Method for designing and constructing data center using trestle-subsea pipe gallery connection

Abstract

Disclosed in the present invention is a method for designing and constructing a data center using a trestle-subsea pipe gallery connection, applicable to the technical field of subsea data center construction. The method of the present invention comprises the steps of: determining the structure of a data center; determining a site selection principle for the data center; determining a structural arrangement scheme when a trestle, a bucket foundation and a subsea pipe gallery meet structural design requirements; and constructing the trestle, the bucket foundation and the subsea pipe gallery to complete construction of the data center. By means of geological-structural-construction multidimensional collaborative innovation, the present invention addresses the challenges concerning the stability, durability and economic performance of subsea data centers in complex marine environments, thereby providing a systematic solution for the construction of deep-sea data infrastructure.

Description

A method for designing and constructing a data center connecting a trestle bridge and an undersea utility tunnel. Technical Field

[0001] This invention belongs to the field of submarine data center construction technology, and particularly relates to a design and construction method for a data center connecting a trestle bridge and a submarine utility tunnel. Background Technology

[0002] Submarine data centers are an important part of "new infrastructure". When constructing them using an underwater corridor structure, it is necessary to solve the problem of connecting the submarine data center with the shore base to enable the access of personnel, vehicles and equipment. At present, there is no construction scheme that can completely solve this problem. At the same time, the project needs to cross sea areas of different depths. The settlement control of various structures under complex geological conditions is a major challenge in the construction of the project, and there is relatively little research on this.

[0003] Starting with the connection between trestle bridges, barrel foundations, and submarine utility tunnels, this paper studies the design and construction methods for data centers, solving the difficult problem of connecting submarine data centers with onshore resources. A design and construction method for data centers connecting trestle bridges and submarine utility tunnels is proposed. This method can effectively address the issue of connecting submarine data centers with onshore infrastructure and has application value for the construction of submarine data centers. Summary of the Invention

[0004] The purpose of this invention is to provide a design and construction method for a data center that connects a trestle bridge to a submarine utility tunnel, effectively addressing the problem of connecting a submarine data center to a shore-based infrastructure.

[0005] To achieve the above objectives, the present invention provides the following technical solution:

[0006] A method for designing and constructing a data center connecting a trestle bridge and an undersea utility tunnel includes the following steps:

[0007] S1. Determine the structure of the data center: The data center includes a trestle and a submarine pipe gallery. The trestle is connected to the submarine pipe gallery through a barrel structure. One end of the trestle is connected to the shore foundation, and the other end is located on the top surface of the barrel structure. The barrel structure is connected to the submarine pipe gallery through a connecting structure. Several data cabins are symmetrically distributed on both sides of the submarine pipe gallery along the length of the pipe gallery.

[0008] S2. Location selection principles for the data center: The pier is selected in an area with large variations in seawater depth, and the pier uses pile foundations as the structural connection section from the seabed soil layer to the shore foundation; the barrel structure is selected in a marine area with stable foundation soil layers and is installed on the seabed through negative pressure driving or vibratory pile driving; the submarine utility tunnel is selected in a geologically continuous and uniform marine area, the stratum discontinuity coefficient is calculated, the lateral influence range is determined by the length parameter of the submarine utility tunnel, the bearing layer location of sand, clay, and strongly weathered soil is calculated, the submarine utility tunnel path is obtained, long-term settlement assessment parameters are calculated, and the final construction location is determined;

[0009] S3, the trestle, the barrel structure, and the subsea utility tunnel meet the structural design requirements, and the structural layout scheme is determined: stress and deformation calculations are performed on the trestle, the barrel structure, and the subsea utility tunnel respectively to ensure stability under stress and deformation in the marine environment or under seismic action; foundation reinforcement design is carried out based on geological reinforcement assessment parameters to determine the reinforcement amount for poor foundations, obtain design optimization parameters, and optimize the structural layout scheme; settlement optimization analysis of the integration of the trestle and the subsea utility tunnel is conducted to further optimize the structural layout scheme;

[0010] The construction of the S4, trestle bridge, barrel structure, and submarine utility tunnel was completed, thus finishing the construction of the data center.

[0011] As a preferred technical solution of the present invention, the cross-section of the connecting structure is consistent with the cross-section of the submarine pipe gallery, and the cross-sectional size is slightly larger than that of the submarine pipe gallery. The prestressed cable anchor plate built into the connecting structure is connected to the submarine pipe gallery through a waterstop and prestress is applied to achieve enhanced pressure of the waterstop and water stoppage. A reinforcing body is arranged between the connecting structure and the outer wall of the barrel structure.

[0012] As a preferred embodiment of the present invention, the formation discontinuity coefficient K in step S2 d The degree of difference in physical properties of the seabed soil layers in the lateral direction is characterized. The lateral influence range is determined by the length parameter of the subsea utility tunnel, which is taken as 2-3 times the width B of the subsea utility tunnel. The bearing layer locations of sandy soil, clay, and strongly weathered soil are calculated to obtain the path of the subsea utility tunnel. The specific process is as follows:

[0013] S21. Determine the lateral influence range: Taking the center line of the pipe gallery as the reference, the area on the left and right sides of 1.5B is the analysis range, and boreholes are arranged within the analysis range;

[0014] S22. Longitudinal segmentation: The total length L of the submarine utility tunnel is divided into n segments, each segment having a length ΔL and numbered i = 1, 2, ..., n. A main borehole is arranged in each segment ΔL.

[0015] S23. Layered parameter extraction: Divide the soil layers of each borehole, identify sandy soil, clay, and strongly weathered rock layers, and record the compression modulus parameter Es of each layer;

[0016] S24, Segmented Calculation of K d Calculate according to the following formula

[0017] Among them: E s,i,j This represents the compression modulus of the j-th soil layer within the transverse range of the i-th segment of the pipe gallery;

[0018] m represents the number of different soil layers within the lateral influence range of this section;

[0019] S25. Evaluation of overall stratigraphic discontinuity: Take the maximum value among all sections. As a control indicator for geological discontinuity along the entire utility tunnel, namely

[0020] S26. Overall Evaluation and Decision-Making: If... The route needs to be adjusted or a pile foundation should be used for crossing; if It can be built directly according to the current path.

[0021] As a preferred embodiment of the present invention, step S3, which involves designing the foundation reinforcement based on geological reinforcement assessment parameters and determining the amount of reinforcement required for the unfavorable foundation, specifically includes:

[0022] S310. Calculate the standard deviation parameter of each soil layer. When the standard deviation is greater than the threshold, use the standard deviation as input to evaluate the cost of foundation reinforcement.

[0023] S311. When using crushed stone foundation treatment, determine the total scope of crushed stone foundation treatment and the amount of reinforcement based on the width and depth of the foundation reinforcement.

[0024] S312. When using mixing piles for reinforcement, determine the spacing, depth, and diameter parameters of the mixing piles, and determine the total amount of mixing pile reinforcement.

[0025] As a preferred technical solution of the present invention, the settlement optimization analysis of the integration of the trestle bridge and the subsea utility tunnel in step S3 specifically includes:

[0026] S320. Based on the preset structural cross-sectional parameters of the barrel structure and the submarine utility tunnel, calculate the self-weight and ballast parameters of the barrel structure and the submarine utility tunnel.

[0027] S321. Calculate the average foundation load of the submarine utility tunnel and the average foundation load of the barrel structure, using the average foundation load of each structure as the input parameter.

[0028] S322. The calculated settlement of the subsea pipe gallery and the barrel foundation is used as input, and the initial iterative settlement of the subsea pipe gallery and the barrel structure is set to 0.

[0029] S323. Establish a numerical model for settlement calculation based on the submarine utility tunnel and barrel structure;

[0030] S324. Establish a settlement calculation model for the soil layer, calculate the settlement at different locations of the submarine utility tunnel, and calculate the final settlement of the barrel structure.

[0031] S325. Compare the calculated settlement of the subsea utility tunnel with that of the barrel structure. If the difference between the two settlements meets the preset parameters, terminate the iteration. If the requirements are not met, adjust the overall size parameters of the barrel structure and the bottom foundation, and repeat steps S322 to S325 to continue the iteration.

[0032] S326. Finalize the overall dimensions of the subsea utility tunnel and the barrel structure.

[0033] As a preferred technical solution of the present invention, the construction of the trestle bridge, barrel structure and submarine utility tunnel in step S4 specifically includes the following steps:

[0034] S41. Construction of trestle bridges: including offshore construction of trestle bridge pile foundations, pile caps, crossbeams, longitudinal beams, and prestressed beams;

[0035] S42, Construction of the lower foundation of the barrel structure and the submarine utility tunnel;

[0036] S43. Construction of the barrel structure: The barrel structure is transported to the installation position by tugboat using a floating method on water. The ballast well is then filled with water and sunk to the designated position. After the ballast well is sunk to the designated position, the anti-disturbance structure is installed.

[0037] S44. Installation of the submarine utility tunnel in the sea: The installation is carried out by barge sinking method. Two barges are arranged at both ends of the submarine utility tunnel. The barges are moored at multiple points in the sea. Winches are arranged to sink the submarine utility tunnel into the seabed by injecting water in the sea.

[0038] S45. Construction of the connection between the subsea utility tunnel and the barrel structure:

[0039] 1) The submarine utility tunnel is moved on the bed surface by barge to press the waterstop onto the end face of the connecting structure of the barrel structure to achieve initial waterstopping;

[0040] 2) The water inside the barrel structure is pumped out, and the barge is used to continuously move it to obtain the preload;

[0041] 3) Remove the two end faces of the connecting structure inside the barrel structure;

[0042] 4) Install waterstops on the submarine pipe gallery using embedded parts, connect the submarine pipe gallery to the prestressed cable anchor plate built into the connecting structure through the waterstops, and tension the prestress to compress the waterstops to a preset amount.

[0043] 5) Install shear keys for the submarine utility tunnel and connecting structure, then install the external protective structure, and use a combination of steel shell and geotextile materials to protect the connection.

[0044] In summary, compared with the prior art, the beneficial effects of the present invention are as follows:

[0045] This invention's barrel-type structure, through a double-sealing design of prestressed cable anchor plates and waterstops, combined with shear keys and reinforcements, effectively resists water pressure and seismic forces in the marine environment, ensuring the waterproofing and structural rigidity of the connection between the utility tunnel and the trestle. An iterative numerical model is used to analyze the differential settlement between the utility tunnel and the barrel-type structure, achieving settlement equilibrium by adjusting foundation dimensions, avoiding the risk of fracture due to uneven settlement, and realizing dynamic settlement optimization. A three-dimensional geological assessment system, combining horizontal drilling and vertical geological exploration strategies, quantifies geological differences through stratigraphic discontinuity coefficients, guiding the path to avoid high-risk areas and reducing the risk of geological disasters. Layered analysis of the compression modulus of sand, clay, and strongly weathered rock optimizes the utility tunnel path to the optimal bearing layer, reducing foundation treatment costs. The barrel-type structure employs prefabricated installation processes such as floating transport and sinking, and barge hoisting of the utility tunnel, shortening offshore operation time and reducing construction risks. Standard deviation is used to assess soil variability, intelligently selecting either crushed stone replacement or mixing pile schemes, accurately calculating reinforcement volume and pile parameters, and avoiding excessive engineering waste.

[0046] This invention system solves the problems of stability, durability and economy of seabed data centers in complex marine environments through multi-dimensional collaborative innovation of geology, structure and construction, and provides a systematic solution for the construction of deep-sea data infrastructure. Attached Figure Description

[0047] Figure 1 is a flowchart of the data center design and construction method for connecting the trestle bridge and the submarine utility tunnel according to the present invention; Detailed Implementation

[0048] The specific embodiments of the present invention will be further described below with reference to the accompanying drawings. It should be noted that these descriptions are for the purpose of aiding understanding the present invention, but do not constitute a limitation thereof. Furthermore, the technical features involved in the various embodiments of the present invention described below can be combined with each other as long as they do not conflict with each other.

[0049] As shown in Figure 1, a method for designing and constructing a data center connecting a trestle bridge and an undersea utility tunnel includes the following steps:

[0050] S1. Determine the structure of the data center: The data center includes a trestle and a submarine pipe gallery. The trestle is connected to the submarine pipe gallery through a barrel structure. One end of the trestle is connected to the shore foundation, and the other end is located on the top surface of the barrel structure. The barrel structure is connected to the submarine pipe gallery through a connecting structure. Several data cabins are symmetrically distributed on both sides of the submarine pipe gallery along the length of the pipe gallery.

[0051] S2. Location selection principles for the data center: The pier is selected in an area with large variations in seawater depth, and the pier uses pile foundations as the structural connection section from the seabed soil layer to the shore foundation; the barrel structure is selected in a marine area with stable foundation soil layers and is installed on the seabed through negative pressure driving or vibratory pile driving; the submarine utility tunnel is selected in a geologically continuous and uniform marine area, the stratum discontinuity coefficient is calculated, the lateral influence range is determined by the length parameter of the submarine utility tunnel, the bearing layer location of sand, clay, and strongly weathered soil is calculated, the submarine utility tunnel path is obtained, long-term settlement assessment parameters are calculated, and the final construction location is determined;

[0052] S3, the trestle, the barrel structure, and the subsea utility tunnel meet the structural design requirements, and the structural layout scheme is determined: stress and deformation calculations are performed on the trestle, the barrel structure, and the subsea utility tunnel respectively to ensure stability under stress and deformation in the marine environment or under seismic action; foundation reinforcement design is carried out based on geological reinforcement assessment parameters to determine the reinforcement amount for poor foundations, obtain design optimization parameters, and optimize the structural layout scheme; settlement optimization analysis of the integration of the trestle and the subsea utility tunnel is conducted to further optimize the structural layout scheme;

[0053] The construction of the S4, trestle bridge, barrel structure, and submarine utility tunnel was completed, thus finishing the construction of the data center.

[0054] As a preferred technical solution of the present invention, the cross-section of the connecting structure is consistent with the cross-section of the submarine pipe gallery, and the cross-sectional size is slightly larger than that of the submarine pipe gallery. The prestressed cable anchor plate built into the connecting structure is connected to the submarine pipe gallery through a waterstop and prestress is applied to achieve enhanced pressure of the waterstop and water stoppage. A reinforcing body is arranged between the connecting structure and the outer wall of the barrel structure.

[0055] In a preferred embodiment of this example, the formation discontinuity coefficient K in step S2 d The degree of difference in physical properties of the seabed soil layers in the lateral direction is characterized. The lateral influence range is determined by the length parameter of the subsea utility tunnel, which is taken as 2-3 times the width B of the subsea utility tunnel. The bearing layer locations of sandy soil, clay, and strongly weathered soil are calculated to obtain the path of the subsea utility tunnel. The specific process is as follows:

[0056] S21. Determine the lateral influence range: Taking the center line of the pipe gallery as the reference, the area on the left and right sides of 1.5B is the analysis range, and boreholes are arranged within the analysis range;

[0057] S22. Longitudinal segmentation: The total length L of the submarine utility tunnel is divided into n segments, each segment having a length ΔL and numbered i = 1, 2, ..., n. A main borehole is arranged in each segment ΔL.

[0058] S23. Layered parameter extraction: Divide the soil layers of each borehole, identify sandy soil, clay, and strongly weathered rock layers, and record the compression modulus parameter Es of each layer;

[0059] S24, Segmented Calculation of K d Calculate according to the following formula

[0060] Among them: E s,i,j This represents the compression modulus of the j-th soil layer within the transverse range of the i-th segment of the pipe gallery;

[0061] m represents the number of different soil layers within the lateral influence range of this section;

[0062] S25. Evaluation of overall stratigraphic discontinuity: Take the maximum value among all sections. As a control indicator for geological discontinuity along the entire utility tunnel, namely

[0063] S26. Overall Evaluation and Decision-Making: If... The route needs to be adjusted or a pile foundation should be used for crossing; if It can be built directly according to the current path.

[0064] The above-determined subsea utility tunnel route requires geological exploration and site selection: Lateral site selection involves drilling within 1.5B to the left and right of the tunnel's centerline to obtain the load-affected zone; longitudinal site selection involves main boreholes along each segment ΔL of the tunnel's length L to conduct continuous longitudinal analysis and identify local high-risk areas; combining lateral and longitudinal data, the maximum difference value is statistically analyzed to guide the optimization of the tunnel route.

[0065] In a preferred embodiment of this invention, step S3, which involves designing the foundation reinforcement based on geological reinforcement assessment parameters and determining the amount of reinforcement required for the unfavorable foundation, specifically includes:

[0066] S310. Calculate the standard deviation parameter of each soil layer. When the standard deviation is greater than the threshold, use the standard deviation as input to evaluate the cost of foundation reinforcement.

[0067] S311. When using crushed stone foundation treatment, determine the total scope of crushed stone foundation treatment and the amount of reinforcement based on the width and depth of the foundation reinforcement.

[0068] S312. When using mixing piles for reinforcement, determine the spacing, depth, and diameter parameters of the mixing piles, and determine the total amount of mixing pile reinforcement.

[0069] As a preferred embodiment of this invention, the settlement optimization analysis of the integration of the trestle bridge and the subsea utility tunnel in step S3 specifically includes:

[0070] S320. Based on the preset structural cross-sectional parameters of the barrel structure and the submarine utility tunnel, calculate the self-weight and ballast parameters of the barrel structure and the submarine utility tunnel.

[0071] S321. Calculate the average foundation load of the submarine utility tunnel and the average foundation load of the barrel structure, using the average foundation load of each structure as the input parameter.

[0072] S322. The calculated settlement of the subsea pipe gallery and the barrel foundation is used as input, and the initial iterative settlement of the subsea pipe gallery and the barrel structure is set to 0.

[0073] S323. Establish a numerical model for settlement calculation based on the submarine utility tunnel and barrel structure;

[0074] S324. Establish a settlement calculation model for the soil layer, calculate the settlement at different locations of the submarine utility tunnel, and calculate the final settlement of the barrel structure.

[0075] S325. Compare the calculated settlement of the subsea utility tunnel with that of the barrel structure. If the difference between the two settlements meets the preset parameters, terminate the iteration. If the requirements are not met, adjust the overall size parameters of the barrel structure and the bottom foundation, and repeat steps S322 to S325 to continue the iteration.

[0076] S326. Finalize the overall dimensions of the subsea utility tunnel and the barrel structure.

[0077] As a preferred embodiment of this invention, the construction of the trestle bridge, barrel structure, and subsea utility tunnel in step S4 specifically includes the following steps:

[0078] S41. Construction of trestle bridges: including offshore construction of trestle bridge pile foundations, pile caps, crossbeams, longitudinal beams, and prestressed beams;

[0079] S42, Construction of the lower foundation of the barrel structure and the submarine utility tunnel;

[0080] S43. Construction of the barrel structure: The barrel structure is transported to the installation position by tugboat using a floating method on water. The ballast well is then filled with water and sunk to the designated position. After the ballast well is sunk to the designated position, the anti-disturbance structure is installed.

[0081] S44. Installation of the submarine utility tunnel in the sea: The installation is carried out by barge sinking method. Two barges are arranged at both ends of the submarine utility tunnel. The barges are moored at multiple points in the sea. Winches are arranged to sink the submarine utility tunnel into the seabed by injecting water in the sea.

[0082] S45. Construction of the connection between the subsea utility tunnel and the barrel structure:

[0083] 1) The submarine utility tunnel is moved on the bed surface by barge to press the waterstop onto the end face of the connecting structure of the barrel structure to achieve initial waterstopping;

[0084] 2) The water inside the barrel structure is pumped out, and the barge is used to continuously move it to obtain the preload;

[0085] 3) Remove the two end faces of the connecting structure inside the barrel structure;

[0086] 4) Install waterstops on the submarine pipe gallery using embedded parts, connect the submarine pipe gallery to the prestressed cable anchor plate built into the connecting structure through the waterstops, and tension the prestress to compress the waterstops to a preset amount.

[0087] 5) Install shear keys for the submarine utility tunnel and connecting structure, then install the external protective structure, and use a combination of steel shell and geotextile materials to protect the connection.

[0088] The embodiments of the present invention have been described in detail above with reference to the accompanying drawings, but the present invention is not limited to the described embodiments. For those skilled in the art, various changes, modifications, substitutions, and variations can be made to these embodiments without departing from the principles and spirit of the present invention, and these variations still fall within the protection scope of the present invention.

Claims

1. A method for designing and constructing a data center connecting a trestle bridge and an underwater utility tunnel, comprising the following steps: S1. Determine the structure of the data center: The data center includes a trestle and a submarine pipe gallery. The trestle is connected to the submarine pipe gallery through a barrel structure. One end of the trestle is connected to the shore foundation, and the other end is located on the top surface of the barrel structure. The barrel structure is connected to the submarine pipe gallery through a connecting structure. Several data cabins are symmetrically distributed on both sides of the submarine pipe gallery along the length of the pipe gallery. S2. Location selection principles for the data center: The pier is selected in an area with large variations in seawater depth, and the pier uses pile foundations as the structural connection section from the seabed soil layer to the shore foundation; the barrel structure is selected in a marine area with stable foundation soil layers and is installed on the seabed through negative pressure driving or vibratory pile driving; the submarine utility tunnel is selected in a geologically continuous and uniform marine area, the stratum discontinuity coefficient is calculated, the lateral influence range is determined by the length parameter of the submarine utility tunnel, the bearing layer location of sand, clay, and strongly weathered soil is calculated, the submarine utility tunnel path is obtained, long-term settlement assessment parameters are calculated, and the final construction location is determined; S3, the trestle, the barrel structure, and the subsea utility tunnel meet the structural design requirements, and the structural layout scheme is determined: stress and deformation calculations are performed on the trestle, the barrel structure, and the subsea utility tunnel respectively to ensure stability under stress and deformation in the marine environment or under seismic action; foundation reinforcement design is carried out based on geological reinforcement assessment parameters to determine the reinforcement amount for poor foundations, obtain design optimization parameters, and optimize the structural layout scheme; settlement optimization analysis of the integration of the trestle and the subsea utility tunnel is conducted to further optimize the structural layout scheme; The construction of the S4, trestle bridge, barrel structure, and submarine utility tunnel was completed, thus finishing the construction of the data center.

2. The data center design and construction method for connecting a trestle bridge and an undersea utility tunnel according to claim 1, characterized in that: The cross-section of the connecting structure is consistent with that of the submarine utility tunnel, and its cross-sectional dimensions are slightly larger than those of the submarine utility tunnel. The connecting structure has a built-in prestressed cable anchor plate that is connected to the submarine utility tunnel through a waterstop and prestressed to achieve enhanced pressure and water stoppage of the waterstop. A reinforcing body is arranged between the connecting structure and the outer wall of the barrel structure.

3. The data center design and construction method for connecting a trestle bridge and an undersea utility tunnel according to claim 1, characterized in that: The formation discontinuity coefficient K in step S2 d The degree of difference in physical properties of the seabed soil layers in the lateral direction is characterized. The lateral influence range is determined by the length parameter of the subsea utility tunnel, which is taken as 2-3 times the width B of the subsea utility tunnel. The bearing layer locations of sandy soil, clay, and strongly weathered soil are calculated to obtain the path of the subsea utility tunnel. The specific process is as follows: S21. Determine the lateral influence range: Taking the center line of the pipe gallery as the reference, the area on the left and right sides of 1.5B is the analysis range, and boreholes are arranged within the analysis range; S22. Longitudinal segmentation: The total length L of the submarine utility tunnel is divided into n segments, each segment having a length ΔL and numbered i = 1, 2, ..., n. A main borehole is arranged in each segment ΔL. S23. Layered parameter extraction: Divide the soil layers of each borehole, identify sandy soil, clay, and strongly weathered rock layers, and record the compression modulus parameter Es of each layer; S24, Segmented Calculation of K d Calculate according to the following formula Among them: E s,i,j This represents the compression modulus of the j-th soil layer within the transverse range of the i-th segment of the pipe gallery; m represents the number of different soil layers within the lateral influence range of this section; S25. Evaluation of overall stratigraphic discontinuity: Take the maximum value among all sections. As a control indicator for geological discontinuity along the entire utility tunnel, namely S26. Overall Evaluation and Decision-Making: If... The route needs to be adjusted or a pile foundation should be used for crossing; if It can be built directly according to the current path.

4. The data center design and construction method for connecting a trestle bridge and an undersea utility tunnel according to claim 1, characterized in that: Step S3, which involves designing the foundation reinforcement based on geological reinforcement assessment parameters and determining the amount of reinforcement required for the unfavorable foundation, specifically includes: S310. Calculate the standard deviation parameter of each soil layer. When the standard deviation is greater than the threshold, use the standard deviation as input to evaluate the cost of foundation reinforcement. S311. When using crushed stone foundation treatment, determine the total scope of crushed stone foundation treatment and the amount of reinforcement based on the width and depth of the foundation reinforcement. S312. When using mixing piles for reinforcement, determine the spacing, depth, and diameter parameters of the mixing piles, and determine the total amount of mixing pile reinforcement.

5. The data center design and construction method for connecting a trestle bridge and an undersea utility tunnel according to claim 1, characterized in that: The settlement optimization analysis of the integration of the trestle bridge and the subsea utility tunnel in step S3 specifically includes: S320. Based on the preset structural cross-sectional parameters of the barrel structure and the submarine utility tunnel, calculate the self-weight and ballast parameters of the barrel structure and the submarine utility tunnel. S321. Calculate the average foundation load of the submarine utility tunnel and the average foundation load of the barrel structure, using the average foundation load of each structure as the input parameter. S322. The calculated settlement of the subsea pipe gallery and the barrel foundation is used as input, and the initial iterative settlement of the subsea pipe gallery and the barrel structure is set to 0. S323. Establish a numerical model for settlement calculation based on the submarine utility tunnel and barrel structure; S324. Establish a settlement calculation model for the soil layer, calculate the settlement at different locations of the submarine utility tunnel, and calculate the final settlement of the barrel structure. S325. Compare the calculated settlement of the subsea utility tunnel with that of the barrel structure. If the difference between the two settlements meets the preset parameters, terminate the iteration. If the requirements are not met, adjust the overall size parameters of the barrel structure and the bottom foundation, and repeat steps S322 to S325 to continue the iteration. S326. Finalize the overall dimensions of the subsea utility tunnel and the barrel structure.

6. The data center design and construction method for connecting a trestle bridge and an undersea utility tunnel according to claim 1, characterized in that: The construction of the trestle bridge, barrel structure, and submarine utility tunnel mentioned in step S4 specifically includes the following steps: S41. Construction of trestle bridges: including offshore construction of trestle bridge pile foundations, pile caps, crossbeams, longitudinal beams, and prestressed beams; S42, Construction of the lower foundation of the barrel structure and the submarine utility tunnel; S43. Construction of the barrel structure: The barrel structure is transported to the installation position by tugboat using a floating method on water. The ballast well is then filled with water and sunk to the designated position. After the ballast well is sunk to the designated position, the anti-disturbance structure is installed. S44. Installation of the submarine utility tunnel in the sea: The installation is carried out by barge sinking method. Two barges are arranged at both ends of the submarine utility tunnel. The barges are moored at multiple points in the sea. Winches are arranged to sink the submarine utility tunnel into the seabed by injecting water in the sea. S45. Construction of the connection between the subsea utility tunnel and the barrel structure: 1) The submarine utility tunnel is moved on the bed surface by barge to press the waterstop onto the end face of the connecting structure of the barrel structure to achieve initial waterstopping; 2) The water inside the barrel structure is pumped out, and the barge is used to continuously move it to obtain the preload; 3) Remove the two end faces of the connecting structure inside the barrel structure; 4) Install waterstops on the submarine pipe gallery using embedded parts, connect the submarine pipe gallery to the prestressed cable anchor plate built into the connecting structure through the waterstops, and tension the prestress to compress the waterstops to a preset amount. 5) Install shear keys for the submarine utility tunnel and connecting structure, then install the external protective structure, and use a combination of steel shell and geotextile materials to protect the connection.

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