Quantitative analysis method of the influence of side pier structure deformation and settlement on miter gate

Abstract

The present invention provides a quantitative analysis method for the influence of deformation and settlement of side pier structures on miter gates, including: calculating the displacement of the miter gate and the strain of the back tie rod line when the side pier deforms vertically / in the direction of water flow; calculating the vertical displacement difference of the miter gate caused by the settlement difference of the left and right side piers; deriving the arch collapse formula based on the three-hinged arch model, and further calculating the additional axial force, bending moment, stress of the main beam and the additional stress of the back tie rod; judging whether the strength of the miter gate is insufficient by comparing the additional stress with the allowable value; and evaluating the water-stopping performance by combining the relationship between the arch collapse and the horizontal adaptation of the bottom stop, and the vertical displacement difference and the vertical adaptation of the bottom water stop. By establishing a quantitative relationship model between the deformation of the side pier and the displacement of the miter gate, the present invention systematically quantitatively analyzes the influence of the displacement of the miter gate, the strength of the main beam and the back tie rod, and the water-stopping performance, thus filling the technical gap in the analysis of the influence of the deformation of the side pier structure on the miter gate in water conservancy projects and providing a systematic calculation method for gate design and safety assessment.

Description

Technical Field

[0001] The present invention relates to the design and analysis of gate structures in the field of water conservancy and hydropower engineering, and in particular to a quantitative analysis method for the influence of deformation and settlement of side pier structures on the displacement, strength and water-stopping performance of a miter gate. Background Art

[0002] In water conservancy projects, miter gates serve as the core water-retaining structure of the ship lock system. Their safe and stable operation is directly related to navigation efficiency and flood control safety. The side piers, as the key concrete structures supporting the miter gates, are subject to multiple factors, including slope displacement, uneven foundation settlement, temperature loads, water pressure, and ship lock operating loads. This inevitably leads to deformation perpendicular to the flow direction, deformation along the water flow direction, and differential settlement between the left and right side piers. These deformations have a certain impact on the displacement, strength, and water-stopping performance of the miter gate structure. As my country's ship lock projects develop towards heavier loads and longer spans (such as the Three Gorges Ship Lock, Datengxia Ship Lock, and the Three Gorges New Waterway), the scale of miter gates continues to expand (with a single gate weighing over 1,000 tons and a span of up to 40 meters), and the impact of side pier deformation has significantly increased.

[0003] However, the current ship lock related specifications do not yet have a systematic quantitative analysis method for the impact of side pier deformation on the miter gate. In order to ensure the safety of the miter gate structure, the present invention aims to provide a quantitative analysis method for the impact of side pier structure deformation and settlement on the miter gate. Summary of the Invention

[0004] The purpose of the present invention is to propose a quantitative analysis method for the influence of the deformation and settlement of the side pier structure on the miter door, and to propose a quantitative analysis method for the influence of the deformation and settlement of the side pier structure on the displacement, strength and water-stopping performance of the miter door.

[0005] A quantitative analysis method for the influence of side pier structure deformation and settlement on miter doors, characterized by comprising the following steps:

[0006] Calculate the displacement change of the miter gate when the side pier produces deformation perpendicular to the water flow direction △S x and back tie rod line strain △ x ;

[0007] Calculate the displacement change of the miter gate when the side pier is deformed by water flow direction △S y and back tie rod strain ;

[0008] Obtain the vertical displacement difference of the miter gate when the left and right piers have settlement differences ;

[0009] Based on the three-hinge arch model, according to the displacement change of the miter door △S x and △S yCalculate the collapse of the three-hinged arch of the miter gate caused by the deformation of the side pier ;

[0010] According to the collapse of the three-hinged arch of the miter door Obtain additional axial force of the main beam , additional bending moment , according to the additional axial force of the main beam , additional bending moment Obtain additional stress ;

[0011] According to the back tie rod line strain △ x and , obtain the additional stress of the back tie rod ;

[0012] According to the additional stress of the main beam Allowable value of additional stress on main beam , additional stress of back tie rod Allowable value of additional stress on back tie rod To determine whether the deformation of the side pier leads to insufficient strength of the miter door;

[0013] According to the collapse of the three-hinged arch of the miter door Adaptability to the bottom water stop in the plane , vertical displacement difference of the miter door Adaptability to bottom water stop in vertical direction The relationship between the side pier and the water-stopping performance of the miter door can be determined by the deformation of the side pier.

[0014] Furthermore, the displacement change of the miter gate when the side pier produces deformation perpendicular to the water flow direction is calculated as ΔS x ,include:

[0015] (1);

[0016] Where, The displacement change of the miter gate when the side pier deforms perpendicular to the water flow direction; The vertical water flow deformation of the side pier is determined by calculation and analysis of the side pier structure or operation monitoring; It is the included angle of the three-hinged arch of the gable door.

[0017] Furthermore, the calculation of the back tie rod linear strain △ when the side pier produces deformation perpendicular to the water flow direction x ,include:

[0018] (2);

[0019] Where, The linear strain of the back tie rod of the miter gate when the side pier deforms perpendicular to the water flow direction; The length of the back pull rod of the herringbone door; It is the included angle of the three-hinged arch of the gable door.

[0020] Furthermore, the displacement change of the miter gate when the side pier is deformed by water flow is calculated as ΔS. y ,include:

[0021] (3);

[0022] Where, The displacement change of the miter gate when the side pier is deformed by water flow; The water flow direction deformation of the side pier is determined by calculation and analysis of the side pier structure or operation monitoring; It is the included angle of the three-hinged arch of the gable door.

[0023] Furthermore, the calculation of the back tie rod line strain of the miter gate when the side pier produces water flow deformation ,include:

[0024] (4);

[0025] Where, The linear strain of the back tie rod of the miter gate when the side pier is deformed in the direction of water flow; The length of the back pull rod of the herringbone door; It is the included angle of the three-hinged arch of the gable door.

[0026] Furthermore, the vertical displacement difference of the miter door when the left and right piers produce a settlement difference is obtained. :

[0027] (5);

[0028] Where, It is the settlement difference between the left and right side piers, determined by calculation and analysis of the side pier structure or operation monitoring.

[0029] Furthermore, based on the three-hinge arch model, the displacement change ΔS of the miter door is x and △S y Calculate the collapse of the three-hinged arch of the miter gate caused by the deformation of the side pier ,include:

[0030] (6);

[0031] Where, The collapse volume of the three-hinged arch of the gable door; The displacement change of the miter gate when the side pier deforms perpendicular to the water flow direction; The displacement change of the miter gate when the side pier is deformed by water flow; The vertical water flow deformation of the side pier is determined by calculation and analysis of the side pier structure or operation monitoring; The water flow direction deformation caused by the side pier is determined by calculation and analysis of the side pier structure or operation monitoring; It is the included angle of the three-hinged arch of the gable door.

[0032] Furthermore, the amount of collapse of the three-hinged arch of the miter door Obtain additional axial force of the main beam , additional bending moment ,include:

[0033] (7);

[0034] (8);

[0035] Where, is the additional axial force of the main beam; is the additional bending moment of the main beam; is the distance between the door axis and the centroid of the main beam section; is the distance between the line of action of the axial force and the centroid of the main beam section; is the width of the door leaf; is the elastic modulus of steel; is the cross-sectional area of ​​the main beam; is the section moment of inertia of the main beam; It is the included angle of the three-hinged arch of the gable door.

[0036] Furthermore, the additional axial force of the main beam , additional bending moment Obtain additional stress ,include:

[0037] (9)

[0038] Where, Additional stress on the main beam; The section modulus of the main beam calculation point; is the cross-sectional area of ​​the main beam; is the additional axial force of the main beam; The additional bending moment of the main beam.

[0039] Furthermore, the back pull rod line strain Δ x and , obtain the additional stress of the back tie rod ,include:

[0040] (10) ;

[0041] Where, is the additional stress of the back tie rod; is the elastic modulus of steel; The linear strain of the back tie rod of the miter gate when the side pier deforms perpendicular to the water flow direction; The linear strain of the back tie rod of the miter gate when the side pier is deformed in the direction of water flow; The length of the back pull rod of the herringbone door; The vertical water flow deformation of the side pier is determined by calculation and analysis of the side pier structure or operation monitoring; The water flow direction deformation of the side pier is determined by calculation and analysis of the side pier structure or operation monitoring; It is the included angle of the three-hinged arch of the gable door.

[0042] Furthermore, the additional stress of the main beam Allowable value of additional stress on main beam , additional stress of back tie rod Allowable value of additional stress on back tie rod Determine whether the side pier deformation leads to insufficient strength of the miter door, including:

[0043] (11);

[0044] (12);

[0045] In the formula, if both formula (11) and formula (12) are satisfied, it means that the deformation of the side pier will not lead to the safety hazard of insufficient strength of the miter door.

[0046] Furthermore, the amount of collapse of the three-hinged arch of the miter door Adaptability to the bottom water stop in the plane , vertical displacement difference of the miter door Adaptability to bottom water stop in vertical direction Determine whether the side pier deformation affects the water-stopping performance of the miter door, including:

[0047] (13);

[0048] (14);

[0049] If both equations (13) and (14) are satisfied, it means that the deformation of the side pier will not affect the water-stopping performance of the miter door.

[0050] The present invention has the following beneficial effects:

[0051] 1. A quantitative relationship between the deformation of the side pier and the response of the miter gate was established, filling the gap in the lack of systematic analysis methods in the existing technology and providing a scientific calculation basis for the design of the miter gate of the ship lock.

[0052] 2. Through the calculation model of different directions and components, the displacement and stress of the miter gate are accurately evaluated, which improves the safety and economy of the gate design.

[0053] 3. The water-stop device impact assessment system can guide the optimal design of water-stop structures in engineering practice and reduce the risk of water leakage. BRIEF DESCRIPTION OF THE DRAWINGS

[0054] Figure 1 This is a simplified diagram for calculating the displacement change of the miter gate when the side pier is deformed perpendicular to the water flow direction according to an embodiment of the present invention;

[0055] Figure 2 This is a simplified diagram for calculating displacement changes when the side piers in the embodiment of the present invention are deformed in the direction of water flow;

[0056] Figure 3 The present invention is a flowchart of a method for quantitatively analyzing the influence of deformation and settlement of side pier structures on miter doors according to an embodiment of the present invention. DETAILED DESCRIPTION

[0057] To make the objectives, technical solutions, and advantages of the embodiments of the present invention more clear, 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 part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative efforts shall fall within the scope of protection of the present invention.

[0058] See also Figure 3 The embodiment of the present invention provides a quantitative analysis method of the influence of the deformation and settlement of the side pier structure on the miter door, comprising the following steps:

[0059] Step 1: Calculate the displacement change of the miter gate when the side pier produces deformation perpendicular to the water flow direction x and back tie rod line strain △ x , specifically:

[0060] (1)

[0061] Where, The displacement change of the miter gate when the side pier deforms perpendicular to the water flow direction; The vertical water flow deformation of the side pier is determined by calculation and analysis of the side pier structure or operation monitoring; It is the included angle of the three-hinged arch of the gable door.

[0062] (2)

[0063] Where, The linear strain of the back tie rod of the miter gate when the side pier deforms perpendicular to the water flow direction; The length of the back pull rod of the herringbone door; It is the included angle of the three-hinged arch of the gable door.

[0064] Step 2: Calculate the displacement change of the miter gate when the side pier is deformed by water flow direction y and back tie rod strain , specifically:

[0065] (3)

[0066] Where, The displacement change of the miter gate when the side pier is deformed by water flow; The water flow direction deformation caused by the side pier is determined by calculation and analysis of the side pier structure or operation monitoring; It is the included angle of the three-hinged arch of the gable door.

[0067] (4)

[0068] Where, The linear strain of the back tie rod of the miter gate when the side pier is deformed in the direction of water flow; The length of the back pull rod of the herringbone door; It is the included angle of the three-hinged arch of the gable door.

[0069] Step 3: Obtain the vertical displacement difference of the miter door when the left and right piers produce settlement differences , specifically:

[0070] (5)

[0071] Where, The settlement difference between the left and right side piers is determined by calculation and analysis of the side pier structure or operation monitoring; The vertical displacement difference of the miter gate occurs when there is a settlement difference between the left and right piers.

[0072] Step 4: Based on the three-hinge arch model, calculate the displacement change △S of the miter door x and △S y Calculate the collapse of the three-hinged arch of the miter gate caused by the deformation of the side pier , specifically:

[0073] (6)

[0074] Where, The collapse volume of the three-hinged arch of the gable door; The displacement change of the miter gate when the side pier deforms perpendicular to the water flow direction; The displacement change of the miter gate when the side pier is deformed by water flow; The vertical water flow deformation of the side pier is determined by calculation and analysis of the side pier structure or operation monitoring; The water flow direction deformation caused by the side pier is determined by calculation and analysis of the side pier structure or operation monitoring; It is the included angle of the three-hinged arch of the gable door.

[0075] Step 5: According to the collapse of the three-hinged arch of the miter door Obtain additional axial force of the main beam , additional bending moment , according to the additional axial force of the main beam , additional bending moment Obtain additional stress , specifically:

[0076] (7)

[0077] (8)

[0078] Where, is the additional axial force of the main beam; is the additional bending moment of the main beam; is the distance between the door axis and the centroid of the main beam section; is the distance between the line of action of the axial force and the centroid of the main beam section; is the width of the door leaf; is the elastic modulus of steel; is the cross-sectional area of ​​the main beam; is the section moment of inertia of the main beam; It is the included angle of the three-hinged arch of the gable door.

[0079] (9)

[0080] Where, Additional stress on the main beam; The section modulus of the main beam calculation point; is the cross-sectional area of ​​the main beam; is the additional axial force of the main beam; The additional bending moment of the main beam.

[0081] Step 6: According to the strain of the back pull rod line △ x and , obtain the additional stress of the back tie rod , specifically:

[0082] (10)

[0083] Where, is the additional stress of the back tie rod; is the elastic modulus of steel; The linear strain of the back tie rod of the miter gate when the side pier deforms perpendicular to the water flow direction; The linear strain of the back tie rod of the miter gate when the side pier is deformed in the direction of water flow; The length of the back pull rod of the herringbone door; The vertical water flow deformation of the side pier is determined by calculation and analysis of the side pier structure or operation monitoring; The water flow direction deformation of the side pier is determined by calculation and analysis of the side pier structure or operation monitoring; It is the included angle of the three-hinged arch of the gable door.

[0084] Step 7: According to the additional stress of the main beam Allowable value of additional stress on main beam , additional stress of back tie rod Allowable value of additional stress on back tie rod Whether the deformation of the side pier leads to insufficient strength of the miter door is determined by the relationship between the two factors:

[0085] (11)

[0086] (12)

[0087] Where, is the additional stress of the main beam; is the additional stress of the back tie rod; The allowable additional stress of the main beam; is the allowable additional stress of the back tie rod. If equations (11) and (12) are satisfied, it means that the deformation of the side pier will not lead to the safety hazard of insufficient strength of the miter door.

[0088] Step 8: According to the collapse of the three-hinged arch of the miter door Adaptability to the bottom water stop in the plane , vertical displacement difference of the miter door Adaptability to bottom water stop in vertical direction Whether the deformation of the side pier affects the water-stopping performance of the miter door is determined by the relationship between the two. Specifically:

[0089] (13)

[0090] (14)

[0091] Where, It is the adaptability of the bottom water stop in the plane; is the vertical adaptation of the bottom water stop. If equations (13) and (14) are satisfied, it means that the deformation of the side pier will not affect the water stop performance of the miter door.

[0092] The technical solution of the present invention is illustrated below by taking a specific example (a miter gate of a ship lock).

[0093] A ship lock miter door, door leaf width L = 23750mm, three-hinged arch angle =22.5°, elastic modulus of steel =2.06×10 5 MPa, back tie rod length =53334mm, the distance between the door axis and the centroid of the main beam section =1943mm, the distance between the axial force line and the centroid of the main beam section =1774mm, cross-sectional area of ​​the main beam =87008mm 2 , the section moment of inertia of the main beam =1.5×10 11 MPa, section resistance moment =8.84×10 7 MPa, calculated deformation of the side pier in the vertical direction of water flow =4.6mm, water flow deformation caused by the side pier =15.76mm, the settlement difference between the left and right piers =6mm, the allowable value of additional stress on the main beam =58.5MPa, the allowable value of additional stress on the back tie rod =20MPa, the adaptability of the bottom water stop in the plane =45.4mm, vertical adaptation of bottom water stop =10mm.

[0094] When the side pier deforms perpendicular to the water flow, the displacement change of the miter gate is △S x for:

[0095]

[0096] Strain of the back tie rod of the herringbone door△ x for:

[0097]

[0098] When the side pier deforms due to water flow, the displacement change of the miter gate is △S y for:

[0099]

[0100] Strain of the back tie rod of the herringbone door△ y for:

[0101]

[0102] When there is a settlement difference between the left and right piers, the vertical displacement difference of the miter door for:

[0103]

[0104] According to the displacement change of the miter door △S x and △S y Calculate the collapse of the three-hinged arch of the miter gate caused by the deformation of the side pier for:

[0105]

[0106] According to the collapse of the three-hinged arch of the miter door , obtain the additional axial force of the main beam for:

[0107]

[0108] Additional bending moment of main beam for:

[0109]

[0110] Additional stress on main beam for:

[0111]

[0112] Additional stress of back tie rod for:

[0113]

[0114] This shows that the deformation of the side piers will not lead to the safety hazard of insufficient strength of the miter door.

[0115] Collapse of the three-hinged arch of a gabled door Adaptability to the bottom water stop in the plane Compare to:

[0116]

[0117] Vertical displacement difference of the miter door Adaptability to bottom water stop in vertical direction Compare to:

[0118]

[0119] This shows that the deformation of the side pier will not affect the water-stopping performance of the miter door.

[0120] The above description is merely a specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any changes and substitutions that can be easily conceived by a person skilled in the art within the technical scope disclosed in the present invention should be included in the scope of protection of the present invention. Therefore, the scope of protection of the present invention should be based on the scope of protection of the claims.

Claims

1. A quantitative analysis method for the influence of side pier structure deformation and settlement on miter doors, characterized in that: The steps include: Calculate the displacement change of the miter gate when the side pier produces deformation perpendicular to the water flow direction △S x and back tie rod line strain △ x ; Calculate the displacement change of the miter gate when the side pier is deformed by water flow direction △S y and back tie rod strain ; Obtain the vertical displacement difference of the miter gate when the left and right piers have settlement differences ; Based on the three-hinge arch model, according to the displacement change of the miter door △S x and △S y Calculate the collapse of the three-hinged arch of the miter gate caused by the deformation of the side pier ; According to the collapse of the three-hinged arch of the miter door Obtain additional axial force of the main beam , additional bending moment , according to the additional axial force of the main beam , additional bending moment Obtain additional stress ; According to the back tie rod line strain △ x and , obtain the additional stress of the back tie rod ; According to the additional stress of the main beam Allowable value of additional stress on main beam , additional stress of back tie rod Allowable value of additional stress on back tie rod To determine whether the deformation of the side pier leads to insufficient strength of the miter door; According to the collapse of the three-hinged arch of the miter door Adaptability to the bottom water stop in the plane , vertical displacement difference of the miter door Adaptability to bottom water stop in vertical direction The relationship between the side pier and the water-stopping performance of the miter door can be determined by the deformation of the side pier.

2. The quantitative analysis method for the effect of side pier structure deformation and settlement on miter doors according to claim 1 is characterized by: The displacement change of the miter gate when the side pier produces deformation perpendicular to the water flow direction is calculated as △S x ,include: （1）； Where, The displacement change of the miter gate when the side pier deforms perpendicular to the water flow direction; The vertical water flow deformation of the side pier is determined by calculation and analysis of the side pier structure or operation monitoring; It is the included angle of the three-hinged arch of the gable door.

3. The quantitative analysis method for the effect of side pier structure deformation and settlement on miter doors according to claim 1 is characterized by: The calculation of the back tie rod line strain △ when the side pier produces deformation perpendicular to the water flow direction x , include: （2）； Where, The linear strain of the back tie rod of the miter gate when the side pier deforms perpendicular to the water flow direction; The length of the back pull rod of the herringbone door; It is the included angle of the three-hinged arch of the gable door.

4. The quantitative analysis method for the effect of side pier structure deformation and settlement on miter doors according to claim 1 is characterized by: The displacement change of the miter gate when the side pier is deformed by water flow is calculated as △S y ,include: （3）； Where, The displacement change of the miter gate when the side pier is deformed by water flow; The water flow direction deformation of the side pier is determined by calculation and analysis of the side pier structure or operation monitoring; It is the included angle of the three-hinged arch of the gable door.

5. The quantitative analysis method for the effect of side pier structure deformation and settlement on miter doors according to claim 1 is characterized by: The calculation of the back tie rod line strain of the miter gate when the side pier produces water flow deformation ,include: （4）； Where, The linear strain of the back tie rod of the miter gate when the side pier is deformed in the direction of water flow; The length of the back pull rod of the herringbone door; It is the included angle of the three-hinged arch of the gable door.

6. The quantitative analysis method for the effect of side pier structure deformation and settlement on miter doors according to claim 1 is characterized by: The vertical displacement difference of the miter door when the left and right piers produce a settlement difference is obtained : （5）； Where, It is the settlement difference between the left and right side piers, determined by calculation and analysis of the side pier structure or operation monitoring.

7. The quantitative analysis method for the effect of side pier structure deformation and settlement on miter doors according to claim 1 is characterized by: Based on the three-hinge arch model, the displacement change △S of the miter door x and △S y Calculate the collapse of the three-hinged arch of the miter gate caused by the deformation of the side pier ,include: （6）； Where, The collapse volume of the three-hinged arch of the gable door; The displacement change of the miter gate when the side pier deforms perpendicular to the water flow direction; The displacement change of the miter gate when the side pier is deformed by water flow; The vertical water flow deformation of the side pier is determined by calculation and analysis of the side pier structure or operation monitoring; The water flow direction deformation of the side pier is determined by calculation and analysis of the side pier structure or operation monitoring; It is the included angle of the three-hinged arch of the gable door.

8. The quantitative analysis method for the effect of side pier structure deformation and settlement on miter doors according to claim 1 is characterized by: The amount of collapse of the three-hinged arch of the miter door Obtain additional axial force of the main beam , additional bending moment ,include: （7）； （8）； Where, is the additional axial force of the main beam; is the additional bending moment of the main beam; is the distance between the door axis and the centroid of the main beam section; is the distance between the line of action of the axial force and the centroid of the main beam section; is the width of the door leaf; is the elastic modulus of steel; is the cross-sectional area of ​​the main beam; is the section moment of inertia of the main beam; It is the included angle of the three-hinged arch of the gable door.

9. The quantitative analysis method for the effect of side pier structure deformation and settlement on miter doors according to claim 1 is characterized by: According to the additional axial force of the main beam , additional bending moment Obtain additional stress ,include: （9） Where, Additional stress on the main beam; The section modulus of the main beam calculation point; is the cross-sectional area of ​​the main beam; is the additional axial force of the main beam; The additional bending moment of the main beam.

10. The quantitative analysis method for the effect of side pier structure deformation and settlement on miter doors according to claim 1 is characterized by: The back pull rod line strain △ x and , obtain the additional stress of the back tie rod ,include: （10） ； Where, is the additional stress of the back tie rod; is the elastic modulus of steel; The linear strain of the back tie rod of the miter gate when the side pier deforms perpendicular to the water flow direction; The linear strain of the back tie rod of the miter gate when the side pier is deformed in the direction of water flow; The length of the back pull rod of the herringbone door; The vertical water flow deformation of the side pier is determined by calculation and analysis of the side pier structure or operation monitoring; The water flow direction deformation of the side pier is determined by calculation and analysis of the side pier structure or operation monitoring; It is the included angle of the three-hinged arch of the gable door.

11. The quantitative analysis method for the effect of side pier structure deformation and settlement on miter doors according to claim 1 is characterized by: According to the additional stress of the main beam Allowable value of additional stress on main beam , additional stress of back tie rod Allowable value of additional stress on back tie rod Determine whether the side pier deformation leads to insufficient strength of the miter door, including: （11）； （12）； In the formula, if both formula (11) and formula (12) are satisfied, it means that the deformation of the side pier will not lead to the safety hazard of insufficient strength of the miter door.

12. The quantitative analysis method for the effect of side pier structure deformation and settlement on miter doors according to claim 1 is characterized by: The amount of collapse of the three-hinged arch of the miter door Adaptability to the bottom water stop in the plane , vertical displacement difference of the miter door Adaptability to bottom water stop in vertical direction Determine whether the side pier deformation affects the water-stopping performance of the miter door, including: （13）； （14）； If both equations (13) and (14) are satisfied, it means that the deformation of the side pier will not affect the water-stopping performance of the miter door.

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