Energy release structure and calculation method of pier slider

Abstract

The present invention belongs to the field of bridge engineering, and specifically relates to a pier slider energy release structure and calculation method. The slider energy release structure is arranged upstream of the bridge, and includes a base and a slider; the base includes anti-slip piles No. 1, No. 2, and No. 3 arranged at intervals in a triangular shape, with the No. 1 anti-slip pile being arranged close to the pier, and the No. 2 and No. 3 anti-slip piles being arranged away from the pier, with the distance between every two anti-slip piles being equal. The base also includes three connecting beams, which connect the three anti-slip piles in pairs; one end of a pull rope is connected to the slider, and the other end of the pull rope passes around the No. 2 or No. 3 anti-slip piles and is connected to a connector arranged on the pier; the slider is placed in a ditch, and when floods or solid objects impact the slider, the slider can pull the pull rope, and the pull rope applies a force to the pier in the opposite direction of the water flow.

Description

Technical Field

[0001] The present invention belongs to the field of bridge engineering, and in particular relates to an energy release structure of a pier slider and a calculation method thereof. Background Art

[0002] As China's infrastructure construction continues to develop in mountainous areas, bridge piers in mountainous areas are the weak link in bridge engineering. After the rainy season, bridges located in mountainous and canyon areas are often threatened by geological disasters, including collisions with floating objects and mud and rock flows, which may cause damage and destruction to bridge piers. Because landslides caused by heavy rain or other natural disasters carry a large amount of mud, sand and stones, rolling stones that threaten bridge piers are also a threat to bridge piers.

[0003] The huge impact force acting on the bridge piers may cause them to be displaced or damaged.

[0004] Most of the existing technologies for solving the above problems use protective devices, which still transmit force to the bridge piers and essentially do not solve the current situation that the bridge piers are subjected to impact forces.

[0005] Another example is the use of weights on bridges to increase friction at the base of piers. For example, on August 17, 2020, two heavily loaded freight trains were pushed onto the upstream and downstream Fujiang River Bridges on the Baoji-Chengdu Railway in Mianyang, Sichuan Province, by locomotives to mitigate the effects of a flood peak. However, this approach disrupts normal traffic on the bridge and is not always effective.

[0006] Therefore, it is necessary to provide a new type of bridge pier protection structure. Summary of the Invention

[0007] In response to the above problems, the present invention provides an energy release structure and calculation method for a bridge pier slider, which utilizes the reaction force provided by the slider to resist the impact force exerted on the bridge pier.

[0008] The technical solution of the present invention is: a pier slider energy release structure, which is arranged upstream of the bridge, including a base and a slider; the base includes anti-slip pile No. 1, anti-slip pile No. 2 and anti-slip pile No. 3 arranged in a triangular shape, the anti-slip pile No. 1 is arranged close to the pier, the anti-slip pile No. 2 and the anti-slip pile No. 3 are arranged away from the pier, and the distance between each two anti-slip piles is equal; the base also includes three connecting beams, and the three connecting beams connect the three anti-slip piles in pairs; the pull rope includes a first pull rope and a second pull rope, one end of the first pull rope is connected to the slider, and the other end of the first pull rope is connected to the connector arranged on the pier after bypassing the No. 2 anti-slip pile, one end of the second pull rope is connected to the slider, and the other end of the second pull rope is connected to the connector arranged on the pier after bypassing the No. 3 anti-slip pile; the slider is placed in the channel, and after floods or solid objects impact the slider, the slider can pull the pull rope, and the pull rope applies a force to the pier in the opposite direction of the water flow.

[0009] Optionally, several pull ropes can be provided, and each pull rope can be connected to several sliders.

[0010] Optionally, a plurality of cross beams are arranged between the connecting beams.

[0011] Optionally, a rotatable roller is provided on the outer sides of the No. 2 anti-slip pile and the No. 3 anti-slip pile.

[0012] Optionally, the direction of the connection line between the No. 2 anti-slip pile and the No. 3 anti-slip pile is perpendicular to the direction of water flow.

[0013] Optionally, the pull rope is a steel wire rope.

[0014] The above-mentioned bridge pier protection structure provided by the present invention, when there is a flood or impact object, the flood or impact object will impact the slider, and the force of the slider is transmitted to the bridge pier through the pull rope, thereby exerting a force on the bridge pier in the opposite direction of the water flow, which can offset the impact force of the flood or impact object on the bridge pier, and achieve the purpose of protecting the bridge pier through the impact of the flood or impact object. A roller is set on the outer surface of the anti-slip pile, so that when the flood or impact object impacts the slider, the friction between the pull rope and the anti-slip pile is rolling friction, avoiding sliding friction between the pull rope and the anti-slip pile, reducing the damage to the pull rope caused by multiple reciprocating friction, protecting the pull rope and the anti-slip pile, and extending their service life. The three anti-slip piles are connected into an integrated structure through connecting beams and cross beams, which can prevent each anti-slip pile from being subjected to force alone, making the overall protection structure more stable.

[0015] A calculation method for a pier slider energy release structure, wherein a No. 1 anti-slip pile is located near the pier, and a No. 2 and No. 3 anti-slip piles are located away from the pier. A straight line in a horizontal plane passing through the No. 1 anti-slip pile and perpendicular to the water flow direction is a reference direction. The angle between the line connecting the No. 1 and No. 2 anti-slip piles and the reference direction is a first angle. The angle between the line connecting the No. 1 and No. 3 anti-slip piles and the reference direction is a second angle. The No. 2 and No. 3 anti-slip piles are subjected to a force acting on them by a tension rope. The calculation method for the slider protection structure is used to calculate the magnitude of the first angle when the base of the pier slider energy release structure is most stable.

[0016] The calculation method includes the following steps:

[0017] Calculate the anti-overturning moment that the base can provide based on the maximum pull-out force that each anti-slip pile can provide, where the anti-overturning moment is a function of the first angle and the second angle;

[0018] According to the equal spacing between the three anti-slide piles, the anti-overturning moment is converted into a function of the first angle;

[0019] The maximum value of the anti-overturning moment corresponds to the first angle at which the base is most stable, and therefore the angle at which the protective effect is optimal. The calculation method provided by the present invention can determine the angle at which the base should be set to maximize the stability of the pier slider energy release structure, based on the pullout resistance of the anti-slip piles, thereby optimizing the protective effect.

[0020] Optionally, the anti-overturning moment is:

[0021] W=FLsinA+FLsinB

[0022] Where W is the anti-overturning moment;

[0023] F is the maximum pull-out force that each anti-slide pile can provide;

[0024] L is the distance between the centers of two anti-slide piles;

[0025] A is the first angle;

[0026] B is the second angle, B=120°-A.

[0027] Optionally, when A=60°, W reaches its maximum value and the base is most stable.

[0028] In summary, due to the adoption of the above-mentioned technical solution, the beneficial effect of the present invention is: after a flood occurs, the slider generates tension after being impacted by the impact object, and the tension is transmitted to the bridge pier in the opposite direction of the water flow through the pull rope, thereby offsetting part of the impact force on the bridge pier, playing a role in protecting the bridge pier and achieving the effect of "fighting poison with poison".

[0029] The three anti-slip piles are fixedly connected into one by connecting beams and cross beams, making the base as a whole more stable and preventing overturning.

[0030] The calculation method of the bridge pier slider energy release structure provided by the present invention can obtain the position angle of the protection structure when the base is most stable, thereby providing more powerful protection for the bridge pier. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] Figure 1 It is a top view of the energy release structure of the pier slider provided by an embodiment of the present invention.

[0032] Figure 2 It is a schematic diagram of the energy release structure of the pier slider provided by an embodiment of the present invention in a vertical plane.

[0033] Figure 3 It is a schematic diagram of the bridge pier protection structure provided by an embodiment of the present invention when it is impacted by an impact object.

[0034] Figure 4This is a simplified force diagram of the bridge pier protection structure provided by an embodiment of the present invention when the first angle takes any value.

[0035] Figure 5 This is a simplified force diagram of the bridge pier protection structure provided by an embodiment of the present invention when the first angle is 60°.

[0036] Icons: 1-channel; 2-pier; 21-connector; 22-pull rope; 23-slider; 3-impact object; 4-base; 41-anti-slip pile No. 1; 42-anti-slip pile No. 2; 43-anti-slip pile No. 3; 44-connecting beam; 45-roller; 46-cross beam. DETAILED DESCRIPTION

[0037] The present invention will be described in detail below with reference to the accompanying drawings.

[0038] Example

[0039] See also Figure 1-Figure 5 An embodiment of the present invention provides a pier slider energy release structure, located upstream of the bridge, comprising a base 4 and a slider 23. The base 4 comprises a first anti-slip pile 41, a second anti-slip pile 42, and a third anti-slip pile 43 arranged in a triangular pattern. The first anti-slip pile 41 is located near the pier 2, while the second and third anti-slip piles 42 and 43 are located farther away from the pier 2. The distance between each pair of anti-slip piles is equal, referring to the distance between the pile centers, that is, the distance between the central axes of the two anti-slip piles. It can be seen that the distance between each pair of anti-slip piles is equal, so the projections of the central axes of the three anti-slip piles on the horizontal plane form three points, and these three points are the three vertices of an equilateral triangle. The base 4 also comprises three connecting beams 44, which connect the three anti-slip piles in pairs. Specifically, the ends of the connecting beams 44 are fixedly connected to the anti-slip piles. It can be understood that the projections of the three connecting beams 44 on the horizontal plane form the three sides of an equilateral triangle. A rotatable roller 45 is mounted on the upper exterior of the second and third anti-slip piles 42, 43. A plurality of crossbeams 46 are disposed between the connecting beams 44. A plurality of pull ropes 22 can be provided, each of which can connect to a plurality of sliders 23. The pull ropes 22 are steel wire ropes.

[0040] In other embodiments, the number of connecting beams 44 may be more than three. For example, two or more connecting beams 44 are arranged between every two anti-slip piles to further enhance the overall stability of the protective structure. In this way, the number of connecting beams 44 is six, nine, etc.

[0041] Along the up-down direction of the anti-slip pile, the connecting beam 44 and the roller 45 are spaced apart so that the roller 45 and the connecting beam 44 do not interfere with each other.

[0042] One end of the pull rope 22 is connected to the slider 23, and the other end of the pull rope 22 is connected to the connector 21 set on the bridge pier 2 after passing through the No. 2 anti-slip pile 42 or the No. 3 anti-slip pile 43; the slider 23 is placed in the channel 1, and when floods or solid objects impact the slider 23, the slider 23 can pull the pull rope 22, and the pull rope 22 applies a force to the bridge pier 2 in the opposite direction of the water flow.

[0043] Furthermore, the direction of the line connecting the No. 2 anti-slip pile 42 and the No. 3 anti-slip pile 43 is perpendicular to the direction of the water flow. In other words, the direction of the force exerted by the pull rope 22 on the No. 2 anti-slip pile 42 and the No. 3 anti-slip pile 43 is parallel to the direction of the water flow.

[0044] The bridge pier 2 protective structure provided by the present invention, when floodwater or impacting objects 3 strikes the slider 23, the force exerted on the slider 23 being transmitted to the bridge pier 2 via the pull rope 22, thereby exerting a force on the bridge pier 2 in the opposite direction of the water flow, counteracting the impact of the floodwater or impacting objects 3 on the bridge pier 2 and protecting the bridge pier 2 from the impact of the floodwater or impacting objects 3. Rollers 45 are provided on the outer surface of the anti-slip piles, so that when the floodwater or impacting objects 3 strike the slider 23, the friction between the pull rope 22 and the anti-slip piles becomes rolling friction, preventing sliding friction between the pull rope 22 and the anti-slip piles. This reduces damage to the pull rope 22 caused by repeated reciprocating friction, protects the pull rope 22 and the anti-slip piles, and extends their service life. The three anti-slip piles are connected into an integrated structure via a connecting beam 44 and a cross beam 46, preventing each anti-slip pile from being subjected to independent force, making the overall protective structure more stable.

[0045] An embodiment of the present invention further provides a method for calculating the energy release structure of the slider 23 of the pier 2, wherein the No. 1 anti-slip pile 41 is arranged close to the pier 2, the No. 2 anti-slip pile 42 and the No. 3 anti-slip pile 43 are arranged away from the pier 2, the straight line passing through the No. 1 anti-slip pile 41 in the horizontal plane and perpendicular to the water flow direction is the reference direction, the angle between the line connecting the No. 1 anti-slip pile 41 and the No. 2 anti-slip pile 42 and the reference direction is the first angle, the angle between the line connecting the No. 1 anti-slip pile 41 and the No. 3 anti-slip pile 43 and the reference direction is the second angle, the No. 2 anti-slip pile 42 and the No. 3 anti-slip pile 43 are subjected to the force of the pull rope 22, and the calculation method for the protective structure of the slider 23 is used to calculate the size of the first angle when the base 4 of the energy release structure of the slider 23 of the pier 2 is most stable;

[0046] The calculation method includes the following steps:

[0047] Step 1: Calculate the anti-overturning moment that the base 4 can provide based on the maximum pull-out force that each anti-slip pile can provide, where the anti-overturning moment is a function of the first angle and the second angle;

[0048] Based on the equal spacing between the three anti-slip piles, the anti-overturning moment is converted into a function about the first angle; specifically, assuming that the maximum pull-out force that each anti-slip pile can provide is F, when overturning around anti-slip pile No. 1 41, the force arm of the anti-slip force of anti-slip pile No. 1 41 is 0, and the torque generated is 0.

[0049] The maximum value of the anti-overturning moment corresponds to the first angle at which the base 4 is most stable, and therefore the angle at which the protective effect is optimal. The calculation method provided by the present invention can determine, based on the pullout resistance of the anti-slip piles, the angle at which the base 4 should be positioned to maximize the stability of the energy release structure of the slider 23 of the pier 2, thereby optimizing the protective effect.

[0050] Therefore, the anti-overturning moment is the sum of the moments of the No. 2 anti-slide pile 42 and the No. 3 anti-slide pile 43:

[0051] W=FLsinA+FLsinB

[0052] Where W is the anti-overturning moment;

[0053] F is the maximum pull-out force that each anti-slide pile can provide;

[0054] L is the distance between the centers of two anti-slide piles;

[0055] A is the first angle;

[0056] B is the second angle, B=120°-A.

[0057] Step 2: Based on the equal spacing between the three anti-slide piles, convert the anti-overturning moment into a function related to the first angle;

[0058] Since the distances between the three anti-slip piles are equal, the projections of the first anti-slip pile 41, the second anti-slip pile 42, and the third anti-slip pile 43 on the horizontal plane form an equilateral triangle structure. The sum of the first angle and the second angle is 120°, so B = 120° - A, and the value range of A is [0°, 120]. Then:

[0059] W=FLsinA+FLsin(120°-A)

[0060] Step 3: Take the maximum value of the anti-overturning moment. The corresponding first angle is the first angle when the base 4 is most stable, that is, the first angle when the protection effect is the best.

[0061] Specifically, since the pull-out force F and the pile center distance L are known constants, only the maximum value of sinA + sin(120°-A) is required.

[0062] sinA+ sin(120°-A)=sinA+sin120°cosA-cos120°sinA= cosA

[0063] right Taking the derivative of cosA, we get sinA, in the interval [0, 60°), The value of sinA is greater than 0; the interval [60°, 120°], The value of sinA is less than 0; at 60°, The value of sinA is equal to 0.

[0064] but, cosA increases within the range of [0, 60°) when the first angle A is taken, decreases within the range of (60°, 120°), and reaches its maximum value when the first angle A is equal to 60°.

[0065] That is, when the first angle A is 60°, the anti-overturning moment is the largest and the base 4 is the most stable.

[0066] It is understandable that due to cosA increases within the range of [0, 60°) and decreases within the range of (60°, 120°). In other words, when the value of the first angle A is between [0, 60°), the anti-overturning moment of the base 4 increases, and when it is between (60°, 120°), the anti-overturning moment of the base 4 decreases. The closer the value of the first angle A is to 60°, the more stable the base 4 is. If unfavorable conditions exist at the construction site, making it impossible to set the first angle A to exactly 60°, it is preferable to set the value of the first angle A as close to 60° as possible based on the construction site environment.

[0067] In summary, due to the adoption of the above technical solution, the beneficial effect of the present invention is: after a flood occurs, the slider 23 generates tension after being impacted by the impact object 3, and the tension is transmitted in the opposite direction to the bridge pier 2 through the pull rope 22, exerting a tension on the bridge pier 2 in the opposite direction to the water flow, thereby offsetting part of the impact force on the bridge pier 2, playing a role in protecting the bridge pier 2, and achieving the effect of "fighting poison with poison".

[0068] The three anti-slip piles are fixedly connected as one through the connecting beam 44 and the cross beam 46, so that the base 4 as a whole is more stable and prevents overturning.

[0069] The calculation method of the energy release structure of the slider 23 of the pier 2 provided by the present invention can obtain the position angle of the protection structure when the base 4 is most stable, thereby providing more powerful protection for the pier 2.

Claims

1. A pier slider energy release structure, characterized in that: It is set up upstream of the bridge and includes a base and a slider; the base includes anti-slip pile No. 1, anti-slip pile No. 2 and anti-slip pile No. 3 arranged at intervals in a triangular shape, the anti-slip pile No. 1 is set close to the bridge pier, the anti-slip pile No. 2 and anti-slip pile No. 3 are set away from the bridge pier, and the distance between each two anti-slip piles is equal. The base also includes three connecting beams, and the three connecting beams connect the three anti-slip piles in pairs; the pull rope includes a first pull rope and a second pull rope, one end of the first pull rope is connected to the slider, and the other end of the first pull rope is connected to the connector set on the bridge pier after bypassing the No. 2 anti-slip pile, one end of the second pull rope is connected to the slider, and the other end of the second pull rope is connected to the connector set on the bridge pier after bypassing the No. 3 anti-slip pile; the slider is placed in the channel, and when floods or solid objects hit the slider, the slider can pull the pull rope, and the pull rope applies a force to the bridge pier in the opposite direction of the water flow.

2. The energy release structure of the pier slider according to claim 1, characterized in that: A plurality of pull ropes are provided, and each pull rope is connected to a plurality of sliders.

3. The energy release structure of the pier slider according to claim 1, characterized in that: A plurality of cross beams are arranged between the connecting beams.

4. The energy release structure of the pier slider according to claim 1, characterized in that: The upper exteriors of the No. 2 anti-slip pile and the No. 3 anti-slip pile are both sleeved with rotatable rollers.

5. The energy release structure of the pier slider according to claim 1, characterized in that: The direction of the connection line between the No. 2 anti-slip pile and the No. 3 anti-slip pile is used to be perpendicular to the direction of water flow.

6. The energy release structure of the pier slider according to claim 1, characterized in that: The pull rope is a steel wire rope.

7. A calculation method for the energy release structure of a pier slider according to any one of claims 1 to 6, characterized in that: The No. 1 anti-slip pile is set close to the bridge pier, and the No. 2 and No. 3 anti-slip piles are set away from the bridge pier. A straight line passing through the No. 1 anti-slip pile and perpendicular to the direction of water flow in the horizontal plane is the reference direction, the angle between the line connecting the No. 1 anti-slip pile and the No. 2 anti-slip pile and the reference direction is the first angle, the angle between the line connecting the No. 1 anti-slip pile and the No. 3 anti-slip pile and the reference direction is the second angle, the No. 2 anti-slip pile and the No. 3 anti-slip pile are subjected to the force of the pull rope, and the calculation method of the slider protection structure is used to calculate the size of the first angle when the base of the above-mentioned pier slider energy release structure is most stable; The calculation method comprises the following steps: Calculate the anti-overturning moment that the base can provide based on the maximum pull-out force that each anti-slip pile can provide, where the anti-overturning moment is a function of the first angle and the second angle; According to the equal spacing between the three anti-slide piles, the anti-overturning moment is converted into a function of the first angle; The maximum value of the anti-overturning moment is obtained, and the corresponding first angle is the size of the first angle when the base is most stable, that is, the size of the first angle when the protection effect is the best.

8. The calculation method of the energy release structure of the pier slider according to claim 7 is characterized in that: The anti-overturning moment is: W=FLsinA+FLsinB Where W is the anti-overturning moment; F is the maximum pull-out force that each anti-slide pile can provide; L is the distance between the centers of two anti-slide piles; A is the first angle; B is the second angle, B=120°-A.

9. The calculation method of the energy release structure of the pier slider according to claim 8, characterized in that: When A=60°, W reaches its maximum value and the base is most stable.

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