Deformation coordination connection method between tall towers of ship lift and elevated navigation aqueduct

Abstract

The present invention discloses a deformation-coordinated connection method for a ship lift tower and an elevated navigable aqueduct. The method includes providing a sliding hinge support and a water-stop structure at the connection between the ship lift tower and the elevated navigable aqueduct; determining the sliding friction coefficient μ of the sliding hinge support so that the sliding hinge support does not move under wind loads and small earthquake loads; determining the width L of the water-stop structure along the water flow direction of the elevated navigable aqueduct so that the water-stop structure is not damaged under wind loads and small earthquake loads; and determining the maximum allowable lateral sliding displacement d of the sliding hinge support at the connection under moderate earthquake loads. m The invention prevents the sliding hinge support from being damaged under moderate earthquake loads. The invention also determines the minimum shear force F that would damage the sliding hinge support, ensuring that the sliding hinge support is damaged under large earthquake loads, thereby preventing damage to the elevated navigable aqueduct. The invention prevents the navigable aqueduct from being damaged and causing safety accidents due to large lateral shear forces.

Description

Technical Field

[0001] The invention belongs to the technical field of large-scale navigation building design, and particularly relates to a deformation-coordinated connection method for a tall tower column of a ship lift and an elevated navigation aqueduct. Background Art

[0002] Navigation structures located in high mountain valleys with navigable water heads of 200 meters or higher typically utilize tiered vertical ship lifts to divide the water head. Single-stage ship lifts have low foundations and large lifting heights. For artificial or natural slopes adjacent to the ship lifts, elevated navigable channels are typically required to connect the vertical ship lifts. For example, the highest pier of the navigable channel at the Goupitan Navigation Structure is approximately 100 meters high. This system has low stiffness and a large upper mass, resulting in significant dynamic response under wind and seismic loads. Furthermore, the second-stage vertical ship lift connected to it has relatively high lateral stiffness. The difference in natural frequency between the two makes it possible for their lateral deformation to reverse under dynamic loads such as earthquakes. The elevated navigable channel, which stores water for navigation, requires high watertightness. Therefore, a waterstop must be used to effectively seal the elevated navigable channel from the ship lift towers. Existing waterstops are highly adaptable to longitudinal deformation but less so to lateral shear deformation.

[0003] There are two existing connection options for the elevated aqueduct beams, shiplift towers, and aqueduct piers: simply supported and fixed. If the simply supported option is adopted, the difference in stiffness between the elevated aqueduct and the shiplift may lead to reverse lateral deformation of the elevated aqueduct and the shiplift under loads such as earthquakes, resulting in relative displacement between the two far greater than the shear deformation that can be accommodated by conventional waterstops. If the fixed option is adopted, the lateral displacement of the shiplift under seismic loads will increase the secondary stresses in the elevated aqueduct beams. Due to the significant differences in the structural stiffness and dynamic characteristics of the elevated aqueduct and the shiplift, the elevated aqueduct and the shiplift experience different lateral displacements under variable and accidental loads.

[0004] To achieve navigation, the elevated navigable aqueduct and ship lift must be connected to each other, ensuring that water in the aqueduct does not leak from the connection. While fully restraining the elevated navigable aqueduct and ship lift laterally can ensure that the water-stop structure at the connection does not deform relative to wind and seismic loads, due to differences in their dynamic characteristics, this connection method will not guarantee structural safety under accidental loads such as earthquakes. If the elevated navigable aqueduct and ship lift are not restrained laterally, the reciprocating wind load will cause continuous relative displacement between the two, which undoubtedly increases the requirements for the selection of the water-stop structure between the elevated navigable aqueduct and ship lift. Summary of the Invention

[0005] The purpose of the present invention is to solve the shortcomings of the above-mentioned background technology and provide a deformation coordinated connection method for the tall tower column of the ship lift and the elevated navigation aqueduct.

[0006] The technical solution adopted by the present invention is: a deformation coordinated connection method of a tall tower column of a ship lift and an elevated navigation aqueduct, comprising the following steps:

[0007] S1: Install sliding hinge supports and water-stop structures at the connection between the tall tower of the ship lift and the elevated navigation aqueduct;

[0008] S2: Calculate the maximum relative displacement difference between the towering tower of the ship lift and the elevated navigation aqueduct under wind load, small earthquake, moderate earthquake and large earthquake load. and The maximum lateral sliding hinge support reaction forces at the connection of the towering towers of the elevated navigable aqueduct and the ship lift connected by sliding hinge supports under wind load and small earthquake load are calculated as follows: and and minimum vertical sliding hinge support reaction force according to and Determine the constraint stiffness k at the connection, according to and Determine the sliding friction coefficient μ of the sliding hinge support so that the sliding hinge support does not move under wind load and small earthquake load; μ, k and the ultimate shear strain γ of the water-stop structure, determine the width L of the water-stop structure along the water flow direction of the elevated navigation aqueduct, so that the water-stop structure will not be destroyed under the action of wind load and small earthquake load;

[0009] S3: According to μ, and k determine the maximum allowable lateral sliding displacement d of the sliding hinge support at the connection under moderate earthquake load m , so that the sliding hinge support will not be damaged under the action of moderate earthquake load;

[0010] S4: Calculate the maximum sliding displacement d of the sliding hinge support at the connection between the ship lift tower and the elevated navigation channel under the action of a large earthquake load. m The limitation of δ makes it impossible to reach the constraint displacement δ corresponding to the minimum relative displacement difference U in the lateral free state, where (Under normal circumstances, the minimum relative displacement difference U between the towering tower of the ship lift and the elevated navigable aqueduct under a major earthquake is greater than the maximum displacement difference between the towering tower of the ship lift and the elevated navigable aqueduct under a moderate earthquake. Therefore, the maximum displacement difference between the towering tower of the ship lift and the elevated navigable aqueduct under the action of a moderate earthquake can be conservatively taken ), the minimum shear force F that causes the sliding hinge support to be destroyed is determined according to the constraint displacement δ and the constraint stiffness k, so that the sliding hinge support is destroyed under the action of a large earthquake load, avoiding the damage of the elevated navigation aqueduct.

[0011] The maximum relative displacement difference between the towering tower of the ship lift and the elevated navigable aqueduct under wind load, small earthquake, moderate earthquake and large earthquake load and Determined by the following formulas:

[0012]

[0013]

[0014]

[0015]

[0016] Among them, the functions of the displacement difference between the towering tower of the ship lift and the elevated navigable aqueduct under wind load, small earthquake, medium earthquake and large earthquake load as a function of time t are U w (t), U es (t), U em (t) and U el (t), since multiple dynamic load time histories may be selected for each type of load, i, j, k and l are the numbers of dynamic load time histories corresponding to the four types of loads selected.

[0017] The constraint stiffness k is determined by the following formula:

[0018]

[0019] Among them, i and j are the dynamic load time history numbers corresponding to wind load and small earthquake load, respectively. w (t), F es (t) is the function of the support reaction force generated by the hinged support at the connection between the tall tower column of the ship lift and the elevated navigation aqueduct in the transverse direction under the action of wind load and small earthquake load respectively, which changes with time t.

[0020] When wind loads act on the tall towers of the ship lift and the elevated navigable aqueduct, in order to ensure that the water-stop structure at the connection between the tall towers of the ship lift and the elevated navigable aqueduct does not experience lateral shear deformation under the action of wind loads, the sliding friction coefficient μ of the sliding hinge support satisfies the following formula:

[0021]

[0022] When a small earthquake load acts on the tall tower column of the ship lift and the elevated navigable aqueduct, in order to ensure that the water-stop structure at the connection between the tall tower column of the ship lift and the elevated navigable aqueduct is not damaged in the lateral direction, the width L of the water-stop structure along the water flow direction of the elevated navigable aqueduct satisfies the following formula:

[0023]

[0024] Among them, γ is the ultimate shear strain of the water-stopping structure without being destroyed.

[0025] d m The value range of is determined by the following formula:

[0026]

[0027] Among them, d m The value of should not be too close to the upper and lower limits of the above formula.

[0028] The constraint displacement δ is determined by the following formula:

[0029]

[0030] Under the action of a large earthquake load, the sliding hinge support at the connection is destroyed by the shear force. The calculation formula for the minimum shear force F that causes the sliding hinge support to be destroyed is:

[0031] F = k·δ.

[0032] In the present invention, the definitions of small earthquakes, moderate earthquakes and major earthquakes can be determined with reference to the "Code for Seismic Design of Buildings" (GB 50011-2010). According to the code, the earthquake intensities corresponding to small earthquakes, moderate earthquakes and major earthquakes can be determined, and the seismic loads in these three cases can be determined in combination with the actual conditions of the structure area.

[0033] Compared with the prior art, the present invention has the following beneficial effects:

[0034] (1) When a small earthquake caused by wind load acts on the elevated navigable aqueduct and the ship lift, the water-stop structure at the connection between the two cannot be damaged, and the sliding hinge support should be in a state where it can slide freely in the lateral direction, that is, only the friction force of the sliding hinge support in the lateral direction hinders the movement of the sliding hinge support;

[0035] (2) When a moderate earthquake acts on the elevated navigable aqueduct and the ship lift, the water-stop structure at the connection may be destroyed, and at this time the sliding hinge support at the connection should reach the maximum sliding limit displacement;

[0036] (3) When a major earthquake acts on the elevated navigable aqueduct and the ship lift, in order to ensure the safety of the navigable aqueduct, the sliding hinge supports at the connection should be damaged laterally and released under the action of the earthquake load, so as to avoid the navigable aqueduct being damaged by the large lateral shear force and causing safety accidents. BRIEF DESCRIPTION OF THE DRAWINGS

[0037] Figure 1 Schematic diagram of the steps of the present invention. DETAILED DESCRIPTION

[0038] The present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments to facilitate a clear understanding of the present invention, but they do not constitute a limitation to the present invention.

[0039] like Figure 1 As shown, the present invention provides a method for deformably coordinating the connection between a tall ship lift tower and an elevated navigable aqueduct, comprising the following steps:

[0040] S1: Install sliding hinge supports and water-stop structures at the connection between the tall tower of the ship lift and the elevated navigation aqueduct;

[0041] S2: Calculate the maximum relative displacement difference between the towering tower of the ship lift and the elevated navigation aqueduct under wind load, small earthquake, moderate earthquake and large earthquake load. and The maximum lateral sliding hinge support reaction forces at the connection of the towering towers of the elevated navigable aqueduct and the ship lift connected by sliding hinge supports under wind load and small earthquake load are calculated as follows: and and minimum vertical sliding hinge support reaction force according to and Determine the constraint stiffness k at the connection, according to and Determine the sliding friction coefficient μ of the sliding hinge support so that the sliding hinge support does not move under wind load and small earthquake load; μ, k and the ultimate shear strain γ of the water-stop structure, determine the width L of the water-stop structure along the water flow direction of the elevated navigation aqueduct, so that the water-stop structure will not be destroyed under the action of wind load and small earthquake load;

[0042] S3: According to μ, and k determine the maximum allowable lateral sliding displacement d of the sliding hinge support at the connection under moderate earthquake load m , so that the sliding hinge support will not be damaged under the action of moderate earthquake load;

[0043] S4: Calculate the maximum sliding displacement d of the sliding hinge support at the connection between the ship lift tower and the elevated navigation channel under the action of a large earthquake load. m The limitation of δ makes it impossible to reach the constraint displacement δ corresponding to the minimum relative displacement difference U in the lateral free state, where (Under normal circumstances, the minimum relative displacement difference U between the towering tower of the ship lift and the elevated navigable aqueduct under a major earthquake is greater than the maximum displacement difference between the towering tower of the ship lift and the elevated navigable aqueduct under a moderate earthquake. Therefore, the maximum displacement difference between the towering tower of the ship lift and the elevated navigable aqueduct under the action of a moderate earthquake can be conservatively taken ), the minimum shear force F that causes the sliding hinge support to be destroyed is determined according to the constraint displacement δ and the constraint stiffness k, so that the sliding hinge support is destroyed under the action of a large earthquake load, avoiding the damage of the elevated navigation aqueduct.

[0044] The maximum relative displacement difference between the towering tower of the ship lift and the elevated navigable aqueduct under wind load, small earthquake, moderate earthquake and large earthquake load and Determined by the following formulas:

[0045]

[0046]

[0047]

[0048]

[0049] Among them, the functions of the displacement difference between the towering tower of the ship lift and the elevated navigable aqueduct under wind load, small earthquake, medium earthquake and large earthquake load as a function of time t are U w (t), U es (t), U em (t) and U el (t), since multiple dynamic load time histories may be selected for each type of load, i, j, k and l are the numbers of dynamic load time histories corresponding to the four types of loads selected.

[0050] The constraint stiffness k is determined by the following formula:

[0051]

[0052] Among them, i and j are the dynamic load time history numbers corresponding to wind load and small earthquake load, respectively. w (t), F es (t) is the function of the support reaction force generated by the hinged support at the connection between the tall tower column of the ship lift and the elevated navigation aqueduct in the transverse direction under the action of wind load and small earthquake load respectively, which changes with time t.

[0053] When wind loads act on the tall towers of the ship lift and the elevated navigable aqueduct, in order to ensure that the water-stop structure at the connection between the tall towers of the ship lift and the elevated navigable aqueduct does not experience lateral shear deformation under the action of wind loads, the sliding friction coefficient μ of the sliding hinge support satisfies the following formula:

[0054]

[0055] When a small earthquake load acts on the tall tower column of the ship lift and the elevated navigable aqueduct, in order to ensure that the water-stop structure at the connection between the tall tower column of the ship lift and the elevated navigable aqueduct is not damaged in the lateral direction, the width L of the water-stop structure along the water flow direction of the elevated navigable aqueduct satisfies the following formula:

[0056]

[0057] Among them, γ is the ultimate shear strain of the water-stopping structure without being destroyed.

[0058] d m The value range of is determined by the following formula:

[0059]

[0060] Among them, d m The value of should not be too close to the upper and lower limits of the above formula.

[0061] The constraint displacement δ is determined by the following formula:

[0062]

[0063] Under the action of a large earthquake load, the sliding hinge support at the connection is destroyed by the shear force. The calculation formula for the minimum shear force F that causes the sliding hinge support to be destroyed is:

[0064] F = k·δ.

[0065] The contents not described in detail in this specification belong to the prior art known to those skilled in the art.

Claims

1. A method for deformably coordinating the connection between a tall ship lift tower and an elevated navigable aqueduct, characterized by: The following steps are involved: S1: Install sliding hinge supports and water-stop structures at the connection between the tall tower of the ship lift and the elevated navigation aqueduct; S2: Calculate the maximum relative displacement difference between the towering tower of the ship lift and the elevated navigation aqueduct under wind load, small earthquake, moderate earthquake and large earthquake load. and The maximum lateral sliding hinge support reaction forces at the connection of the towering towers of the elevated navigable aqueduct and the ship lift connected laterally by sliding hinge supports under wind loads and small earthquake loads are calculated as follows: and and minimum vertical sliding hinge support reaction force according to and Determine the constraint stiffness k at the connection, according to and Determine the sliding friction coefficient μ of the sliding hinge support so that the sliding hinge support does not move under wind load and small earthquake load; μ, k and the ultimate shear strain γ of the water-stop structure, determine the width L of the water-stop structure along the water flow direction of the elevated navigation aqueduct, so that the water-stop structure will not be destroyed under the action of wind load and small earthquake load; S3: According to μ, and k determine the maximum allowable lateral sliding displacement d of the sliding hinge support at the connection under moderate earthquake load m , so that the sliding hinge support will not be damaged under the action of moderate earthquake load; S4: Calculate the maximum sliding displacement d of the sliding hinge support at the connection between the ship lift tower and the elevated navigation channel under the action of a large earthquake load. m Due to the limitation of the load, it is impossible to reach the constraint displacement δ corresponding to the minimum relative displacement difference U in the lateral free state. The minimum shear force F that causes the sliding hinge support to be destroyed is determined based on the constraint displacement δ and the constraint stiffness k. The sliding hinge support is destroyed under the action of the large earthquake load, thus avoiding the damage of the elevated navigation aqueduct.

2. The method for deformably coordinating the connection between the towering tower of a ship lift and an elevated navigable aqueduct according to claim 1, characterized in that: The maximum relative displacement difference between the towering tower of the ship lift and the elevated navigable aqueduct under wind load, small earthquake, moderate earthquake and large earthquake load and Determined by the following formulas: Among them, the functions of the displacement difference between the towering tower of the ship lift and the elevated navigable aqueduct under wind load, small earthquake, medium earthquake and large earthquake load as a function of time t are U w (t), U es (t), U em (t) and U el (t), since multiple dynamic load time histories may be selected for each type of load, i, j, k and l are the numbers of dynamic load time histories corresponding to the four types of loads selected.

3. The method for deformably coordinating the connection between the towering tower of a ship lift and an elevated navigable aqueduct according to claim 1 is characterized by: The constraint stiffness k is determined by the following formula: Among them, i and j are the dynamic load time history numbers corresponding to wind load and small earthquake load, respectively. w (t), F es (t) is the function of the support reaction force generated by the hinged support at the connection between the tall tower column of the ship lift and the elevated navigation aqueduct in the transverse direction under the action of wind load and small earthquake load respectively, which changes with time t.

4. The method for deformably coordinating the connection between the towering tower of a ship lift and an elevated navigable aqueduct according to claim 1 is characterized by: When wind loads act on the tall towers of the ship lift and the elevated navigable aqueduct, in order to ensure that the water-stop structure at the connection between the tall towers of the ship lift and the elevated navigable aqueduct does not experience lateral shear deformation under the action of wind loads, the sliding friction coefficient μ of the sliding hinge support satisfies the following formula:

5. The deformation-coordinated connection method for a ship lift tower and an elevated navigable aqueduct according to claim 1 is characterized by: When a small earthquake load acts on the tall tower column of the ship lift and the elevated navigable aqueduct, in order to ensure that the water-stop structure at the connection between the tall tower column of the ship lift and the elevated navigable aqueduct is not damaged in the lateral direction, the width L of the water-stop structure along the water flow direction of the elevated navigable aqueduct satisfies the following formula: Among them, γ is the ultimate shear strain of the water-stopping structure without being destroyed.

6. The method for deformably coordinating the connection between the towering tower of a ship lift and an elevated navigable aqueduct according to claim 1 is characterized by: d m The value range of is determined by the following formula:

7. The method for deformably coordinating the connection between the towering tower of a ship lift and an elevated navigable aqueduct according to claim 1 is characterized by: The constraint displacement δ is determined by the following formula:

8. The method for deformably coordinating the connection between the towering tower of a ship lift and an elevated navigable aqueduct according to claim 1 is characterized by: Under the action of a large earthquake load, the sliding hinge support at the connection is destroyed by the shear force. The calculation formula for the minimum shear force F that causes the sliding hinge support to be destroyed is: F = k·δ.

Images