288 results about "Flexural rigidity" patented technology

The invention discloses a rigid rod frequency ratio method axial force identification method. The method comprises the following steps: (1) according to engineering data, obtaining whether a rigid rod is a pressure rod or a pull rod, and obtaining related parameters of the rigid rod: the linear density m of the rigid rod, the length L of the rigid rod and the flexural rigidity EI of the rigid rod; (2) vibration signals of the rigid rod are collected on site through a vibration sensor, and multi-order frequency of the rigid rod is obtained through analysis; (3) selecting a corresponding method to calculate the frequency ratio of the rigid rod according to whether the rigid rod is a compression rod or a pull rod and boundary conditions, and calculating the axial force of the rigid rod through a frequency ratio method; and (4) checking the relative flexural rigidity xi of the rigid rod, and evaluating the axial force identification precision of the rigid rod. According to the method, a unified calculation method for identifying the axial force of the rigid pull rod and the pressing rod is established through a frequency ratio method, the method is easy to use and has good precision, and a practical new method is provided for identifying the axial force of the rigid rod.

The invention discloses a deep learning-based deformation calculation method for a shield under-crossing existing tunnel structure, and belongs to the technical field of tunnel engineering pile foundation underpinning. The method comprises the following steps: establishing a deep learning prediction model to obtain ground surface settlement caused by a new shield tunnel; the stratum loss rate is obtained through inversion according to a Loganthan-Poulos ground surface settlement analysis formula; calculating the displacement of the soil body at the buried depth of the existing tunnel; calculating the longitudinal additional load of the existing tunnel structure; calculating the longitudinal equivalent flexural rigidity and equivalent shear rigidity of the existing tunnel structure; and calculating the vertical displacement on the axis of the existing tunnel structure under the action of the additional load, and calculating the longitudinal deformation of the tunnel structure under the additional load. According to the method, the problem that the stratum loss rate is difficult to determine due to stratum difference can be effectively solved, and the ground surface settlement value caused by shield construction and the soil displacement at the buried depth of the existing tunnel can be rapidly and accurately obtained.

The invention relates to the technical field of connection structure testing, in particular to a bridge deck slab dry joint connection structure testing method which comprises the following steps: preparing a bridge deck slab test piece containing a steel structure embedded dry joint; building a testing device, and arranging strain, displacement and pressure sensors in a dry joint area; carrying out a graded loading test, including static loading to 1.5 times of the designed bearing capacity and dynamic cyclic loading; an environment simulation test is carried out, and repeated loading is carried out in a temperature and humidity circulation box simulation environment; data are evaluated through a multi-source data fusion optimization algorithm model, and indexes such as flexural rigidity and shear rigidity are calculated; in addition, a construction stage simulation test is added, and the alignment deviation and the filling compactness of the components are monitored. According to the method, the structural performance can be comprehensively evaluated, key indexes can be accurately evaluated, durability degradation can be scientifically predicted, construction simulation is innovated, test conditions are guaranteed to be consistent, visualization and verification are achieved, and the problem of limitation of a traditional test method is effectively solved.

The invention belongs to the technical field of structural safety detection, and discloses a method for updating flexural rigidity of a non-uniformly degraded girder of a bridge based on vehicle response, which comprises the following steps: (1) carrying out a rapid load test on the bridge; (2) constructing a stiffness function considering non-uniform degradation of the main beam; and (3) establishing a target function of displacement and strain shape combination and finishing model updating. According to the method, the rigidity distribution condition of the main beam is inversed by using a rigidity function and a model updating method based on the non-uniform degradation of the main beam of the bridge, the continuity and rationality of the rigidity of the main beam are ensured, and the rigidity of a large number of bridge units can be updated by using fewer parameters. The provided objective function meets the requirement of full-bridge non-uniform rigidity updating, the problem of distortion of an optimization result of a single objective function is solved, and a large amount of structural information can be provided for main beam rigidity inversion. Required response can be obtained through a rapid load test, and the defects that a bridge load test is high in cost and long in time are effectively overcome.

The invention discloses a steel plate floor support plate and an implementation method, and aims at solving the problems that a traditional floor support plate is insufficient in rigidity and strength, large in steel consumption, complex in construction, low in material utilization rate and the like. The floor support plate comprises a wide upper flange (the minimum width is larger than or equal to 30 mm), a wave-shaped reinforcing steel bar web member, a lower chord reinforcing steel bar and a profiling thin-bottom steel plate, the wide upper flange is of a combined type or thin steel plate type or trapezoidal steel pipe structure, and a side plate forming an inclination angle with a vertical shaft enhances the out-of-plane stability; the inclination angles of the steel bar web members are consistent with those of longitudinal ribs (trapezoidal ribs, closed inverted triangular ribs and the like) of the upper flange side plates and the profiled thin-bottom steel plates, so that line-surface contact welding is realized; the profiled thin-bottom steel plate is provided with longitudinal ribs and transverse ribs, so that the overall rigidity is improved; the lower chord steel bar adopts a double-layer design to strengthen node stress. According to the implementation method, industrial production is achieved through cold roll forming, automatic resistance welding and other processes. A traditional triangular truss is optimized into a trapezoid and four-side box type space structure, the bending rigidity is remarkably improved (the inertia distance between the upper flange and the profiling thin bottom steel plate is increased by 40% or above), the steel consumption is reduced by about 30%, the connection reliability is enhanced, meanwhile, the concrete consumption is reduced, the construction process is simplified, and the structure is suitable for various building scenes such as large span and heavy load.

The invention discloses a polyester fiber acoustical board with high yield strength. The polyester fiber acoustical board comprises a micro-perforated metal surface layer, a gradient density polyester fiber layer, a honeycomb metal framework layer and an elastic damping bottom layer which are sequentially stacked and fixed through mucilage glue from top to bottom. A vertically-distributed metal surrounding plate is arranged around the side edge of the micro-perforated metal surface layer, the metal surrounding plate and the micro-perforated metal surface layer are of an integrally-formed structure, and the gradient density polyester fiber layer and the honeycomb metal framework layer are wrapped by the metal surrounding plate. And the honeycomb metal framework layer is fixed with the adjacent upper and lower layers through mucilage glue, and is also fixed with the metal coaming through rivets. By means of the innovative composite lamination design, the strength defect of a traditional polyester fiber acoustic board is effectively overcome. The micro-perforated metal surface layer and the integrally formed metal coaming form a rigid outer frame, so that the internal fiber layer is protected from mechanical damage, and the overall flexural rigidity is remarkably improved through the bearing effect of the metal framework.

The invention relates to the technical field of constructional engineering equipment, in particular to a rigidity and energy dissipation adjustable composite energy dissipation bearing device which comprises a first connecting plate, a second connecting plate, a first damping part and a second damping part. The first damping piece is arranged on the first connecting plate on the column body in a friction sliding mode, and the second damping piece is connected between the beam body and the first damping piece in an included angle mode, so that the flexural rigidity of the beam-column joint can be effectively improved under the action of frequent earthquakes, and the initial rigidity and lateral displacement resistance of the structure are enhanced; the rigid response performance of the structure under the action of small earthquakes is improved; the second damping piece can adjust the energy dissipation path through the change of the included angle between the length direction of the second damping piece and the axis of the column body in the earthquake action process, the friction sliding mechanism of the first damping piece is matched, the energy dissipation capacity of the joint under the earthquake action is effectively improved, and therefore structural stress concentration is reduced, and structural damage is delayed. The structure is light in weight, convenient to install and wide in application range.

The invention discloses a method for rapidly evaluating the flexural rigidity of a bridge under vehicle-induced excitation, and belongs to the technical field of flexural rigidity evaluation of variable cross-section beams. The method comprises the following steps of: firstly, acquiring a bridge time-history response by adopting vehicle movement loading, separating a power component by utilizing a VMD method, then identifying a main frequency of an IMF component through FFT, removing the power component higher than a bridge fundamental frequency, and reconstructing a bridge actual measurement quasi-static time-history response; then, an axle effect in bridge actual measurement quasi-static time history response is eliminated, an influence line recognition model is established, and Tikhonov regularization is introduced to further solve a deflection influence line; then deriving an analytic solution of a deflection influence line of the variable cross-section continuous beam based on a virtual work principle, establishing a mathematical relationship between the flexural rigidity and the deflection influence line, and identifying the flexural rigidity of the bridge through the deflection influence line based on the mathematical relationship to obtain flexural rigidity distribution of the full bridge; finally, multiple evaluation indexes are defined and calculated, the bending rigidity distribution of the full bridge is comprehensively evaluated, and the method has the advantages of being good in engineering applicability and high in safety evaluation innovativeness.

The invention relates to a manufacturing process and equipment suitable for a small part split welding assembly, and belongs to the technical field of small part split welding assembly machining. According to the curvature radius, a plane area, a transition area and a corner area are divided, rhombic grids, gradually-changed rhombic grids and radial fan-shaped grid reinforcing ribs are arranged, the flexural rigidity of all the areas is improved in a targeted mode, and the machining precision of the small part split welding assembly is improved. The method comprises the following steps of: firstly adopting a laser scanner to detect the deformation quantity and dynamically applying reverse prestress in combination with a hydraulic compensation device so as to avoid local collapse or warping, then realizing quick remodeling of different products through a rotatable adaptive block and an elastic compensation mechanism, solving the problems of poor adaptability and large precision loss of a traditional rigid clamp, and finally detecting the deformation quantity by adopting the laser scanner. The defects that a traditional compensation device is slow in response and high in energy consumption are overcome, deformation is accurately corrected in real time, finally, the multi-axis linkage welding gun set is provided with an independent pressure sensor and temperature closed-loop control, it is ensured that welding pressure and temperature are stable, the problems of thermal deformation and insufficient welding in traditional welding are solved, and the overall precision is improved.

The invention belongs to the field of deep foundation pit intelligent supporting systems, and particularly relates to a deep foundation pit intelligent supporting system based on oblique beam grid and digital twinning and a collaborative construction method.The deep foundation pit intelligent supporting system based on oblique beam grid and digital twinning comprises an oblique beam grid supporting structure composed of two-way crossed steel oblique beams, and the outer layer of each steel oblique beam is a Q355B steel pipe with the thickness not smaller than 12 mm; the inclined beam is filled with ultra-high performance concrete with the compressive strength not smaller than 150 MPa, the inclination angle of the inclined beam ranges from 25 degrees to 60 degrees, and an MEMS micro-electro-mechanical system sensor is pre-buried at a node; and the digital twin platform integrates the geological BIM model and the LSTM neural network prediction model. The bending rigidity is improved through the oblique beam grid supporting structure and the concrete filled steel tube composite beam, the inclination angle ranges from 25 degrees to 60 degrees, force flow transmission is optimized, and micro-strain-level stress monitoring is achieved through the MEMS sensors embedded in the nodes. A digital twin platform and an LSTM model are fused with 12-dimensional parameters, the 72-hour deformation prediction error is smaller than or equal to 1.5 mm, and compared with a traditional experience algorithm, the precision is improved.

The embodiment of the invention discloses a method for determining the dynamic response characteristics of power equipment in a damaged state, and the method comprises the steps: obtaining the structural damping ratio and the jth flexural rigidity ratio of the power equipment, and the ground motion acceleration at the jth moment and the ground motion acceleration at the (j + 1) th moment, which are inputted from the outside, and then determining the natural vibration frequency according to the jth flexural rigidity ratio, determining an acceleration increment, a speed increment and a displacement increment according to the natural vibration frequency, the structural damping ratio, the seismic acceleration at the jth moment and the seismic acceleration at the (j + 1) th moment, and finally determining an acceleration response at the (j + 1) th moment, a speed response at the (j + 1) th moment and a displacement response at the (j + 1) th moment according to the acceleration increment, the speed increment and the displacement increment; and different devices can be finely reinforced, so that the structural layout and the material selection are optimized, the anti-seismic performance of the devices is improved, and the vibration amplitude and the damage degree of the devices in an earthquake are reduced.

The invention discloses a frame structure design method based on rigidity reduction. The method comprises the following steps that 1, rod end bending moments Mb and Mc and axial force Nc of frame beams and columns are obtained through calculation; step 2, obtaining actual reinforcement areas Asb0 and Asc0, section sizes and concrete strength of frame beams and columns; 3, the equivalent stiffness Kb1 of the frame beam is obtained through calculation according to the formula Kb1 = Mb0.75y / phi b0.75y; 4, the equivalent stiffness Kc1 of the frame column is obtained through calculation according to the formula Kc1 = Mc0.75y / phi c0.75y; 5, comparing the equivalent stiffness of the frame beam and the frame column with the initial flexural stiffness, and ending after the deviation is less than or equal to 15%; 6, calculating a shear force design value of the frame beam, calculating stirrups needing to be configured for the frame beam, and rechecking a shear-resistant section; and 7, calculating a shear force design value of the frame column, calculating stirrups needing to be configured for the frame column, and rechecking a shear-resistant section. Compared with the prior art, an overall calculation model of the frame structure is established, the real rigidity of a structural member is obtained through multiple iterations, section reinforcement is optimized, and the reinforcement amount is reduced; and the overall anti-seismic performance is improved.

The invention provides a method and a system for analyzing influence of local loading and unloading on deformation of an existing shield tunnel, and relates to the field of influence of foundation pit construction on the existing tunnel. The method comprises the steps that shield tunnel vertical additional stress caused by foundation pit excavation is calculated through a Mindlin stress solution; analyzing the influence of the longitudinal axial force on the flexural rigidity and shear rigidity of the circular seam joint, and dividing a joint deformation mode into three stages according to the relative magnitude of the axial force and the bending moment and the vertical displacement between rings; a tunnel displacement control equation is established based on a Winkler foundation model, loop iteration is conducted through a state space method, and the rigidity of a circular seam joint is dynamically adjusted to be matched with the final deformation mode of the circular seam joint; and finally, constructing a prediction system, and outputting a deformation value of the shield tunnel by inputting the number of iterations and parameters of a foundation pit, bolts, concrete and segments. By means of the method, deformation prediction of the existing shield tunnel can be achieved for foundation pit construction, an effective scientific basis is provided for foundation pit engineering construction, the problem that parameter decision of operators on a construction site is difficult is solved, and foundation pit engineering site construction is truly guided.

The present application provides a pre-stressed anti-vibration hammer and a pre-stress determination method and system, the pre-stressed anti-vibration hammer comprising a gapped steel strand, an assembly integrated hammer head and an anchoring clamp, wherein the gapped steel strand comprises a central layer round wire, a middle layer molded wire and an outer layer round wire from inside to outside; a gap is provided between the central layer round wire and the middle layer molded wire, and the gap is filled with a lubricating grease, such that the friction resistance between the central layer round wire and the middle layer molded wire is reduced, and pre-applying a stress to the central layer round wire is facilitated; the middle layer molded wire is of an arch structure, and the arch body structure increases the moment of inertia for a circle center, such that the bending rigidity of the steel strand is enhanced; and two ends of the central layer round wire are connected with the assembly integrated hammer head, the anchoring clamp is assembled in a hollow portion of one end of the assembly integrated hammer head away from the central layer round wire, and is configured to clamp the central layer round wire to which a target stress is pre-applied, a tensile stress generated by an impact load firstly counteracts the tensile stress generated between the outer layer round wire and a middle layer strand after the stress is pre-applied, and the bending rigidity of the steel strand can be increased.

A stabilizer clamp (20) for fastening a stabilizer rod (40) to a vehicle is disclosed. The stabilizer clamp (20) has a receptacle (22) for the stabilizer rod (40), wherein the receptacle (22) is formed as an intermediate space between two legs (24, 24a, 24b) for fastening the stabilizer clamp (20) to the vehicle and a bend (26) connecting the two legs (24, 24a, 24b). The stabilizer clamp (20) is made predominantly of plastic or predominantly of fiber-reinforced plastic. The arch (26) has, in an axially arranged sectional plane relative to the center of gravity of the sectional plane, a flexural rigidity with respect to a curvature about the axial axis of at least 35,000,000 Nmm2, wherein the sectional plane passes through a circle center (28) of the arch or a fictitious radial center of a stabilizer rod for whose diameter the stabilizer clamp (20) is designed.

The invention discloses a stay cable analysis digital twinborn model construction method, which comprises the following steps of: constructing a stay cable space three-dimensional vibration motion partial differential equation based on a material linear elasticity hypothesis and a double-coordinate system theory, and setting boundary conditions and initial conditions of the stay cable space three-dimensional vibration motion partial differential equation; a Galerkin multi-mode truncation method is adopted to obtain a displacement function of superposition of an end displacement excitation item and a vibration mode item; deducing a three-way strong coupling ordinary differential equation set through symbolic operation, and solving by using a step-variable Runge-Kutta algorithm to obtain a stay cable analysis digital twin model with stable parameters; structural response data are obtained through the sensor network and calculated, and when the obtained cable force, flexural rigidity and damping ratio exceed threshold values, a model updating mechanism is triggered for updating; and then the updated stay cable analysis digital twin model is obtained. According to the method, the real dynamic characteristics of the stay cable can be restored with high precision, and effective support is provided for structural state evaluation and early warning.

The invention discloses a steel frame structure damage identification method and system based on damage morphological parameters, and the method comprises the steps: obtaining the relation between the damage degree and the reduction of an elastic modulus according to a steel damage test; the nondestructive height ratio, the average loading elastic modulus and the damage model of the damaged section are determined through the section damage morphological parameters; according to the steel member section damage model, the damage section distribution and the steel member deflection deformation value, a damaged steel member damage model expressed by damage form parameters is constructed, and the corresponding residual bearing capacity and flexural rigidity of the steel member are obtained; according to the section of the damaged steel frame structure and the steel member damage model, the mechanical relation between the damage degree and the bearing capacity of the steel frame structure is obtained, the damage model of the steel frame structure is constructed, and the damaged steel frame structure damage identification method is provided. And judging whether the residual bearing capacity and rigidity of the damaged steel frame structure can meet the stress requirements or not. The method is applicable to safety and reliability evaluation of any steel frame structure.

The invention relates to a construction method for reinforcing a landslide through prefabricated high-bending-resistance anti-slide piles, and belongs to the technical field of slope reinforcing engineering. In order to solve the problems that a traditional anti-slide pile is insufficient in flexural rigidity and difficult to reinforce after construction, the I-shaped anti-slide pile structure is adopted and is formed by connecting an upper wing plate pile, a lower wing plate pile and a web pile through a mortise and tenon joint structure, and the flexural rigidity is 3.69 times and 4.15 times that of a square pile and a round pile respectively. During construction, the upper wing plate piles are firstly driven to penetrate through the sliding surface, then the unit piles are formed through mortise and tenon connection of the web piles and the lower wing plate piles, and the continuous underground diaphragm wall is formed by repeatedly driving and utilizing the side mortise and tenon structures of the adjacent pile bodies. Water-absorbent resin (the water absorption rate is larger than or equal to 80 g / g) is smeared at the mortise and tenon joint, the functions of sealing and reducing the pore water pressure are achieved, and the slope stability is improved. The anti-slide pile is suitable for landslide reinforcement of soft soil and complex stratums, modular expansion construction can be achieved, adaptability is high, and the mechanical property and engineering applicability of the anti-slide pile are effectively improved.

The utility model belongs to the technical field of steel structures, and particularly relates to I-shaped steel for a bridge, which comprises an I-shaped steel body, a plurality of holes are uniformly distributed on a web of the I-shaped steel body, and foamed aluminum is filled in each hole. A plurality of reinforcing ribs are further arranged on a web of the I-shaped steel body, the reinforcing ribs and the holes are distributed in a staggered mode, every two adjacent I-shaped steel bodies are connected through a connecting mechanism, the holes are of a hexagonal structure and evenly divided into a plurality of groups, and the multiple groups of holes are evenly distributed in the length direction of the I-shaped steel body. The plurality of groups of holes and the plurality of reinforcing ribs are alternately distributed; according to the utility model, the plurality of holes are formed in the I-shaped steel body, and the foamed aluminum is filled in each hole to form a'metal framework + core material 'composite structure, so that compared with a solid web, the weight is reduced by 25%-30%, and the flexural rigidity is improved at the same time; the adjacent I-shaped steel is connected through the connecting mechanism, and detachable connection is achieved.

The sandwich panel of the present invention comprises: a foamed molded body; a first thermoplastic continuous fiber reinforced woven body fused to an upper portion of the foamed molded body; a second thermoplastic continuous fiber reinforced woven body fused to a lower portion of the foamed molded body; and one or more composite material bars embedded in the foamed molded body. The sandwich panel exhibits excellent rigidity (flexural strength, flexural rigidity, and maximum deflection), lightweight properties, and the like.

This invention discloses a method, system, equipment, and storage medium for calculating the deformation of a pipe-jacking structure considering the soil resistance between the pipe and culvert. The method includes the following steps: S1. Simplifying the pipe-jacking structure as an elastic thin plate, and further simplifying the problem to the deformation of an elastic thin plate with fixed opposite sides and simply supported opposite sides under a uniformly distributed load on a Winkler elastic foundation, obtaining the differential equation of the bending surface of the thin plate on the Winkler elastic foundation and the expression for the boundary conditions of the thin plate; S2. Determining the elastic modulus when the pipe-jacking structure is simplified to an elastic thin plate, and calculating the bending stiffness D of the pipe-jacking structure; S3. Solving the differential equation of the bending surface of the thin plate on the Winkler elastic foundation using a hybrid solution method combining trigonometric series and the force method, obtaining the deflection formula of the elastic thin plate placed on the elastic foundation under a uniformly distributed load. This invention can accurately predict the deformation of pipe-jacking structures.

The present invention discloses a calculation method for the equivalent flexural stiffness of a shield tunnel reinforced by synchronous grouting, including: 1) establishing a finite element calculation model of the shield tunnel considering the effect of synchronous grouting; 2) conducting stress-strain analysis at the segment joints of the shield tunnel and establishing a stress-strain equilibrium differential equation; 3) deriving the theoretical solution of the equivalent flexural stiffness of the shield tunnel under the action of synchronous grouting based on the principle of similar triangles and the definition of the equivalent flexural stiffness of the shield tunnel; 4) quantifying the synchronous grouting sensitive parameters and the equivalent flexural stiffness as a relationship matrix through calibration β , α , Z , and analyzing the influence of the thickness of the synchronous grouting layer, the elastic modulus of the grout, and the curing time on the equivalent flexural stiffness of the shield tunnel. The method of the present invention can quickly calculate the equivalent flexural stiffness of the shield tunnel reinforced by synchronous grouting while ensuring the accuracy of the calculation results, and can be widely applied to the reinforcement projects of shield tunnels, providing guidance for the design of shield tunnels reinforced by synchronous grouting.

The invention discloses a shield tunnel segment joint U-shaped active reinforcing structure and a construction method, the structure comprises a longitudinal preformed groove, an annular load-bearing steel bar, a connecting plate, a door-shaped clamping seat, a U-shaped reinforcing member and filling mortar, the U-shaped reinforcing member comprises a horizontal tensile plate, a fixing plate and a positioning plate, and the door-shaped clamping seat comprises a bottom plate, a side plate and a supporting end. The invention provides an active reinforcement measure for the segment joint, which is used for actively reinforcing the segment joint in a high-risk area of shield tunnel construction and preventing sudden damage accidents of the shield tunnel caused by damage of the segment joint, and the segment joint reinforcement structure not only can be mounted on the inner cambered surface of a shield tunnel segment lining, but also can be mounted on the inner cambered surface of the shield tunnel segment lining; the reinforcing structure can be installed on the outer arc face of a shield tunnel segmental lining and can also be installed on the outer arc face of the shield tunnel segmental lining, the reinforcing structure is connected with the segmental annular load-bearing steel bars in a welded mode through the connecting plates, and the ultimate bearing capacity and the bending rigidity of a segmental connector can be greatly improved.

The invention discloses a large-diameter slide-resistant pile double-layer reinforcement cage and a construction method thereof. The reinforcement cage comprises a concrete outer layer, outer longitudinal bars, middle-layer reinforcing stirrups, inner longitudinal bars, inner reinforcing stirrups, triangular supports, first corner joints and second corner joints. An inner cavity is formed in the concrete outer layer, outer longitudinal bars are evenly arranged in the inner cavity in the circumferential direction, and spiral outer stirrups are arranged on the outer walls of the outer longitudinal bars. Structural design is adopted, a closed-loop three-dimensional truss supporting system is constructed through the spiral outer stirrups, the middle-layer reinforcing stirrups, the inner reinforcing stirrups and the triangular supports, the outer longitudinal bars and the inner longitudinal bars are integrated into a high-strength overall framework, and the bending rigidity and the deformation resistance of a cage body are remarkably improved; the stress of the 41-ton cage body in the whole process of transportation, hoisting and concrete pouring can be effectively dispersed, structural damage to the long-size cage body is avoided, and the structural form of the device is compatible with the construction sequence that the outer cage is hoisted downwards first and then the inner cage is hoisted upwards, and the inner cage is connected upwards and then the outer cage is constructed.

The present invention discloses an annular cylindrical workpiece, a polishing platen, a polishing device, and a method for controlling a polishing surface profile. The method comprises: an expansion chamber disposed between a support plate and a polishing plate; one end of the expansion chamber is connected to a pressure control source; the pressure control source varies an output load based on the axial length of an outer wall of the expansion chamber, the bending stiffness of the outer wall, the wall thickness of the outer wall, the elastic modulus of the outer wall, and the Poisson's ratio, thereby varying the deflection of the outer wall; the outer wall of the expansion chamber is configured to transmit a torque to the polishing plate when the deflection increases, thereby deforming the polishing surface profile of the polishing plate. The present invention achieves the technical effect of reducing the difficulty of controlling the polishing surface profile while improving the accuracy of controlling the polishing surface profile.

The present invention discloses a truss-combined steel-concrete cylindrical wind power foundation, which includes a steel-concrete cylinder skirt; above the steel-concrete cylinder skirt, a reinforced concrete beam system structure is cast and provided; at the top center position of the reinforced concrete beam system structure, a vertically distributed steel-concrete vertical transition section is fixedly connected; the top of the steel-concrete vertical transition section is connected to the bottom of the steel vertical transition section; the steel-concrete vertical transition section and the steel vertical transition section are hollow cylindrical structures with a truss structure built therein; the top of the steel-concrete vertical transition section is open; both the upper and lower ends of the steel vertical transition section are open; the central points of the steel-concrete cylinder skirt, the steel-concrete vertical transition section, the steel vertical transition section and the truss are located on the same central axis. The truss-combined steel-concrete cylindrical wind power foundation disclosed by the present invention can meet the installation requirements of large-megawatt wind turbines in deep water areas, and has relatively high flexural stiffness and good anti-overturning ability.

The application provides a short cable force and stiffness meta-heuristic intelligent identification method considering bending stiffness, and belongs to the field of bridge structure health monitoring and parameter identification. First, based on the measured vibration frequency of the cable structure, the initial value range of the cable force and the bending stiffness is determined by using a simplified analytical model; then a parameter space is constructed within the range, and candidate parameter combinations are generated by random sampling or distribution sampling; the corresponding theoretical frequency is calculated based on the W-W algorithm; the data items of the loss function between the measured frequency and the theoretical frequency are constructed, and the physical loss items of the loss function are constructed by using the vibration differential equation; the parameter inversion is carried out by combining global search and local optimization, and the adaptive interval contraction strategy is introduced to improve the calculation efficiency and the identification accuracy; finally, the optimal cable force and bending stiffness parameters are obtained. The method does not need to rely on the initial accurate parameters, has high robustness and engineering applicability, and can significantly improve the identification accuracy of the cable force and the stiffness.

The invention discloses an inner flange single-pipe tower local anti-bending and anti-shearing rigidity reinforcing device and method.The reinforcing device comprises an upper circular channel steel, a lower circular channel steel, structural ribs, an inner flange reinforcing rib connecting structure and a fixed prestress spring structure; the upper circular channel steel and the lower circular channel steel are connected through structural ribs; fixed prestressed spring structures are arranged in grooves of the upper circular channel steel and the lower circular channel steel; inner flange reinforcing rib connecting structures are arranged at the bottom of the upper circular channel steel and the top of the lower circular channel steel; the upper circular steel channel and the lower circular steel channel are each formed by splicing two C-shaped steel channels, and the two C-shaped steel channels are fixed through circumferential gap filling rubber. By means of the design, on the basis that the external structure of the inner flange single-pipe tower is not changed, the bending rigidity of the local dangerous section is improved, the shearing force of the dangerous section is reduced, and then the technical effect of enhancing the strength of the flange plates of the two-section single-pipe tower is achieved.

This invention discloses an XIE beam, comprising a box girder body, which is formed by an upper panel (1), a left web (2), a lower panel (3), and a right web (4). Inside the box girder body are scissor bracing plates (6) and horizontal steel plates (5). The two ends of the horizontal steel plates (5) are connected to the longitudinal midpoints of the left web (2) and the right web (4), respectively. The midpoint of the scissor bracing plates (6) is located at the transverse midpoint of the horizontal steel plates (5). The upper ends of the scissor bracing plates (6) are connected to the longitudinal 1 / 4 points of the left web (2) and the right web (4), respectively, and the lower ends of the scissor bracing plates (6) are connected to the longitudinal 3 / 4 points of the left web (2) and the right web (4), respectively. Compared to traditional box-section beams of the same area, the XIE beam significantly increases the bending stiffness EI without causing web instability.

The utility model relates to a bridge large cantilever flange plate reinforcing and supporting structure which comprises a bridge body and a cantilever arranged on one side of the bridge body. A light-weight supporting mechanism used for supporting the cantilever is arranged between the bottom of the cantilever and one side of the bridge body, the L-shaped supporting frame and the inclined supporting inclined rod form a triangular stable system, when the cantilever bears a vertical load, the load is transmitted to the bridge body through the supporting frame, the supporting inclined rod provides horizontal resistance, the bending moment of the root of the cantilever is remarkably reduced, and the stability of the cantilever is improved. Due to the high strength of the aluminum alloy material and the filling of the foam core material, it is ensured that the structure has enough flexural rigidity on the premise of light weight, local buckling is avoided, the supporting inclined rods are inserted into the corresponding mounting grooves of the supporting frame for positioning through the upper mounting base and the lower mounting base, final fixing is completed through the limiting pieces, and when the mounting bolts are screwed into the limiting sleeves, the supporting inclined rods are fixed. The sleeve presses the mounting base to be tightly attached to the mounting groove to form rigid connection, welding is not needed through the design, the pre-tightening force of the bolt is adjustable, and different load requirements are met.