A method for optimizing the design of a container ship's pillar shear wall type lashing bridge structure

Abstract

The application discloses a method for optimizing design of a container ship binding bridge structure, which is suitable for a column shear wall type binding bridge. The shear wall structure, the column and the local structure of the binding bridge are optimized. The shear wall structure is optimized in terms of distribution form, height and quantity. The column is optimized in terms of quantity and sectional area. The local structure is the strengthening knee plate under the platform of the binding bridge and the connecting knee plate between the columns, which is optimized in terms of structural size. The method increases necessary strengthening structures when removing redundant structures. The method realizes lightweight of the binding bridge structure, guarantees structural strength and enhances the rigidity of the binding bridge.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of container ships, in particular to a method for optimizing the design of a container ship column shear wall type lashing bridge structure. BACKGROUND

[0002] The container ship lashing bridge is a device for fixing containers on the deck of a container ship, which can increase the height of the lashing point and improve the deck stacking capacity. With the development of large-scale container ships, the use of 3-4 layer box high lashing bridge has become the mainstream design trend of large container ships with more than 10,000 containers. For large container ships, the number of lashing bridges is large, and the increase in the number of lashing bridge layers has a more obvious impact on the increase in structural weight. Therefore, the lightweight design of the lashing bridge is one of the key technologies for the research and design of large container ships.

[0003] Patent No. CN109359336A discloses a lashing bridge similar distortion model construction method based on multi-objective optimization, which comprises the following steps: (1) constructing a 1:1 finite element model of the lashing bridge, determining the optimization target, and the optimization target includes statics target and dynamics target; (2) obtaining the target value corresponding to the optimization target in the 1:1 finite element model of the lashing bridge; (3) simplifying the 1:1 finite element model of the lashing bridge to obtain a structure equivalent finite element model; (4) optimizing the design parameters of the structure equivalent finite element model until the true value of the optimization target converges to the target value; (5) constructing a scale ratio finite element model based on the structure equivalent finite element model; (6) optimizing the design parameters of the scale ratio finite element model until the true value of the optimization target converges to the target value, and the optimized scale ratio finite element model is the lashing bridge similar distortion model. This invention is used for lashing bridge model design correction.

[0004] The lashing bridge structure has column shear wall type, A-type diagonal bracing type, plate type and other forms. Currently, the most commonly used is the column shear wall type lashing bridge, which mainly consists of columns, shear walls, platforms and lashing eye plates. The structural design of the lashing bridge needs to follow the requirements of the classification society's specifications. Different classification society specifications have certain differences in the requirements for lashing bridge structural design, but they all use finite element method for design and checking. Currently, many scholars at home and abroad have studied the lashing bridge. Some studies have shown that the lashing bridge structure with concentrated shear wall distribution form is better than the lashing bridge structure with dispersed shear wall distribution form. The overall quality of the lashing bridge structure affects the design and economic benefits of the container ship. SUMMARY

[0005] The purpose of the present application is to overcome the deficiencies in the prior art, and provide a method for optimizing the design of a container ship column shear wall type lashing bridge structure, which makes the structure lighter while maintaining good strength and rigidity performance, thereby improving the economic efficiency of the container ship.

[0006] In order to achieve the above-mentioned purpose of the present application, the technical solution provided by the present application patent is as follows:

[0007] A method for optimizing the design of a container ship column shear wall type lashing bridge structure, the column shear wall type lashing bridge including a shear wall, a column, a lashing bridge platform, a lashing eye plate and a knee plate, the lashing bridge being used for securing containers on the deck of a container ship, the method specifically comprising the following steps:

[0008] Firstly, a lashing bridge finite element model and a ship structure finite element model connected with the lashing bridge are established, the lashing bridge finite element model and the ship structure finite element model connected with the lashing bridge are simulated by plate elements, the lashing bridge finite element model includes the shear wall, the column, the lashing bridge platform, the knee plate, the lashing bridge shear wall opening edge flat steel and the finite element model of the bone material and the reinforcing rib of the ship structure are simulated by bar elements; the lashing bridge structure strength of the lashing bridge shear wall concentrated distribution type and the lashing bridge shear wall interval distribution type is calculated to obtain the stress distribution size of the shear wall structure, the column structure and the knee plate structure in the entire lashing bridge;

[0009] Secondly, the stress distribution size of the shear wall structure, the column structure and the knee plate structure in the lashing bridge structure of the lashing bridge shear wall concentrated distribution type and the lashing bridge shear wall interval distribution type are compared, and the shear wall distribution type with small stress of the lashing bridge structure is selected;

[0010] Thirdly, according to the lashing bridge shear wall distribution type selected in the second step and the lashing bridge finite element model established in the first step, three schemes of a 4-piece shear wall lashing bridge model, a 5-piece shear wall lashing bridge model and a 6-piece shear wall lashing bridge model are established, the degrees of freedom of the bow end surface, the stern end surface and the bottom of the ship structure connected with the lashing bridge are constrained according to the requirements of the ship classification society, the actual constraint of the local structure by the whole ship structure is simulated, and the stress distribution of the shear wall structure, the column structure and the knee plate structure in the lashing bridge structure and the equivalent stiffness of the lashing bridge structure in the three schemes of the 4-piece shear wall lashing bridge model, the 5-piece shear wall lashing bridge model and the 6-piece shear wall lashing bridge model are calculated;

[0011] In the fourth step, stress distribution of the shear wall structure, the column structure and the bracket structure in the binding bridge structure of each scheme is checked according to the requirements of the classification society, and the equivalent stiffness of the binding bridge structure is checked. According to the checking results of the stress distribution of the shear wall structure, the column structure and the bracket structure in the binding bridge and the equivalent stiffness of the binding bridge structure, the binding bridge structure that does not meet the requirements of the classification society is strengthened in each scheme. The three strengthened binding bridge schemes are compared, and the optimal scheme in the three binding bridge schemes is selected for the next optimization.

[0012] In the fifth step, the optimal scheme of the binding bridge model obtained in the fourth step is optimized in terms of the height of the shear wall. The binding bridge models with different heights of the shear wall extending from the bottom of the binding bridge to the top binding bridge platform and from the bottom of the binding bridge to the lower binding bridge platform are established respectively. The stress distribution of the shear wall structure, the column structure and the bracket structure in the binding bridge structure of the binding bridge models with different heights of the shear wall is calculated, and the optimal binding bridge model with different heights of the shear wall is selected according to the requirements of the classification society for the next optimization.

[0013] In the sixth step, after the optimization of the height of the shear wall in the binding bridge model is completed, the column structure of the binding bridge model is optimized. The columns with smaller stress in the optimal binding bridge model are removed according to the stress distribution and the equivalent stiffness of the shear wall structure, the column structure and the bracket structure in the optimal binding bridge model in the fifth step. After the removal of the columns with smaller stress in the binding bridge model is completed, the wall thickness of the remaining columns in the binding bridge model is adjusted, and the stress distribution and the equivalent stiffness of the binding bridge model are recalculated.

[0014] In the seventh step, after the optimization of the column structure of the binding bridge model in the sixth step is completed, the local structure of the binding bridge model in the sixth step is optimized. The local structure includes the strengthening bracket below the binding bridge platform and the connecting bracket between the columns. The size of the local structure with smaller stress is optimized according to the stress distribution and the equivalent stiffness of the shear wall structure, the column structure and the bracket structure in the binding bridge model in the sixth step.

[0015] In the eighth step, after the optimization of the local structure in the binding bridge model is completed, the optimization of the binding bridge model structure is completed.

[0016] The ship body structure connected with the binding bridge in the first step above ranges from 8 rib positions in front and back of the transverse bulkhead in the ship length direction.

[0017] The stress distribution of the shear wall structure, the column structure and the bracket structure in the binding bridge structure with the selected binding bridge shear wall distribution type in the second step above meets the requirements of the classification society.

[0018] The optimal scheme of the binding bridge in the fourth step is the scheme of the binding bridge model in which the stress of the shear wall structure, the column structure and the knee structure in the binding bridge structure is minimum and the equivalent stiffness of the binding bridge structure is maximum.

[0019] The stress and the equivalent stiffness of the shear wall structure, the column structure and the knee structure in the optimal binding bridge model selected in the fifth step meet the requirements of the ship classification society.

[0020] The column in the stress smaller area in the binding bridge model in the sixth step is the column in the area below the top deck except the hatch cover guide column.

[0021] The local structure with smaller stress in the seventh step is the longitudinal knee below the binding bridge deck and the transverse knee between columns; the longitudinal knee below the binding bridge deck is reduced by 1-2 mm; and the transverse knee between columns is reduced by 5-10 mm.

[0022] The stress of the structure with the smallest stress in the local structure is smaller than 50% of the stress required by the ship classification society.

[0023] The method of the application has the following positive and beneficial effects after being practiced:

[0024] 1. The binding bridge structure obtained by optimizing the column shear wall type binding bridge structure has better strength and stiffness performance, lighter structure weight, and the equivalent stiffness of the binding bridge is increased from 8.26 kN / mm to 11.04 kN / mm, and the weight of the binding bridge structure is reduced by 12 tons, thereby improving the economic benefit of the container ship.

[0025] 2. The binding bridge model is optimized by dividing the column shear wall type binding bridge structure into a shear wall, a column and a local structure by using a finite element model, thereby improving the optimization design accuracy and accuracy of the binding bridge model, and also providing a reference for the optimization design of other types of binding bridge structures. BRIEF DESCRIPTION OF DRAWINGS

[0026] Figure 1 It is a binding bridge optimization flowchart in the method for optimizing the binding bridge structure of a container ship.

[0027] Figure 2 It is a schematic diagram of a target binding bridge selected by calculation in the embodiment of the method for optimizing the binding bridge structure of a container ship.

[0028] Figure 3 It is a schematic diagram of a binding bridge with four shear walls in the embodiment of the method for optimizing the binding bridge structure of a container ship.

[0029] Figure 4It is the embodiment 6 piece shear wall of a container ship binding bridge structure optimization design method of the application.

[0030] Figure 5 It is the embodiment final optimization scheme of a container ship binding bridge structure optimization design method of the application.

[0031] Figure 6 It is the binding eye plate of a container ship binding bridge structure optimization design method of the application.

[0032] Figure 7 It is the binding platform below the elbow plate of a container ship binding bridge structure optimization design method of the application. DETAILED DESCRIPTION

[0033] In order to make the purpose, technical scheme and advantages of the present application more clear and obvious, the present application will be described below through specific examples shown in the drawings. However, it should be understood that these descriptions are only exemplary and are not intended to limit the scope of the present application. In addition, in the following description, the description of known structures and technologies is omitted to avoid unnecessary confusion of the concept of the present application.

[0034] As shown in Figure 1 The present application belongs to a kind of container ship columnar shear wall type binding bridge structure optimization design method, and the columnar shear wall type binding bridge includes shear wall, column, binding bridge platform, binding eye plate and elbow plate, and the binding bridge is used for the container fastening on the deck of container ship.

[0035] As shown in Figures 2-6 A kind of container ship columnar shear wall type binding bridge structure optimization design method, the method specifically includes the following steps:

[0036] First, the target binding bridge finite element model required for optimization and the ship structure finite element model connected with the target binding bridge are established, the binding bridge finite element model and the ship structure finite element model connected with the target binding bridge are simulated by plate element, the target binding bridge finite element model 1 includes shear wall 11, column 12, binding bridge platform 13, elbow plate 14, binding bridge shear wall opening edge flat steel 16 and the finite element model of the skeleton and reinforcing rib of ship structure 2 are simulated by bar element; the target binding bridge 1 has 5 pieces of shear wall, adopts concentration distribution type, the binding force at upper eye plate 151 in the target binding bridge 1 is 245kN, and the binding force at lower eye plate 152 in the target binding bridge 1 is 110kN; the binding bridge structure strength in the concentration distribution type and the interval distribution type of 5 pieces of shear wall is calculated, the stress size of shear wall 11 structure, column 12 structure and elbow plate 14 structure in the binding bridge in the concentration distribution type and the interval distribution type of 5 pieces of shear wall and the equivalent stiffness of target binding bridge structure are obtained respectively, and the structure of target binding bridge 1 is as shown inFigure 2 As shown, the lashing eye plate 15 is used to integrate the lashing bridge and the container as a whole;

[0037] In the second step, the stress distribution of the shear wall 11 structure, the column 12 structure and the knee plate 14 structure in the lashing bridge structure with the 5-piece shear wall 11 concentrated distribution type and the lashing bridge structure with the 5-piece shear wall 11 interval distribution type are compared. The result shows that the stress of the lashing bridge structure with the 5-piece shear wall 11 concentrated distribution type is smaller. Therefore, the lashing bridge model with the 5-piece shear wall 11 concentrated distribution type is selected for the next optimization.

[0038] In the third step, according to the lashing bridge structure with the concentrated distribution type selected in the second step and the target lashing bridge finite element model established in the first step, three schemes, i.e., the 4-piece shear wall 11 concentrated distribution type lashing bridge model, the 5-piece shear wall 11 concentrated distribution type lashing bridge model and the 6-piece shear wall 11 concentrated distribution type lashing bridge model, are established. The degrees of freedom of the bow end surface, the stern end surface and the bottom of the hull structure connected with the lashing bridge are constrained according to the requirements of the ship classification society standard. The actual constraint of the local structure by the whole ship structure is simulated. The stress distribution of the shear wall 11 structure, the column 12 structure and the knee plate 14 structure in the lashing bridge structure and the equivalent stiffness of the lashing bridge structure in the three schemes of the 4-piece shear wall 11 concentrated distribution type lashing bridge model, the 5-piece shear wall 11 concentrated distribution type lashing bridge model and the 6-piece shear wall 11 concentrated distribution type lashing bridge model are calculated. The actual constraint of the local structure by the whole ship structure is simulated. It is considered that the influence of other structures of the hull on the stress of the lashing bridge, and the influence of other structures of the hull on the stress of the lashing bridge is reduced.

[0039] In the fourth step, the stress of the shear wall 11 structure, the column 12 structure and the knee plate 14 structure in the lashing bridge structure and the equivalent stiffness of the lashing bridge structure in the three schemes in the third step are checked according to the requirements of the ship classification society standard. According to the checking results of the stress distribution of the shear wall 11 structure, the column 12 structure and the knee plate 14 structure in the lashing bridge and the equivalent stiffness of the lashing bridge structure, the reinforcement measures are taken for the lashing bridge region in the three schemes in the third step which does not meet the requirements of the ship classification society standard. The three lashing bridge schemes after reinforcement are compared, and the optimal scheme in the three lashing bridge schemes is selected for the next optimization. The result shows that the 6-piece shear wall 11 concentrated distribution type lashing bridge model in the three schemes has the strongest equivalent stiffness of the structure and the lightest structure weight. Therefore, the shear wall 11 concentrated distribution type lashing bridge model scheme is selected for the next optimization.

[0040] In the fifth step, the 6-piece shear wall 11 concentrated distribution type binding bridge model obtained in the fourth step is subjected to shear wall 11 height optimization. Two kinds of shear wall 11 height binding bridge models are established, one from the bottom of the 6-piece shear wall 11 concentrated distribution type binding bridge to the top binding bridge platform 131 of the 6-piece shear wall 11 concentrated distribution type binding bridge, and the other from the bottom of the 6-piece shear wall 11 concentrated distribution type binding bridge to the lower binding bridge platform 132 of the 6-piece shear wall 11 concentrated distribution type binding bridge. The stress size and equivalent stiffness of the shear wall 11 structure in the binding bridge structure of the binding bridge model with different shear wall 11 heights are calculated. The optimal binding bridge model is selected according to the structure performance checked by the ship classification society standard, and the next step optimization is carried out.

[0041] In the sixth step, after the shear wall 11 height optimization of the 6-piece shear wall 11 concentrated distribution type binding bridge model is completed, the column 12 structure of the 6-piece shear wall 11 concentrated distribution type binding bridge model is optimized. According to the stress size and equivalent stiffness results of the column 12 structure in the 6-piece shear wall 11 concentrated distribution type binding bridge model, the columns 11 in the area with small stress are removed. After the removal of the columns 11 in the area with small stress in the 6-piece shear wall 11 concentrated distribution type binding bridge model is completed, the wall thickness of the remaining columns 11 in the 6-piece shear wall 11 concentrated distribution type binding bridge model is adjusted. The wall thickness of the remaining columns 11 is reduced from 12.5 mm to 10 mm, and the stress size and equivalent stiffness results in the 6-piece shear wall 11 concentrated distribution type binding bridge model are recalculated.

[0042] In the seventh step, after the column 12 structure optimization of the 6-piece shear wall 11 concentrated distribution type binding bridge model is completed, the local structure in the 6-piece shear wall 11 concentrated distribution type binding bridge model is optimized. The local structure includes the longitudinal knee plate 142 below the binding bridge platform and the transverse knee plate 141 between the columns in the 6-piece shear wall 11 concentrated distribution type binding bridge model. According to the stress size and equivalent stiffness results of the knee plate 14 structure in the 6-piece shear wall 11 concentrated distribution type binding bridge model, the size of the local structure with small stress is optimized.

[0043] In the eighth step, after the optimization of the local structure in the binding bridge model is completed, the structure optimization of the binding bridge model is completed.

[0044] The ship body structure 2 connected with the binding bridge in the above first step ranges from 8 rib positions in front and back of the transverse bulkhead in the ship length direction. Rib position is a commonly used term in shipbuilding.

[0045] The stress distribution size of the shear wall 11 structure, column 12 structure and knee plate 14 structure in the selected binding bridge shear wall 11 distribution type binding bridge structure in the above second step meets the requirements of the ship classification society standard.

[0046] The optimal scheme of the binding bridge in the fourth step is the binding bridge model with the minimum stress of the shear wall 11 structure, the column 12 structure and the knee plate 14 structure in the binding bridge structure and the maximum equivalent stiffness of the binding bridge structure.

[0047] The stress and the equivalent stiffness of the shear wall 11 structure, the column 12 structure and the knee plate 14 structure in the optimal binding bridge model selected in the fifth step meet the requirements of the ship classification society standard.

[0048] The column with the minimum stress in the binding bridge model in the sixth step is the column 12 in the region below the top binding platform 131 except the hatch cover guide column 121.

[0049] The structure with the minimum stress in the local structure in the seventh step is the longitudinal knee plate 142 below the binding bridge platform and the transverse knee plate 141 between the columns; the longitudinal knee plate 142 below the binding bridge platform is reduced by 1-2 mm and the transverse knee plate 141 between the columns is reduced by 5-10 mm.

[0050] The stress of the structure with the minimum stress in the local structure is less than 50% of the stress required by the ship classification society standard.

[0051] After the optimal design scheme of the binding bridge structure is used in the embodiment, the equivalent stiffness of the binding bridge is increased from 8.26 kN / mm to 11.04 kN / mm, and the weight of the binding bridge structure can be reduced by about 12 tons.

[0052] Finally, it should be noted that: the above embodiments are only used to illustrate the technical solutions of the present application but not to limit it; although the present application has been described in detail with reference to the preferred embodiments, those skilled in the art should understand that; the specific embodiments of the application can be modified or some technical features can be replaced by equivalent; without departing from the spirit of the technical solutions of the present application, they should be covered in the technical solution range of the present application claimed.

Claims

1. A method for optimizing the design of a container ship's leg shear wall type lashing bridge structure, the leg shear wall type lashing bridge comprising a shear wall, a leg, a lashing bridge platform, a lashing eye plate and a knee plate, the lashing bridge being used for securing containers on a deck of a container ship, characterized in that, The method specifically comprises the following steps: Firstly, a finite element model of a lashing bridge and a finite element model of a ship structure connected with the lashing bridge are established, the finite element model of the lashing bridge and the finite element model of the ship structure connected with the lashing bridge are simulated by plate elements, the finite element model of the lashing bridge comprises shear walls (11), vertical columns (12), a lashing bridge platform (13) and knee plates (14), the finite element model of the lashing bridge shear wall opening edge flat steel (16) and the ship structure (2) is simulated by a rod element, the structural strength of the lashing bridge in the shear wall concentrated distribution type and the shear wall interval distribution type is calculated, the stress of the shear wall (11) structure, the vertical column (12) structure and the knee plate (14) structure in the whole lashing bridge structure is obtained, and the equivalent stiffness of the lashing bridge structure is calculated; Secondly, the stress of the shear wall (11) structure, the vertical column (12) structure and the knee plate (14) structure in the lashing bridge structure in the shear wall concentrated distribution type and the shear wall interval distribution type is compared with the equivalent stiffness of the lashing bridge structure, and the shear wall distribution type with the minimum stress of the lashing bridge structure and the maximum equivalent stiffness of the lashing bridge structure is selected; Thirdly, according to the selected shear wall distribution type in the second step and the established finite element model of the lashing bridge in the first step, three schemes of a finite element model of a lashing bridge with four shear walls, a lashing bridge model with five shear walls and a lashing bridge finite element model with six shear walls are established, the degrees of freedom of the bow end surface, the stern end surface and the bottom of the ship structure connected with the lashing bridge are constrained according to the requirements of the ship classification society, the actual constraint of the local structure by the whole ship structure is simulated, the stress distribution of the shear wall (11) structure, the vertical column (12) structure and the knee plate (14) structure in the lashing bridge structure and the equivalent stiffness of the lashing bridge structure in the three schemes of the lashing bridge model with four shear walls, the lashing bridge model with five shear walls and the lashing bridge model with six shear walls are calculated; Fourthly, the stress distribution of the shear wall (11) structure, the vertical column (12) structure and the knee plate (14) structure and the equivalent stiffness of the lashing bridge structure in the three schemes of the lashing bridge model structure are checked according to the requirements of the ship classification society, the lashing bridge model structure in the three schemes of the lashing bridge which does not meet the requirements of the ship classification society is strengthened according to the checking results of the stress distribution of the shear wall (11) structure, the vertical column (12) structure and the knee plate (14) structure and the equivalent stiffness of the lashing bridge structure in the three schemes of the lashing bridge model structure, the three strengthened lashing bridge schemes are compared, and the optimal scheme in the three lashing bridge schemes is selected for the next optimization. In the fifth step, the optimal scheme of the binding bridge model obtained in the fourth step is subjected to shear wall height optimization. A binding bridge model with a shear wall (11) extending from the bottom of the binding bridge to the top binding bridge platform (131) and a binding bridge model with different shear wall heights extending from the bottom of the binding bridge to the lower binding bridge platform (132) are respectively established. The stress of the shear wall (11) structure, the column (12) structure and the knee plate (14) structure in the binding bridge structure in the binding bridge model with different shear wall (11) heights is calculated. The optimal binding bridge model in the binding bridge model with different shear wall (11) heights is selected according to the ship classification society standard for the next step of optimization. In the sixth step, after the shear wall (11) height optimization of the binding bridge model is completed, the column (12) structure of the binding bridge model is optimized. The column (12) in the stress minimum region of the optimal binding bridge model is removed according to the stress distribution of the column (12) structure in the optimal binding bridge model in the fifth step. After the column (12) in the stress minimum region of the binding bridge model is removed, the wall thickness of the remaining column (12) in the binding bridge model is adjusted, and the stress and equivalent stiffness of the shear wall (11) structure, the column (12) structure and the knee plate (14) structure in the binding bridge model are recalculated. In the seventh step, after the column (12) structure optimization of the binding bridge model in the sixth step is completed, the local structure of the binding bridge model in the sixth step is optimized. The local structure includes the longitudinal knee plate (142) below the binding bridge platform and the transverse knee plate (141) between the columns. The local structure with the minimum stress is optimized in size according to the stress and equivalent stiffness of the knee plate (14) structure in the binding bridge model in the sixth step. In the eighth step, after the local structure optimization of the binding bridge model is completed, the binding bridge model structure optimization is completed.

2. The method for optimizing the design of a container ship's column shear wall type lashing bridge structure according to claim 1, characterized in that, The ship body structure connected with the binding bridge in the first step ranges from 8 rib positions in front and back of the transverse bulkhead in the ship length direction.

3. The method for optimizing the design of a container ship's column shear wall type lashing bridge structure according to claim 1, characterized in that, The stress distribution of the shear wall structure, the column structure and the knee plate structure in the binding bridge structure with the selected binding bridge shear wall distribution type in the second step and the equivalent stiffness of the binding bridge structure meet the requirements of the ship classification society standard.

4. The method for optimizing the design of a container ship's column shear wall type lashing bridge structure according to claim 1, characterized in that, The optimal scheme of the binding bridge in the fourth step is the binding bridge model with the minimum stress of the shear wall (11) structure, the column (12) structure and the knee plate (14) structure in the binding bridge structure and the maximum equivalent stiffness of the binding bridge structure.

5. The method for optimizing the design of a container ship's column shear wall type lashing bridge structure according to claim 1, characterized in that, The stress of the shear wall (11) structure, the column (12) structure and the knee plate (14) structure and the equivalent stiffness of the binding bridge structure in the optimal binding bridge model selected in the fifth step meet the requirements of the ship classification society standard.

6. The method for optimizing the design of a container ship's pillar shear wall type lashing bridge structure according to claim 1, characterized in that, The column (12) in the stress minimum region of the binding bridge model in the sixth step is the column (12) below the top binding bridge platform (131) except the hatch cover guide column (121).

7. The method for optimizing the design of a container ship's column shear wall type lashing bridge structure according to claim 1, characterized in that, The structure with the minimum stress in the local structure in the seventh step is the longitudinal knee plate (142) under the binding bridge platform and the transverse knee plate (141) between the columns; the longitudinal knee plate (142) under the binding bridge platform is reduced by 1-2 mm, and the transverse knee plate (141) between the columns (12) is reduced by 5-10 mm.

8. The method for optimizing the design of a container ship's column shear wall type lashing bridge structure according to claim 7, characterized in that, The stress of the structure with the minimum stress in the local structure is less than 50% of the stress required by the classification society standard.

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