clear, but its disadvantage is that the tension string structure has less redundancy. Once the prestressed cable fails, it is very easy to cause a chain reaction, causing large-scale personnel and property losses. With the increase of the probability of terrorist attack), the requirements for the progressive collapse prevention capability of building structures are gradually increasing all over the world, and the progressive collapse prevention design of prestressed cables in the design of tension string structures is particularly important.

[0010] (1) The design is not reasonable enough to affect the stability of the structure: it is unreasonable not to control the deflection, because the deflection of the component is too large, its bearing capacity and stability will also be lost, and the design of preventing continuous collapse will also lose its meaning In addition, the control standard is that the internal force of the upper chord steel member does not exceed the standard value of the ultimate bearing capacity, and the standard value of the yield stress of the cable does not exceed 0.5. The control standard is partly the ultimate bearing capacity and partly the yield stress. On the one hand, the form of control is not uniform , on the other hand, the control of the internal force of the upper chord steel member within the range of its ultimate bearing capacity is not reasonable enough, the importance of each member is not treated differently, and the stability requirements of the member are not considered. Once the upper chord steel member loses stability, the control standard will become invalid up;

[0011] (2) Insufficient utilization of materials and insufficient economy: the control of the cable within the standard value of the yield stress of 0.5 is too strict, the utilization of materials is insufficient, and it is not economical and reasonable;

[0012] (3) Component sensitivity factors are not considered

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