A reinforcement calculation method for non-rod reinforced concrete structures

Abstract

The present invention relates to the fields of water conservancy and municipal engineering, and specifically to a reinforcement calculation method for non-rod reinforced concrete structures, wherein slender structures such as piles and rods are replaced with one-dimensional units, and piers, walls, plates, and beams are replaced with two-dimensional units, and the entire hydraulic structure model is coupled and connected; the original three-dimensional solid unit finite element calculation is equivalently transformed into a one-dimensional line unit, two-dimensional plate unit, and three-dimensional solid unit coupled structural finite element calculation; the displacement, internal force, and stress of each part of the hydraulic structure are obtained, and the internal force is used to perform structural reinforcement according to the structural mechanics method used for rod reinforced concrete structures. Compared with the existing technology, the present invention can directly obtain the internal force of each part of the building, truly reflect the stress on the structure, and not only optimize the structural reinforcement method and quantity, but also enable the originally complex non-rod reinforced concrete structure to be reinforced according to the structural mechanics method used for rod reinforced concrete structures.

Description

Technical Field

[0001] The present invention relates to the fields of water conservancy and municipal engineering, and in particular to a reinforcement calculation method for a non-rod reinforced concrete structure. Background Art

[0002] There are two methods for calculating the reinforcement of structures such as non-rod reinforced concrete structures, which are common in municipal water conservancy projects. One method is to cut a typical representative section of the overall structure and perform an equivalent calculation according to the rod structure. The internal force results are calculated and then the reinforcement calculation is performed. However, non-rod reinforced concrete structures are often complex, and the typical section cannot accurately reflect the actual stress conditions of the structure. Generally, the calculation results of the most unfavorable section are selected for internal force calculation. The calculation results are biased, resulting in an increase in the amount of structural reinforcement and waste. Another method is to use the three-dimensional finite element method to establish a three-dimensional solid model of the building and foundation and perform stress calculations. This method can reflect the actual stress conditions of the structure and obtain a cross-sectional stress diagram of the structure in the elastic state. The amount of reinforcement is then determined according to the principal tensile stress based on the area of the principal tensile stress diagram. However, this method is not theoretically perfect. In general, the reinforcement is conservative, and the direction of the principal tensile stress is often inconsistent with the actual reinforcement direction, making it inconvenient to determine the direction of reinforcement layout and the amount of reinforcement in each direction of the structure difficult to determine. Summary of the Invention

[0003] Purpose of the invention: In response to the problems existing in the prior art, the present invention provides a reinforcement calculation method for non-rod reinforced concrete structures, which replaces slender structures such as piles and rods with one-dimensional units, and replaces structures such as piers, walls, plates, and beams with two-dimensional units, and reasonably couples the overall model, and transforms the original three-dimensional solid unit finite element calculation into a one-dimensional line unit, two-dimensional plate unit, and three-dimensional solid unit coupled structural finite element calculation. While truly reflecting the structural stress, it can directly obtain the internal forces of various parts of the building, which can not only optimize the structural reinforcement method and quantity, but also enable the originally complex non-rod reinforced concrete structure to use internal forces for structural reinforcement according to the structural mechanics method adopted by the rod reinforced concrete structure.

[0004] Technical solution: The present invention discloses a reinforcement calculation method for a non-rod reinforced concrete structure, comprising the following steps:

[0005] The slender structures of piles and rods are replaced by one-dimensional units, and the piers, walls, plates and beams are replaced by two-dimensional units, and the whole hydraulic structure model is coupled and connected;

[0006] The original three-dimensional solid unit finite element calculation is equivalently transformed into one-dimensional line unit, two-dimensional plate unit, and three-dimensional solid unit coupled structure finite element calculation;

[0007] Obtain the bending moment, shear force, and plane force of each part of the hydraulic structure, and use internal forces to reinforce the structure according to the structural mechanics method used in the rod-type reinforced concrete structure.

[0008] Furthermore, when the slender structures of piles and rods are replaced by Timoshenko one-dimensional units, and the piers, walls, plates, and beams are replaced by DKMT and DKMQ two-dimensional units developed based on the Mindlin-Reissnerplate theory, the equivalent surface of the hydraulic structure structure is first determined. The bottom plate, piers, walls, and beam structures are located at the center surface, and the top plate and working bridge are located at the top surface.

[0009] Furthermore, a corresponding geometric model is established at the equivalent surface position, wherein one surface of the geometric model has the same size and position as the equivalent surface, and the geometric model is imported into three-dimensional finite element software, the required geometric surfaces are extracted, and the auxiliary geometric figures are deleted to obtain the replaced hydraulic structure model.

[0010] Furthermore, when coupling the overall model, the foundation model is imported into the three-dimensional finite element software, the hydraulic structure model is coupled with the foundation model, and then merged into a face group through Boolean operations. After setting the attribute parameters of each structural part, meshing is performed.

[0011] Furthermore, when coupling the hydraulic structure model with the foundation model, the interface connection between the foundation and the hydraulic structure is not considered, and the bottom plate and the foundation soil are directly coupled. The specific process is as follows:

[0012] 1) Mark the edge line where the hydraulic structure contacts the foundation soil on the foundation model;

[0013] 2) Then all the structures of the hydraulic structure are merged into face groups through Boolean operations;

[0014] 3) After setting the attribute parameters of each structural part, perform mesh division.

[0015] Furthermore, when coupling the hydraulic structure model with the foundation model, the interface connection between the foundation and the hydraulic structure is considered, and the bottom plate and the foundation soil are coupled through the interface unit, as follows:

[0016] 1) Delete the hydraulic structure model as the equivalent surface of the base plate, and then merge the remaining structure of the hydraulic structure into a surface group through Boolean operation;

[0017] 2) Establish an auxiliary cube with the same bottom surface shape and position as the equivalent surface of the hydraulic structure bottom plate;

[0018] 3) Mark the bottom edge line of the hydraulic structure pier wall on the bottom surface of the auxiliary cube;

[0019] 4) Automatically connect the auxiliary cube model with the foundation model;

[0020] 5) After the hydraulic structure pier wall and the bottom edge line of the auxiliary cube are seeded with the same size, the location of the node to be generated is determined, and the upper hydraulic structure is meshed;

[0021] 6) First mesh the auxiliary cube, then mesh the foundation soil model;

[0022] 7) Generate interface units between the auxiliary cube grid model and the foundation soil grid model, and set relevant calculation parameters of the interface units, including the normal stiffness modulus Kn and the tangential stiffness modulus Kt;

[0023] 8) Extract the bottom plate grid model of the hydraulic structure from the bottom surface of the auxiliary cube grid model, and check whether the extracted bottom plate grid model is coupled with the grid model of the upper hydraulic structure.

[0024] Furthermore, the interface material parameters are calculated by the following formula:

[0025]

[0026] Where, E is the elastic modulus of the foundation soil, ranging from 0.35 to 100 MPa, determined according to the type of foundation soil; v i is the Poisson's ratio of the interface; v soil is the Poisson's ratio of the foundation soil, ranging from 0.15 to 0.45, and is determined according to the type of foundation soil.

[0027] Furthermore, when the original three-dimensional solid unit finite element calculation is equivalently transformed into one-dimensional line unit, two-dimensional plate unit, and three-dimensional solid unit coupled structural finite element calculation, the corresponding calculation condition boundary conditions and loads are applied, and the construction stage and analysis condition are set;

[0028] The specific boundary conditions are as follows: normal displacement constraint is used on the side of the foundation, and hinge constraint is used on the base surface of the foundation;

[0029] The load combinations are as follows:

[0030] (1) Loads on the building foundation during the completion period: including the gravity of the hydraulic structure and foundation, loads on equipment and metal structures, lateral earth pressure on the sides of the hydraulic structure, loads on the upper part of the hydraulic structure, and wind loads on the hydraulic structure;

[0031] (2) The lateral water pressure on the pier wall of the hydraulic structure caused by the groundwater level on the side, the vertical upward pressure on the bottom of the hydraulic structure slab caused by underground seepage, the vertical upward seepage pressure on the bottom of the hydraulic structure slab caused by the upstream and downstream head difference, the wave pressure borne by the hydraulic structure, and the top lane load on the hydraulic structure;

[0032] (3) Under earthquake conditions, the influence of earthquake inertia force and the earthquake load on the upper part of hydraulic structures.

[0033] Furthermore, the bending moment value, shear force value, and plane force of each part of the hydraulic structure are obtained, specifically:

[0034] Keep the units of the parts you want to obtain, click the X-direction bending moment and Y-direction bending moment under the Shell ElementForces option to obtain the bending moments of the building along the water flow and perpendicular to the water flow respectively, click the X-direction plane force and Y-direction plane force under the Shell ElementForces option to obtain the plane forces of the building along the water flow and perpendicular to the water flow respectively, click the shear force on the XZ plane and the shear force on the TYZ plane under the ShellElement Forces option to obtain the shear force of the building along the water flow and perpendicular to the water flow respectively; at the same time, click the Displacements option to obtain the settlement and displacement values of the building and foundation, and click the Shell Element Stresses option to obtain the stress values of the building and foundation.

[0035] Furthermore, internal forces are used to calculate structural reinforcement, crack width and component deflection. According to the force characteristics of each part of the building, the corresponding bending moment value, shear force value and plane force are extracted. The ultimate bearing capacity state calculation is carried out according to the normal section bending member, normal section compression member, normal section tension member, inclined section shear member and local compression member to obtain the reinforcement amount.

[0036] Beneficial effects:

[0037] 1. The present invention replaces slender structures such as piles and poles with one-dimensional units, and replaces structures such as piers, walls, plates, and beams with two-dimensional units. The overall model is rationally coupled and connected, and the original three-dimensional solid unit finite element calculation is equivalently transformed into a one-dimensional line unit, two-dimensional plate unit, and three-dimensional solid unit coupled structural finite element calculation. While truly reflecting the structural stress, the internal forces of various parts of the building can be directly obtained. This not only optimizes the structural reinforcement method and quantity, but also enables the originally complex non-rod reinforced concrete structure to be reinforced using internal forces according to the structural mechanics method used for rod reinforced concrete structures.

[0038] 2. The use of interface units can more realistically simulate the displacement and deformation between the foundation and the building, making the calculation results more accurate and avoiding stress concentration errors at the intersection of the building and the component. BRIEF DESCRIPTION OF THE DRAWINGS

[0039] Figure 1 It is a flow chart of the overall structure of the present invention;

[0040] Figure 2 Figure 1 is a diagram of the coupling connection process of the overall model of an embodiment of the present invention, wherein (a) is a structural diagram of a hydraulic structure, (b) is a structural diagram of a corresponding geometric model established at the equivalent surface position, (c) and (d) are structural diagrams of the building model formed after the geometric surfaces are connected, and (e) is a structural diagram after the foundation model is imported;

[0041] Figure 3 This is a process diagram of coupling between the base plate and the foundation soil through interface units, without considering the interface connection between the foundation and the building in an embodiment of the present invention. (a) is a model diagram in which the edge line of contact between the hydraulic structure and the foundation soil is imprinted on the foundation model; (b) is a structural diagram in which all structures of the hydraulic structure are merged into a face group through Boolean operations; (c) and (d) are mesh division model diagrams.

[0042] Figure 4 Figure 1 is a process diagram of coupling between the base plate and the foundation soil through interface units, considering the interface connection between the foundation and the building in an embodiment of the present invention; wherein, (a) is the remaining structural surface group of the building after deleting the equivalent surface of the base plate; (b) is the structural diagram of the auxiliary cube established on the foundation model; (c) is the structural diagram of the bottom edge line of the building pier wall engraved on the bottom surface of the auxiliary cube; (d) is the structural diagram after the auxiliary cube model and the foundation model are connected; (e) and (f) are the model diagrams without the base plate for meshing of the hydraulic structure; (g) is the model diagram of meshing of the auxiliary cube and the foundation; (h) is the structural diagram of the interface unit between the auxiliary cube mesh model and the foundation soil mesh model; (i) is the mesh model diagram of the building base plate extracted from the bottom surface of the auxiliary cube mesh model; (j) and (k) are the overall model diagrams after meshing.

[0043] Figure 5 This is a diagram showing the internal forces of an embodiment of the present invention. DETAILED DESCRIPTION

[0044] The present invention will be further described below in conjunction with the accompanying drawings. The following embodiments are only used to more clearly illustrate the technical solutions of the present invention and are not intended to limit the scope of protection of the present invention.

[0045] The present invention provides a reinforcement calculation method for non-rod reinforced concrete structures. Slender structures such as piles and rods are replaced with Timoshenko one-dimensional units, and structures such as piers, walls, plates, and beams are replaced with DKMT and DKMQ two-dimensional units developed based on the Mindlin-Reissner plate theory. The overall model is reasonably coupled and connected, and the original three-dimensional solid unit finite element calculation is equivalently transformed into a one-dimensional line unit, two-dimensional plate unit, and three-dimensional solid unit coupled structural finite element calculation. While truly reflecting the structural stress, it can directly obtain the internal forces of various parts of the building. This can not only optimize the structural reinforcement method and quantity, but also enable the originally complex non-rod reinforced concrete structure to be reinforced using internal forces according to the structural mechanics method used for rod reinforced concrete structures. Specifically, the method includes the following steps:

[0046] Step 1: Determine the equivalent surface of the building structure. For the bottom plate, pier (wall), and beam structure, take the center surface position. For the top plate, working bridge, etc., take the top surface position. Figure 2 (a), the present invention is based on Figure 2 The hydraulic structure shown is described as an example.

[0047] Step 2: After determining the equivalent surface, create a corresponding geometric model at the equivalent surface location. One surface of the geometric model has the same size and position as the equivalent surface, and import the geometric model into Midas GTS software (or other 3D finite element software). Figure 2 (b).

[0048] Step 3: In Midas GTS software, extract the required geometric surfaces and delete the auxiliary geometric shapes. Figure 2 (c) and Figure 2 (d).

[0049] Step 4: In Midas GTS software, import the foundation model, see Figure 2 (e) is the model diagram after importing the foundation model.

[0050] Step 4-A: If the interface between the foundation and the building is not considered during the calculation, the base plate is directly coupled with the foundation soil.

[0051] ① Mark the edge lines of the hydraulic structure bottom plate and all the edge lines of the hydraulic structure pier wall that are in contact with the foundation soil on the foundation model, see Figure 3 (a).

[0052] ② Then all the structures of the hydraulic structure are merged into surfaces through Boolean operations, see Figure 3 (b).

[0053] ③ After setting the attribute parameters of each structural part, perform mesh division, see Figure 3(c), (d).

[0054] Step 4-B: If the interface connection between the foundation and the hydraulic structure is considered during the calculation, the bottom plate and the foundation soil are coupled through the interface element.

[0055] ① Delete the equivalent surface of the hydraulic structure as the bottom plate, and then merge the remaining structure of the hydraulic structure into a surface group through Boolean operation, see Figure 4 (a).

[0056] ② Create an auxiliary cube with the same bottom surface shape and position as the equivalent surface of the hydraulic structure bottom plate to generate interface units. Figure 4 (b).

[0057] ③ The bottom edge line of the hydraulic structure pier wall is engraved on the bottom surface of the auxiliary cube, see Figure 4 (c).

[0058] ④ Automatically connect the auxiliary cube model with the foundation model, see Figure 4 (d).

[0059] ⑤ After the bottom edge lines of the hydraulic structure piers and auxiliary cubes are seeded with the same size, the upper structure grid is divided. Figure 4 (e) and Figure 4 (f).

[0060] ⑥ First mesh the auxiliary cube, then mesh the foundation soil model, see Figure 4 (g).

[0061] ⑦ Generate interface elements between the auxiliary cube grid model and the foundation soil grid model, see Figure 4 (h) Set the interface unit calculation parameters, including the normal stiffness modulus Kn and the tangential stiffness modulus Kt. The interface material parameters are calculated using the following formula:

[0062]

[0063] Where, E is the elastic modulus of the foundation soil, ranging from 0.35 to 100 MPa, determined according to the type of foundation soil; v i is the Poisson's ratio of the interface; v soil is the Poisson's ratio of the foundation soil, ranging from 0.15 to 0.45, and is determined according to the type of foundation soil.

[0064] ⑧ Extract the building base plate grid model from the bottom surface of the auxiliary cube grid model, see Figure 4 Green base in (i).

[0065] ⑨ Check whether the extracted base plate grid model is coupled with the grid model of the upper building to form a Figure 4 (j) and Figure 4 Mesh model in (k).

[0066] Step 5: Apply the corresponding calculation boundary conditions and loads, and set the construction phase and analysis conditions.

[0067] The specific boundary conditions are as follows: normal displacement constraint is adopted on the side of foundation and hinge constraint is adopted on the base surface of foundation.

[0068] The load combinations are as follows:

[0069] (1) The loads on the building foundation during the completion period are mainly composed of the following parts:

[0070] ① The gravity acting on the building and foundation is g=9.8N / Kg.

[0071] ② Equipment and metal structure loads are equivalent to concentrated or uniformly distributed loads, acting on the corresponding positions of the calculation model units.

[0072] ③ Lateral earth pressure on the sides of the building. This load is applied on both sides of the building according to the active earth pressure calculation formula. The active earth pressure calculation formula is:

[0073]

[0074] Where γ is the bulk density of the backfill behind the wall; Z is the elevation difference between the calculation point and the soil surface; Ka is the active earth pressure coefficient; and c is the cohesion of the backfill behind the wall.

[0075] The active earth pressure coefficient Ka is calculated according to the following formula:

[0076]

[0077] Where Ka is the active earth pressure coefficient; is the internal friction angle of the fill behind the wall.

[0078] ④ The building load above the building is equivalent to a concentrated or uniformly distributed load, acting on the corresponding position of the calculation model unit.

[0079] ⑤The wind load on the building is applied at the corresponding position.

[0080] (2) The loads on buildings and foundations under design, verification and maintenance conditions, in addition to the loads during the completion period, mainly consist of the following parts:

[0081] ① The lateral water pressure on the building pier wall caused by the groundwater level on the side. The groundwater level elevation on both sides of the building is simplified to the average value of the upstream and downstream water levels H side. Therefore, the lateral water pressure on each point on both sides of the station is:

[0082] p y =γ w (H 侧 -z)

[0083] Where p y is the hydrostatic pressure at the calculation point, in kN / m 2 ; γ w is the bulk density of water, using 9.8kN / m3; H 侧 It is the groundwater level elevation on both sides of the station.

[0084] ② The bottom of the building slab is subject to vertical upward pressure caused by underground seepage. The elevation of the zero head surface of the uplift pressure at the bottom of the building under the reverse design water level condition during the design operation period is Z. Therefore, the uplift pressure at each point under the building slab is:

[0085] p z =γ w (Zz)

[0086] Where p z is the uplift pressure at the calculation point, in kN / m2; γ w is the specific gravity of water, which is 9.8kN / m3; Z is the elevation of the zero head surface of uplift pressure, and z is the elevation of the calculation point.

[0087] ③ The vertical upward seepage pressure at the bottom of the building slab caused by the head difference between upstream and downstream. The seepage pressure at the bottom of the building body under the reverse design water level condition during the design operation period is calculated using the linear distribution method and applied to the corresponding position.

[0088] ④ The wave pressure on the building is calculated according to the relevant formula and applied to the corresponding position.

[0089] ⑤ The top lane load on the building is calculated according to the "General Specifications for Highway Bridge and Culvert Design" standard, in which the concentrated force is applied to the center of the top surface of each traffic bridge and the uniformly distributed force is applied to the entire traffic bridge top surface.

[0090] (3) Under earthquake conditions, the loads on buildings and foundations are affected by the seismic inertia force in addition to the loads of the design conditions. The seismic load on the upper part of the building acts equivalently on the corresponding position on the top of the building. The seismic inertia force on the standing body is calculated according to the pseudo-static method, that is:

[0091] E i =a h ξG Ei α i g

[0092] Among them, E i is the representative value of the horizontal seismic inertial force acting on mass point i; a his the representative value of horizontal design earthquake acceleration; ξ is the earthquake effect reduction coefficient value, which is taken as 0.25; G Ei is the standard value of gravitational acceleration concentrated at mass point i; α i is the dynamic distribution coefficient of the seismic inertia force of particle i; g is the acceleration of gravity.

[0093] The working load table is as follows:

[0094] Working load table

[0095]

[0096] Step 6: Set construction phases and analyze working conditions.

[0097] Construction phase settings primarily include: initial geostress application, completion, operation (design, verification, and maintenance), and earthquake conditions. For each construction phase, corresponding mesh groups, constraints, and loads are activated or deactivated to meet the computational requirements of each simulation analysis condition.

[0098] Analysis Condition Settings: Open Analysis Control, check the option to Estimate the initial stress state of active elements in Initial Stress, check the option to Determine the initial position of active nodes in Initial Settings, and set the values of the convergence criteria based on the accuracy requirements. Set the displacement to 0.001, the internal force to 0.001, and the energy to 1e-06. Leave the rest of the options as default. Open Output Control and select the output content as required. Once all settings are completed, the software will begin the calculation until convergence.

[0099] Step 7: Obtain the bending moment, shear force, and plane force of each part of the hydraulic structure.

[0100] Check and obtain the bending moment, shear force and plane force of each part of the hydraulic structure. Specifically: switch the software to result processing mode, retain the unit of the part you want to obtain, click BENDINGMOMENT XX (Bending moment in X direction) and BENDING MOMENT YY (Bending moment in Y direction) under the Shell Element Forces option to obtain the bending moment of the building along the water flow and perpendicular to the water flow, respectively; click MEMBRANE FORCE XX (Plane force in X direction) and MEMBRANE FORCEYY (Plane force in Y direction) under the Shell Element Forces option to obtain the plane force of the building along the water flow and perpendicular to the water flow, respectively; click TRANSVERSE SHEAR FORCE XZ (Shear force on the XZ plane) and TRANSVERSE SHEAR FORCE YZ (Shear force on the YZ plane) under the Shell Element Forces option to obtain the shear force of the building along the water flow and perpendicular to the water flow, respectively; at the same time, click the Displacements option to obtain the settlement and displacement values of the building and foundation, and click the ShellElement Stresses item to obtain the stress values of the building and foundation.

[0101] Step 8: Check and extract the internal force results of the bottom plate, pier wall, and beam-slab structure, and use them directly for reinforcement calculations.

[0102] Internal forces are used to calculate structural reinforcement, crack width, and member deflection. Based on the stress characteristics of each part of the building, corresponding internal force results such as bending moment, shear force, and planar force are extracted. Ultimate limit state calculations are performed for normal section bending members, normal section compression members, normal section tension members, inclined section shear members, and local compression members according to relevant specifications to determine the reinforcement requirements. Furthermore, serviceability limit state calculations are performed to control crack width and member deflection. The results calculated using this method are smaller than those obtained using traditional methods. When performing reinforcement calculations according to the specifications, the required design values for bending moment M, axial tension and compression N, and maximum shear force V on the inclined section of the member can be multiplied by an amplification factor I based on the calculated values of this method. The value of I ranges from 1.0 to 1.5. The specific value of I can be determined by comparing and comprehensively evaluating multiple calculation methods to meet project needs.

[0103] See also Figure 5 , Figure 5This is a diagram showing the internal forces of a hydraulic structure according to an embodiment of the present invention, showing the bending moments and shear forces in the X-direction for the pier wall, base plate, beam, and roof. This diagram allows for the direct identification and extraction of the locations and corresponding values of the maximum bending moments and shear forces perpendicular to the water flow (X-direction) for each structural component, including the base plate, pier wall, beam, and slab. After extracting these values, reinforcement calculations can be performed directly according to the standard's reinforcement method for bar structures, yielding the required reinforcement configuration for the structure. This approach is quick and convenient, and the results are reliable.

[0104] The above embodiments are intended only to illustrate the technical concepts and features of the present invention. Their purpose is to enable those skilled in the art to understand the contents of the present invention and implement them accordingly. They are not intended to limit the scope of protection of the present invention. Any equivalent changes or modifications made in accordance with the spirit of the present invention are intended to be covered by the scope of protection of the present invention.

Claims

1. A reinforcement calculation method for non-rod reinforced concrete structures, characterized in that: The steps include: The slender structures of piles and rods are replaced by one-dimensional units, and the piers, walls, plates and beams are replaced by two-dimensional units, and the whole hydraulic structure model is coupled and connected; When coupling the entire model, the foundation model is imported into the 3D finite element software, the hydraulic structure model is coupled with the foundation model, and then merged into a surface group through Boolean operations. After setting the attribute parameters of each structural part, meshing is performed. When coupling the hydraulic structure model with the foundation model, the interface connection between the foundation and the hydraulic structure is considered, and the bottom plate and the foundation soil are coupled through the interface unit, as follows: 1) Delete the hydraulic structure model as the equivalent surface of the base plate, and then merge the remaining structure of the hydraulic structure into a surface group through Boolean operation; 2) Create an auxiliary cube with the same bottom surface shape and position as the equivalent surface of the hydraulic structure bottom plate; 3) Mark the bottom edge line of the hydraulic structure pier wall on the bottom surface of the auxiliary cube; 4) Automatically connect the auxiliary cube model with the foundation model; 5) After the same-size seeding is performed on the bottom edge lines of the hydraulic structure piers and auxiliary cubes, the locations of the nodes to be generated are determined, and the upper hydraulic structure is meshed; 6) First mesh the auxiliary cube, then mesh the foundation soil model; 7) Generate interface elements between the auxiliary cube mesh model and the foundation soil mesh model, and set the relevant calculation parameters of the interface elements, including the normal stiffness modulus Kn and the tangential stiffness modulus Kt; 8) Extract the bottom plate grid model of the hydraulic structure from the bottom surface of the auxiliary cube grid model, and check whether the extracted bottom plate grid model is coupled with the grid model of the upper hydraulic structure; The original three-dimensional solid unit finite element calculation is equivalently transformed into one-dimensional line unit, two-dimensional plate unit, and three-dimensional solid unit coupled structure finite element calculation; Obtain the bending moment, shear force, and plane force of each part of the hydraulic structure, and use internal forces to reinforce the structure according to the structural mechanics method used in the rod-type reinforced concrete structure.

2. The reinforcement calculation method for a non-rod reinforced concrete structure according to claim 1, characterized in that: When replacing slender pile and rod structures with Timoshenko one-dimensional units and pier, wall, plate and beam structures with DKMT and DKMQ two-dimensional units developed based on Mindlin-Reissner plate theory, the equivalent surface of the hydraulic structure structure should be determined first. The bottom plate, pier, wall and beam structures should be located at the center plane, while the top plate and working bridge should be located at the top surface.

3. The reinforcement calculation method for a non-rod reinforced concrete structure according to claim 2 is characterized in that: At the equivalent surface position, a corresponding geometric model is established, wherein one surface of the geometric model is equal in size and position to the equivalent surface, and the geometric model is imported into three-dimensional finite element software, the required geometric surfaces are extracted, and the auxiliary geometric figures are deleted to obtain the replaced hydraulic structure model.

4. The reinforcement calculation method for a non-rod reinforced concrete structure according to claim 1, characterized in that: The interface material parameters are calculated using the following formula: ； Wherein, E is the elastic modulus of the foundation soil, ranging from 0.35 to 100 MPa, determined according to the type of foundation soil; is the Poisson's ratio of the interface; is the Poisson's ratio of the foundation soil, ranging from 0.15 to 0.45, and is determined according to the type of foundation soil.

5. The reinforcement calculation method for non-rod reinforced concrete structure according to claim 1 is characterized in that: When the original 3D solid unit finite element calculation is equivalently transformed into 1D line unit, 2D plate unit, and 3D solid unit coupled structural finite element calculation, the corresponding calculation condition boundary conditions and loads are applied, and the construction stage and analysis condition are set; The specific boundary conditions are as follows: normal displacement constraint is used on the side of the foundation, and hinge constraint is used on the base surface of the foundation; The load combinations are as follows: (1) Loads on the building foundation during the completion period: including the gravity of the hydraulic structure and foundation, the loads on equipment and metal structures, the lateral earth pressure on the sides of the hydraulic structure, and the loads on the buildings above the hydraulic structure; (2) The lateral water pressure on the pier wall of the hydraulic structure caused by the groundwater level on the side, the vertical upward pressure on the bottom of the hydraulic structure slab caused by underground seepage, the vertical upward seepage pressure on the bottom of the hydraulic structure slab caused by the upstream and downstream head difference, the wave pressure borne by the hydraulic structure, and the top lane load on the hydraulic structure; (3) Under earthquake conditions, the influence of earthquake inertia force and the seismic load on the upper part of hydraulic structures.

6. The reinforcement calculation method for a non-rod reinforced concrete structure according to claim 1 is characterized in that: Obtain the bending moment, shear force, and plane force of each part of the hydraulic structure, specifically: Keep the unit of the part you want to obtain, click the X-direction bending moment and Y-direction bending moment under the Shell Element Forces option to obtain the bending moment of the building along the water flow and perpendicular to the water flow respectively, click the X-direction plane force and Y-direction plane force under the Shell Element Forces option to obtain the plane force of the building along the water flow and perpendicular to the water flow respectively, click the shear force on the XZ plane and the shear force on the TYZ plane under the Shell Element Forces option to obtain the shear force of the building along the water flow and perpendicular to the water flow respectively; at the same time, click the Displacements option to obtain the settlement and displacement values of the building and foundation, and click the Shell Element Stresses option to obtain the stress values of the building and foundation.

7. The reinforcement calculation method for non-rod reinforced concrete structure according to claim 1 is characterized in that: Internal forces are used to calculate structural reinforcement, crack width and member deflection. According to the force characteristics of each part of the building, the corresponding bending moment value, shear force value and plane force are extracted. The ultimate bearing capacity state calculation is carried out according to the normal section bending member, normal section compression member, normal section tension member, inclined section shear member and local compression member to obtain the reinforcement amount.

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