93 results about "Horizontal shear" patented technology

The application relates to an anti-seismic building pile foundation, and relates to the technical field of building pile foundations. The anti-seismic building pile foundation comprises a base body, the outer side of the base body is provided with a plurality of main support columns, a plurality of grooves are formed in the outer side surface of the base body and are fixedly connected with first fixing shells, one end of each main support column is fixedly connected with a first fixing block, the first fixing blocks are arranged in the first fixing shells respectively, and a secondary support column is arranged on the side surface of each main support column. Compared with a traditional single columnar pile foundation, the anti-seismic building pile foundation can disperse seismic loads in multiple directions, can transmit transverse seismic forces to a wider soil area through multiple levels of support, and can solve the problems that the anti-seismic building pile foundation with a single columnar structure has limited horizontal shear resistance, is prone to pile body fracture and inclination under the action of strong seismic loads, and the problems are more prominent, especially in soft soil foundations or high-intensity seismic areas.

The invention relates to the technical field of wind power generation tests, and discloses a wind power tower load loading test device and an evaluation system.The wind power tower load loading test device comprises a test bed, a loading structure and a load actuation structure; by arranging the loading structure and the load actuating structure, vertical axial force, bending moment, horizontal shearing force and torque can be applied to a test piece at the same time, and the test device is closer to the actual stress working condition compared with a traditional loading mode, so that the accuracy and reliability of test data are improved; the first actuator is arranged perpendicular to the upper end face of the loading piece so as to simulate the axial load and bending moment effect borne by the wind power tower in the operation process. The second actuator is arranged perpendicular to the side face of the loading part so as to apply shearing force and torque, multi-dimensional combined loading is achieved, and mechanical property analysis of complex load combination is facilitated; the loading mode is controlled through the actuator, the controlled and accurate load applying process is achieved, manual intervention is reduced, and the test efficiency and consistency are improved.

The invention discloses an X-ray three-dimensional imaging-based II-type and III-type crack in-situ testing device and method, belongs to the technical field of crack in-situ testing, and solves the problem that an existing crack in-situ testing device only tests I-type cracks and cannot test II-type and III-type cracks. The device comprises a tension-compression fatigue testing machine, a clamp main body and an X-ray monitoring assembly. Through the collaborative design of the translation reversing mechanism, the rotary reversing mechanism and the reversing switching piece in the clamp main body, the single vertical motion of the loading rod piece can be flexibly converted into horizontal shearing motion for testing type II cracks or rotary motion for testing type III cracks; therefore, in-situ testing of three basic crack types by one device is realized, the application range of the device is greatly expanded, the testing efficiency is improved, and a key experimental tool is provided for studying fatigue fracture behaviors of materials under multi-mode loads.

The invention discloses a method for calculating horizontal bearing deformation of a pile bucket foundation based on a multi-spring model. The method comprises the following steps: determining geometric parameters, soil body parameters and load parameters of the pile bucket foundation; according to a pile barrel foundation structure, foundation segmentation treatment is conducted, and the foundation is divided into a barrel reinforcing section and a barrel non-reinforcing section; establishing four spring models of the pile barrel foundation; determining the position of the rotation center; establishing and discretizing a control equation; and carrying out nonlinear equation set solution, and outputting a converged load-displacement curve and other distribution maps through iterative solution. According to the method, the p-y springs, the side impedance torque springs, the foundation anti-torque springs and the foundation horizontal shear springs are introduced, foundation failure modes and soil body constraint conditions under different pile barrel combinations can be fully considered, and the accuracy of calculation of the horizontal bearing deformation parameters of the pile barrel foundation is ensured.

The utility model relates to a transverse impedance multidirectional damping steel spring device which comprises a spring outer sleeve (1), a steel spring (5) and a spring inner sleeve, the spring inner sleeve comprises a spring inner sleeve cover (2) and a spring inner sleeve base (6), and a transverse impedance elastic body (3) for transverse limiting is arranged between the spring outer sleeve (1) and the spring inner sleeve base (6). Compared with the prior art, three-direction damping amplification is adopted, besides the main vibration isolation direction, the stability and vibration in the direction perpendicular to the main vibration isolation direction of the spring can be controlled, and meanwhile the problem that the spring is subjected to transverse shearing dynamic load to cause fatigue fracture and failure of the spring is solved; therefore, the transverse stability and reliability are improved, and the service life of parts is prolonged.

The application discloses a strong node connecting structure system of a fabricated concrete structure, relates to the technical field of building node connecting, and comprises a foundation column connecting assembly fixedly installed at the end of a foundation assembly, a column connecting assembly fixedly installed at the end of a column assembly, a beam connecting assembly fixedly installed at the end of a beam assembly and a beam-column node connecting assembly, the foundation column connecting assembly is fixedly connected with the column connecting assembly, the column connecting assembly is fixedly connected with the beam-column node connecting assembly, and the beam connecting assembly is fixedly connected with the beam-column node connecting assembly. The square tube of the foundation column connecting assembly and the beam-column node connecting assembly is provided with a spline piece, which can effectively resist horizontal shear stress and seismic force; the beam connecting assembly and the secondary beam connecting assembly adopt a first upper connecting plate, a first middle connecting plate and a first lower connecting plate in a upper-middle-lower separated mode, and when the main beam and the secondary beam are subjected to tension at the upper part and compression at the lower part, the main beam and the secondary beam can bear load bending moment and resist torsional deformation.

The utility model discloses an anti-pulling and non-shearing connecting structure of a disassembly-free bottom die steel bar truss floor support plate, which comprises a disassembly-free template and a steel bar truss arranged on one side of the disassembly-free template, and further comprises a connecting piece, the connecting piece is respectively connected with the steel bar truss and the disassembly-free template, the connecting piece is rigidly connected with the steel bar truss, and the connecting piece is connected with the disassembly-free template. The connecting piece is flexibly connected with the non-dismantling formwork in the direction parallel to the plane where the non-dismantling formwork is located, and is rigidly connected with the non-dismantling formwork in the direction not parallel to the plane where the non-dismantling formwork is located. According to the utility model, the disassembly-free bottom die can be effectively prevented from cracking under the action of horizontal shearing force, and the durability is improved.

The invention relates to a rock high-frequency multi-surface direct shear test system and a rock high-frequency multi-surface direct shear test method considering fluid-solid coupling, and relates to the field of rock mechanics and seepage mechanics. Comprising a true triaxial loading frame which is used as a supporting frame of a test system and is used for clamping a sample and realizing a true triaxial stress state; the shear loading device is arranged in the true triaxial loading frame and is used for independently applying a horizontal shear load; the seepage module is connected with the true triaxial loading frame and is used for feeding fluid into the surface of the sample; the high-frequency dynamic disturbance device is arranged in the true triaxial loading frame and is used for applying a disturbance load; the data acquisition system is used for monitoring and recording stress, strain, displacement, acoustic emission signals and seepage parameters in the test process in real time; and the servo control system is used for coordinating and controlling static loading, shear loading, seepage and high-frequency dynamic disturbance processes. The invention provides a test system and method capable of comprehensively considering a fluid-structure interaction effect, high-frequency disturbance and multi-surface direct shear loading so as to overcome the defects in the prior art.

A method, system, device, and readable storage medium for predicting leading-edge bulging cracks are disclosed, relating to the field of geological disaster monitoring and early warning. Specifically, the method includes determining the active thrust of the landslide on the leading edge based on the landslide mass weight, sliding surface dip angle, seepage hydrodynamics, and additional thrust, wherein the additional thrust is generated by external dynamic disturbance. When the detected active thrust is not less than the passive earth pressure limit, the target vertical bulging displacement is determined based on horizontal shear displacement, maximum dilatation angle, geometric correction factor for shear zone thickness, hydraulic correction factor, initial effective stress, real-time effective stress, and dilatation angle stress sensitivity factor. The predicted leading-edge bulging crack result is determined based on the target vertical bulging displacement and the predicted vertical bulging displacement. This application can improve the accuracy and applicability of leading-edge bulging crack prediction.

This invention discloses a prefabricated staircase and its construction method, relating to the field of prefabricated building construction technology. By setting up the staircase body and two anchoring structures, under normal use, the anchoring structures provide sufficient vertical bearing capacity and horizontal shear resistance, ensuring the overall stability of the staircase. In the event of sudden disasters such as earthquakes, due to the presence of through-type anchor bodies within the anchor holes, when the stair slab participates in resisting lateral forces in the main structure, the shear force is mainly distributed to the load-bearing beam through the anchor bodies in the anchor hole area, rather than concentrated at the single lap interface between the stair slab and the load-bearing beam. This effectively avoids concentrated shear failure caused by the short column effect at the stair slab ends due to abrupt changes in stiffness, reducing the risk of brittle shear failure of the stair slab, thereby protecting the prefabricated staircase components from severe damage. The staircase is less prone to overall collapse or severe displacement, which helps maintain the relative unobstructed escape route during earthquakes and increases the possibility of safe evacuation.

The invention discloses a lift-off support structure, and relates to the technical field of supports. According to the main technical scheme, the lifting-off device comprises a lifting-off buckle cover, a lifting-off screw rod, a first plate body, a lifting-off clamping tenon and a supporting column body, wherein a lifting-off clamping groove is formed in one side of the lifting-off buckle cover; the lift-off screw rod is arranged on one side of the lift-off buckle cover; the first plate body is oppositely arranged on one side of the lift-off buckle cover, and the first plate body is connected to the lift-off screw rod in a sliding manner; the lift-off clamping tenon is arranged on the first plate body in a penetrating mode, and the lift-off clamping tenon is connected to the lift-off clamping groove in a sliding mode. The supporting column body is arranged on the side, away from the lift-off buckle cover, of the first plate body, and the supporting column body is connected to the lift-off clamping tenon. When an earthquake occurs, the lift-off clamping tenon is attached to the groove wall of the lift-off clamping groove. At the moment, the lift-off clamping tenon and the lift-off screw rod transmit horizontal shearing force together. The aims of reducing the fracture risk of the lifting screw rod, prolonging the service life of the lift-off support structure and improving the structural stability are expected to be achieved.

The utility model relates to the technical field of vibration isolation of constructional engineering, in particular to a support suitable for horizontal vibration isolation and vertical isolation of subway vibration, which comprises a platform upper connecting plate, a horizontal vibration isolation support arranged on the platform upper connecting plate, a vertical vibration isolation support, a horizontal anti-rotation system and a platform lower connecting plate, the vertical vibration isolation support comprises an upper cover barrel and an elastic element connected with the upper cover barrel, the top of the upper cover barrel is connected with the bottom of the platform upper connecting plate, the lower end of the elastic element is connected with the platform lower connecting plate, and the two ends of the horizontal anti-rotation system are connected with the platform upper connecting plate and the platform lower connecting plate respectively. The horizontal anti-rotation system is arranged on the periphery of the vertical vibration isolation support, the horizontal anti-rotation system can change along with compression or stretching of the vertical vibration isolation support, the horizontal vibration isolation support and the vertical vibration isolation support are connected in series, and meanwhile the horizontal anti-rotation system is arranged on the periphery of the vertical vibration isolation support. When the horizontal shear displacement of the horizontal shock insulation support occurs, the support disclosed by the utility model does not rotate as a whole.

The application relates to a kind of anti-interference decoupling switching integrated devices for wind power tower cylinder bending shear torsion test loading, including counterforce wall, support, counterforce column, counterforce longitudinal beam, counterforce crossbeam and four actuators, the top end of tower cylinder fixed on support is connected to loading beam through switching device, first actuator applies axial load to tower cylinder through loading beam and switching device, second, third actuator applies bending moment to the end of tower cylinder through loading beam and switching device, fourth actuator cooperates with connecting piece, horizontal shear and torque are applied to the end of tower cylinder through rectangular steel plate connected switching device, realize the decoupling of various types of load application, ensure test accuracy;The device can truly simulate the load condition of tower cylinder section, and can also transmit axial force, bending moment, shear and torque to wind power tower through loading beam, effectively solve the influence of horizontal displacement and torsional deformation on loading in the process of horizontal and vertical load coupling loading in wind power tower composite load simulation test.

The invention discloses a rock-fill particle cyclic shear test system and test method, and relates to the technical field of shear tests, the rock-fill particle cyclic shear test system comprises a test frame, a shear box assembly, a vertical loading device, a horizontal shear device and a data acquisition system. By adopting a rolling shaft structure, friction interference can be reduced, constant vertical stress can be accurately applied by combining the synergistic effect of a high-precision hydraulic pusher and a force transmission plate in the vertical loading device, and the horizontal shearing device can be used for shearing a workpiece through a second hydraulic pusher and a third hydraulic pusher. Dynamic simulation of a horizontal cyclic shear load under a complex stress path is realized, mechanical response of a rockfill body in an actual working condition is completely restored, a data acquisition system integrates a three-dimensional shear force sensor, a laser displacement sensor and a high-speed camera unit, a stress-displacement evolution process and particle motion mesoscopic characteristics can be synchronously captured, and the mechanical response of the rockfill body in the actual working condition is completely restored. And multi-dimensional coupling analysis can be realized in cooperation with a data processing terminal.

The utility model discloses a water turbine guide vane middle sleeve pressing plate device capable of preventing a bolt from being broken, which comprises a whole circular ring pressing plate (2) formed by combining two semicircular ring pressing plates (1), the whole circular ring pressing plate (2) is provided with fixing bolt holes (3) which are uniformly distributed and staggered with a splicing sectioning line of the two semicircular ring pressing plates (1), and each semicircular ring pressing plate (1) is provided with four fixing bolt holes (3). Fixing bolt holes (3) are formed in the two semicircular pressing plates (1), the fixing bolt holes (3) in the two semicircular pressing plates (1) are symmetrically formed relative to a splicing sectioning line, detachable fixing bolts (4) are arranged in the fixing bolt holes (3), four sets of limiting grooves (5) which are evenly distributed are formed in the outer edge of the whole circular pressing plate (2), the transverse sections of the limiting grooves (5) are semicircular, and special pins (6) for supporting the whole circular pressing plate (2) in the radial direction are arranged on one sides of the limiting grooves (5). Horizontal shearing force borne by the fixing bolts can be reduced, and the situation that the pressing plate bolts are broken is avoided.

The utility model discloses a novel damping device for an elevator main engine, which belongs to the technical field of damping devices and comprises a support component, the support component comprises a first support plate, a spherical hinge support plate is integrally arranged above the first support plate, a spherical core is hinged inside the spherical hinge support plate, and a second support plate is arranged above the spherical hinge support plate. A second support plate is integrally arranged at the top of the ball core; a plurality of groups of belleville springs are connected between the first support plate and the second support plate; and the honeycomb base plate is connected to the upper surface of the second support plate, and the center of the honeycomb base plate is fixedly connected with a threaded connecting rod. Three-degree-of-freedom bearing is achieved through the supporting assembly, vertical pressure, horizontal shearing force and torsional moment are borne at the same time through cooperation of a ball core and a sliding interface, a three-dimensional stress system is formed, meanwhile, load uniformization is achieved, stress distribution is uniform through the spherical surface contact design, and local stress concentration is avoided.

The invention relates to coarse-particle soil direct shear and repeated shear test equipment and a test method, and relates to the field of soil mechanics test equipment. According to the technical scheme, the friction detection and rolling mechanism outputs horizontal shearing force through the horizontal servo motor, the shearing force deducts extra friction force generated by related rolling parts through the friction sensor, and the reliability of test data is improved; the V-shaped embedded guide rail is matched with the V-shaped bearing seat, so that chipping abrasion is avoided, the shearing box mechanism is limited to only do one-way reciprocating motion, lateral movement deflection is prevented, vertical stress uniformity is guaranteed, the service life is prolonged, the maintenance cost is reduced, and automatic alignment can be achieved to improve efficiency; the conveying mechanism provides power and is matched with a motor and the like to achieve automatic operation, labor intensity and cost are reduced, and the automation degree is high; the shearing box mechanism in modular design is convenient to maintain, sample loading boxes of different specifications and types can be replaced, subsequent maintenance is facilitated, and the experiment efficiency and the resource utilization rate are improved; the lifting foot margin mechanism is convenient to install, and a fixed floor does not need to be transformed.

The invention provides a calculation optimization method for an arch and cross beam combined section of a separated steel truss girder arch bridge, and belongs to the technical field of civil engineering, and the method comprises the following steps: determining a shear-resistant section according to the arch and cross beam combined section structure and a force transmission path, and determining main shear-resistant plates and welding seams; setting constraint conditions, and calculating to obtain vertical and horizontal shear forces of the shear-resistant section; solving the shear stiffness of a shear resistant plate and a welding seam by utilizing a shear stiffness calculation formula of a connecting plate of the arch and the cross beam and the welding seam after correction, and distributing shear force to calculate the force transmission of the plate and the welding seam; calculating the average shear stress of the force transmission plate and the weld joint, constructing a shear stress function, and calculating the maximum shear stress; introducing a strength check coefficient to judge a shear stress result, and optimizing the thickness of a combined section plate and the number of partition plates to obtain a structure optimization scheme; the method solves the problems that an existing arch and cross beam combined section optimization calculation method is huge in workload, complex in process and long in structure checking calculation time.

The present invention discloses an assembled exterior wall bridge waterproof and shear-resistant structure and construction method, comprising an exterior wall body and precast concrete components, wherein the precast concrete components include an upper precast component and a lower precast component, wherein the upper precast component is inlaid with a receiving groove on the side near the lower edge, and the lower precast component is inlaid with a closing groove on the side near the upper edge, wherein the receiving groove and the closing groove are located in the same vertical plane, and a waterproof fiber cloth is provided inside the receiving groove, with one end of the waterproof fiber cloth located inside the closing groove; a shear key is provided between the upper precast component and the lower precast component, wherein a through hole is provided in the middle of the shear key, and a grouting channel is provided above the shear key on the upper precast component. The present invention effectively enhances the anti-seepage ability at the concrete connection interface, enhances the vertical component connection and the horizontal shear resistance, and has a simple construction method, which is convenient for large-scale application.

The present invention discloses a greenable assembled retaining wall and a structural design method thereof. The greenable assembled retaining wall consists of a main wall, a foundation cushion layer and a drainage filling layer behind the wall, and the main wall is composed of standard concrete blocks stacked and assembled. The present invention is suitable for an assembled construction method and has an ecological greening function, and is suitable for urban road slope protection and ecological construction. The structural design method of the greenable assembled retaining wall comprises calculating the earth pressure on the greenable assembled retaining wall, preliminarily formulating the design parameters of the greenable assembled retaining wall, overall anti-slip stability verification, overall anti-overturning stability verification and foundation bearing capacity verification, anti-horizontal shear bearing capacity verification, local anti-overturning stability verification, block compression verification, determining retaining wall design parameters and formulating the stacking method of the standard concrete blocks. The theory based on this method is reasonable and the calculation process is simple, and the method can be used to guide the structural design of the greenable assembled retaining wall.

The application relates to a skate and a method for determining the friction coefficient of the skate. The skate comprises a shoe body, a blade, an upper connecting piece, a lower connecting piece and a sensor. The shoe body is connected with the upper connecting piece, and the blade is connected with the lower connecting piece. The sensor is located between the upper connecting piece and the lower connecting piece and is connected with the upper connecting piece and the lower connecting piece. The sensor is used for acquiring and sending the horizontal shear force and the vertical normal pressure between the upper connecting piece and the lower connecting piece. The sensor connected between the upper connecting piece and the lower connecting piece of the skate can acquire and send the horizontal shear force and the vertical normal pressure between the upper connecting piece and the lower connecting piece, and the friction coefficient between the skate and the ice surface can be calculated according to the horizontal shear force and the vertical normal pressure, so that the technical problem that the existing testing instrument cannot measure the friction coefficient between the skate and the ice surface in a dynamic process is solved. Meanwhile, the skate has the characteristics of simple structure, compactness and convenience in wearing.

The application discloses a kind of wood construction ancient building horizontal bearing stability evaluation method, comprising: step one, the mechanical property parameters of each wood component in wood construction ancient building are obtained;Step two, the three-dimensional entity geometric model of wood construction ancient building without column geometric defect is constructed;Step three, the measured inclination of each column in wood construction ancient building is measured;Step four, the mechanical simulation analysis model of wood construction ancient building without column geometric defect is established;Step five, the geometric defect of wood construction ancient building due to deterioration damage or / and external load action is simulated;Step six, the horizontal shear value of each column in wood construction ancient building is obtained;Step seven, column applies horizontal shear value, the stress state of wood construction ancient building is simulated;Step eight, the V j -U j Relationship curve of each column is drawn;Step nine, wood construction ancient building horizontal bearing stability index β v The application solves the technical problems that the traditional evaluation method is difficult to operate, has no quantitative index and is unsafe.

The present application relates to a VTI medium shear wave anisotropy parameter estimation method based on seismic shear wave inversion. It includes obtaining seismic shear wave data and well logging data; determining shear wave anisotropy parameter well data according to the well logging data; determining VTI medium shear wave inversion initial model according to the seismic shear wave data and the shear wave anisotropy parameter well data; determining synthetic data according to the VTI medium shear wave reflection coefficient improved approximate equation; determining the objective function according to the seismic shear wave data, the synthetic data and the VTI medium shear wave inversion initial model; determining the VTI medium shear wave inversion result by using the objective function; and determining the VTI medium shear wave anisotropy parameter according to the VTI medium shear wave inversion result. The present application inverses the shear wave impedance and the horizontal shear wave velocity, and obtains the relationship between the shear wave impedance and the vertical shear wave velocity according to the well logging data, so as to estimate the shear wave anisotropy parameter, and effectively realize the seismic shear wave inversion for anisotropic medium.

The invention provides a multi-spring analysis method for horizontal bearing deformation of a large-diameter foundation of an offshore wind turbine. The multi-spring analysis method comprises the following steps that the geometric dimension and material attributes of the large-diameter single-pile foundation are determined; determining mechanical parameters of a soil body; bending deformation of a pile body is regarded as an Euler-Bernoulli beam problem, and the pile body is discretized through a finite element method; deriving an element stiffness matrix on the basis of an Euler-Bernoulli beam theory; a transverse soil spring is arranged at a node, and the tangent rigidity is calculated by adopting a hyperbolic p-y curve; a rotary spring is arranged to simulate pile-soil interface rotation damping, and a nonlinear m-theta curve is adopted; a pile bottom horizontal shearing force spring and a pile bottom bending moment spring are arranged, and a hyperbolic curve type relation is adopted; and assembling a global stiffness equation, and carrying out iterative solution by using Newton-Raphson. According to the method, the nonlinear interaction of the four soil springs is comprehensively considered, high-precision pile foundation response prediction is achieved, and the limitation that only p-y springs are considered in a traditional method is overcome; and node concentrated load or node distributed load can be freely applied, so that the calculation efficiency and the engineering applicability are remarkably improved.

The application discloses a construction method of a pile well type caisson wharf structure, which comprises the following steps: sinking prefabricated gravity type caissons to a leveled base bed, arranging a pile foundation system in the gravity type caissons, arranging one pile foundation in each compartment of the gravity type caissons, extending the lower end of the pile foundation into a bearing layer, locating the upper end of the pile foundation in the gravity type caissons, filling backfilling materials in the compartments of the gravity type caissons and tamping to connect the part of the pile foundation in the gravity type caissons and the gravity type caissons into an integrated whole. The construction method of the application improves the adaptability to the foundation, reduces the dredging and leveling process, and can improve the vertical bearing capacity, horizontal shear resistance and overturning resistance of the caisson, effectively prevents the collapse of the land surface, further optimizes the construction process and operation environment, and promotes the quality improvement of the gravity type caisson wharf in the port engineering.

The present invention provides a formwork-free assembled energy-dissipating and shock-absorbing shear wall corner structure and connection method. The corner structure includes a vertical shear wall embedded formwork, with a set of horizontal shear wall embedded formwork symmetrically connected on both sides of the web of the vertical shear wall embedded formwork. Shear wall exterior panels are provided on the outside of all shear wall embedded formworks. The exterior sides of the vertical shear wall exterior panels and the exterior sides of the horizontal shear wall exterior panels are connected as a whole via angle steel. An energy-absorbing support member is provided between the two wings of the same angle steel. The interior sides of the vertical shear wall exterior panels and the interior sides of the horizontal shear wall exterior panels are connected as a whole via plug-in connectors. The exterior wall panels of the two horizontal shear walls are connected as a whole via the ends of the vertical shear wall embedded formwork. This invention solves the problem of connecting three prefabricated assembled shear walls without formwork, shortens the construction period, and improves the shear wall's bearing capacity, stability, and seismic performance.

The invention relates to the field of wind power detection, and discloses a novel paired blade root bidirectional composite loading test device, which comprises a vertical actuator, a gantry frame, a load sensor, a loading frame, blade roots, a guide device, a horizontal actuator I, a horizontal actuator II, a cast iron platform and a connecting rod, wherein the gantry frame is fixedly installed on a cast iron platform, the vertical actuator is arranged at the top of the gantry frame, one end of the load sensor is connected with the vertical actuator, the other end of the load sensor is connected with the loading frame through a connecting rod, and the loading frame is arranged corresponding to the upper portion of a blade root and connected with the blade root. And the guide device is arranged on the cast iron platform and corresponds to the lower part of the blade root. Axial load is applied to the blade root through the vertical actuator via the loading frame, horizontal lateral load is applied through the first horizontal actuator and the second horizontal actuator via the guiding device, and the combined load states of axial tension / compression, horizontal shearing and the like borne by the blade root in actual service at the same time can be accurately simulated.

The utility model relates to the field of steel structures, and discloses a shear-resistant reinforced connecting plate for a steel structure, which comprises a supporting frame, a plurality of supporting columns are fixedly connected in a support, two fixing pieces are in threaded connection with the outer parts of the supporting columns, a foundation is fixedly connected with the outer parts of the supporting columns, and the foundation is in threaded connection with the outer parts of the supporting columns. A plurality of inclined supporting rods are fixedly connected into the foundation, a groove is formed in the foundation, a shear key is fixedly connected to the bottom of the support, and a plurality of stiffening ribs are fixedly connected to the left side and the right side of each supporting frame. The inclined supporting plates in the foundation are distributed in a triangular mode, the shear bearing capacity of the joint is improved, the shear key is embedded into the groove of the foundation to form a mechanical meshing structure, and therefore horizontal shear force can be effectively resisted, relative slippage between the support and the foundation is prevented, the shear bearing capacity of the joint is greatly improved, and the shear effect is achieved.

The utility model discloses a connecting structure with a swing self-resetting function, which relates to the technical field of quakeproof structure systems with recoverable functions and comprises an upper structure and a foundation. A support mounting layer is formed between the bottom of the upper structure and the top of the foundation; the support installation layer comprises a buttress fixed to the top face of the foundation, a vertical tension and compression elastic support is connected between the buttress and the bottom face of the upper structure, and the vertical tension and compression elastic support does not restrain horizontal lateral movement of the upper structure, only provides tension and compression bearing capacity and does not bear any shear bearing capacity in the horizontal direction. According to the connecting structure with the swing self-resetting function, different from a traditional horizontal shearing shock insulation principle, the upper structure generates rigid body rotation around the vertical tension and compression elastic support at the center, and the upper structure is allowed to integrally swing within the range allowed by the design; energy is absorbed and dispersed through deformation of the vertical tension and compression elastic support, residual displacement after an earthquake can be effectively controlled, and great economic significance and social value are achieved.

The invention provides a multifunctional geosynthetic material direct shear pull-out test device which comprises a test rack, the top of the test rack is fixedly provided with a shear box temperature control box used for placing an upper shear box and a lower shear box and controlling the internal temperature of a box body, and the shear box temperature control box is connected with a refrigeration control system; a workbench for mounting the upper and lower shear boxes is arranged at the bottom in the shear box temperature control box; a vertical loading device for providing vertical shearing force is arranged right above the shear box temperature control box, and a horizontal loading device for providing horizontal shearing force is arranged on one side of the shear box temperature control box; the horizontal loading device and the vertical loading device are fixedly connected through a reinforcing inclined rod; a conveying roller way is arranged on the opposite side of the horizontal loading device, and the tail end of the conveying roller way is in butt joint with the freezing and thawing cycle test box body. The device can be used for performing an interface friction test between a geosynthetic material and a soil body, a direct shear friction test and a drawing friction test are integrated into one device, and a shear box temperature control box and a cooling liquid temperature control box are arranged at the same time to jointly adjust the temperature of a sample.