A method for controlling the temperature effect of frame structure using lateral force-resisting cables

Abstract

The present invention discloses a method for controlling the temperature effect of a frame structure by using a lateral force-resistant cable, comprising the following steps: step 1, analyzing and obtaining the temperature fixed point position of a cable-free frame structure; step 2, respectively laying out cables in two typical ways, that is, the upper end of the cable body is farther away from the temperature fixed point position and that is closer to the temperature fixed point position relative to the lower end, and comparing and selecting the optimal cable laying direction type under a specific design target; step 3, analyzing and obtaining the temperature fixed point position of a cable-carrying frame structure and checking and adjusting the cable laying direction; step 4, conducting a force analysis to check the response of the structure and components; step 5, setting a cable tensioning temperature different from the structure closing temperature and conducting a force analysis; etc. Compared with the traditional trial and error method, this method can significantly improve the design speed, obtain a design scheme that better meets the established design target, and is conducive to reducing the size of components and reducing structural deformation.

Description

Technical Field

[0001] The invention relates to the technical field of structural design and construction, and in particular to a method for controlling the temperature effect of a frame structure by utilizing anti-lateral force cables. Background Art

[0002] With the development of society, people's demand for the use of large venues such as airports, railway stations, stadiums, theaters, museums, and commercial complexes is constantly increasing. The scale of buildings is constantly increasing, and super-long structures are constantly emerging and the super-long range is constantly increasing, which makes the influence of temperature on structural stress continue to increase. The temperature effect of super-long structures is significant, and reasonable design methods need to be adopted to reduce the structural response under temperature.

[0003] Traditional methods for controlling the temperature effect of structures include: (1) setting expansion joints: disconnecting overlong structures to reduce the extent of the overlong structure, thereby reducing the temperature effect of the structure after the joints are opened; (2) increasing the specifications of components: increasing the thickness or cross-sectional dimensions of the components to resist the effects of temperature; (3) improving material strength: using high-strength materials to resist the effects of temperature; (4) setting diagonal braces / diagonal stays / diagonal cables: setting diagonal rigid supports or flexible stays / cables to share the stress of the frame structure and reduce structural deformation.

[0004] The disadvantages or shortcomings of the above-mentioned common methods include: (1) Setting expansion joints: the structure is disconnected on both sides of the expansion joint, which reduces the integrity of the structure and affects the structural stress. The waterproof measures at the joints are poorly constructed or fail over time, which makes it easy to leak, and the joints affect the aesthetics of the building; (2) Increasing the specifications of components: the amount of materials used is significantly increased, which is not economical, and the increase in cross-sectional size affects the visual effect; (3) Improving material strength: the strength of high-strength materials is limited to a certain extent higher than that of ordinary materials (for example, the high-strength steel commonly used in civil buildings is Q460 grade, and its strength is only slightly higher than that of traditional Q355 steel). (about 30%), the extent of improving the temperature effect is limited, and its cost is higher than that of ordinary materials; (4) Setting diagonal braces / diagonal rods / diagonal cables: diagonal braces have stability problems, so their scale is large, which affects the visual effect; diagonal rods and diagonal cables do not have stability problems, but the traditional design method is based on manual trial and error, and does not carry out targeted design according to the structural stress characteristics under the action of temperature. Therefore, the method of simply increasing the cross-section of the cable body to meet the temperature stress control requirements is very inefficient, resulting in the cable body cross-section size still being relatively large after the design is completed, the structural deformation is still large, and the economy is not good.

[0005] In summary, there is an urgent need for a reliable and efficient technical means to control the temperature effect of ultra-long structures, so as to significantly reduce the temperature response of the structure while quickly completing the design, and ensure the realization of design goals such as strong structural integrity, good waterproof performance, beautiful visual effects, small component cross-section, small structural deformation, good economy, and green and low-carbon. Summary of the invention

[0006] The purpose of the present invention is to provide a method for controlling the temperature effect of a frame structure by using anti-lateral force cables, which solves the drawbacks of traditional methods for controlling the temperature effect of a structure.

[0007] To achieve the above object, the present invention adopts the following technical solutions:

[0008] A method for controlling the temperature effect of a frame structure by using an anti-lateral force cable comprises a frame structure and a cable body, and includes the following steps:

[0009] Step 1, analyzing and obtaining the position of the first temperature fixed point;

[0010] Step 2: Arrange the cables in two typical ways: the upper end of the cable body is farther away from the first temperature fixed point relative to the lower end, and the upper end of the cable body is closer to the first temperature fixed point. Assuming that the cable tensioning temperature and the structure closing temperature are the same, analyze the response of the structure and components, and select the optimal cable arrangement direction type under the specific design goal;

[0011] Step 3: Analyze and obtain the position of the second temperature fixed point, and check whether the cable layout directions on both sides of the second temperature fixed point are consistent with the optimal cable layout direction type. If not, adjust them to make them consistent.

[0012] Step 4: Conduct stress analysis to check whether the structure and component responses meet the design requirements. If they do, proceed to step 5. If not, modify the frame structure and cable section specifications or cable layout positions, and then go to step 3 for re-analysis and review.

[0013] Step 5: Set the cable tensioning temperature different from the structure closing temperature and conduct mechanical analysis based on this temperature condition;

[0014] Step 6, review whether the result obtained in step 5 is easier to meet the specific design goal than step 4. If it is easier to meet, go to step 7. If it is less likely to meet, modify the cable tensioning temperature to exchange the relative size relationship with the structure closing temperature and then return to step 5.

[0015] Step seven, check whether the structure and component responses meet the design requirements. If they do, end the design; if not, modify the cable section specifications or cable layout positions and return to step three, or modify the cable tensioning temperature without changing the relative relationship between the cable tensioning temperature and the structure closing temperature and return to step five for re-analysis. After the analysis in step five is completed, skip step six and go directly to step seven.

[0016] Preferably, the temperature fixed point is a position point on the frame structure, and when the temperature change causes the frame structure to expand and contract, the absolute deformation at this position point is the smallest.

[0017] Preferably, the temperature fixed point position includes a first temperature fixed point position and a second temperature fixed point position, the first temperature fixed point position is a temperature fixed point position of a cable-free frame structure, and the second temperature fixed point position is a temperature fixed point position of a cable-attached frame structure.

[0018] Preferably, in step 2, if the linear expansion coefficient of the cable body is smaller than the linear expansion coefficient of the frame structure, when the specific design goal is to weaken the degree of constraint of the cable body on the structure and reduce the cable diameter, the optimal cable arrangement direction type is that the upper end of the cable body is closer to the temperature fixed point than the lower end; when the specific design goal is to enhance the degree of constraint of the cable body on the main steel frame, reduce the overall deformation of the frame structure or reduce the cross-sectional size of the column, the optimal cable arrangement direction type is that the upper end of the cable body is farther away from the temperature fixed point than the lower end; the optimal cable arrangement direction type when the linear expansion coefficient of the cable body is greater than the linear expansion coefficient of the frame structure is opposite to the optimal cable arrangement direction type when the linear expansion coefficient of the cable body is less than the linear expansion coefficient of the frame structure.

[0019] Preferably, the frame structure is made of steel, aluminum alloy, copper, reinforced concrete, and composite materials, wherein steel includes ordinary steel, stainless steel, fire-resistant steel, weathering steel, and high-strength steel; reinforced concrete includes reinforced concrete, bamboo reinforced concrete, and composite reinforced concrete; and composite materials include glass fiber composites, carbon fiber composites, basalt fiber composites, and aramid composites.

[0020] Preferably, the cable body is made of steel, aluminum alloy, reinforced concrete, and composite materials, wherein steel includes ordinary steel, stainless steel, high-strength steel, and high-vanadium steel; and composite materials include glass fiber composites, carbon fiber composites, basalt fiber composites, and aramid composites.

[0021] Preferably, the cable body types include plate-like cables, tendon-like cables, bundle-like cables, rod-like cables, rope-like cables, twisted cables, and pull-rod cables.

[0022] In the present invention, the optimal cable arrangement direction type can be quickly determined by analyzing the position of the temperature fixed point and calculating two special cable arrangement schemes; the temperature effect of the structure can be more effectively controlled by selecting a cable arrangement method that meets the optimal cable arrangement direction type and reasonably selecting a cable tensioning temperature that is different from the structural closing temperature. The present invention is universal, does not limit the cable body arrangement position, cable body material and cable body form, and has the advantage of wide applicability.

[0023] When carbon fiber composite cables are used as lateral force-resistant cables, more advantages can be achieved by utilizing their high strength, low elastic modulus, and extremely low linear expansion coefficient: the strength of carbon fiber cables is 60% higher than that of high-strength steel cables. Under the same working conditions, the diameter of carbon fiber cables is significantly smaller than that of high-strength steel cables, and the cable body is thinner; at the same time, the density of carbon fiber is about 1 / 4 of that of steel, so the weight of carbon fiber cables is significantly smaller than that of steel cables, and the transportation and installation process is more convenient; carbon fiber materials are highly corrosion-resistant and can be maintenance-free during the service life of the building. In contrast, steel cables need to be replaced or specially maintained every 15 to 25 years for corroded cables, so carbon fiber cables can significantly reduce maintenance costs and life cycle costs.

[0024] This method solves the problems of poor structural integrity, poor waterproof performance, unsightly appearance, large component cross-section, large structural deformation, poor economy, and low design efficiency that exist in traditional methods of reducing temperature effects. It can significantly reduce the structural temperature response, and while quickly completing the design, it ensures the realization of design goals such as strong structural integrity, good waterproof performance, beautiful appearance, small component cross-section, small structural deformation, and good economy. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] Table 1 is the material characteristic parameter table of steel cable and carbon fiber cable;

[0026] Table 2 is a comparison table of various indicators under different cable layout methods;

[0027] Table 3 is a comparison table of various indicators under different cable body materials and cable body arrangements;

[0028] Table 4 is a comparison table of various indicators at different cable tensioning temperatures;

[0029] Figure 1 It is a design flow chart of the present invention;

[0030] Figure 2 Schematic diagram of the temperature fixed point positions corresponding to two types of typical cable-free frame structures of the present invention;

[0031] Figure 3 It is a schematic diagram of the trial design process of step 1 to step 4 of the present invention;

[0032] Figure 4 It is a schematic diagram of the temperature fixed point position and deformation of the cable frame structure;

[0033] Figure 5 The present invention is a schematic diagram of the trial calculation structure of a cable-free steel frame structure and a steel frame structure with carbon fiber cables under different cable body arrangements;

[0034] Figure 6 It is a schematic diagram of the trial calculation structure of the cable frame structure with different cable body materials of the present invention;

[0035] Figure 7This is a schematic diagram of analyzing the restraining effect of the cable body on the frame structure under the condition of temperature rise using a two-stage analysis method in the present invention;

[0036] Figure 8 This is a schematic diagram of analyzing the restraining effect of the cable body on the frame structure under the cooling condition using a two-stage analysis method in the present invention;

[0037] Fig. 9 It is a schematic diagram of the trial calculation structure under different cable tensioning temperatures in Example 6;

[0038] Fig.10 This is a schematic diagram of analyzing the stress conditions of cable structures in two different processes at different temperatures using a multi-stage analysis method in the present invention;

[0039] In the figure: 1. frame structure; 11. frame column; 12. frame beam; 2. cable body; 21. carbon fiber cable; 22. steel cable; 3. temperature fixed point position; 31. first temperature fixed point position; 32. second temperature fixed point position; 4. node constraint. DETAILED DESCRIPTION

[0040] The present invention will be further described below in conjunction with the accompanying drawings:

[0041] like Figures 1 to 10 A method for controlling the temperature effect of a frame structure by using an anti-lateral force cable is shown, comprising a frame structure 1 and a cable body 2, wherein the frame structure 1 is made of materials including but not limited to steel, aluminum alloy, copper, reinforced concrete, and composite materials, wherein steel is including but not limited to ordinary steel, stainless steel, fire-resistant steel, weathering steel, and high-strength steel, reinforced concrete is including but not limited to reinforced concrete, bamboo reinforced concrete, and composite reinforced concrete, and composite materials are including but not limited to glass fiber composites, carbon fiber composites, basalt fiber composites, and aramid composites; the cable body 2 is made of materials including but not limited to steel, aluminum alloy, reinforced concrete, and composite materials, wherein steel is including but not limited to ordinary steel, stainless steel, high-strength steel, and high-vanadium steel, and composite materials are including but not limited to glass fiber composites, carbon fiber composites, basalt fiber composites, and aramid composites; the cable body 2 is made of types including but not limited to plate-like cables, tendon-like cables, bundle-like cables, rod-like cables, rope-like cables, twisted cables, and pull-rod cables.

[0042] The following steps are involved:

[0043] Step 1: set the initial design parameters, the layout conditions and the cross-sectional specifications of the frame structure 1, and after applying the temperature load, find the position with the smallest absolute deformation on the frame structure 1 as the first temperature fixed point position 31.

[0044] Among them, the temperature fixed point position 3 is a position point on the frame structure 1. When the temperature change causes the frame structure 1 to expand and contract, the absolute deformation at this position point is the smallest. The temperature fixed point position 3 includes a first temperature fixed point position 31 and a second temperature fixed point position 32. The first temperature fixed point position 31 is the temperature fixed point position of the cable-free frame structure 1, and the second temperature fixed point position 32 is the temperature fixed point position of the cable-attached frame structure 1.

[0045] First embodiment:

[0046] Take a 20-span single-layer cable-free frame structure 1 as an example. Figure 2 As shown, Figure 2 a is a schematic diagram of the first temperature fixed point position 31 centered on the frame structure 1 when the design conditions are symmetrical, Figure 2 b is a schematic diagram showing that the first temperature fixed point position 31 is biased toward the side with greater stiffness of the frame structure 1 when the design conditions are asymmetric. When the design conditions (including structural layout, component cross-section, boundary conditions, etc.) are symmetrically distributed, the first temperature fixed point position 31 will be located at the symmetry center of the frame structure 1; when the design conditions are asymmetrically distributed, the first temperature fixed point position 31 will be biased toward the side with greater lateral stiffness of the frame structure 1.

[0047] Step 2: The cable positions are selected comprehensively according to factors such as the building's use function, visual effect, and wind and earthquake resistance requirements. The cables are arranged in two typical ways: the upper end of the cable body 2 is farther away from the first temperature fixed point position 31 relative to the lower end, and the upper end is closer to the first temperature fixed point position 31. Assuming that the cable tensioning temperature and the structure closing temperature are the same, the structure and component responses are analyzed, and the two typical cable arrangement methods are optimized according to the specific design objectives of concern, as the optimal cable arrangement direction type for use in the subsequent design process.

[0048] The structural and component responses include overall structural level indicators and component level indicators; the overall structural level indicators include structural displacement, displacement angle, displacement ratio, stiffness ratio, shear bearing capacity ratio, natural vibration period and period ratio; the component level indicators include component internal force, stress, deformation, velocity, acceleration and stress ratio.

[0049] The specific design objectives include specific target values ​​or extreme values ​​of the responses of each of the above-mentioned structures and components, as well as target values ​​or extreme values ​​of the material quantity, carbon emission, and cross-sectional dimensions of the cable body 2 and the frame structure 1 components.

[0050] When the specific design goal is to reduce the diameter of the cable body 2, the cable axial force is usually selected as the structural response index of concern; when the specific design goal is to reduce the column cross-sectional size, the maximum column base bending moment is usually selected as the structural response index of concern; when the specific design goal is to control structural deformation, the maximum lateral displacement value of the structure end is usually selected as the structural response index of concern.

[0051] If the linear expansion coefficient of cable body 2 is smaller than that of frame structure 1, when the specific design goal is to weaken the degree of constraint of cable body 2 on frame structure 1 and reduce the cable diameter, the optimal cable arrangement direction type is that the upper end of cable body 2 is closer to temperature fixed point position 3 than the lower end; when the specific design goal is to enhance the degree of constraint of cable body 2 on frame structure 1, reduce the overall deformation of frame structure 1 or reduce the cross-sectional size of the column, the optimal cable arrangement direction type is that the upper end of cable body 2 is farther away from temperature fixed point position 3 than the lower end. The optimal cable arrangement direction type when the linear expansion coefficient of cable body 2 is larger than that of frame structure 1 is opposite to the optimal cable arrangement direction type when the linear expansion coefficient of cable body 2 is smaller than that of frame structure 1.

[0052] Step three, apply temperature load to the cable frame structure 1. Since the existence of the cable body 2 changes the stiffness distribution characteristics of the cable-free frame structure 1, the structural deformation characteristics of the cable frame structure 1 when the temperature changes are different from those of the cable-free frame structure 1. Therefore, the first temperature fixed point position 31 is different from the second temperature fixed point position 32. Therefore, it is necessary to update the temperature fixed point position and the cable arrangement direction, and find the position with the smallest absolute deformation as the second temperature fixed point position 32. According to the updated second temperature fixed point position 32, whether the cable body 2 arrangement meets the optimal cable arrangement direction type is reviewed and modified, such as Figure 3 As shown in step 3.

[0053] Second embodiment:

[0054] Take a 20-span single-story steel frame structure 1 as an example. Figure 3 As shown, the frame structure 1 is 6m high and has a single span of 9m. The cross-sections of the frame columns 11 are all box-type □250×250×10×10, and the cross-sections of the frame beams 12 are all box-type □400×250×10×10. As shown in step 2, the cables are arranged in two typical ways according to the temperature fixed point position 31 of the cable-free frame structure 1 to select the optimal cable arrangement direction type. When the frame structure 1 is made of steel, the cable body 2 is made of carbon fiber cable 21, and the specific design goal is to reduce the overall deformation of the frame structure 1, since the linear expansion coefficient of the carbon fiber composite is significantly smaller than that of the steel, the optimal arrangement direction type is that the upper end of the cable body 2 is farther away from the temperature fixed point position 3 relative to the lower end, as shown in the cable arrangement direction in step 3. At this time, the shape of the cable frame structure 1 before and after the temperature change is as follows: Figure 4 As shown, Figure 4 a is the deformation state of the cable frame structure 1 in the initial state, Figure 4 b is the deformation state of the cable frame structure 1 when the temperature rises. Figure 4 c is the deformation state of the cable frame structure 1 during cooling.

[0055] Step 4: Conduct stress analysis and conduct mechanical analysis on the cable frame structure 1 that meets the optimal cable layout direction type to check whether its structure and component response meet the design requirements. If not, adjust the cross-sectional specifications or cable layout positions of the frame structure 1 and the cable body 2 accordingly, such as Figure 3 As shown in step 4a in , after updating the design conditions, the structural stiffness distribution usually changes, so it is necessary to return to step 3 to re-analyze the temperature fixed point position 32 of the cable frame structure and check the cable layout direction accordingly, such as Figure 3 As shown in step 4b.

[0056] Step five, set the cable tensioning temperature different from the structure closing temperature, and carry out mechanical analysis based on this temperature condition; since the reasonable relative size relationship between the structure closing temperature and the cable tensioning temperature is unknown, it is first assumed that the structure closing temperature is higher (or lower) than the cable tensioning temperature for mechanical analysis, and the rationality of the above assumption is checked through step six; if the reasonable relative size relationship between the structure closing temperature and the cable tensioning temperature is known, the cable tensioning temperature can be directly set according to the known reasonable relationship, skipping step six and directly entering the subsequent analysis.

[0057] Step 6: Check whether the result obtained in step 5 is easier to meet the specific design goal than step 4. If it is easier to meet, go directly to step 7; if it is more difficult to meet, modify the cable tensioning temperature to exchange the relative size relationship with the structure closing temperature and return to step 5. The background of this step is: according to the linear analysis assumption, the trend of the analysis result when the cable tensioning temperature is lower than the structure closing temperature is opposite to the trend of the analysis result when the cable tensioning temperature is higher than the structure closing temperature. Therefore, when the temperature relative relationship used in step 5 is not conducive to the design goal, this relative relationship can be changed to obtain a result that is conducive to the design goal.

[0058] Step 7: Check whether the structure and component responses meet the design requirements. If they do, the design is terminated. If not, modify the cross-sectional specifications or cable layout of the cable body 2 and return to step 3, or modify the cable tensioning temperature without changing the relative relationship between the cable tensioning temperature and the structure closing temperature and return to step 5 for re-analysis. After the analysis of step 5 is completed, skip step 6 and go directly to step 7. The background of this step is that modifying the cross-sectional specifications or cable layout of the cable body 2 generally has no effect on the reasonable relative relationship type between the structure closing temperature and the cable tensioning temperature, so subsequent analysis can skip step 6.

[0059] Third embodiment:

[0060] Take a 20-span single-story steel frame structure 1 as an example. Figure 5As shown, the properties of the frame structure 1 are the same as those of the second embodiment, and include a cable-free steel frame structure (model 0) and a steel frame structure with carbon fiber cables 21 in different cable body 2 arrangements (models 1a to 1e). Among them, the cross-cable arrangement method or the cable arrangement method that makes any adjacent cable bodies 2 meet the symmetry shown in models 1a to 1c better meets the requirements of the seismic concept design and is a traditional cable arrangement method. Since the influence of the temperature effect of the super-long structure on the steel frame structure is greater than the influence of earthquakes and wind, the cable arrangement method associated with the temperature fixed point position 3 proposed by the present invention should be preferably adopted, as shown in models 1d to 1e.

[0061] Under the typical material parameters shown in Table 1, the maximum displacement of the column top and the maximum bending moment of the column bottom of the steel frame structure under the action of temperature are shown in Table 2. It can be seen that compared with the cable-free steel frame structure, although the column top displacement and column bottom bending moment of the cabled steel frame structure with various cable layout methods are reduced, the maximum difference in the response of the frame structure 1 between different models is as high as 15.2%. Selecting model e can achieve the best control effect with the design goal of reducing the column bottom displacement and column bottom bending moment of the steel frame structure. Model e meets the typical cable layout direction characteristics proposed by the present invention. It can be seen that the design method proposed by the present invention can guide the design process of controlling the temperature effect of the structure to make it more rapid and effective.

[0062] Fourth embodiment:

[0063] When the cable body 2 is made of carbon fiber cable 21, the combined effect of the four mechanisms will have a more effective control effect on the temperature effect of the steel frame structure than traditional high-strength steel cables.

[0064] Mechanism 1: The strength of carbon fiber materials is significantly higher than that of steel or high-strength steel cables (the strength of carbon fiber materials can be as high as 3000MPa, while the material strength of commonly used high-strength steel cables is about 1860MPa, which is 61% higher than the latter), and the cross-section requirement of the cable body 2 is significantly reduced;

[0065] Mechanism 2: The elastic modulus E of carbon fiber is lower than that of steel (the elastic modulus of carbon fiber material is about 120GPa to 160GPa, and the elastic modulus of steel is about 206GPa, the former is 58% to 78% of the latter), and according to mechanism 1, the cross-sectional area A of the cable body 2 is smaller, so the cross-sectional stiffness EA of the cable body 2 is reduced, the restraint ability on the frame structure 1 is weakened, the temperature secondary internal force generated in the cable body 2 is reduced, and the cross-sectional requirement of the cable body 2 is reduced;

[0066] Mechanism 3: The linear expansion coefficient of carbon fiber materials is significantly lower than that of steel (the linear expansion coefficient of carbon fiber composites is about 1.2×10 -6 The linear expansion coefficient of steel is about 1.2×10 -5, the former is only one tenth of the latter), the cable body 2 has little deformation under temperature changes, and different arrangements of the carbon fiber cables 21 can strengthen or weaken its restraint ability on the frame structure 1, and the designability is strong;

[0067] Mechanism 4: The linear expansion coefficient of carbon fiber material is significantly lower than that of steel. The restraint capacity of the cable body 2 on the frame structure 1 can be enhanced or weakened by reasonable selection of the cable tensioning temperature conditions, and the designability is strong.

[0068] The traditional design only considers the material strength and elastic modulus characteristics (mechanism 1 and mechanism 2) for design, but does not adopt a reasonable cable body 2 layout and cable tensioning temperature conditions according to mechanism 3 and mechanism 4. The optimal control effect can only be achieved after comprehensively considering the influence of mechanisms 1 to 4 on the temperature effect of the frame structure 1.

[0069] Fifth embodiment:

[0070] Take a 20-span single-story steel frame structure as an example. Figure 6 As shown in the figure, two models with different cable body 2 arrangements and cable body 2 materials are compared and analyzed to illustrate the influence of linear expansion coefficient on the constraint effect. The properties of the frame structure 1 of model 1e and model 2e are the same as those of the second embodiment. The material parameters of the steel cable 22 and the carbon fiber cable 21 are shown in Table 1. In order to exclude the influence of mechanism 1 and mechanism 2, the axial section stiffness of the cable body 2 of different models is the same. Assuming that the two models are heated by 40°C at the same time, the structural response indicators such as cable force, maximum displacement of the column top of the frame structure 1, and maximum bending moment of the column bottom of the frame structure 1 are extracted as shown in Table 3. It can be seen that model 1e has the largest cable force, the smallest column top displacement, and the smallest column bottom bending moment. It shows that after excluding the cable body section stiffness factors under the influence of mechanism 1 and mechanism 2, by reasonably utilizing the extremely low linear expansion coefficient characteristics of the carbon fiber cable 21, the constraint capacity of the cable body 2 on the frame structure 1 can be improved, and the column top displacement and column bottom bending moment of the frame structure 1 can be reduced.

[0071] by Figure 4 Taking the cable steel frame structure with a layout as an example, the local cable frame structure shown by the dotted circle is selected as the analysis object to explain the mechanical action mechanism of the linear expansion coefficient on the temperature control of the frame structure 1. The following analysis process assumes that the cable body 2 does not relax.

[0072] (1) Under heating conditions:

[0073] For example Figure 7 The local part of the cable frame structure shown is analyzed using a two-stage analysis method:

[0074] Stage 1: Node constraints 4 are set at the top of the frame structure 1 to limit the displacement of each node. When the temperature rises, each component tends to expand, so a compression tendency is generated in the frame structure 1 and the cable body 2. The greater the linear expansion coefficient of the cable body 2, the greater the compression tendency of the cable body 2 (that is, the smaller the cable tension).

[0075] Stage 2: After releasing the node constraint 4 at the top of the frame structure 1, since the selected typical part is located to the right of the temperature fixed point position 3, this part of the structure moves to the right when the temperature rises. c1 The smaller the cable tension F is, the smaller the tension on the frame structure 1 is in stage 2. cx1 The direction is opposite to the movement direction of the frame structure 1, so reducing the cable tension is equivalent to weakening the restraining ability of the cable body 2 on the frame structure 1.

[0076] Therefore, it can be known that under the temperature rising condition, the smaller the linear expansion coefficient of the cable body 2 is, the greater the restraint ability on the frame structure 1 after the temperature rises. Therefore, using a carbon fiber cable 21 with an extremely low linear expansion coefficient and arranging it in a direction where the lower end of the cable body 2 is closer to the temperature fixed point position 3 than the upper end can produce a stronger restraint effect on the frame structure 1 than the steel cable 22 under the same conditions.

[0077] (2) Under cooling conditions:

[0078] For example Figure 8 The cable frame local area shown is analyzed using a two-stage analysis method:

[0079] Stage 1: Node constraints 4 are set at the top of the frame structure 1 to limit the displacement of each node. When the temperature drops, each component tends to shrink, so the frame structure 1 and the cable body 2 tend to be tensile. The greater the linear expansion coefficient of the cable body 2, the greater the tensile tendency of the cable body 2 (that is, the greater the cable tension).

[0080] Stage 2: After releasing the node constraint 4 at the top of the frame structure 1, since the selected typical part is located to the right of the temperature fixed point position 3, this part of the structure moves to the left when the temperature drops. c2 The smaller the cable tension is, the smaller the tension on the frame structure 1 is in stage 2. c2x The direction is the same as the movement direction of the frame structure 1, so reducing the cable tension is equivalent to increasing the restraint ability of the cable body 2 on the frame structure 1.

[0081] Therefore, it can be known that under the cooling condition, the smaller the linear expansion coefficient of the cable body 2, the greater the restraint ability on the frame structure 1 after cooling. Therefore, using a carbon fiber cable 21 with an extremely low linear expansion coefficient and arranging it in a direction where the lower end of the cable body 2 is closer to the temperature fixed point 3 than the upper end can produce a stronger restraint effect on the frame structure 1 than the steel cable 22 under the same conditions.

[0082] In summary, regardless of "temperature increase condition" or "temperature decrease condition", the arrangement of the carbon fiber cable 21 in the direction where the upper end of the cable body 2 is farther away from the temperature fixed point position 3 than the lower end can produce a stronger constraint effect on the frame structure 1 than the steel cable 22 under the same conditions. According to the same analysis method, it can be found that if the cable body 2 is arranged in the opposite direction (i.e., the direction where the upper end of the cable body 2 is closer to the temperature fixed point position than the lower end), regardless of the temperature increase or temperature decrease condition, the constraint effect of the carbon fiber cable 21 on the frame structure 1 is weaker than that of the steel cable 22.

[0083] Sixth embodiment:

[0084] Take a 20-span single-story steel frame structure as an example. Fig. 9 As shown, the properties of the frame structure 1 are the same as those of the second embodiment. A comparative analysis is conducted on models of different construction methods to illustrate the influence of the cable tensioning temperature condition on the constraint effect. Fig. 9 -a1 is the structural diagram of model 3e when the steel structure is closed at t = 0℃, Fig. 9 -a2 is the structural diagram of model 3e when the cable is tensioned at t = 0℃, Fig. 9 -a3 is the schematic diagram of the structure of model 3e when the temperature rises to t = 40 °C, Fig. 9 -b1 is the structural diagram of model 3e' when the steel structure is closed at t = 0℃, Fig. 9 -b2 is the structural diagram of model 3e' when the temperature drops to t = -20℃, Fig. 9 -b3 is the structural schematic diagram of model 3e' when the cable is stretched at t = -20℃, and model 9-b4 is the structural schematic diagram of model 3e' when the temperature is raised to t = 0℃. Fig. 9 -b5 is a schematic diagram of the structure of model 3e' when the temperature rises to t = 40℃. The material parameters of each model are the same as those in Table 1. The cable body 2 is all carbon fiber cable 21, but model 3e starts to tension the cable to 350kN immediately after the steel frame structure 1 is closed at 0℃, and finally heats up to 40℃; model 3e' first lowers the temperature to -20℃ after the steel frame structure 1 is closed at 0℃, then tensions the cable to 350kN, and finally heats up to 40℃. The structural response indicators such as cable force, maximum displacement of the column top of the steel frame structure 1, and maximum bending moment of the column bottom of the steel frame structure 1 are extracted as shown in Table 4. It can be seen that compared with model 3e, the cable force of model 3e' increases by 31%, the displacement of the column top decreases by 35.4%, and the bending moment of the column bottom decreases by 35.8%, which verifies that by changing the tensioning temperature of the cable, the restraint capacity of the cable body 2 on the steel frame structure 1 can be significantly improved, and the displacement of the column top and the bending moment of the column bottom of the steel frame structure 1 can be reduced.

[0085] by Figure 4Taking the cable frame structure with a layout as an example, the local cable steel frame structure shown by the dotted circle is selected as the analysis object to explain the mechanical mechanism of the cable tensioning temperature condition on the temperature control of the steel frame structure. The following analysis process assumes that the cable body 2 does not relax.

[0086] For example Figure 7 The local parts of the cable steel frame structure shown are analyzed using a multi-stage analysis method, such as Fig.10 The figure shows the stress conditions of the cable structures of two different processes at different temperatures:

[0087] For process 1: when the temperature t0 = 0℃, the steel structure is closed and the cable is tensioned at the same time. At this time, the pre-tension control value of the cable body 2 is F 2＝ F0, when the temperature rises to 40℃, the steel frame structure 1 of the typical part under analysis moves to the right. Since the cable body 2 is stretched, the cable force increases to F3>F0.

[0088] For process 2: when the temperature t0 = 0℃, the steel structure is closed, and then when the temperature drops to -20℃, the steel frame structure 1 moves to the left due to temperature contraction. After the cable is tensioned, the steel frame structure 1 continues to move to the left. At this time, the pre-tension control value of the cable body 2 is F0; when the temperature rises to 0℃, the cable body 2 is stretched relative to -20℃, so the cable force increases to F2'>F0; when the temperature continues to rise to 40℃, the cable body 2 is further stretched and the cable force further increases. Since the temperature deformation is very small relative to the component size and the cable body 2 is not relaxed, there is no need to consider the geometric nonlinear effect. The internal force and deformation of the structure conform to the linear superposition relationship, and it is considered that the cable force increment generated by the temperature rise from 0℃→40℃ under the two different processes is the same, so the final cable force of process 2 at 40℃ is F3'=F2'+(F3-F2)=F3+(F2'-F2)>F3, that is, when the highest temperature is reached, the cable force in process 2 is greater than that in process 1. Since the direction of the cable force is opposite to the direction of structural movement, the restraining ability of the cable body 2 on the frame structure 1 in process 2 is stronger than that in process 1.

[0089] It can be seen from this that the purpose of changing the restraining capacity of the cable body 2 on the frame structure 1 can be achieved by adjusting the cable tensioning temperature.

[0090] The above embodiments are only some illustrations of the concept and implementation of the present invention, and are not intended to limit the same. Under the concept of the present invention, technical solutions that have not been substantially changed are still within the scope of protection.

[0091] Table 1

[0092] Material <![CDATA[Unit weight ρ kN / m 3 > Elastic modulus E GPa Linear expansion coefficient α1 / ℃ Cable 78 206 <![CDATA[1.2×10 -5 ]]> Carbon fiber rope 24 150 <![CDATA[1.2×10 -6 ]]>

[0093] Table 2

[0094]

[0095] Table 3

[0096]

[0097] Table 4

[0098]

Claims

1. A method for controlling the temperature effect of a frame structure by using a lateral force-resistant cable, comprising a frame structure (1) and a cable body (2), characterized in that: The following steps are involved: Step 1, analyzing and obtaining the first temperature fixed point position (31); Step 2: Arrange the cables in two typical ways: the upper end of the cable body (2) is farther from the first temperature fixed point position (31) and the upper end is closer to the first temperature fixed point position (31) relative to the lower end, respectively. Assuming that the cable tensioning temperature and the structure closing temperature are the same, analyze the response of the structure and components, and compare and select the optimal cable arrangement direction type under a specific design goal; If the linear expansion coefficient of the cable body (2) is smaller than the linear expansion coefficient of the frame structure (1), when the specific design goal is to weaken the degree of constraint of the cable body (2) on the structure and reduce the cable diameter, the optimal cable arrangement direction type is that the upper end of the cable body (2) is closer to the temperature fixed point position (3) than the lower end; when the specific design goal is to enhance the degree of constraint of the cable body (2) on the main steel frame, reduce the overall deformation of the frame structure (1) or reduce the column cross-sectional size, the optimal cable arrangement direction type is that the upper end of the cable body (2) is farther away from the temperature fixed point position (3) than the lower end; the optimal cable arrangement direction type when the linear expansion coefficient of the cable body (2) is larger than the linear expansion coefficient of the frame structure (1) is opposite to the optimal cable arrangement direction type when the linear expansion coefficient of the cable body (2) is smaller than the linear expansion coefficient of the frame structure (1); Step 3, analyzing and obtaining the second temperature fixed point position (32), and checking whether the cable arrangement directions on both sides of the second temperature fixed point position (32) are consistent with the optimal cable arrangement direction type, and if not, adjusting them to be consistent; Step 4: Conduct stress analysis to check whether the structure and component responses meet the design requirements. If so, proceed to step 5. If not, modify the cross-sectional specifications or cable positions of the frame structure (1) and the cable body (2), and then proceed to step 3 for re-analysis and re-verification. Step 5: Set the cable tensioning temperature different from the structure closing temperature and conduct mechanical analysis based on this temperature condition; Step 6, review whether the result obtained in step 5 is easier to meet the specific design goal than step 4. If it is easier to meet, go to step 7. If it is less likely to meet, modify the cable tensioning temperature to exchange the relative size relationship with the structure closing temperature and then return to step 5. Step 7, check whether the structure and component responses meet the design requirements. If they do, end the design. If not, modify the cable body (2) cross-sectional specifications or cable layout positions and return to step 3, or modify the cable tensioning temperature without changing the relative relationship between the cable tensioning temperature and the structure closing temperature and return to step 5 for re-analysis. After the analysis in step 5 is completed, skip step 6 and go directly to step 7.

2. The method of controlling the temperature effect of a frame structure by using an anti-lateral force cable according to claim 1, characterized in that: The temperature fixed point position (3) is a position point on the frame structure (1). When the temperature change causes the frame structure (1) to undergo expansion and contraction deformation, the absolute deformation at this position point is the smallest.

3. The method of controlling the temperature effect of a frame structure by using an anti-lateral force cable according to claim 2, characterized in that: The temperature fixed point position (3) comprises a first temperature fixed point position (31) and a second temperature fixed point position (32), the first temperature fixed point position (31) being the temperature fixed point position of the cable-free frame structure (1), and the second temperature fixed point position (32) being the temperature fixed point position of the cable-attached frame structure (1).

4. The method of controlling the temperature effect of a frame structure by using an anti-lateral force cable according to claim 1, characterized in that: The frame structure (1) is made of steel, aluminum alloy, copper, reinforced concrete, and composite materials, wherein steel includes ordinary steel, stainless steel, fire-resistant steel, weathering steel, and high-strength steel; reinforced concrete includes reinforced concrete, bamboo reinforced concrete, and composite reinforced concrete; and composite materials include glass fiber composites, carbon fiber composites, basalt fiber composites, and aramid composites.

5. The method of controlling the temperature effect of a frame structure by using an anti-lateral force cable according to claim 1, characterized in that: The cable body (2) is made of steel, aluminum alloy, reinforced concrete, or composite materials, wherein steel includes ordinary steel, stainless steel, high-strength steel, and high-vanadium steel, and composite materials include glass fiber composite materials, carbon fiber composite materials, basalt fiber composite materials, and aramid composite materials.

6. The method of controlling the temperature effect of a frame structure by using an anti-lateral force cable according to claim 1, characterized in that: The types of the cable body (2) include plate-shaped cables, tendon-shaped cables, bundle-shaped cables, rod-shaped cables, rope-shaped cables, twisted cables, and pull-rod cables.

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