Reinforcement calculation method for non-rod system reinforced concrete structure

Abstract

The invention relates to the technical field of water conservancy and municipal administration, in particular to a reinforcement calculation method for a non-rod system reinforced concrete structure, which comprises the following steps: replacing long and thin pile and rod structures with one-dimensional units, replacing pier, wall, plate and beam structures with two-dimensional units, and carrying out coupling connection on a whole hydraulic structure model; original three-dimensional entity unit finite element calculation is equivalently converted into one-dimensional line unit, two-dimensional plate unit and three-dimensional entity unit coupling structure finite element calculation; displacement, internal force and stress of all parts of the hydraulic structure are obtained, and structural reinforcement is conducted through the internal force according to a structural mechanics method adopted by the rod system reinforced concrete structure. Compared with the prior art, the method has the advantages that the internal force of each part of the building can be directly obtained, the structure stress can be truly reflected, the structure reinforcement mode and number can be optimized, and the original complicated non-rod-system reinforced concrete structure can be subjected to structure reinforcement according to a structural mechanics method adopted by the rod-system reinforced concrete structure.

Description

Technical Field

[0001] The invention relates to the technical field 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 commonly used in municipal water conservancy projects. One method is to intercept a typical representative section of the overall structure and perform equivalent calculations according to the rod structure, and then calculate the reinforcement after the internal force results are calculated. However, non-rod reinforced concrete structures are often more 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, and the calculation results are too large, resulting in an increase in the amount of structural reinforcement, causing waste. Another method is to use a 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, obtain the cross-sectional stress diagram of the structure in the elastic state, and then determine the number of reinforcements according to the principal tensile stress according to the area of ​​the principal tensile stress diagram. However, this method is not perfect in theory. 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 the reinforcement, and it is difficult to determine the number of reinforcements in each direction of the structure. Summary of the invention

[0003] Purpose of the invention: In view of the problems existing in the prior art, the present invention provides a reinforcement calculation method for non-rod reinforced concrete structures, in which slender structures such as piles and rods are replaced by one-dimensional units, and structures such as piers, walls, plates, and beams are replaced by two-dimensional units, and the overall model is reasonably coupled and connected, and the original three-dimensional solid unit finite element calculation is equivalently transformed into one-dimensional line units, two-dimensional plate units, and three-dimensional solid unit coupled structural finite element calculations. While truly reflecting the stress on the structure, the internal forces of various parts of the building can be directly obtained, 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 value, shear force value and plane force of each part of the hydraulic structure, and use the internal force to carry out structural reinforcement according to the structural mechanics method adopted by the bar 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 Mindlin-Reissnerplate theory, the equivalent surface of the hydraulic structure structure is first determined, and the bottom plate, piers, walls and beams 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 is equal to the size and position of 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 they are merged into a surface 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 is directly coupled with the foundation soil. The specific process is:

[0012] 1) Imprint 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, mesh division is performed.

[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 bottom plate, and then merge the remaining structure of the hydraulic structure into a surface group through Boolean operation;

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

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

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

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

[0021] 6) First mesh the auxiliary cube, and 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 It is the Poisson's ratio of 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 structure 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 adopted for the side of foundation and hinge constraint is adopted for the base surface of foundation;

[0029] The load combinations are as follows:

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

[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 on the hydraulic structure, and the top lane load on the hydraulic structure;

[0032] (3) Under earthquake conditions, the influence of seismic inertia force and the seismic load on the upper parts 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 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 ElementForces 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 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 item to obtain the stress values ​​of the building and foundation.

[0035] Furthermore, 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, shear force and plane force are extracted, and the bearing capacity limit state calculation is carried out according to the positive section bending members, positive section compression members, positive section tension members, inclined section shear members and local compression members to obtain the reinforcement amount.

[0036] Beneficial effects:

[0037] 1. The present invention 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 performs reasonable coupling connection on the overall model, and equivalently transforms the original three-dimensional solid unit finite element calculation into one-dimensional line units, two-dimensional plate units, 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, 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 used in the rod reinforced concrete structure.

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

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

[0040] Figure 2 1 is a diagram of the coupling connection process of the overall model of the 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 building model diagrams formed after the geometric surface, and (e) is a structural diagram after the foundation model is imported;

[0041] Figure 3 This is a process diagram of coupling the bottom plate and the foundation soil through interface units without considering the interface connection between the foundation and the building in the embodiment of the present invention, wherein (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 The present invention considers the interface connection between the foundation and the building, and the process diagram of coupling between the bottom plate and the foundation soil through the interface unit; wherein, (a) is the remaining structural surface group of the building after deleting the equivalent surface of the bottom 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 is connected to the foundation model; (e) and (f) are the bottom plate-free model diagrams for meshing hydraulic structures; (g) is the auxiliary cube and foundation meshing model diagram; (h) is the interface unit structural diagram between the auxiliary cube mesh model and the foundation soil mesh model; (i) is the mesh model diagram of the building bottom 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 It is an internal force display diagram 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 solution of the present invention, and cannot be used to limit the protection scope of the present invention.

[0045] The present invention provides a reinforcement calculation method for non-rod reinforced concrete structures, in which slender structures such as piles and rods are replaced by Timoshenko one-dimensional units, and structures such as piers, walls, plates, and beams are replaced by DKMT and DKMQ two-dimensional units developed based on Mindlin-Reissner plate theory, and the overall model is reasonably coupled and connected, and the original three-dimensional solid unit finite element calculation is equivalently transformed into one-dimensional line units, two-dimensional plate units, and three-dimensional solid unit coupled structural finite element calculations. While truly reflecting the stress of the structure, the internal forces of various parts of the building can be directly obtained, 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 used in the rod reinforced concrete structure. Specifically comprising the following steps:

[0046] Step 1: Determine the equivalent surface of the building structure. The center surface is used for the bottom plate, pier (wall), and beam structure, and the top surface is used for the top plate, working bridge, etc. 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, establish a corresponding geometric model at the equivalent surface position. 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), see Figure 2 (b).

[0048] Step 3: In Midas GTS software, extract the required geometric surfaces and delete the auxiliary geometric figures. 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 connection between the foundation and the building is not considered during the calculation, the base plate is directly coupled with the foundation soil.

[0051] ① Imprint 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 unit.

[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 Establish 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 to the foundation model, see Figure 4 (d).

[0059] ⑤ After the same-size seeding is performed on the bottom edge line of the hydraulic structure pier wall and the auxiliary cube, the upper structure grid is divided, see 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 calculation parameters related to the interface unit, 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 It is the Poisson's ratio of foundation soil, ranging from 0.15 to 0.45, and is determined according to the type of foundation soil.

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

[0065] ⑨ Check whether the extracted bottom plate grid model is coupled with the grid model of the upper building to form 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 stage and analysis conditions.

[0067] The specific boundary conditions are as follows: normal displacement constraints are used on the sides of the foundation, and hinge constraints are used on the base surface of the 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] ①The gravity exerted 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 side 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 on the upper part of 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, so the lateral water pressure on each point on both sides of the station is:

[0082] p y =γ w (H 侧 -z)

[0083] In the formula, 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 floor 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, so the uplift pressure at each point under the building floor is:

[0085] p z =γ w (Zz)

[0086] In the formula, p z is the uplift pressure at the calculation point, in kN / m2; γ w is the specific gravity of water, which is 9.8 kN / 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 floor caused by the head difference between upstream and downstream. The seepage pressure at the bottom of the building under the reverse design water level condition during the design operation period is calculated according to the linear distribution method and applied to the corresponding position.

[0088] ④The 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 Design of Highway Bridges and Culverts", 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 top surface of the traffic bridge.

[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 at the corresponding position on the top of the building, and 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, which is 0.25; G Ei is the standard value of gravitational acceleration concentrated at particle i; α i is the dynamic distribution coefficient of the seismic inertial force of particle i; g is the gravitational acceleration.

[0093] The working load table is shown in the following table:

[0094] Load table

[0095]

[0096] Step 6: Set up construction phases and analysis conditions.

[0097] The construction stage settings mainly include: initial ground stress application stage, completion stage, operation stage (design, verification, maintenance conditions), and earthquake conditions. Corresponding to each construction stage, the corresponding grid group, constraints, and loads are activated or deactivated to meet the calculation requirements of each condition of simulation analysis.

[0098] Analysis condition settings: Open the analysis control, check the option of estimating the initial stress state of the activated unit in the initial stress, check the option of judging the initial position of the activated node in the initial settings, check the value of the convergence criterion according to the accuracy requirements, set the displacement to 0.001, the internal force to 0.001, the energy to 1e-06, and the rest are default options. Open the output control and select the output content according to the needs. After all settings are completed, the software starts to calculate 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, keep 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 direction and perpendicular to the water flow direction, 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 direction and perpendicular to the water flow direction, respectively, click TRANSVERSE SHEAR FORCE XZ (shear force on XZ plane) and TRANSVERSE SHEAR FORCE YZ (shear force on YZ plane) under the Shell Element Forces option to obtain the shear force of the building along the water flow direction and perpendicular to the water flow direction, 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, beam-slab structure, and use them directly for reinforcement calculations.

[0102] Internal forces are used to calculate structural reinforcement, crack width and member deflection. According to the stress characteristics of each part of the building, the corresponding internal force results such as bending moment, shear force, plane force, etc. are extracted. According to the relevant specifications, the bearing capacity limit 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, and the reinforcement amount is obtained. The normal use limit state verification is carried out to control the crack width and member deflection. The results calculated by this method are smaller than those obtained by the traditional method. When the reinforcement calculation is performed according to the method provided by the specification, the required bending moment design value M, axial tension and pressure design value N, and the maximum shear design value V on the inclined section of the member can be multiplied by an amplification factor I based on the calculation result value of this method. The value range of I is 1.0~1.5. The specific value of I can be determined by comparing and comprehensively judging multiple calculation methods to meet the needs of the project.

[0103] See also Figure 5 , Figure 5It is an internal force display diagram of the hydraulic structure according to the embodiment of the present invention, and includes the bending moment and shear force results in the X direction of the pier wall, the X direction of the bottom plate, the X direction of the beam, and the X direction of the top plate. From the diagram, it is possible to directly see and extract the positions and corresponding values ​​of the maximum bending moment and shear force values ​​in the vertical water flow direction (X direction) of each structural part such as the bottom plate, pier wall, beam, and plate. After extracting the relevant values, the reinforcement calculation is directly performed according to the bar structure reinforcement method given in the specification to obtain the steel bar configuration required for the structure, which is convenient and fast, and the result is reliable.

[0104] The above embodiments are only for illustrating the technical concept and features of the present invention, and their purpose is to enable people familiar with the technology to understand the content of the present invention and implement it accordingly, and they cannot be used to limit the protection scope of the present invention. Any equivalent transformation or modification made according to the spirit of the present invention should be included in the protection scope of the present invention.

Claims

1. A reinforcement calculation method for a non-bar reinforced concrete structure, 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; 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 value, shear force value and plane force of each part of the hydraulic structure, and use the internal force to carry out structural reinforcement according to the structural mechanics method adopted by the bar reinforced concrete structure.

2. The reinforcement calculation method of a non-bar reinforced concrete structure according to claim 1 is characterized in that: 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 Mindlin-Reissner plate theory, the equivalent surface of the hydraulic structure structure shall be determined first, and the bottom plate, piers, walls and beams shall be located at the center surface, and the top plate and working bridge shall be located at the top surface.

3. The reinforcement calculation method of a non-bar 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 to the equivalent surface in size and position, 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 of a non-bar reinforced concrete structure according to claim 1 is characterized in that: 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 they are merged into a surface group through Boolean operations. After setting the attribute parameters of each structural part, meshing is performed.

5. The reinforcement calculation method of a non-bar reinforced concrete structure according to claim 4 is characterized in that: 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 is directly coupled with the foundation soil. The specific process is as follows: 1) Imprint the edge line where the hydraulic structure contacts the foundation soil on the foundation model; 2) Then all the structures of the hydraulic structure are merged into face groups through Boolean operations; 3) After setting the attribute parameters of each structural part, mesh division is performed.

6. The reinforcement calculation method of a non-bar reinforced concrete structure according to claim 4 is characterized in that: 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 bottom plate, and then merge the remaining structure of the hydraulic structure into a surface group through Boolean operation; 2) Establish an auxiliary cube whose bottom surface is consistent with the shape and position of the equivalent surface of the bottom plate of the hydraulic structure; 3) The bottom edge line of the hydraulic structure pier wall is engraved 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 pier wall of the hydraulic structure and the bottom edge line of the auxiliary cube, the location of the node to be generated is determined, and the upper hydraulic structure is meshed; 6) First mesh the auxiliary cube, and then mesh the foundation soil model; 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; 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.

7. The reinforcement calculation method of a non-bar reinforced concrete structure according to claim 6 is characterized in that: The interface material parameters are calculated by the following formula: 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 It is the Poisson's ratio of foundation soil, ranging from 0.15 to 0.45, and is determined according to the type of foundation soil.

8. The reinforcement calculation method of a non-bar reinforced concrete structure according to claim 1 is characterized in that: 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 structure 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 adopted for the side of foundation and hinge constraint is adopted for the base surface of foundation; The load combinations are as follows: (1) Loads on the building foundation during the completion period: including the gravity, equipment, metal structure loads on the hydraulic structure and foundation, lateral earth pressure on the side of the hydraulic structure, and the building load 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 on the hydraulic structure, and the top lane load on the hydraulic structure; (3) Under earthquake conditions, the influence of seismic inertia force and the seismic load on the upper parts of hydraulic structures.

9. The reinforcement calculation method of a non-bar reinforced concrete structure according to claim 1 is characterized in that: Obtain the bending moment value, shear force value, and plane force of each part of the hydraulic structure, specifically: Keep the units of the parts 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 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 item to obtain the stress values ​​of the building and foundation.

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

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