A calculation method and system for the temporary tie rod cable force of a tied arch bridge

Abstract

The present invention discloses a method and system for calculating the temporary tie-cable tension of a tied-arch bridge, comprising the following steps: calculating the moment of the suspender and arch columns on the arch foot under concentrated loads; calculating the moment of the vertical component force vector of the cable on the arch foot and the thrust caused by the horizontal component force of the cable under concentrated loads; obtaining the moment of the vertical concentrated force on the arch foot based on the moment of the suspender and arch columns on the arch foot and the moment of the vertical component force vector of the cable on the arch foot; calculating the bending moment at the arch foot of the main arch rib under uniform loads; calculating the horizontal thrust generated under the uniform load and the vertical component force of the concentrated load based on the bending moment at the arch foot of the main arch rib and the moment generated by the vertical concentrated force on the arch foot; and obtaining the tie-cable tension based on the horizontal thrust generated under the uniform load and the vertical component force of the concentrated load and the thrust caused by the horizontal component force of the cable under concentrated loads. This method has fewer variables, can quickly and accurately determine the temporary tie-cable tension, and has high accuracy in the calculation results.

Description

Technical Field

[0001] The invention belongs to the technical field of bridge engineering, and relates to a temporary tie-rod cable force calculation method and system for a tied-rod arch bridge. Background Art

[0002] A tied arch bridge is a composite structural system consisting mainly of arch ribs, hangers and tie beams. Due to its internal statically indeterminate and externally simply supported stress characteristics, it has the larger spanning capacity of an arch bridge.

[0003] During the construction of long-span arch bridges, the arch structure primarily bears axial pressure. A tied-arch bridge, however, features ties to balance the horizontal thrust of the arch foot. These arch bridges are classified as arch-combination bridges. Tie tensioning typically occurs after the main arch ribs are closed. During the staged installation of temporary ties, the structure is subjected to complex forces: the arch bridge is simultaneously subjected to the tension of the cables, the deadweight of the main arch ribs, and the reaction of the foundation on the arch seat. Furthermore, the cable tension applied during the hoisting of the main arch ribs can also fluctuate.

[0004] However, in actual operation, the application of temporary tie-cable forces can only be attempted and estimated based on engineering experience, without reliable theoretical support. In the existing design guidance materials for arch bridges, there is not much content related to the calculation of temporary tie-cable forces. The accuracy of the tie-cable force calculation data during bridge construction is low, the safety of each construction stage is low, and the construction progress is slow. Summary of the Invention

[0005] The purpose of the present invention is to solve the problems in the prior art that the application of temporary tie cable force can only be attempted and estimated based on engineering experience, resulting in low calculation accuracy, slow construction progress and low safety, and to provide a temporary tie cable force calculation method and system for a tie arch bridge.

[0006] In order to achieve the above object, the present invention adopts the following technical solutions:

[0007] A method for calculating the temporary tie cable force of a tied arch bridge comprises the following steps:

[0008] S1: Calculate the moment of the suspender and the arch column on the arch foot under the action of concentrated load;

[0009] S2: Calculate the moment of the vertical component of the cable force on the arch foot and the thrust caused by the horizontal component of the cable force under the action of concentrated load;

[0010] S3: The moment of the vertical concentrated force on the arch foot is obtained based on the moment of the hanger and the arch column on the arch foot and the moment of the vertical component of the cable on the arch foot;

[0011] S4: Calculate the bending moment at the arch foot of the main arch rib under the action of uniformly distributed load;

[0012] S5: Based on the bending moment at the arch foot of the main arch rib and the moment generated by the vertical concentrated force on the arch foot, the horizontal thrust generated by the uniformly distributed load and the vertical component of the concentrated load is calculated;

[0013] S6: The tie rod tension is obtained based on the horizontal thrust generated by the vertical components of the uniformly distributed load and the concentrated load, and the thrust caused by the horizontal component of the cable under the concentrated load.

[0014] A further improvement of the present invention is:

[0015] The step S1 comprises the following steps:

[0016] Define the vertical component of the concentrated force vector {Q} = {Q1, Q2, ..., Q p} T , where p represents the p concentrated forces on the semi-structure of the single main arch rib from the hangers and the columns on the arch;

[0017] Define the moment arm vector {x} T is the horizontal distance between each suspender and the arch column and the arch starting point of the half structure where it is located, denoted as: {x} T =(x1,x2,…,x p ) T , where p represents the distance between the arch point and the p concentrated forces from the hangers and the arch columns on the half structure of the single main arch rib;

[0018] Then the moment of the hanger and the arch column on the arch foot under the concentrated load is:

[0019] M j2 ={Q}{x} T (1).

[0020] The step S2 comprises the following steps:

[0021] Define the vertical component vector of the concentrated force {F y}=(F y1 ,F y2 ,…,F yn ), where n represents the n concentrated forces from the hangers and the columns on the arch on which the semi-structure of the single main arch rib is subjected. yi =F i ×sinφ i , F i is the cable force of the i-th cable, φ i is the angle between the i-th cable and the horizontal direction;

[0022] Define the moment arm vector {d} T , {d} T is the horizontal distance between each cable and the arch point in the half structure where it is located, denoted as: {d} T=(d1,d2,…,d n ) T , where n represents the distance between the arch point and the concentrated force from the hanger and the arch column on the half structure of the single main arch rib;

[0023] The moment of the vertical component force vector of the cable on the arch foot under the action of concentrated load is:

[0024] M j1 ={F y}{d} T (2).

[0025] The step S2 comprises the following steps:

[0026] The thrust caused by the horizontal component of the cable is calculated by formula (3):

[0027]

[0028] Among them, F xi =F i ×cosφ i , F i is the cable force of the i-th cable, φ i is the angle between the i-th cable and the horizontal direction,

[0029] The step S2 comprises the following steps:

[0030] The functional relationship of F(q) in formula (3) is:

[0031]

[0032] Among them, F i (q i ) represents the arch seat thrust under the action of unit horizontal force at a distance d from the arch point; qi represents the ratio of the distance between the action position of the i-th cable and the arch point to half of the main arch span,

[0033] In step S3, the vertical moment generated by the vertical concentrated force on the arch foot is calculated using formula (5):

[0034] M j =M j1 +M j2 (5)

[0035] Among them, M j1 The moment of the vertical component of the cable force on the arch foot under the action of concentrated load; M j2 The moment of the hanger and the arch column on the arch foot under the action of concentrated load.

[0036] In S4, the bending moment at the arch foot of the main arch rib under the uniformly distributed load is calculated by formula (6):

[0037]

[0038] Among them, A is the cross-sectional area of the main arch rib, γ is the material density of the main arch rib, and α is the bending moment adjustment coefficient.

[0039] The step S5 comprises the following steps:

[0040] The total bending moment under uniform load and concentrated load is obtained by formula (7):

[0041] ∑M=M k +M j (7)

[0042] Among them, M j The vertical moment generated by the vertical concentrated force on the arch foot; M k It represents the bending moment value at the arch foot of the main arch rib under the action of uniformly distributed load;

[0043] The vertical thrust generated by uniformly distributed load and concentrated load is obtained by formula (8):

[0044]

[0045] Among them, f is the main arch height.

[0046] In step S6, the sum of the abutment thrusts generated by the balanced load and the concentrated load is obtained by formula (9):

[0047] H g =H g1 +H g2 (9)

[0048] Among them, H g2 It represents the thrust caused by the horizontal component of the cable; H g1 It represents the vertical thrust generated by uniformly distributed load and concentrated load;

[0049] The tie rod force is obtained by formula (10):

[0050] F L =H g (10).

[0051] A temporary tie-cable force calculation system for a tied arch bridge includes a concentrated load moment acquisition module 1, a concentrated load moment acquisition module 2, a concentrated load vertical concentrated force acquisition module, a uniformly distributed load bending moment value acquisition module, a vertical total thrust acquisition module, and a tie-cable force acquisition module;

[0052] Concentrated load moment acquisition module 1 is used to calculate the moment of the hanger and the arch column on the arch foot under the action of concentrated load;

[0053] Concentrated load moment acquisition module 2 is used to calculate the moment of the vertical component force vector of the cable on the arch foot and the thrust caused by the horizontal component force of the cable under the action of concentrated load;

[0054] The concentrated load vertical concentrated force acquisition module is used to obtain the torque generated by the vertical concentrated force on the arch foot based on the torque of the hanger and the arch column on the arch foot and the torque of the vertical component force vector of the cable on the arch foot;

[0055] Uniformly distributed load bending moment value acquisition module, used to calculate the bending moment value at the arch foot of the main arch rib under the action of uniformly distributed load;

[0056] The vertical total thrust acquisition module is used to calculate the horizontal thrust generated by the vertical components of the uniformly distributed load and the concentrated load based on the bending moment value at the arch foot of the main arch rib and the moment generated by the vertical concentrated force on the arch foot;

[0057] The tie rod cable force acquisition module is used to obtain the tie rod cable force based on the horizontal thrust generated by the vertical component of the uniformly distributed load and the concentrated load and the thrust caused by the horizontal component of the cable under the concentrated load.

[0058] Compared with the prior art, the present invention has the following beneficial effects:

[0059] The present invention discloses a method for calculating the cable forces of temporary tie rods of a tie-arch bridge. The method calculates the moment of the hanger and the upper column on the arch foot under the action of a concentrated load, the moment of the vertical component force vector of the cable on the arch foot, and the thrust caused by the horizontal component force of the cable, and simultaneously calculates the bending moment value at the arch foot of the main arch rib under the action of a uniformly distributed load. Based on the data calculated in the early stage, the horizontal thrust generated by the uniformly distributed load and the vertical component force of the concentrated load and the thrust caused by the horizontal component force of the cable under the action of the concentrated load are calculated in sequence to obtain the final cable rod component force. The cable forces of temporary tie rods in different construction stages can be determined quickly and accurately. The method disclosed by the present invention has fewer variables, can quickly and accurately determine the tensioning force of temporary tie rods, and has high accuracy of the calculation results. During the construction of the tie-arch bridge, the construction speed can be accelerated, the construction period can be shortened, and the safety of pile foundations and key components during the bridge construction stage and the rationality of the force of the structural arrangement are improved. BRIEF DESCRIPTION OF THE DRAWINGS

[0060] 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.

[0061] Figure 1 is a flow chart of the present invention;

[0062] Figure 2 This is a general layout diagram of the construction system of an embodiment of the present invention;

[0063] Figure 3 A detailed layout diagram of a bridge according to an embodiment of the present invention;

[0064] Figure 4 This is a simplified diagram for calculating the temporary tie rod force according to an embodiment of the present invention. DETAILED DESCRIPTION

[0065] To make the objectives, technical solutions, and advantages of the embodiments of the present invention more clear, the technical solutions of the embodiments of the present invention will be clearly and completely described below in conjunction with the accompanying drawings of the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Generally, the components of the embodiments of the present invention described and shown in the drawings herein can be arranged and designed in various different configurations.

[0066] Therefore, the following detailed description of the embodiments of the present invention provided in the accompanying drawings is not intended to limit the scope of the invention as claimed, but rather merely represents selected embodiments of the present invention. All other embodiments derived by persons of ordinary skill in the art based on the embodiments of the present invention without creative effort shall fall within the scope of protection of the present invention.

[0067] It should be noted that similar reference numerals and letters denote similar items in the following drawings, and therefore, once an item is defined in one drawing, it does not need to be further defined or explained in subsequent drawings.

[0068] In the description of the embodiments of the present invention, it should be noted that if the terms "upper," "lower," "horizontal," "inner," etc. appear, the orientation or positional relationship indicated is based on the orientation or positional relationship shown in the accompanying drawings, or the orientation or positional relationship in which the inventive product is typically placed when in use. These terms are merely for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or component referred to must have a specific orientation, be constructed, or operate in a specific orientation. Therefore, they should not be construed as limitations on the present invention. In addition, the terms "first," "second," etc. are used only to distinguish descriptions and should not be construed as indicating or implying relative importance.

[0069] In addition, if the term "horizontal" appears, it does not mean that the component must be absolutely horizontal, but can be slightly tilted. For example, "horizontal" only means that its direction is more horizontal than "vertical", and does not mean that the structure must be completely horizontal, but can be slightly tilted.

[0070] In the description of the embodiments of the present invention, it should be noted that, unless otherwise expressly specified or limited, the terms "disposed," "installed," "connected," and "connected" should be understood in a broad sense. For example, they can refer to fixed connections, detachable connections, or integral connections; they can refer to mechanical connections or electrical connections; they can refer to direct connections or indirect connections through an intermediate medium; and they can refer to internal connections between two components. Those skilled in the art will understand the specific meanings of the above terms in the present invention based on specific circumstances.

[0071] The present invention is described in further detail below with reference to the accompanying drawings:

[0072] See also Figure 1 The embodiment of the present invention discloses a method for calculating the temporary tie cable force of a tied arch bridge. According to the stress characteristics of the hingeless arch, a semi-structure is taken to determine the calculation diagram as shown in FIG. Figure 4 shown

[0073] Step 1: Calculate the moment of the hanger and the arch column on the arch foot under the action of the concentrated load

[0074] Define the vertical component of the concentrated force vector {Q} = (Q1, Q2, ..., Q p ), where p represents the p concentrated forces on the semi-structure of the single main arch rib from the hangers and the columns on the arch;

[0075] Define the moment arm vector {x} T is the horizontal distance between each suspender and the arch column and the arch starting point of the half structure where it is located, denoted as: {x} T =(x1,x2,…,x m ) T , where p represents the distance between the arch point and the concentrated force from the hanger and the arch column on the half structure of the single main arch rib;

[0076] The moment from the concentrated force of the arch columns and hangers on the arch foot is:

[0077] M j2 ={Q}{x} T (2)

[0078] Step 2: Calculate the moment of the vertical component of the cable force on the arch foot and the thrust caused by the horizontal component of the cable force under the concentrated load

[0079] Define the vertical component vector of the concentrated force {F y}=(F y1 ,F y2 ,…,F yn ), where n represents the half structure of the single main arch rib subjected to n concentrated forces from the cables, where F yi =F i ×sinφi , F i is the cable force of the i-th cable, φ i is the angle between the i-th cable and the horizontal direction

[0080] Define the moment arm vector {d} T is the horizontal distance between each cable and the arch point in the half-structure where it is located, denoted as: {x} T =(d1,d2,…,d n ) T , where n represents the distance between the anchor point of the main arch rib and the arch point of the half structure of the single main arch rib.

[0081] The moment of the vertical component of the cable force vector on the arch foot:

[0082] M j1 ={F y}{d} T (2)

[0083] M j The concentrated load is the bending moment value generated by the concentrated load at the arch foot. The concentrated load involved in the temporary tie tensioning process mainly comes from the tensioning of the cables during construction. The cables are an important component of the inclined-stayed cable-stayed system. During the construction of the main arch ribs, the cables often form a certain angle with the horizontal direction. The concentrated force involved can be decomposed into components in the horizontal and vertical directions, and the influence of forces in different directions on the horizontal thrust of the arch seat can be calculated separately.

[0084] Furthermore, the thrust caused by the horizontal component of the cable is calculated:

[0085]

[0086] Among them, F xi =F i ×cosφ i , F i is the cable force of the i-th cable, φ i is the angle between the i-th cable and the horizontal direction,

[0087] Specifically, the functional relationship is:

[0088]

[0089] F i (q i ) represents the abutment thrust under the action of a unit horizontal force at a distance d from the abutment point;

[0090] q i represents the ratio of the distance between the i-th cable action position and the arch starting point to half the main arch span,

[0091] Step 3: Based on the moment of the suspender and the arch column on the arch foot and the moment of the vertical component of the cable on the arch foot, the moment of the vertical concentrated force on the arch foot is obtained.

[0092] M j =M j1 +M j2 (5)

[0093] M j1 M is the bending moment caused by the vertical component of the cable at the arch foot, j2 is the bending moment at the arch foot caused by the concentrated force of the hanger and the arch columns;

[0094] M j It represents the moment generated by the vertical concentrated force and vertical component force on the arch foot.

[0095] Step 4: Calculate the bending moment at the arch foot of the main arch rib under the action of uniformly distributed load

[0096] M k The bending moment at the arch foot of the main arch rib under the action of uniformly distributed load is proposed by the formula:

[0097]

[0098] Among them, A is the cross-sectional area of the main arch rib, γ is the main arch rib material density, and α is the bending moment adjustment coefficient. The bending moment value M under uniformly distributed load is obtained. k .

[0099] Specifically, the bending moment adjustment coefficient α is

[0100]

[0101] α represents the bending moment adjustment coefficient; m represents the arch axis coefficient; Rise-to-span ratio

[0102] Step 5: Based on the bending moment at the arch foot of the main arch rib and the moment generated by the vertical concentrated force on the arch foot, calculate the horizontal thrust generated by the uniformly distributed load and the vertical component of the concentrated load

[0103] ∑M is the total bending moment at the arch foot under the action of concentrated vertical force and uniformly distributed load:

[0104] ∑M=M k +M j (7)

[0105] It is not difficult to obtain the moment balance relationship in structural mechanics: the horizontal thrust generated by the vertical component of uniformly distributed load and concentrated load is:

[0106]

[0107] The thrust at the abutment caused by the uniformly distributed load and the vertical component of the cable is obtained in combination with the rise height f, where f is the main arch rise height.

[0108] Step 6: Obtain the tie rod tension based on the horizontal thrust generated by the vertical component of the uniformly distributed load and the concentrated load, and the thrust caused by the horizontal component of the cable under the concentrated load.

[0109] By H g1 and H g2 get:

[0110] H g =H g1 +H g2 (9)

[0111] Combined with the stress characteristics of the tied arch bridge: the tie rod is mainly used to balance the thrust of the arch seat. The required tension force F of the temporary tie rod can be obtained by combining the cable forces in different construction processes. L :

[0112] F L =H g (10)

[0113] The present invention discloses an embodiment:

[0114] The main bridge of Liming Bridge adopts a mid-span steel box tie-arch bridge. The theoretical span of the arch rib is 310m, the arch axis is a catenary, the rise is 77.5m, the rise-span ratio is 1 / 4, and the arch axis coefficient m=2.2; the Feiyan line shape adopts a straight line segment plus a catenary. The catenary segment is a half arch with a span of 116m, a height loss of 28.9193m, and an arch axis coefficient m=8.5.

[0115] See also Figure 2 The longitudinal load-bearing structures of the bridge include the flying swallow arch, main arch, main beam, temporary tie rods and permanent tie rods. The main load-bearing components in the transverse direction of the bridge include the flying swallow end beams, cross beams, concrete beams, transverse steel box beams and wind bracing. The vertical load-bearing components mainly include arch columns and hangers.

[0116] The positional relationship between the temporary tie rod and other bridge components disclosed in the embodiment of the present invention is as follows: Figure 3 shown.

[0117] In order to reduce the friction between the tie rod and the supporting structure, the tie rod support frame is designed to be made of welded steel plates, with a nylon fiber roller in the middle, and a 40Mn pin shaft inside the roller.

[0118] The bridge's arch ribs feature a total of 22 pairs of hangers, employing a double-hanger structure. The hangers are spaced 10.8 meters apart longitudinally, 26.5 meters apart at their centers, and 0.75 meters apart on each side. The hangers are constructed using 7-73 parallel steel cables, constructed with galvanized steel wire, a double-layer HDPE sheath, and a cold-cast anchor system.

[0119] The main beam of this bridge adopts steel-concrete composite beam, that is, concrete bridge deck is set on the steel lattice beam.

[0120] The precast bridge deck is 0.25m thick, 4.9m long and 3.0m wide (2.55m wide at the end crossbeam). It is constructed in a precast assembly mode and uses C50 concrete structure. A transverse wet joint with a width of 0.6m is set at the top of each crossbeam in the longitudinal direction of the bridge. A longitudinal wet joint with a width of 0.6m is set at the top of the main longitudinal beam and the secondary longitudinal beam in the transverse direction of the bridge. The wet joint at the main longitudinal beam is 0.625m wide and the wet joint at the secondary longitudinal beam is 0.55m wide. C50 shrinkage compensating concrete is used for the wet joint. The precast bridge deck is connected to the main beam through wet joints and shear nails to form a composite beam mode.

[0121] The cable force calculation is carried out during the construction of the Lancang River Liming Bridge in Xishuangbanna. The structure of the single arch rib is simplified. The symmetrical structure under symmetrical load can be taken as a half structure. Figure 4 Perform the hand calculation as shown. This involves the following steps:

[0122] (1) The concentrated force of the cable involved is decomposed into horizontal and vertical components, and the influence of forces in different directions on the horizontal thrust of the arch seat is calculated separately.

[0123] (2) Define the vertical component vector of the concentrated force {F y}=(F y1 ,F y2 ,…,F yn ), where n represents the concentrated forces on the half structure of the single main arch rib from the hangers and the columns on the arch, where F yi =F i ×sinφ i , F i is the cable force of the i-th cable, φ i is the angle between the i-th cable and the horizontal direction.

[0124] Define the moment arm vector {d} T is the horizontal distance between each cable and the arch point in the half structure where it is located, denoted as: {d} T =(d1,d2,…,d n ) T , where n represents the n distances between the arch point and the concentrated force from the hangers and the arch columns on the semi-structure of the single main arch rib.

[0125] The moment of the vertical component of the cable force vector on the arch foot:

[0126] M j1 ={F y}{d} T =-62.3238×10 3 kN·m (2).

[0127] Define the vertical component of the concentrated force vector {Q} = {Q1, Q2, ..., Q p} T , where p represents the p concentrated forces exerted on the semi-structure of the single main arch rib by the hangers and the columns on the arch.

[0128] Define the moment arm vector {x} T is the horizontal distance between each suspender and the arch column and the arch starting point of the half structure where it is located, denoted as: {x} T =(x1,x2,…,x p ) T , where p represents the distance between the arch point and the half structure of the single main arch rib subjected to p concentrated forces from the hangers and the arch columns.

[0129] The moment from the concentrated force of the arch columns and hangers on the arch foot is:

[0130] M j2 ={Q}{x} T =65.6450×10 3 kN·m (1).

[0131] The moment generated by the vertical concentrated force on the arch foot:

[0132] M j =M j1 +M j2 (5)

[0133] The arch axis coefficient m and rise-span ratio of the Liming Bridge Substitution:

[0134]

[0135] The moment adjustment coefficient of this bridge is α=0.5358

[0136] A is the cross-sectional area of the main arch rib, γ is the material density of the main arch rib, and α is the bending moment adjustment coefficient. The bending moment value under uniformly distributed load is obtained as follows:

[0137]

[0138] Total bending moment values under uniformly distributed load and concentrated load:

[0139] ∑M=Mk +M j =508.6042×10 3 kN·m (7)

[0140] Combined with the sagittal height f, the thrust at the abutment caused by the uniformly distributed load and the vertical component of the cable is obtained:

[0141]

[0142] Among them, F xi =F i ×cosφ i , F i is the cable force of the i-th cable, φ i is the angle between the i-th cable and the horizontal direction:

[0143]

[0144] F i (q i ) represents the arch seat thrust under the action of unit horizontal force at a distance d from the arch point; qi represents the ratio of the distance between the action position of the i-th cable and the arch point to half of the main arch span,

[0145] Thrust caused by the lateral component of the cable:

[0146]

[0147] By H g1 and H g2 Get H g =H g1 +H g2 =7.9751×10 3 kN

[0148] Considering the stress characteristics of tied arch bridges: the tie rods are mainly used to balance the thrust of the arch seats. Combining the cable forces in different construction processes, the required tensioning forces for the temporary tie rods N1 and N4 in this construction phase can be obtained:

[0149] F L =H g =7.9751×10 3 kN (10)

[0150] The calculation method adopted in the embodiment of the present invention can quickly and accurately determine the cable tension of the temporary tie rods in different construction stages. The method disclosed in the present invention has a clear concept, fewer variables, can quickly and accurately determine the tensioning force of the temporary tie rods, and the data has high accuracy. It can provide a reference during the construction process of the tie-arch bridge, and can speed up the construction speed and shorten the construction period during the construction process of the tie-arch bridge.

[0151] The embodiment of the present invention further discloses a temporary tie-cable force calculation system for a tied arch bridge, comprising a concentrated load moment acquisition module 1, a concentrated load moment acquisition module 2, a concentrated load vertical concentrated force acquisition module, a uniformly distributed load bending moment value acquisition module, a vertical total thrust acquisition module, and a tie-cable force acquisition module;

[0152] Concentrated load moment acquisition module 1 is used to calculate the moment of the hanger and the arch column on the arch foot under the action of concentrated load;

[0153] Concentrated load moment acquisition module 2 is used to calculate the moment of the vertical component force vector of the cable on the arch foot and the thrust caused by the horizontal component force of the cable under the action of concentrated load;

[0154] The concentrated load vertical concentrated force acquisition module is used to obtain the torque generated by the vertical concentrated force on the arch foot based on the torque of the hanger and the arch column on the arch foot and the torque of the vertical component force vector of the cable on the arch foot;

[0155] Uniformly distributed load bending moment value acquisition module, used to calculate the bending moment value at the arch foot of the main arch rib under the action of uniformly distributed load;

[0156] The vertical total thrust acquisition module is used to calculate the horizontal thrust generated by the vertical components of the uniformly distributed load and the concentrated load based on the bending moment value at the arch foot of the main arch rib and the moment generated by the vertical concentrated force on the arch foot;

[0157] The tie rod cable force acquisition module is used to obtain the tie rod cable force based on the horizontal thrust generated by the vertical component of the uniformly distributed load and the concentrated load and the thrust caused by the horizontal component of the cable under the concentrated load.

[0158] The above are merely preferred embodiments of the present invention and are 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 shall be included within the scope of protection of the present invention.

Claims

1. A method for calculating the temporary tie cable force of a tied arch bridge, characterized in that: The following steps are involved: S1: Calculate the moment of the suspender and the arch column on the arch foot under the action of concentrated load; S2: Calculate the moment of the vertical component of the cable force on the arch foot and the thrust caused by the horizontal component of the cable force under the action of concentrated load; S3: The moment of the vertical concentrated force on the arch foot is obtained based on the moment of the hanger and the arch column on the arch foot and the moment of the vertical component of the cable on the arch foot; S4: Calculate the bending moment at the arch foot of the main arch rib under the action of uniformly distributed load; S5: Based on the bending moment at the arch foot of the main arch rib and the moment generated by the vertical concentrated force on the arch foot, the horizontal thrust generated by the uniformly distributed load and the vertical component of the concentrated load is calculated; S6: The tie rod tension is obtained based on the horizontal thrust generated by the vertical component of the uniformly distributed load and the concentrated load, and the thrust caused by the horizontal component of the cable under the concentrated load; In S4, the bending moment at the arch foot of the main arch rib under the uniformly distributed load is calculated by formula (6): Among them, A is the cross-sectional area of the main arch rib, The main arch rib material is heavy, is the bending moment adjustment factor.

2. The method for calculating the temporary tie cable force of a tied arch bridge according to claim 1, characterized in that: The step S1 comprises the following steps: Define the vertical component vector of the concentrated force {Q}={Q1,Q2,…,Q q } T , where q represents the q concentrated forces on the semi-structure of the single main arch rib from the hangers and the columns on the arch; Define the moment arm vector {x} T is the horizontal distance between each suspender and the arch column and the arch starting point of the half structure where it is located, denoted as: {x} T =(x1,x2,…,x p ) T , where p represents the distance between the arch point and the p concentrated forces from the hangers and the arch columns on the half structure of the single main arch rib; Then the moment of the hanger and the arch column on the arch foot under the concentrated load is:

3. The method for calculating the temporary tie cable force of a tied arch bridge according to claim 2, characterized in that: The step S2 comprises the following steps: Define the vertical component of the concentrated force vector {F y }=(F y1 ,F y2 ,…,F yn ), where n represents the concentrated forces on the half structure of the single main arch rib from the hangers and the arch columns, , is the cable force of the i-th cable, is the angle between the i-th cable and the horizontal direction; Define the moment arm vector {d} T , {d} T is the horizontal distance between each cable and the arch point in the half structure where it is located, denoted as: {d} T =(d1,d2,…,d n ) T , where n represents the distance between the arch point and the concentrated force from the hanger and the arch column on the half structure of the single main arch rib; The moment of the vertical component force vector of the cable on the arch foot under the action of concentrated load is:

4. The method for calculating the temporary tie cable force of a tied arch bridge according to claim 3 is characterized in that: The step S2 comprises the following steps: The thrust caused by the horizontal component of the cable is calculated by formula (3): Among them, , is the cable force of the i-th cable, is the angle between the i-th cable and the horizontal direction, .

5. The method for calculating the temporary tie cable force of a tied arch bridge according to claim 4 is characterized in that: The step S2 comprises the following steps: In the formula (3) F(q) The functional relationship is: in, represents the arch seat thrust under the action of unit horizontal force at a distance d from the arch point; qi represents the ratio of the distance between the action position of the i-th cable and the arch point to half of the main arch span, .

6. The method for calculating the temporary tie cable force of a tied arch bridge according to claim 1, characterized in that: In step S3, the vertical moment generated by the vertical concentrated force on the arch foot is calculated using formula (5): in, The moment of the vertical component of the cable force vector on the arch foot under the action of concentrated load; The moment of the hanger and the arch column on the arch foot under the action of concentrated load.

7. The method for calculating the temporary tie cable force of a tied arch bridge according to claim 1, characterized in that: The step S5 comprises the following steps: The total bending moment under uniformly distributed load and concentrated load is obtained by formula (7): in, The vertical moment generated by the vertical concentrated force on the arch foot; It represents the bending moment value at the arch foot of the main arch rib under the action of uniformly distributed load; The vertical thrust generated by uniformly distributed load and concentrated load is obtained by formula (8): Among them, f is the main arch height.

8. The method for calculating the temporary tie cable force of a tied arch bridge according to claim 7, characterized in that: In step S6, the sum of the abutment thrusts generated by the balanced load and the concentrated load is obtained by formula (9): in, H g2 It represents the thrust caused by the horizontal component of the cable; H g1 It represents the vertical thrust generated by uniformly distributed load and concentrated load; The tie rod force is obtained by formula (10):

9. A temporary tie-cable force calculation system for a tied arch bridge according to the method of claim 1, characterized in that: It includes concentrated load moment acquisition module 1, concentrated load moment acquisition module 2, concentrated load vertical concentrated force acquisition module, uniform load bending moment value acquisition module, vertical total thrust acquisition module and tie rod cable force acquisition module; Concentrated load moment acquisition module 1 is used to calculate the moment of the hanger and the arch column on the arch foot under the action of concentrated load; Concentrated load moment acquisition module 2 is used to calculate the moment of the vertical component force vector of the cable on the arch foot and the thrust caused by the horizontal component force of the cable under the action of concentrated load; The concentrated load vertical concentrated force acquisition module is used to obtain the torque generated by the vertical concentrated force on the arch foot based on the torque of the hanger and the arch column on the arch foot and the torque of the vertical component force vector of the cable on the arch foot; Uniformly distributed load bending moment value acquisition module, used to calculate the bending moment value at the arch foot of the main arch rib under the action of uniformly distributed load; The vertical total thrust acquisition module is used to calculate the horizontal thrust generated by the vertical components of the uniformly distributed load and the concentrated load based on the bending moment value at the arch foot of the main arch rib and the moment generated by the vertical concentrated force on the arch foot; The tie rod cable force acquisition module is used to obtain the tie rod cable force based on the horizontal thrust generated by the vertical component of the uniformly distributed load and the concentrated load and the thrust caused by the horizontal component of the cable under the concentrated load.

Images