Method and system for determining function recovery curve of railway beam bridge after earthquake

Abstract

The invention provides a method and a system for determining a post-earthquake function recovery curve of a railway beam bridge, belongs to the technical field of earthquake resistance, disaster prevention and disaster reduction of bridge engineering structures, and is used for solving the problem that common function recovery curves such as a linear type, a triangular type and an exponential type cannot accurately describe details of a bridge function recovery process. The method comprises the following steps: providing a modular function recovery curve considering a component repair sequence; determining a post-earthquake function loss value QL and a function residual value Qr for the target bridge; setting a post-earthquake earthquake fortification function target Qm and determining whether emergency repair is needed or not; calculating post-earthquake component repair time and a function recovery component contribution weight coefficient when a conventional repair strategy is adopted; judging whether the bridge pier is a component with the maximum function recovery contribution weight coefficient or not; and determining a post-earthquake function recovery curve of the bridge. According to the earthquake damage characteristics of the railway beam bridge, three kinds of function recovery curves of emergency repair, low damage repair and high damage repair and the determination method thereof are provided, and the whole process description of the function recovery of the railway beam bridge after the earthquake is achieved.

Description

Technical Field

[0001] The present invention belongs to the technical field of seismic disaster prevention and mitigation for bridge engineering structures, and particularly relates to a method and system for determining the post-earthquake function recovery curve of railway girder bridges. Background Technique

[0002] As an important post-earthquake emergency rescue channel, the ability of railway bridges to maintain and recover their functions under strong earthquakes has a crucial impact on people's lives and economic losses. The existing "Code for Seismic Design of Railway Engineering" (GB50111-2006 (2009 Edition)) focuses on the post-earthquake performance of bridges and proposes three levels of performance requirements: (1) No damage or minor damage after the earthquake, and it can maintain its normal service function; (2) It may be damaged after the earthquake, and after repair, it can resume its normal service function in a short period; (3) It may be severely damaged after the earthquake, but there is no overall collapse, and it can be opened to traffic at a speed limit after emergency repair. For the damage and certain degree of function loss after the earthquake, the repair strategies and the basic form of the function recovery curve under different damage states of the bridge are not further explained.

[0003] The commonly used function recovery functions at the present stage are mainly applied to the building field. If applied to describe the function recovery of bridges, the following problems exist:

[0004] (1) The linear, triangular, and exponential function recovery functions determined based on the richness of emergency repair resource input cannot reflect the actual repair sequence of bridge components;

[0005] (2) The actual function recovery of bridges shows a step function form, that is, the function is improved to a certain extent only after the component is repaired;

[0006] (3) The influence of different component damage states on function recovery is not considered;

[0007] (4) It cannot reflect the situation where the remaining post-earthquake traffic function does not meet the requirements and temporary emergency repair needs to be carried out. Therefore, for railway bridges, it is necessary to establish a new function recovery curve to overcome the above problems. Summary of the Invention

[0008] In view of this, the present invention provides a method and system for determining the post-earthquake function recovery curve of railway girder bridges to solve the problem that the commonly used function recovery functions in the existing technology are mainly applied to the building field and are not suitable for describing the function recovery of bridges.

[0009] The technical solution adopted by the present invention is as follows:

[0010] A method for determining the post-earthquake function recovery curve of railway girder bridges includes:

[0011] Step 1: Determine the post-earthquake function loss Q of the target railway bridgeL , based on the post-earthquake functional loss Q of the bridge L Determine the post-earthquake functional residual value Q of the bridge r ;

[0012] The specific steps of step 1 are as follows:

[0013] Step 1.1: Based on the results of the vulnerability analysis of the bridge's traffic function, calculate the post-earthquake functional loss Q using the following formula L :

[0014]

[0015] In the formula: P f (i) Damage exceedance probability function, L i is the functional loss of the i-th damage state;

[0016] Step 1.2: Based on the post-earthquake functional loss Q calculated in step 1.1 L , determine the post-earthquake functional residual value Q of the bridge r , as shown in the following formula:

[0017] Q r = 1 - Q L (2)

[0018] Step 2: Determine the minimum post-earthquake functional value Q of the bridge m , and compare the functional residual value Q r with the minimum post-earthquake functional value Q m to determine whether emergency repair is needed;

[0019] Specifically, it includes the following steps:

[0020] Step A1: According to the urgency of the emergency repair task (the emergency repair vehicle speed for resuming traffic is 80 km / h), determine the minimum post-earthquake functional value Q m ;

[0021] Step A2: Compare the functional residual value Q r with the minimum post-earthquake functional value Q m to determine whether emergency repair is needed.

[0022] If Q r is less than Q m , then carry out emergency repair, determine the functional recovery curve function for the bridge to recover to the emergency operation state after the emergency repair task is completed, calculate the pier repair time after the emergency repair task is completed, and determine the functional recovery curve of the emergency repair;

[0023] Determine the functional recovery curve function for the bridge to recover to the emergency operation state through the following formula:

[0024]

[0025] t m = t0 + T E1 (4)

[0026] Where: Q(t) is the function recovery curve function, t0 is the start time of function recovery, t m is the completion time point of emergency repair, and T E1 is the time required for emergency repair.

[0027] Determine the function recovery curve of emergency repair through the following formula (5), and calculate the pier repair time after the completion of the emergency repair task through the following formula (6):

[0028]

[0029] In the formula: Q(t) is the function recovery curve function, and T E2 is the duration of the emergency repair task, T re1 is the repair time of the first type of component, and T i is the repair time of the component in the i-th damage state.

[0030] If Q r is greater than or equal to Q m , then calculate the component repair time and the contribution weight coefficient of the function recovery component, determine whether the pier plays a major role in the bridge function recovery process, and finally determine the basic form of the bridge post-earthquake function recovery curve.

[0031] The specific steps for calculating the component repair time and the contribution weight coefficient of the function recovery component include the following steps:

[0032] Step B1: Based on the component vulnerability analysis results, use formula (7) to calculate the post-earthquake bearing repair time, pier repair time, and track repair time respectively, as shown in the following formula:

[0033]

[0034] In the formula: T rej is the repair time of the j-th type of component;

[0035] Step B2: Use formula (8) to calculate the total repair time T re of the bridge:

[0036]

[0037] Step B3: Based on formula (7) and formula (8), calculate the contribution degrees w b , w p , and w t, as shown in the following formula:

[0038]

[0039] In step 2, the judgment of whether the pier plays a dominant role in the process of bridge function restoration and finally determining the basic form of the post-earthquake function restoration curve of the bridge specifically includes the following steps:

[0040] Step C1: Based on the contribution degree w obtained in step B3 j , judge whether the contribution degree of the repair weight of the pier dominates among all components;

[0041] Step C2: When the pier dominates in function restoration, the post-earthquake function restoration curve of the bridge is represented by a high-damage function restoration curve, that is, the repair order is pier - bearing - track, and the post-earthquake function restoration curve function of the bridge is as shown in Equation (10);

[0042]

[0043] t1 = t0 + T re1 (11)

[0044] t2 = t1 + T re2 (12)

[0045] t3 = t2 + T re3 (13)

[0046] Where: w p and w b are the function restoration weight coefficients of the pier and the bearing respectively, t1, T re1 are the time and moment when the first type of component, the pier, is repaired, t2, T re2 are the time and moment when the second type of component, the bearing, is repaired, t3, T re3 are the time and moment when the third type of component, the track, is repaired.

[0047] Step C3: When the repair of the bearing and the track dominates, the post-earthquake function restoration curve of the bridge can be represented by a low-damage function restoration curve, that is, the repair order is bearing - track - pier, and the function restoration curve function is as shown in Equation (14);

[0048]

[0049] Where: w t is the function restoration weight coefficient of the track.

[0050] A system for determining the post-earthquake function restoration curve of a railway girder bridge includes:

[0051] Calculation module 1: Determine the post-earthquake function loss Q of the target railway bridge L, based on the post-earthquake functional loss Q of the bridge L Determine the post-earthquake functional residual value Q of the bridge r ;

[0052] Calculation module 2: Determine the minimum post-earthquake functional value Q of the bridge m , compare the functional residual value Q r with the minimum post-earthquake functional value Q m to determine whether emergency repair is required;

[0053] If Q r is less than Q m , then carry out emergency repair, determine the functional recovery curve function for the bridge to recover to the emergency operation state after the earthquake, calculate the pier repair time after the completion of the emergency repair task, and determine the functional recovery curve of the emergency repair;

[0054] If Q r is greater than or equal to Q m , then calculate the component repair time and the contribution weight coefficient of the functional recovery component, determine whether the pier plays a major role in the process of bridge functional recovery, and finally determine the basic form of the post-earthquake functional recovery curve of the bridge.

[0055] In summary, due to the adoption of the above technical solutions, the beneficial effects of the present invention are as follows:

[0056] The present invention proposes three types of functional recovery curves for emergency repair, high-damage repair, and low-damage repair, considers the contribution of components to the bridge functional recovery after repair under different damage modes, and uses the post-earthquake residual function and the component functional contribution weight coefficient as the judgment index for functional recovery curve selection, thereby establishing a post-earthquake functional recovery curve for railway girder bridges considering different repair strategies and its determination method. The proposed functional recovery curve applicable to railway bridges after earthquakes reflects the actual component repair sequence, component damage state, the difference in contribution to functional recovery, and the special case of emergency repair, providing a reference for the selection of post-earthquake functional recovery strategies for railway bridges. BRIEF DESCRIPTION OF THE DRAWINGS

[0057] The present invention will be described by way of examples with reference to the accompanying drawings, where:

[0058] Figure 1 is a schematic flow structure diagram of the present invention;

[0059] Figure 2 is a schematic diagram of the emergency repair functional recovery curve involved in the embodiment.

[0060] Figure 3 is a schematic diagram of the low-damage repair functional recovery curve involved in the embodiment.

[0061] Figure 4Schematic diagram of the high-damage repair function recovery curve involved in the embodiment.

[0062] Figure 5 It is the traffic function recovery curve of a typical analysis bridge involved in the embodiment under different ground motion intensities, where Figure (a) represents the traffic function recovery curve with a ground motion intensity PGA = 0.2g, Figure (b) represents the traffic function recovery curve with a ground motion intensity PGA = 0.7g, and Figure (c) represents the traffic function recovery curve with a ground motion intensity PGA = 1.0g. Detailed implementation manners

[0063] To make the objectives, 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 accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are some, but not all, of the embodiments of the present invention. The components of the embodiments of the present invention usually described and illustrated in the accompanying drawings here can be arranged and designed in various different configurations.

[0064] 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 claimed present invention, but merely represents selected embodiments of the present invention. All other embodiments obtained by those of ordinary skill in the art based on the embodiments of the present invention without creative efforts fall within the scope of protection of the present invention.

[0065] It should be noted that, without conflict, the embodiments in the present invention and the features in the embodiments can be combined with each other.

[0066] It should be noted that similar reference numerals and letters denote similar items in the following drawings. Therefore, once an item is defined in one drawing, it does not need to be further defined and explained in subsequent drawings.

[0067] In the present invention, unless otherwise clearly defined and limited, the first feature being "on" or "under" the second feature may include the direct contact between the first and second features, or may include the situation where the first and second features are not in direct contact but in contact through additional features therebetween. Moreover, the first feature being "above", "over", and "on top of" the second feature includes the first feature being directly above and obliquely above the second feature, or merely indicating that the horizontal height of the first feature is higher than that of the second feature. The first feature being "under", "below", and "beneath" the second feature includes the first feature being directly below and obliquely below the second feature, or merely indicating that the horizontal height of the first feature is lower than that of the second feature.

[0068] It should be noted that, without conflict, the embodiments in the present invention and the features in the embodiments can be combined with each other.

[0069] Example 1

[0070] As Figure 1 shown, this example proposes a method for determining the post - earthquake functional recovery curve of a railway girder bridge, including the following steps:

[0071] Step 1: Determine the post - earthquake functional loss Q of the target railway bridge L , and based on the post - earthquake functional loss Q of the bridge L determine the post - earthquake functional residual value Q of the bridge r ;

[0072] The specific steps of Step 1 include the following steps:

[0073] Step 1.1: Based on the results of the vulnerability analysis of the bridge's traffic function, calculate the post - earthquake functional loss Q using the following formula L :

[0074]

[0075] In the formula: P f (i) represents the damage exceedance probability function, L i is the functional loss of the i - th damage state, and i represents the damage state;

[0076] Step 1.2: Based on the post - earthquake functional loss Q calculated in Step 1.1 L , determine the post - earthquake functional residual value Q of the bridge r , as shown in the following formula:

[0077] Q r = 1 - Q L (2)

[0078] Step 2: Determine the minimum post - earthquake functional value Q of the bridge m , and compare the functional residual value Q r with the minimum post - earthquake functional value Q m to determine whether emergency repair is required;

[0079] Specifically, it includes the following steps:

[0080] Step A1: According to the urgency of the emergency repair task (the emergency repair vehicle speed for resuming traffic is 80 km / h), determine the minimum post - earthquake functional value Q m ;

[0081] Step A2: Compare the functional residual value Q r with the minimum post - earthquake functional value Q m to determine whether emergency repair is required.

[0082] If Q r is less than Q m, emergency repair shall be carried out, the function recovery curve function for the bridge to recover its function to the emergency operation state after the earthquake shall be determined, the repair time of the bridge pier after the completion of the emergency repair task shall be calculated, and the function recovery curve of the emergency repair shall be determined.

[0083] The function recovery curve function for the bridge to recover its function to the emergency operation state after the earthquake is determined by the following formula:

[0084]

[0085] t m = t0 + T E1 (4)

[0086] Where: Q(t) is the function recovery curve function, t0 is the start time of function recovery, t m is the completion time point of emergency repair, and T E1 is the time required for emergency repair.

[0087] The function recovery curve of the emergency repair is determined by the following formula (5), and the repair time of the bridge pier after the completion of the emergency repair task is calculated by the following formula (6). The function recovery curve after the earthquake is as Figure 1 :

[0088]

[0089] In the formula: Q(t) is the function recovery curve function, and T E2 is the duration of the emergency repair task, T re1 is the repair time of the first type of component, and T i is the repair time of the component in the i-th damage state.

[0090] If Q r is greater than or equal to Q m , then calculate the repair time of the component and the contribution weight coefficient of the function recovery component, determine whether the bridge pier plays a major role in the process of bridge function recovery, and finally determine the basic form of the function recovery curve of the bridge after the earthquake.

[0091] The calculation of the repair time of the component and the contribution weight coefficient of the function recovery component specifically includes the following steps:

[0092] Step B1: Based on the results of component vulnerability analysis, use formula (7) to calculate the repair time of the seismic isolation bearing, bridge pier, and track after the earthquake respectively, as shown in the following formula:

[0093]

[0094] In the formula: T rej is the repair time of the j-th type of component;

[0095] Step B2: Calculate the total repair time T of the bridge using Equation (8). re :

[0096]

[0097] Step B3: Based on Equations (7) and (8), calculate the contribution degrees w b , w p and w t to the restoration of the bridge function after the repair of the bearings, piers, and tracks respectively, as shown in the following equation:

[0098]

[0099] In Step 2, the specific steps for determining whether the piers play a dominant role in the restoration of the bridge function and finally determining the basic form of the post-earthquake bridge function restoration curve are as follows:

[0100] Step C1: Based on the contribution degree w j obtained in Step B3, determine whether the contribution degree of the repair weight of the piers dominates among all components;

[0101] Step C2: When the piers play a dominant role in the function restoration, the post-earthquake bridge function restoration curve is represented by a high-damage function restoration curve, that is, the repair order is piers - bearings - tracks. The post-earthquake bridge function restoration curve function is as shown in Equation (10), and the post-earthquake function restoration curve is as Figure 3 ;

[0102]

[0103] t1 = t0 + T re1 (11)

[0104] t2 = t1 + T re2 (12)

[0105] t3 = t2 + T re3 (13)

[0106] where: w p and w b are the function restoration weight coefficients of the piers and bearings respectively, t1, T re1 is the time and moment when the repair of the first type of component, the piers, is completed, t2, T re2 is the time and moment when the repair of the second type of component, the bearings, is completed, t3, T re3 is the time and moment when the repair of the third type of component, the tracks, is completed.

[0107] Step C3: When the repair of bearings and tracks takes the primary position, the post-earthquake function recovery curve of the bridge can be represented by the low-damage function recovery curve, that is, the repair sequence is bearings - tracks - piers. The function recovery curve function is as shown in Equation (14), and the post-earthquake function recovery curve is as Figure 4 ;

[0108]

[0109] where: w t is the function recovery weight coefficient of the track.

[0110] Embodiment 2

[0111] This embodiment provides a system for determining the post-earthquake function recovery curve of a railway girder bridge, including:

[0112] Calculation module 1: Determine the post-earthquake function loss Q L of the target railway bridge, and determine the post-earthquake function residual value Q L of the bridge based on the post-earthquake function loss Q r ;

[0113] Calculation module 2: Determine the minimum post-earthquake function Q m of the bridge, and compare the function residual value Q r with the minimum post-earthquake function Q m to determine whether emergency repair is required;

[0114] If Q r is less than Q m , then carry out emergency repair, determine the function recovery curve function for the bridge to recover to the emergency operation state, calculate the repair time of the pier after the completion of the emergency repair task, and determine the function recovery curve of the emergency repair;

[0115] If Q r is greater than or equal to Q m , then calculate the repair time of the component and the contribution weight coefficient of the function recovery component, judge whether the pier occupies the primary position in the process of bridge function recovery, and finally determine the basic form of the post-earthquake function recovery curve of the bridge.

[0116] Embodiment 3

[0117] The following will make a detailed description of the specific embodiments of the present invention in conjunction with the attached Figures 1 to 5 drawings;

[0118] The main vulnerable components of railway girder bridges include bridge piers, bearings, and track structures. In the specific implementation example of the present invention, a typical five-span simply supported beam bridge in the mountainous area of southwest China is selected. The main girder is a precast concrete box girder with ballastless double-track, and friction pendulum bearings are adopted, with models KZQZ-J-5500ZX-0.2g-II and KZQZ-J-5500GD-0.2g-II. The bridge piers are round-ended solid constant-section piers, with pier heights of 8 m, 14 m, 12 m, and 8 m respectively. The designed speed of the bridge is 200 km / h. Referring to the "Maintenance Rules for General Speed Railway Lines" (TG-GW102-2019), the post-earthquake traffic function of the bridge can be directly represented and quantified by the post-earthquake performance state of the track. Therefore, the track vulnerability is the vulnerability of the traffic function. The component and traffic function vulnerability data of the bridge example are shown in Table 1:

[0119] Table 1 Vulnerability data of the analyzed bridge example

[0120]

[0121]

[0122] A method for determining the post-earthquake function recovery curve of a railway girder bridge specifically includes the following steps:

[0123] Step 1: Determine the post-earthquake function loss Q of the target railway bridge L , and based on the post-earthquake function loss Q L determine the post-earthquake function residual value Q r ;

[0124] Step 1.1: Based on the analysis results of the traffic function vulnerability of the bridge, calculate the post-earthquake function loss Q using the following formula L :

[0125] The traffic function vulnerability results P DS1 ~P DS4 of the bridge under three ground motion intensities and the traffic function losses in each damage state are shown in Table 1. When the bridge speed is lower than 160 km / h, it reaches minor damage; when it is lower than 120 km / h, it reaches moderate damage; when it is lower than 80 km / h, it reaches severe damage; when it is lower than 45 km / h, it reaches complete failure (the traffic function of the bridge is completely lost). The traffic function losses L i (1 - 4) in different damage states can be calculated using the ratio of speed reduction to capacity value, as shown in Equation (15). The traffic function losses corresponding to minor damage, moderate damage, severe damage, and complete failure are 25.8%, 51.6%, 77.4%, and 100.0% respectively, as shown in Table 2. Substitute the vulnerability results in Table 1 into Equations (16) - (18) to calculate the traffic function losses under three ground motion intensities.

[0126]

[0127] Ground motion intensity PGA = 0.2g:

[0128]

[0129] Ground motion intensity PGA = 0.7g:

[0130]

[0131] Ground motion intensity PGA = 1.0g:

[0132]

[0133] Table 2 Threshold of passing function damage

[0134]

[0135] Step 1.2: Based on the post - earthquake function loss Q calculated in Step 1.1 L , calculate the post - earthquake function residual value Q r as the starting point of the post - earthquake bridge function recovery curve:

[0136] Substitute the analysis results of Step 1.1 into equations (19) - (21). The post - earthquake passing function residual values Q of the bridge under three ground motion intensities r are:

[0137] Ground motion intensity PGA = 0.2g:

[0138] Q r = 1 - Q L = 1 - 4.6% = 95.4% (19)

[0139] Ground motion intensity PGA = 0.7g:

[0140] Q r = 1 - Q L = 1 - 54.8% = 45.2% (20)

[0141] Ground motion intensity PGA = 1.0g:

[0142] Q r = 1 - Q L = 1 - 83% = 17% (21)

[0143] Step 2: Determine the minimum post - earthquake function Q of the bridge m , and compare the function residual value Q r with the minimum post - earthquake function Q m to determine whether emergency repair is needed; specifically including:

[0144] Step A1: Determine the minimum post-earthquake function value Q according to the seismic fortification level of the target bridge. m .

[0145] The post-earthquake function needs to reach a speed of 80 km / h to meet the post-earthquake emergency rescue task, and the minimum post-earthquake function value Q m is 22.5%.

[0146]

[0147] Step A2: Compare the minimum post-earthquake function value Q m with the residual function value Q calculated in Step 1.2 r to determine whether emergency repair is required after the earthquake.

[0148] The ground motion intensity PGA = 0.2g, Q r The residual passing function is 98.3%, Q m The minimum function value is 22.5%, that is, for the analyzed bridge example Q r >Q m , and at this time, emergency repair is not required.

[0149] The ground motion intensity PGA = 0.7g, Q r The residual passing function is 45.2%, Q m The minimum function value is 22.5%, that is, for the analyzed bridge example Q r >Q m , and at this time, emergency repair is not required.

[0150] The ground motion intensity PGA = 1.0g, Q r The residual passing function is 17%, Q m The minimum function value is 22.5%, that is, for the analyzed bridge example Q r <Q m , and at this time, emergency repair is required.

[0151] Emergency repair is required under the ground motion intensity PGA = 1.0g. After the bridge function is restored to Q m , after the emergency passing task is completed, repair the bridge pier, and determine the function recovery curve for the bridge to be restored to the emergency operation state after the earthquake:

[0152] Assume that emergency repair is carried out 6 hours after the earthquake (t0 = 0.25 days), and temporary supports are erected within 48 hours (t m = 2.25 days), the main girder is reset, and the post-earthquake temporary emergency repair is completed.

[0153]

[0154] After completing the emergency repair task (with a duration of 6 days), the pier repair is carried out. The repair time is calculated according to Equation (24). The vulnerability results of the pier and the repair time under each damage state are shown in Table 3. After completing the pier repair, the bridge support force is transferred to the newly repaired pier, and the bridge is restored to the pre-earthquake traffic function level. At this time, the function recovery curve function of the bridge is Equation (25).

[0155]

[0156] Table 3 Pier repair time threshold ( / days)

[0157]

[0158] After the earthquake with ground motion intensity PGA = 0.2g and PGA = 0.7g, the bridge adopts the conventional repair strategy. Based on the vulnerability analysis results of components (bearings, piers, tracks), the post-earthquake repair times of bearings, piers, and tracks are calculated respectively:

[0159] Step B1: The repair time thresholds for each damage state of the components are shown in Table 3 and Table 4. When the ground motion intensity is PGA = 0.2g and PGA = 0.7g respectively, the repair times of bearings, piers, and tracks are as shown in Equations (26) - (31).

[0160] Ground motion intensity PGA = 0.2g:

[0161]

[0162] Ground motion intensity PGA = 0.7g:

[0163]

[0164] Table 4 Repair time threshold ( / days)

[0165]

[0166] Step B2: Calculate the total repair time of the bridge;

[0167] Step B3: Calculate the contribution degrees of the bridge function recovery after the repairs of bearings, piers, and tracks are completed respectively:

[0168] The contribution weight coefficients of the repairs of bearings, piers, and tracks to the bridge traffic function recovery are as shown in Equations (32) - (37).

[0169] Ground motion intensity PGA = 0.2g:

[0170]

[0171] Ground motion intensity PGA = 0.7g:

[0172]

[0173] Step C1: Determine whether the contribution degree of the pier's repair weight among all components dominates:

[0174] When the ground motion intensity PGA = 0.2g, w1 < w2 < w3. At this time, the completion of track repair contributes the most to the restoration of the bridge's traffic function;

[0175] When the ground motion intensity PGA = 0.7g, w1 < w3 < w2. At this time, the completion of pier repair contributes the most to the restoration of the bridge's traffic function.

[0176] Step C2: When the ground motion intensity PGA = 0.7g, which is a high-damage situation, the repair sequence of the bridge is as follows: pier - bearing - track, and the restoration curve of the bridge's traffic function is shown in Equation (38):

[0177]

[0178] Step C3: When the ground motion intensity PGA = 0.2g, which is a low-damage situation, the repair sequence of the bridge is as follows: bearing - track - pier, and the restoration curve of the bridge's traffic function is shown in Equation (39):

[0179]

[0180] So far, the analysis of the restoration curves of the bridge's traffic function under three ground motion levels has been completed, and the restoration curves are as Figure 5 shown.

[0181] The above-described embodiments only represent the specific implementation manners of the present application. The description is relatively specific and detailed, but it should not be construed as a limitation on the protection scope of the present application. It should be noted that for those of ordinary skill in the art, without departing from the concept of the technical solution of the present application, several deformations and improvements can still be made, and these all belong to the protection scope of the present application.

[0182] The circuits, electronic components, and modules involved are all prior arts, which can be fully realized by those skilled in the art without further elaboration. The content protected by the present invention does not involve improvements to software and methods either.

[0183] The various embodiments in this specification are described in a progressive manner. Each embodiment focuses on the differences from other embodiments, and the same or similar parts among the various embodiments can be referred to each other.

[0184] The foregoing description of the disclosed embodiments enables those skilled in the art to practice or use the present invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of the present invention. Thus, the present invention is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims

1. A method for determining a post-earthquake function recovery curve of a railway beam bridge, characterized in that: include: Step 1: Determine the post-earthquake functional loss Q of the target railway bridge L , based on the bridge post-earthquake function loss Q L Determine the residual value Q of bridge function after earthquake r ; Step 2: Determine the minimum post-earthquake function Q of the bridge m , the functional residual value Q r The minimum value of post-earthquake function Q m Compare and determine whether emergency repairs are needed; If Q r Less than Q m , emergency repairs are carried out to determine the function recovery curve function of the bridge after the earthquake to restore the emergency operation state, and the bridge pier repair time after the emergency repair task is completed is calculated to determine the function recovery curve of the emergency repair; If Q r Greater than or equal to Q m , then calculate the component repair time and the contribution weight coefficient of the functional recovery component, judge whether the pier occupies a major position in the process of bridge function recovery, and finally determine the basic form of the bridge post-earthquake function recovery curve.

2. The method for determining the post-earthquake function recovery curve of a railway beam bridge according to claim 1, characterized in that: The step 1 specifically comprises the following steps: Step 1.1: Based on the results of the bridge traffic function vulnerability analysis, calculate the post-earthquake function loss Q using the following formula: L : Where: represents the damage exceedance probability function, L i is the functional loss of the i-th damage state, where i represents the damage state; Step 1.2: Based on the post-earthquake functional loss Q calculated in step 1.1 L , determine the residual value Q of the bridge function after earthquake r , as shown below: Q r =1-Q L (2) 3. The method for determining the post-earthquake function recovery curve of a railway beam bridge according to claim 1, characterized in that: In step 2, the minimum post-earthquake function value Q of the bridge is determined m , the functional residual value Q r The minimum value of post-earthquake function Q m The comparison to determine whether emergency repair is needed includes the following steps: Step A1: Determine the minimum post-earthquake function value Q according to the urgency of the emergency repair task m ; Step A2: Convert the functional residual value Q r The minimum value of post-earthquake function Q m Compare and determine whether emergency repairs are needed.

4. The method for determining the post-earthquake function recovery curve of a railway beam bridge according to claim 1, characterized in that: In step 2, the function recovery curve function of the bridge after the earthquake is restored to the emergency operation state is determined by the following formula: t m =t0+T E1 (4) Where: Q(t) is the function recovery curve function, t0 is the start time of function recovery, t m is the time point when emergency repair is completed, T E1 The time required for emergency repair.

5. The method for determining the post-earthquake function recovery curve of a railway beam bridge according to claim 1, characterized in that: In step 2, the functional recovery curve of emergency repair is determined by the following formula (5), and the pier repair time after the emergency repair task is completed is calculated by the following formula (6): Where: Q(t) is the function recovery curve function, T E2 is the duration of the emergency repair task, T re1 is the repair time of the first type of components, T i is the repair time of the component in the i-th damage state.

6. The method for determining the post-earthquake function recovery curve of a railway beam bridge according to claim 1, characterized in that: In step 2, the calculation of the component repair time and the contribution weight coefficient of the function recovery component specifically includes the following steps: Step B1: Based on the results of component fragility analysis, the post-earthquake bearing repair time, bridge pier repair time and track repair time are calculated using formula (7), as shown in the following formula: Where: T rej is the repair time of the jth type of component; Step B2: Calculate the total repair time T of the bridge using formula (8) re : Step B3: Based on equations (7) and (8), calculate the contribution w of the bearings, piers and tracks to the restoration of bridge function after repair. b 、w p and w t , as shown below:

7. The method for determining the post-earthquake function recovery curve of a railway beam bridge according to claim 6, characterized in that: In step 2, judging whether the bridge piers play a major role in the process of bridge function recovery and finally determining the basic form of the bridge post-earthquake function recovery curve specifically includes the following steps: Step C1: Based on the contribution w obtained in step B3 j , determine whether the contribution of the repair weight of the bridge pier is dominant among all components; Step C2: When the pier plays a dominant role in functional recovery, the post-earthquake functional recovery curve of the bridge is represented by the high-damage functional recovery curve, that is, the repair order is pier-support-track, and the function of the post-earthquake functional recovery curve of the bridge is as shown in formula (10); t1=t0+T re1 (11) t2=t1+T re2 (12) <h2 style=";text-align:left;direction:ltr">t3 = t2 + T<h2 style=";text-align:left;direction:ltr"> re3 <h2 style=";text-align:left;direction:ltr"> (13) Where: t1, T re1 is the moment and time when the repair of the bridge pier of the first type of component is completed, t2, T re2 is the moment and time when the support of the second type component is repaired, t3, T re3 The moment and time when the track repair of Category 3 components is completed. Step C3: When the repair of bearings and tracks plays a major role, the post-earthquake function recovery curve of the bridge can be expressed by a low-damage function recovery curve, that is, the repair order is bearing-track-bridge pier, and the function of the function recovery curve is as shown in formula (14); Where: w t is the weight coefficient for orbital pair function recovery.

8. A railway beam bridge post-earthquake function recovery curve determination system, used to implement a railway beam bridge post-earthquake function recovery curve determination method according to claims 1-9, characterized in that: include: Calculation module 1: Determine the post-earthquake functional loss Q of the target railway bridge L , based on the bridge post-earthquake function loss Q L Determine the residual value Q of bridge function after earthquake r ; Calculation module 2: Determine the minimum post-earthquake function Q of the bridge m , the functional residual value Q r The minimum value of post-earthquake function Q m Compare and determine whether emergency repairs are needed; If Q r Less than Q m , emergency repairs are carried out to determine the function recovery curve function of the bridge after the earthquake to restore the emergency operation state, and the bridge pier repair time after the emergency repair task is completed is calculated to determine the function recovery curve of the emergency repair; If Q r Greater than or equal to Q m , then calculate the component repair time and the contribution weight coefficient of the functional recovery component, judge whether the pier occupies a major position in the process of bridge function recovery, and finally determine the basic form of the bridge post-earthquake function recovery curve.

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