Calculation method, device, equipment and storage medium for tie-strut rigid frame arch bridge

Abstract

The present invention provides a calculation method, device, equipment and storage medium for a tie-strut rigid frame arch bridge, which relates to the technical field of large-span rigid frame arch bridges. The method includes obtaining initial information, which is the side span length dimension, comparing the initial information with a first preset threshold and a second preset threshold, and determining it as a tie-strut rigid frame arch bridge when the initial information is greater than the first preset threshold and the initial information is less than the second preset threshold; obtaining first information, which includes self-weight thrust and second-phase constant load thrust increment; obtaining second information based on self-weight thrust, second-phase constant load thrust increment and a preset load distribution coefficient, which is strut thrust resistance; obtaining the number of struts based on strut thrust resistance and a preset single strut load. The present invention clarifies a load distribution method for tie rods and struts in a tie-strut rigid frame arch bridge, which facilitates the determination of the set number of struts.

Description

Technical Field

[0001] The present invention relates to the technical field of long-span rigid frame arch bridges, and in particular to a calculation method, device, equipment and storage medium for a tie-strut rigid frame arch bridge. Background Art

[0002] In large-span tie-rod rigid-frame arch bridges, since the tie rods are usually made of high-strength steel wire bundles, their axial stiffness is small. During the construction process, the main arch thrust generated by the dead load can be balanced by actively tensioning the tie rods. However, in this structure, after the tie-rod rigid-frame arch bridge is completed, the tie rods cannot passively balance the main arch thrust generated by the live load. On the other hand, due to the high temperature sensitivity of the tie rods, their temperature deformation is large. Therefore, under the action of live loads and temperature loads, the main piers need to bear a large amount of shear force and bending moment, resulting in the main piers being in an unfavorable stress state of large bias for a long time. For this reason, existing engineering research introduces rigid struts to replace tie rods, forming a strut-type thrust arch bridge, which passively balances the live load and temperature thrust of the main arch. However, the stress state of the struts is controlled by the side span length and is suitable for situations with smaller side spans. The existing technology lacks research on tie-rod-strut rigid-frame arch bridges and lacks a calculation method for the load distribution of tie rods and struts. Summary of the Invention

[0003] The present invention aims to provide a calculation method, device, equipment, and storage medium for a tie-strut-stayed rigid-frame arch bridge to improve the above-mentioned problems. To achieve the above-mentioned objectives, the present invention adopts the following technical solutions:

[0004] In a first aspect, the present application provides a calculation method for a tie-strut rigid frame arch bridge, the method comprising:

[0005] Acquiring initial information, the initial information being a side span length, comparing the initial information with a first preset threshold and a second preset threshold, and determining that the bridge is a tie-strut-brace rigid frame arch bridge when the initial information is greater than the first preset threshold and less than the second preset threshold;

[0006] Acquiring first information, the first information including deadweight thrust and second-stage constant load thrust increment;

[0007] Obtaining second information based on the deadweight thrust, the second-stage constant load thrust increment, and a preset load distribution coefficient, wherein the second information is the brace thrust resistance;

[0008] The number of struts is obtained by calculating the thrust resistance of the struts and the preset load of a single strut.

[0009] In a second aspect, the present application further provides a calculation device for a tie-strut rigid frame arch bridge, the device comprising:

[0010] An acquisition module, configured to acquire initial information and first information, wherein the initial information is the side span length dimension, and the first information includes deadweight thrust and second-stage dead load thrust increment;

[0011] Comparing the initial information with a first preset threshold and a second preset threshold, and determining that the bridge is a tie-strut rigid frame arch bridge when the initial information is greater than the first preset threshold and less than the second preset threshold; a calculation module for calculating, based on the deadweight thrust, the second-phase dead load thrust increment, and a preset load distribution coefficient, to obtain second information, the second information being the strut thrust resistance;

[0012] The first processing module is used to calculate the number of struts according to the thrust resistance of the struts and the preset load of a single strut.

[0013] In a third aspect, the present application further provides a tie-strut rigid frame arch bridge calculation device, comprising:

[0014] Memory for storing computer programs;

[0015] A processor is used to implement the steps of the tie-strut-brace rigid frame arch bridge calculation method when executing the computer program.

[0016] In a fourth aspect, the present application further provides a readable storage medium having a computer program stored thereon, which, when executed by a processor, implements the steps of the above-mentioned calculation method based on the tie-strut-stay rigid frame arch bridge.

[0017] The beneficial effects of the present invention are:

[0018] The present invention first determines the selection of the tie-strut rigid frame arch bridge system through the relationship between the first preset threshold, the second preset threshold and the side span length. The tie-strut rigid frame arch bridge system combines the active and passive balancing methods of the main arch thrust, has a wide range of applications, and has flexibility in thrust distribution. Afterwards, the present invention proposes a load distribution method for tie rods and struts based on the tie-strut rigid frame arch bridge, that is, the load distribution of the tie-strut rigid frame arch bridge is determined by calculation, and the set number of struts is conveniently determined. In this calculation method, the balance relationship between the live load and temperature thrust of the system after the introduction of the struts is fully considered, thereby significantly reducing the shear force and bending moment of the main pier and improving the stress state of the main pier. The tie-strut rigid frame arch bridge of the present invention can effectively solve the problem of balancing and transmitting the thrust of the main arch.

[0019] Other features and advantages of the present invention will be described in the following description, and in part will become apparent from the description, or understood by practicing the embodiments of the present invention. The purposes and other advantages of the present invention can be realized and obtained by the structures particularly pointed out in the written description, claims, and drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0020] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the following briefly introduces the drawings required for use in the embodiments. It should be understood that the following drawings only illustrate certain embodiments of the present invention and therefore should not be regarded as limiting the scope. For ordinary technicians in this field, other relevant drawings can be obtained based on these drawings without paying any creative work.

[0021] Figure 1 Schematic diagram of the flow of the calculation method for the tie-strut rigid frame arch bridge described in an embodiment of the present invention;

[0022] Figure 2 Schematic diagram of the structure of the tie-strut-support rigid frame arch bridge calculation device according to an embodiment of the present invention;

[0023] Figure 3 Schematic diagram of the structure of the tie-strut-support rigid frame arch bridge calculation device described in an embodiment of the present invention;

[0024] Figure 4 The structural diagram of the tie-strut rigid frame arch bridge obtained according to the calculation method of the tie-strut rigid frame arch bridge of the present invention.

[0025] Markings in the figure:

[0026] 901, acquisition module; 9011, initial acquisition unit; 9012, judgment unit; 902, calculation module; 903, first processing module; 904, second processing module; 9041, first calculation unit; 9042, first processing unit; 905, third processing module; 906, fourth processing module; 9061, first acquisition unit; 9062, second calculation unit; 9063, third calculation unit; 9064, fourth calculation unit; 907, fifth processing module; 9071, second acquisition unit; 9072, fifth calculation unit; 073. Second processing unit; 9074. Third processing unit; 9075. Sixth computing unit; 9076. Seventh computing unit; 9077. Third information acquisition; 9078. Eighth computing unit; 9079. Ninth computing unit; 800. Tie-strut-stayed rigid-frame arch bridge computing device; 801. Processor; 802. Memory; 803. Multimedia component; 804. I / O interface; 805. Communication component; 1. Main arch; 2. Hanger; 3. Main beam; 4. Main pier and main pier foundation; 5. Strut; 6. Tie rod; 7. Reaction seat and reaction seat foundation. DETAILED DESCRIPTION

[0027] In order to make the purpose, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are part of the embodiments of the present invention, not all of the embodiments. The components of the embodiments of the present invention generally described and shown in the drawings herein can be arranged and designed in various different configurations. Therefore, the following detailed description of the embodiments of the present invention provided in the drawings is not intended to limit the scope of the claimed invention, but merely represents selected embodiments of the present invention. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of the present invention.

[0028] It should be noted that similar reference numerals and letters represent similar items in the following drawings. Therefore, once an item is defined in one drawing, it does not need to be further defined or explained in subsequent drawings. At the same time, in the description of the present invention, the terms "first", "second", etc. are used only to distinguish the description and should not be understood as indicating or implying relative importance.

[0029] Example 1:

[0030] This embodiment provides a calculation method for a tie-strut rigid frame arch bridge.

[0031] See also Figure 1 , the figure shows that the method includes steps S1, S2, S3 and S4, specifically:

[0032] S1: Acquire initial information, the initial information being the side span length, compare the initial information with a first preset threshold and a second preset threshold, and determine that the bridge is a tie-strut-brace rigid frame arch bridge when the initial information is greater than the first preset threshold and less than the second preset threshold;

[0033] The first preset threshold and the second preset threshold can be determined according to the purpose of the bridge and actual engineering needs. For example, when the bridge is used for railway, the first preset threshold can be set to 50m, and the second preset threshold can be set to 200m.

[0034] S2: Acquire first information, where the first information includes deadweight thrust and second-stage constant load thrust increment;

[0035] Among them, the self-weight thrust and the second-phase constant load thrust increment can be measured in the project; the second-phase constant load is the self-weight of the auxiliary structure, which may specifically include the bridge deck pavement, anti-collision guardrails, sidewalk slabs and track structures on the railway bridge; the self-weight thrust is the self-weight load of the main structure.

[0036] S3: Calculating according to the deadweight thrust, the second-stage constant load thrust increment, and a preset load distribution coefficient to obtain second information, the second information being the brace anti-thrust force;

[0037] In step S3, the calculation formula of the support rod thrust resistance is:

[0038] F 撑杆 =F 自重 +(1-k)×△F 二恒

[0039] In the above formula, F 撑杆 F is the thrust resistance of the strut, 自重 is the deadweight thrust, k is the preset load distribution coefficient (the value range of k is between 0 and 1), △F 二恒 is the thrust increment of the second-phase dead load; k can be determined based on the load relationship between the second-phase dead load and the rigid frame arch bridge.

[0040] S4: Calculate the number of struts based on the thrust resistance of the struts and the preset load of a single strut.

[0041] In step S4, the calculation formula for the number of struts is:

[0042]

[0043] In the above formula, F 撑杆 is the thrust resistance of the strut, F1 is the load of a single strut, and m is the number of struts.

[0044] In order to clarify the load distribution values ​​of the ties and struts and the set number of ties in the tie-strut rigid frame arch bridge, in step S1, the first information also includes the live load thrust increment and the temperature load thrust increment; after step S4, step S5 is further included, and the specific step S5 is:

[0045] S51: Calculating according to the second-phase constant load thrust increment, the live load thrust increment, the temperature load thrust increment, and a preset load distribution coefficient to obtain third information, the third information being the tie rod tension force;

[0046] The live load thrust increment and the temperature load thrust increment can be measured in engineering; the live load mainly includes the load of automobiles, railway trains and non-motor vehicles;

[0047] When measuring the temperature load thrust increment, the temperature load includes uniform temperature difference and solar temperature difference.

[0048] The uniform temperature difference is: for steel structures, it is the difference between the extreme highest and lowest temperatures over the years and the closure temperature; for concrete and steel tube concrete structures, it is the difference between the monthly average highest and lowest temperatures over the years and the closure temperature.

[0049] The temperature difference due to sunlight is as follows: the temperature difference between the hanger and the concrete main beam, and the hanger and the concrete main arch is ±15°C; the temperature difference between the hanger and the steel main beam, and the hanger and the steel main arch is ±10°C; the temperature difference between the steel tube and the concrete of the steel tube concrete structure is ±5°C; the temperature difference between the upper bridge deck and the main truss is ±15°C; the temperature difference between the lower bridge deck and the main truss is ±6°C when the upper layer is shaded, and ±10°C when there is no shade.

[0050] In step S51, the calculation formula of the tie rod tension force is:

[0051] T 系杆 =k×△F 二恒 +△F 活 +△F 温

[0052] In the above formula, T 系杆 is the tie rod tension force, k is the preset load distribution coefficient (the value range of k is between 0 and 1), △F 二恒 is the second-stage constant load thrust increment, △F 活 is the live load thrust increment, △F 温 is the temperature load thrust increment.

[0053] S52: Calculate the number of tie rods based on the tie rod tensioning force and the preset single tie rod load.

[0054] In step S52, the calculation formula for the number of tie rods is:

[0055]

[0056] In the above formula, T 系杆 is the tie rod tension force, F2 is the load of a single tie rod, and n is the number of tie rods.

[0057] At this time, the present invention can conveniently obtain the anti-thrust force of the struts and the tension force of the tie rods, which are specifically reflected in the set number of struts and the set number of tie rods.

[0058] To facilitate correction of the calculated set number of struts and tie rods, after step S5, step S6 is further included. Specifically, step S6 is as follows:

[0059] S6: Calculate the rod number ratio based on the number of struts and the number of tie rods, and compare the rod number ratio with a third preset threshold value. When the rod number ratio is greater than the third preset threshold value, determine to select the rod number ratio in the tie-strut rigid frame arch bridge; when the rod number ratio is less than or equal to the third preset threshold value, determine to select the third preset threshold value in the tie-strut rigid frame arch bridge.

[0060] The third preset threshold is the standard ratio of the standard number of struts to the standard number of ties in engineering applications. In the present invention, the rod number ratio is compared with the third preset threshold. When the rod number ratio is greater than the third preset threshold, it is determined that the rod number ratio is selected in the tie-strut rigid frame arch bridge. At this time, the rod number ratio meets the actual engineering needs and ensures the structural strength of the tie-strut rigid frame arch bridge to the greatest extent.

[0061] When the rod number ratio is less than or equal to the third preset threshold, it is determined that the third preset threshold is selected in the tie-strut rigid frame arch bridge, which reduces the influence of calculation error on the selection parameters of the tie-strut rigid frame arch bridge.

[0062] After step S4, in order to consider the influence of the pier top displacement on the stress of the tie-strut-stayed rigid frame arch bridge after the main beam is erected, step S7 is introduced. S7 specifically includes:

[0063] Step S71: Acquire fourth information, wherein the fourth information is a comprehensive stiffness value of the strut and the anchor;

[0064] The comprehensive stiffness value of the struts and anchors can be measured in engineering, wherein the measurement prerequisite is: when the main beam is connected to the arch rib through the hanger at the mid-span, and the main beam is movably connected to the main pier and the top of the anchor reaction frame, the comprehensive stiffness value of the struts and anchors is measured.

[0065] Step S72: Calculating fifth information based on the deadweight thrust, the second-phase constant load thrust increment, the preset load distribution coefficient, and the fourth information, wherein the fifth information is the displacement of the pier top after the main beam is erected;

[0066] The displacement calculation formula of the pier top after the main beam is erected is:

[0067] d 恒1 =(F 自重 +k×△F 二恒 ) / K 撑杆

[0068] In the above formula, d 恒1 After the main beam is erected, the displacement of the pier top is F 自重 is the deadweight thrust, k is the preset load distribution coefficient (the value range of k is between 0 and 1), △F 二恒 is the second-stage constant load thrust increment, K 撑杆 is the combined stiffness of the struts and anchors.

[0069] Step S73: Calculating a first displacement ratio based on the fifth information and a fourth preset threshold;

[0070] In step S73, the fourth preset threshold is the theoretical displacement of the pier top after the main beam is erected;

[0071] Step S74: Calculate based on the first displacement ratio, the strut thrust resistance and the preset single strut load, and update the number of struts based on the calculation result.

[0072] In step S74, the calculation formula is:

[0073]

[0074] In the above formula, F 撑杆 is the thrust resistance of the strut, F1 is the load of a single strut, and K1 is the first displacement ratio.

[0075] After updating the number of struts, in order to further consider the influence of the displacement of the pier top after the tie-strut tensioning is completed on the stress of the tie-strut rigid frame arch bridge, after step S74, steps S75-S78 are further included, specifically:

[0076] S75: Acquire sixth information, where the sixth information is a comprehensive stiffness value of the main pier and the main pier foundation;

[0077] The comprehensive stiffness value of the main pier and the main pier foundation can be measured in the project, wherein the measurement prerequisite is that the tie rod is fixedly connected to the arch foot and the load of the large-span rigid frame arch bridge is the dead weight of the structure and the tension load of the tie rod.

[0078] S76: Calculating according to the third information, the fourth information, and the sixth information to obtain seventh information, where the seventh information is the displacement increment of the pier top caused by the tensioning of the tie rod;

[0079] In step S76, the calculation formula for the pier top displacement increment caused by the tie rod tensioning is:

[0080] △d 系杆 =T 系杆 / (K 撑杆 +K 主墩 )

[0081] In the above formula, △d 系杆 is the displacement increment of the pier top caused by the tensioning of the tie rod, T 系杆 is the tie rod tension, K 撑杆 is the combined stiffness of the strut and anchor, K 主墩 It is the comprehensive stiffness value of the main pier and its foundation.

[0082] S77: Obtain a second displacement ratio based on the seventh information and a fifth preset threshold;

[0083] In step S77, the fifth preset threshold is the theoretical displacement of the pier top after the tie rod is tensioned;

[0084] S78: Calculate according to the second displacement ratio, the tie rod tensioning force and the preset single tie rod load, and update the number of tie rods according to the calculation results.

[0085] In step S78, the calculation formula is:

[0086]

[0087] In the above formula, T 系杆 is the tie rod tension force, F2 is the load of a single tie rod, and K2 is the second displacement ratio.

[0088] In the present invention, in order to determine the calculation method of the pier top pre-deflection amount, after step S78, step S79 is further included. Step S79 includes:

[0089] Step S791: Calculating based on the preset load distribution coefficient, the second-phase constant load thrust increment, and the fourth information to obtain eighth information, wherein the eighth information is the pier top displacement increment generated by the second-phase constant load;

[0090] △d 恒2 =(1-k)×ΔF 二恒 / K 撑杆

[0091] In the above formula, △d 恒2 is the displacement increment of the pier top caused by the second phase of dead load, △F 二恒 is the second-phase constant load thrust increment, k is the preset load distribution coefficient (the value range of k is between 0 and 1), K 撑杆 is the combined stiffness of the struts and anchors.

[0092] In order to reduce the shear force and bending moment of the main pier and its foundation, the struts should have greater rigidity, and the ratio of the combined rigidity of the struts and anchors to the anti-thrust rigidity of the main pier should be no less than 2.

[0093] Step S792: Calculate the pier top pre-deflection amount based on the fifth information, the seventh information, and the eighth information.

[0094] The calculation formula of the pier top pre-deflection is:

[0095] d1=d 恒1 +△d 恒2 +△d 系杆

[0096] In the above formula, d1 is the pre-deflection of the pier top, d 恒1 After the main beam is erected, the displacement of the pier top is △d 恒2 is the displacement increment of the pier top caused by the second phase of dead load, △d 系杆 is the displacement increment of the pier top caused by the tensioning of the tie rods.

[0097] To facilitate calculation of the top force in the present invention so as to apply a comprehensive pre-deflection to the main pier, after step S792, steps S793-S795 are further included:

[0098] Step S793: Acquire ninth information, wherein the ninth information is the elongation of the strut caused by the temperature difference between the construction temperature and the closure temperature;

[0099] In step S793, the elongation of the brace caused by the temperature difference between the construction temperature and the closure temperature can be measured during the project;

[0100] Step S794: Calculating a comprehensive pre-deflection value based on the pier top pre-deflection value and the ninth information;

[0101] The calculation formula of comprehensive pre-bias is:

[0102] D=d1+△ 温

[0103] In the above formula, D is the comprehensive pre-deflection, d1 is the pre-deflection of the pier top, 温 It is the elongation of the strut caused by the temperature difference between the construction temperature and the closure temperature.

[0104] Step S795: Calculate the top force based on the comprehensive pre-bias value and the sixth information.

[0105] The calculation formula of the top force is:

[0106] F=K 主墩 ×D

[0107] In the above formula, F is the top force, K 主墩 is the comprehensive stiffness value of the main pier and its foundation, and D is the comprehensive pre-deflection.

[0108] Example 2:

[0109] like Figure 2 As shown, this embodiment provides a calculation device for a tie-strut rigid frame arch bridge, which includes an acquisition module 901, a calculation module 902, and a first processing module 903, specifically:

[0110] The acquisition module 901 includes an initial acquisition unit 9011 and a judgment unit 9012, specifically:

[0111] An initial acquisition unit 9011 is configured to acquire initial information and first information, wherein the initial information is the side span length and the first information includes deadweight thrust and second-stage dead load thrust increment;

[0112] a judgment unit 9012, configured to compare the initial information with a first preset threshold and a second preset threshold, and determine that the bridge is a tie-strut rigid frame arch bridge when the initial information is greater than the first preset threshold and the initial information is less than the second preset threshold;

[0113] A calculation module 902 is configured to calculate, based on the deadweight thrust, the second-stage constant load thrust increment, and a preset load distribution coefficient, to obtain second information, wherein the second information is the brace thrust resistance;

[0114] The first processing module 903 is configured to calculate the number of struts according to the thrust resistance of the struts and a preset load of a single strut.

[0115] In a specific embodiment disclosed in the present invention, after the first processing module 903, a second processing module 904 is included. The second processing module 904 includes a first calculation unit 9041 and a first processing unit 9042, specifically:

[0116] a first calculation unit 9041 for calculating, based on the second-stage dead load thrust increment, the live load thrust increment, the temperature load thrust increment, and a preset load distribution coefficient, to obtain third information, wherein the third information is the tie rod tension force;

[0117] The first processing unit 9042 is used to calculate the number of tie rods according to the tie rod tensioning force and the preset single tie rod load.

[0118] In a specific embodiment disclosed in the present invention, after the second processing module 904, a third processing module 905 is further included, which specifically includes:

[0119] The third processing module 905 is used to calculate the rod number ratio based on the number of struts and the number of ties, compare the rod number ratio with a third preset threshold value, and when the rod number ratio is greater than the third preset threshold value, determine to select the rod number ratio in the tie-strut rigid frame arch bridge; when the rod number ratio is less than or equal to the third preset threshold value, determine to select the third preset threshold value in the tie-strut rigid frame arch bridge.

[0120] In a specific embodiment disclosed in the present invention, after the second processing module 904, a fourth processing module 906 is included. The fourth processing module 906 includes a first obtaining unit 9061, a second calculating unit 9062, a third calculating unit 9063 and a fourth calculating unit 9064, specifically:

[0121] The first acquiring unit 9061 is configured to acquire fourth information, where the fourth information is a comprehensive stiffness value of the strut and the anchor;

[0122] The second calculation unit 9062 is configured to calculate, based on the deadweight thrust, the second-phase constant load thrust increment, a preset load distribution coefficient, and the fourth information, fifth information, the fifth information being the displacement of the pier top after the main beam is erected;

[0123] A third calculation unit 9063 is configured to calculate a first displacement ratio based on the fifth information and a fourth preset threshold;

[0124] The fourth calculation unit 9064 is used to calculate according to the first displacement ratio, the anti-thrust force of the strut and the preset load force of a single strut, and update the number of struts according to the calculation result.

[0125] In a specific embodiment disclosed in the present invention, after the fourth processing module 906, a fifth processing module 907 is included. The fifth processing module 907 includes a second acquisition unit 9071, a fifth calculation unit 9072, a second processing unit 9073 and a third processing unit 9074, specifically:

[0126] The second acquiring unit 9071 is configured to acquire sixth information, where the sixth information is a comprehensive stiffness value of the main pier and the main pier foundation;

[0127] The fifth calculation unit 9072 is used to calculate according to the third information, the fourth information and the sixth information to obtain seventh information, where the seventh information is the displacement of the pier top after the tie rod is tensioned.

[0128] A second processing unit 9073 is configured to obtain a second displacement ratio based on the seventh information and a fifth preset threshold;

[0129] The third processing unit 9074 is used to calculate according to the second displacement ratio, the tie rod tensioning force and the preset single tie rod load, and update the number of tie rods according to the calculation result.

[0130] In a specific embodiment disclosed in the present invention, after the third processing unit 9074, a sixth calculation unit 9075 and a seventh calculation unit 9076 are further included, specifically:

[0131] A sixth calculation unit 9075 is configured to calculate, based on the preset load distribution coefficient, the second-phase constant load thrust increment, and the fourth information, to obtain eighth information, wherein the eighth information is the displacement of the pier top after the second-phase constant load is completed;

[0132] The seventh calculation unit 9076 is configured to calculate, based on the fifth information, the seventh information, and the eighth information, to obtain a pier top pre-deflection amount.

[0133] In a specific embodiment disclosed in the present invention, after the seventh calculation unit 9076, the third information acquisition unit 9077, the eighth calculation unit 9078 and the ninth calculation unit 9079 are further included, specifically:

[0134] The third acquiring unit 9077 is configured to acquire ninth information, wherein the ninth information is an elongation of the support rod caused by a temperature difference between the construction temperature and the average temperature;

[0135] An eighth calculation unit 9078 is configured to calculate a comprehensive pre-deflection value based on the pier top pre-deflection value and the ninth information;

[0136] The ninth calculation unit 9079 is configured to calculate and obtain the counterforce according to the comprehensive pre-deflection amount and the sixth information.

[0137] It should be noted that, regarding the apparatus in the above embodiment, the specific manner in which each module performs operations has been described in detail in the embodiment of the method, and will not be elaborated on here.

[0138] Example 3:

[0139] Corresponding to the above method embodiment, this embodiment also provides a tie-strut rigid frame arch bridge calculation device. The tie-strut rigid frame arch bridge calculation device described below and the tie-strut rigid frame arch bridge calculation method described above can be referenced to each other.

[0140] Figure 3 FIG. 8 is a block diagram of a tie-strut rigid frame arch bridge computing device 800 according to an exemplary embodiment. Figure 3 As shown, the tied-strut rigid-frame arch bridge computing device 800 may include: a processor 801 and a memory 802. The tied-strut rigid-frame arch bridge computing device 800 may also include one or more of a multimedia component 803, an I / O interface 804, and a communication component 805.

[0141] The processor 801 is used to control the overall operation of the tied-strut rigid-frame arch bridge computing device 800 to complete all or part of the steps in the above-mentioned tied-strut rigid-frame arch bridge calculation method. The memory 802 is used to store various types of data to support the operation of the tied-strut rigid-frame arch bridge computing device 800. This data may include, for example, instructions for any application or method operating on the tied-strut rigid-frame arch bridge computing device 800, as well as application-related data such as contact information, sent and received messages, images, audio, video, etc. The memory 802 can be implemented by any type of volatile or non-volatile storage device or a combination thereof, such as static random access memory (SRAM), electrically erasable programmable read-only memory (EEPROM), erasable programmable read-only memory (EPROM), programmable read-only memory (PROM), read-only memory (ROM), magnetic memory, flash memory, magnetic disk or optical disk. The multimedia component 803 may include a screen and an audio component. The screen may be, for example, a touch screen, and the audio component is used to output and / or input audio signals. For example, the audio component may include a microphone for receiving external audio signals. The received audio signal may be further stored in the memory 802 or transmitted via the communication component 805. The audio component also includes at least one speaker for outputting audio signals. The I / O interface 804 provides an interface between the processor 801 and other interface modules, which may be a keyboard, a mouse, buttons, etc. These buttons may be virtual buttons or physical buttons. The communication component 805 is used for wired or wireless communication between the tie-strut rigid frame arch bridge computing device 800 and other devices. Wireless communication, such as Wi-Fi, Bluetooth, Near Field Communication (NFC), 2G, 3G or 4G, or a combination of one or more thereof, so the corresponding communication component 805 may include: a Wi-Fi module, a Bluetooth module, an NFC module.

[0142] In an exemplary embodiment, the tie-strut rigid frame arch bridge calculation device 800 can be implemented by one or more application-specific integrated circuits (ASICs), digital signal processors (DSPs), digital signal processing devices (DSPDs), programmable logic devices (PLDs), field programmable gate arrays (FPGAs), controllers, microcontrollers, microprocessors or other electronic components to execute the above-mentioned tie-strut rigid frame arch bridge calculation method.

[0143] In another exemplary embodiment, a computer-readable storage medium including program instructions is further provided. When executed by a processor, the program instructions implement the steps of the above-described tied-strut rigid frame arch bridge calculation method. For example, the computer-readable storage medium may be the aforementioned memory 802 including the program instructions. The program instructions may be executed by the processor 801 of the tied-strut rigid frame arch bridge calculation device 800 to implement the above-described tied-strut rigid frame arch bridge calculation method.

[0144] Example 4:

[0145] Corresponding to the above method embodiment, this embodiment further provides a readable storage medium. The readable storage medium described below and the calculation method for the tie-strut rigid frame arch bridge described above can refer to each other.

[0146] A readable storage medium stores a computer program, which, when executed by a processor, implements the steps of the tie-strut-brace rigid frame arch bridge calculation method of the above method embodiment.

[0147] The readable storage medium may specifically be any readable storage medium that can store program code, such as a USB flash drive, a mobile hard disk, a read-only memory (ROM), a random access memory (RAM), a magnetic disk, or an optical disk.

[0148] Example 5:

[0149] like Figure 4As shown, this tie-strut rigid frame arch bridge includes a main arch 1, hangers 2, main beams 3, main piers and main pier foundations 4, struts 5, tie rods 6, reaction seats and reaction seat foundations 7. The main arch 1 is fixedly connected to the top of the main pier 4. The area within the main arch 1 is the mid-span of the structure, and the two sides of the main arch 1 are the side spans of the structure. The tie rods 6 are located in the mid-span, and the two ends of the tie rods 6 are anchored at the arch foot of the main arch 1. The struts 5 are located on the side spans on both sides, with one end of the struts 5 connected to the arch foot (pier top) and the other end supported on the reaction seat 7.

[0150] The specific construction steps of this tie-strut-supported rigid-frame arch bridge are as follows:

[0151] (1) Construction of main pier foundation, support anchor and main pier;

[0152] (2) Constructing struts. The number of struts is determined according to the calculation method of the present invention. The struts are fixedly connected to the anchors. A longitudinal movable connection is set between the struts and the piers. A counterforce is applied between the struts and the main piers to set the pier top pre-deflection. The struts are then fixedly connected to the main piers.

[0153] (3) Set up a temporary tower for the cable crane system on the top of the main pier and establish the cable crane system;

[0154] (4) Use a cable crane system to lift the arch rib segments and assemble the arch ribs until the main arch is closed;

[0155] (5) Construct the side span main beams, using the cable crane system to lift and assemble the middle span main beams until the main beams are connected;

[0156] (6) Tension the tie rods in batches according to the design load;

[0157] (7) The bridge deck is paved or track is laid to complete the bridge.

[0158] The foregoing description is merely a preferred embodiment of the present invention and is not intended to limit the present invention. Those skilled in the art will readily appreciate that various modifications and variations of the present invention are possible. Any modifications, equivalent substitutions, or improvements made within the spirit and principles of the present invention are intended to be within the scope of protection of the present invention.

[0159] The above description is merely a specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any modifications or substitutions that can be easily conceived by a person skilled in the art within the technical scope disclosed in the present invention should be included in the scope of protection of the present invention. Therefore, the scope of protection of the present invention should be based on the scope of protection of the claims.

Claims

1. The calculation method of tie-strut rigid frame arch bridge is characterized by: include: Acquiring initial information, the initial information being a side span length, comparing the initial information with a first preset threshold and a second preset threshold, and determining that the bridge is a tie-strut-brace rigid frame arch bridge when the initial information is greater than the first preset threshold and less than the second preset threshold; Acquiring first information, the first information including deadweight thrust and second-stage constant load thrust increment; Obtaining second information based on the deadweight thrust, the second-stage constant load thrust increment, and a preset load distribution coefficient, wherein the second information is the brace thrust resistance; Calculating the number of struts based on the thrust resistance of the struts and the preset load of a single strut; The calculation formula of the support rod thrust resistance is: F 撑杆 =F 自重 +(1-k)×△F 二恒 In the above formula, F 撑杆 F is the thrust resistance of the strut, 自重 is the deadweight thrust, k is the preset load distribution coefficient, △F 二恒 is the second-phase constant load thrust increment.

2. The calculation method for tie-strut rigid frame arch bridge according to claim 1 is characterized in that: The first information also includes a live load thrust increment and a temperature load thrust increment; after the number of struts is calculated based on the strut thrust resistance and the preset single strut load, the information further includes: Obtaining third information according to the second-stage constant load thrust increment, the live load thrust increment, the temperature load thrust increment, and a preset load distribution coefficient, wherein the third information is the tie rod tensioning force; Calculating the number of tie rods based on the tie rod tensioning force and the preset load of a single tie rod; The calculation formula of the tie rod tension force is: T 系杆 =k×△F 二恒 +△F 活 +△F 温 In the above formula, T 系杆 is the tie rod tension force, k is the preset load distribution coefficient, △F 二恒 is the second-stage constant load thrust increment, △F 活 is the live load thrust increment, △F 温 is the temperature load thrust increment.

3. The calculation method for tie-strut rigid frame arch bridge according to claim 2 is characterized in that: After the number of tie rods is obtained by calculation based on the tie rod tensioning force and the preset single tie rod load, the method further includes: calculating a rod ratio based on the number of struts and the number of tie rods, comparing the rod ratio with a third preset threshold, and determining to select the rod ratio for use in the tie-strut rigid frame arch bridge when the rod ratio is greater than the third preset threshold; When the rod number ratio is less than or equal to a third preset threshold, it is determined that the third preset threshold is selected in the tie-strut-brace rigid frame arch bridge.

4. The calculation method for tie-strut rigid frame arch bridge according to claim 2 is characterized in that: After the number of tie rods is obtained by calculation based on the tie rod tensioning force and the preset single tie rod load, the method further includes: Acquiring fourth information, wherein the fourth information is a comprehensive stiffness value of the strut and the anchor; fifth information is obtained by calculating based on the deadweight thrust, the second-phase constant load thrust increment, a preset load distribution coefficient, and the fourth information, wherein the fifth information is the displacement of the pier top after the main beam is erected; Calculating a first displacement ratio based on the fifth information and a fourth preset threshold; Calculating according to the first displacement ratio, the brace anti-thrust force and a preset single brace load, and updating the number of braces according to the calculation result; The calculation formula for the displacement of the pier top after the main beam is erected is: d 恒1 =(F 自重 +k×△F 二恒 ) / K 撑杆 In the above formula, d 恒1 After the main beam is erected, the displacement of the pier top is F 自重 is the deadweight thrust, k is the preset load distribution coefficient, △F 二恒 is the second-stage constant load thrust increment, K 撑杆 is the combined stiffness of the struts and anchors.

5. The calculation device for tie-strut rigid frame arch bridge is characterized by: include: An acquisition module, configured to acquire initial information and first information, wherein the initial information is the side span length dimension, and the first information includes deadweight thrust and second-stage dead load thrust increment; Comparing the initial information with a first preset threshold and a second preset threshold, and determining that the bridge is a tie-strut rigid frame arch bridge when the initial information is greater than the first preset threshold and the initial information is less than the second preset threshold; a calculation module, configured to obtain second information based on the deadweight thrust, the second-stage constant load thrust increment, and a preset load distribution coefficient, wherein the second information is the brace anti-thrust force; A first processing module is configured to calculate the number of struts based on the thrust resistance of the struts and a preset load of a single strut; The calculation formula of the support rod thrust resistance is: F 撑杆 =F 自重 +(1-k)×△F 二恒 In the above formula, F 撑杆 F is the thrust resistance of the strut, 自重 is the deadweight thrust, k is the preset load distribution coefficient, △F 二恒 is the second-phase constant load thrust increment.

6. The tie-strut-support rigid frame arch bridge calculation device according to claim 5, characterized in that: The first information also includes live load thrust increment and temperature load thrust increment. After the first processing module, a second processing module is included, and the second processing module includes: a first calculation unit, configured to calculate and obtain third information according to the second-stage dead load thrust increment, the live load thrust increment, the temperature load thrust increment, and a preset load distribution coefficient, wherein the third information is a tie rod tension force; A first processing unit is configured to calculate the number of tie rods according to the tie rod tensioning force and a preset single tie rod load; The calculation formula of the tie rod tension force is: T 系杆 =k×△F 二恒 +△F 活 +△F 温 In the above formula, T 系杆 is the tie rod tension force, k is the preset load distribution coefficient, △F 二恒 is the second-stage constant load thrust increment, △F 活 is the live load thrust increment, △F 温 is the temperature load thrust increment.

7. The tie-strut-support rigid frame arch bridge calculation device according to claim 6, characterized in that: After the second processing module, the method further includes: a third processing module, configured to calculate a rod number ratio based on the number of struts and the number of tie rods, compare the rod number ratio with a third preset threshold, and determine to select the rod number ratio for use in the tie-strut rigid frame arch bridge when the rod number ratio is greater than the third preset threshold; When the rod number ratio is less than or equal to a third preset threshold, it is determined that the third preset threshold is selected in the tie-strut-brace rigid frame arch bridge.

8. The tie-strut-support rigid frame arch bridge calculation device according to claim 6, characterized in that: After the second processing module, a fourth processing module is included, and the fourth processing module includes: a first acquiring unit, configured to acquire fourth information, wherein the fourth information is a comprehensive stiffness value of the strut and the anchor; a second calculation unit, configured to calculate, based on the deadweight thrust, the second-phase constant load thrust increment, a preset load distribution coefficient, and the fourth information, fifth information, the fifth information being the displacement of the pier top after the main beam is erected; a third calculating unit, configured to calculate a first displacement ratio according to the fifth information and a fourth preset threshold; a fourth calculation unit, configured to calculate based on the first displacement ratio, the anti-thrust force of the strut and a preset load of a single strut, and update the number of struts according to the calculation result; The calculation formula for the displacement of the pier top after the main beam is erected is: d 恒1 =(F 自重 +k×△F 二恒 ) / K 撑杆 In the above formula, d 恒1 After the main beam is erected, the displacement of the pier top is F 自重 is the deadweight thrust, k is the preset load distribution coefficient, △F 二恒 is the second-stage constant load thrust increment, K 撑杆 is the combined stiffness of the struts and anchors.

9. Tie-rod-strut rigid frame arch bridge calculation equipment, characterized in that: include: memory for storing computer programs; A processor is used to implement the steps of the tie-strut-brace rigid frame arch bridge calculation method according to any one of claims 1 to 4 when executing the computer program.

10. A readable storage medium, characterized in that: The readable storage medium stores a computer program, which, when executed by a processor, implements the steps of the tie-strut-brace rigid frame arch bridge calculation method according to any one of claims 1 to 4.

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