137 results about "Seismic loading" patented technology

The invention provides a rainfall and earthquake coupled slope simulation method and system. The method comprises the following steps: constructing a coupling numerical model through multi-physics field data of a slope; the dynamic coupling effect of rainfall and earthquake is simulated by initializing a seepage field and loading earthquake power; the stability of the simulation result is comprehensively evaluated through iteration of a strength reduction method, and whole-process coupling from seepage to dynamic response of the slope is achieved. SeismoSignal is used for processing seismic waves, and the problem that the value of kinematics parameters is not zero when the seismic action is finished is avoided; the allowable maximum negative pore water pressure boundary is assigned to the slope surface of the side slope, the actual steady-state seepage field of the side slope is restored, and the seepage field in the side slope under different rainfall conditions is accurately calculated; by adopting an unsaturated soil dynamic seepage model for a seepage field, Rayleigh damping is introduced and an earthquake load is applied, so that cross-time scale coupling is realized. The method is simple and convenient to operate, high in calculation efficiency and accurate in calculation result, and has practical significance and value in research of the problem in the rock-soil field.

The invention provides a rock-soil body dynamic failure simulation method based on energy dissipation hot spots. The rock-soil body dynamic failure simulation method comprises the steps that a near-field dynamics and discrete element coupling model used for describing the mechanical state of particles under the earthquake action is constructed; calculating particle stress information; calculating the particle speed and displacement according to the particle stress information, and analyzing the damage process according to the energy dissipation hot spots to obtain a calculation result; and outputting a calculation result and drawing a cloud picture. According to the method, a near-field dynamics and discrete element coupling model is constructed for the slope instability phenomenon under the earthquake action and is applied to discrete element software, and a method for describing deformation and damage characteristics of a slope under earthquake disturbance is formed; according to the rock-soil body dynamic failure simulation method based on the energy dissipation hot spots, the shape and characteristics of the sliding surface are analyzed, the slope instability process under the earthquake load is reflected, the prediction precision and the sliding surface recognition accuracy are improved, and the rock-soil body dynamic failure simulation method has remarkable advantages in prediction of rock-soil body progressive failure and sudden landslide.

The invention relates to the technical field of building structure reinforcement, and discloses a calculation method for increasing photovoltaic reinforcement on the roof of an existing building, which comprises the following steps of: constructing a load distribution model containing a vertical load layer (self weight of a photovoltaic module and accumulated snow load) and a horizontal load layer (wind load and earthquake load), and cooperatively transmitting the load through a node support system and an anchoring connecting piece; generating a roof reinforcement analysis model containing a supporting node model and a connecting component model; generating a reinforcement assembly sequence according to the photovoltaic system installation position distribution information and the reinforcement analysis model; generating a load distribution scheme based on the component sequence; and the distribution scheme and the reinforcement analysis model are combined, and the supporting node arrangement density and the connecting component material specification are determined through multi-objective optimization. According to the method, multi-load and structure aging are comprehensively considered, multi-target optimization is achieved, the safety and economical efficiency of the reinforcement scheme are improved, and the method is suitable for photovoltaic reinforcement calculation of the existing building roof.

The invention discloses an integrated fan pneumatic-hydrodynamic-servo-elastic-plastic coupling analysis system and method, and belongs to the technical field of offshore fan numerical simulation calculation. According to the method, a coupling model of an offshore wind turbine under the environment load effect is established, a rotor cabin assembly is simulated through a multi-body dynamics method, and interaction of a supporting structure and pile soil is simulated through a finite element method. By introducing a prediction correction loose coupling algorithm, joint simulation between a multi-body system and a finite element system is realized. The method is not only suitable for coupling dynamic response analysis of the offshore wind turbine under the action of conventional wind wave load, but also suitable for elastic-plastic coupling analysis of the offshore wind turbine under the action of extreme typhoon load or earthquake load. In addition, the method not only can be used for coupling analysis of the offshore wind turbine of a traditional steel supporting structure, but also is suitable for integrated coupling analysis of the wind turbine of a novel steel-concrete structure on land or on the sea.

The invention relates to a replaceable sliding anti-seismic device of a steel spring vibration isolator, which is used on a building foundation with multiple requirements of vibration isolation and seismic resistance, and belongs to the civil engineering industry. A replaceable sliding anti-seismic device of a steel spring vibration isolator comprises an upper structure, an upper buttress, a lower structure, a lower buttress, a central circular steel tube concrete column, a trapezoidal slidable connecting plate, a replaceable energy dissipation structure, a connecting pin, the spring vibration isolator, a vibration isolation rubber pad, a leveling steel plate and a bolt. The spring vibration isolators are connected with an upper structure and a lower structure through bolts to reduce the influence of vibration and small seismic load on an upper building, the trapezoidal slidable connecting plate is used for connecting the central circular steel pipe concrete column and the lower structure, and under the normal working condition, the replaceable energy dissipation structure supports the building and achieves the energy dissipation effect under the seismic load effect. After an earthquake, the use function can be quickly recovered by replacing the energy dissipation structure, and the concept of multi-stage vibration isolation and earthquake resistance is achieved. According to the invention, the comprehensive performance of vibration isolation and seismic resistance of the building is greatly improved.

The invention relates to a method for simulating a complex earthquake load in a triaxial test, and belongs to the field of geotechnical engineering indoor test methods. The invention mainly overcomes the defects in the prior art, and provides a simulation method for complex earthquake load in a triaxial test, which comprises the following steps: acquiring a near-field strong earthquake record, and carrying out baseline correction and filtering processing on the near-field strong earthquake record; decomposing and synthesizing the near-field strong earthquake record; performing time-history conversion on the near-field strong earthquake record, and determining experimental parameters; preparing a soil-rock mixture sample, and saturating the sample; performing an indoor triaxial test on the saturated sample according to the determined experimental parameters; calculating the correlation between the input waveform and the output waveform according to the test result; and analyzing typical dynamic characteristics of the soil-rock aggregate under the action of the near-field strong earthquake according to a test result. The invention provides a method for analyzing test data under the action of earthquake load, and provides an indoor triaxial test method for carrying out research on dynamic characteristics of a rock-soil body by near-field strong shock of an active fault zone.

The invention relates to the technical field of bridge anti-seismic performance analysis, and particularly discloses a bridge anti-seismic performance real-time analysis method and system based on a graph neural network, and the method comprises the following steps: 1, constructing a bridge inter-span structure graph representation: taking each span of a bridge as a node in the graph, structural elements such as connecting beams and supports between the spans are used as edges between the nodes to form a structural diagram representation of the bridge; each node comprises cross geometric attributes, material characteristics and seismic load information as input characteristics, 2, encoder processing: converting the input characteristics of each node into a higher-dimension hidden embedded layer vi through a linear single-layer perceptron (SLP) by using an encoder, and providing appropriate input for subsequent information transmission and structure response prediction; according to the method, the bridge structure is converted into graph representation, the calculation efficiency is improved, the complexity of traditional finite element analysis is reduced, the method can adapt to different types of bridge structures, and the adaptability of the model is enhanced.

The invention relates to a shape memory alloy plate buckling restrained brace with friction energy dissipation and a using method. The buckling restrained brace comprises a core plate, stiffening plates arranged at the two ends of the core plate, buckling restrained cover plates arranged on the upper side and the lower side of the core plate, angle steel used for connecting the stiffening plates and the buckling restrained cover plates, and filling plates arranged between the core plate and the buckling restrained cover plates. The core plate is an iron-based shape memory alloy plate and can recover deformation caused by earthquake load under local heating; long slotted holes are formed in the stiffening plates, the buckling constraint cover plates and the angle steel, the stiffening plates and the angle steel are connected through bolt assemblies, the buckling constraint cover plates and the angle steel are connected through bolt assemblies, the filling plates and the buckling constraint cover plates on the two sides are connected through bolt assemblies, and energy is consumed between the bolt assemblies and the long slotted holes through friction. Compared with the prior art, the buckling restrained brace can be used as a lateral force resistance and energy consumption component of a steel frame structure, and has the advantages of being easy to reset, high in energy consumption, easy to assemble and disassemble and the like.

The invention belongs to the technical field of geotechnical engineering disaster prevention and reduction and earthquake engineering tests, and relates to a vibration table test method considering time-varying deterioration of anti-seismic performance of an anchored rock slope. The method comprises the following steps: firstly, constructing a dynamic performance time-varying deterioration model based on an anchoring system interface bonding force and a free section steel bar yield resistance attenuation rule; physical equivalent simulation of interface degradation and component yield resistance reduction is realized by regulating and controlling the proportion of rock mass similar materials and utilizing a graded rigidity anchoring system. The core of the method is that before a vibration table applies seismic waves, attenuation of the anchoring performance of a supporting structure is actively simulated in advance, so that a real evolution path that the bearing capacity of an anchoring system is reduced firstly, slope stress redistribution and accumulated damage are caused, and then sudden seismic loads are suffered is reproduced; the limitation that only the static low bearing capacity is simply simulated in a traditional test is broken through. According to the method, space-time coupling of static time-varying degradation accumulation and transient earthquake dynamic action is effectively achieved, the problems of interface degradation simulation distortion and the like are solved, and a reliable test method is provided for dynamic stability evaluation and reinforcement design of a long-term service anchoring slope.

The invention belongs to the technical field related to tunnel anti-seismic analysis, and discloses a green function analytical method and equipment for rayleigh wave dynamic coupling response of an interval tunnel in an inclined field. The method comprises the steps that S1, soil deformation and displacement in the x direction and the y direction caused by Rayleigh wave propagation are converted into tunnel equivalent seismic loads in the x direction and the y direction through a viscoelastic geobasic structure model; s2, a Timoshenko beam model on a viscoelastic Pasternak foundation is adopted to establish a partial differential equation set for controlling axial and transverse dynamic displacement responses of longitudinal discrete units of the interval tunnel; s3, deducing four Green functions representing the bidirectional dynamic coupling response of the tunnel in combination with a Green function method and an artificial spring boundary; and S4, performing integral operation on the Green function by using a superposition principle, and introducing an exponential function term containing time t to obtain axial displacement and transverse displacement of the tunnel and corresponding axial and transverse dynamic coupling response coefficients. According to the invention, the solving efficiency is improved.

The invention discloses an anti-seismic property analysis method for a complex high-rise structure. The method comprises the following steps: determining a boundary range of a super high-rise building; the anti-seismic requirement of the over-limit high-rise building is determined, the height limit is determined based on different structural forms, and it is ensured that at least one aspect of the height, the height-width ratio and the body regularity of the house meets specifications and regulations; step 3, structural finite element modeling: based on the general situation of the constructional engineering, simplifying a finite element model to enable the finite element model to be consistent with an actual structure, and establishing the finite element model; 4, analyzing dynamic characteristics of the structure, wherein the inherent dynamic performance of the structure is reflected by the similar characteristics of the structure; and step 5, structural seismic response spectrum applying: applying the seismic response spectrum to the whole structure to research the maximum response of the structure under the seismic load effect of fortification intensity. According to the anti-seismic performance analysis method for the complex high-rise structure, multiple key aspects of super high-rise building boundary range determination, clear anti-seismic design requirements, structural finite element modeling, dynamic characteristic analysis, seismic response spectrum analysis and the like are comprehensively covered, and a set of systematic and complete analysis process is formed; and the anti-seismic performance of the complex high-rise structure can be deeply and carefully analyzed.

The invention discloses a modular building system with locally cast-in-place shear walls, which is provided with two prefabricated superposed shear walls arranged in parallel, each prefabricated superposed shear wall comprises a prefabricated wall body and edge members, the edge member at one end and the prefabricated wall body are prefabricated together, and the edge member at the other end extends in an L shape. A shear wall cast-in-place area is arranged at the position, perpendicular to the prefabricated wall bodies, of the edge component extending in the L shape, a connecting gap is formed between the prefabricated wall bodies of the two prefabricated superimposed shear walls, and the shear wall cast-in-place area communicates with the connecting gap. And the L-shaped extending edge members of the two prefabricated superposed shear walls are connected into a whole through connection of cast-in-place area concrete of the shear walls. Connection at the positions of the double shear walls is better, connection strength is guaranteed while connection toughness is guaranteed, connection between the module units has certain anti-seismic performance, and under the action of horizontal seismic loads, rigidity between the module units is not too large.

The invention is suitable for the technical field of seismic analysis, and provides a cross-fault tunnel fault movement-seismic oscillation decoupling analysis method and device and a terminal. The method comprises the following steps: establishing a finite element model of a cross-fault tunnel-surrounding rock; based on the dual-objective optimization function of the seismic wave, determining the separation frequency of a fault movement component and a seismic oscillation component in the current seismic wave, and obtaining fault movement component data and seismic oscillation component data from the seismic wave in the simulation area; the fault movement component data and the seismic movement component data are converted into equivalent seismic loads; and applying the equivalent seismic load to the finite element model for finite element calculation, and determining the seismic response rule of the tunnel lining under the action of the seismic motion field and the fault displacement field. According to the method, the optimal separation frequency of the seismic oscillation component and the fault movement component is determined by using the dual-objective optimization function, so that the influence of different seismic wave components on the tunnel structure is researched, and a reference basis is provided for adopting targeted anti-seismic measures for tunnel seismic resistance.

The invention relates to the field of bridge seismic performance evaluation, and specifically discloses a method for evaluating the seismic performance of a rural highway bridge. The invention obtains geometric characteristics, material properties, structural details and boundary conditions of the rural highway bridge to be built, and uses computer-aided design software and finite element analysis software to establish a digital model of the rural highway bridge to be built; according to an earthquake prediction model and earthquake historical records of the area where the rural highway bridge to be built is located, the earthquake risk of the area where the rural highway bridge to be built is evaluated, and a suitable seismic wave is selected as input, so that the seismic performance of the designed bridge is compatible with the actual seismic demand of the bridge; the response information of each component in the digital model of the rural highway bridge to be built under the action of earthquake load is obtained, and the seismic performance of the rural highway bridge to be built is evaluated, so that the seismic performance evaluation result of the bridge is more reliable and accurate, and the overall stability and safety of the bridge are guaranteed.

The utility model belongs to the technical field of steel frame structures, and particularly relates to a corrugated steel plate improved steel frame post-earthquake-damage progressive collapse resisting substructure component which comprises a steel column and a steel beam, the steel beam is fixedly connected to the steel column, a stiffened plate is fixedly connected to the steel beam, corrugated steel plate bodies are assembled on the steel column and the stiffened plate, and the steel column comprises a first center plate. First edge plates are fixedly connected to the two sides of the first center plate, mounting grooves are formed in the positions, located on the two sides of the first center plate, of the first edge plates, the steel beam comprises a second center plate and two second edge plates, the second center plate is fixedly connected to the first edge plates, and the two second edge plates are fixedly connected to the upper side and the lower side of the second center plate respectively. A second node load standby transmission path can be provided when the steel frame formed by the steel column and the steel beam faces progressive collapse resistance after earthquake load, progressive collapse resistance of a multi-load standby path method is achieved, and the earthquake-resistant and progressive collapse-resistant design can be met at the same time.

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 present invention discloses a method for reinforcing an asphalt core dam located on a deep covering layer. The method comprises the following steps: excavating the surface of the covering layer to the bottom elevation of a concrete pedestal to form a steel-plastic bidirectional geogrid laying area; an intersection area exists between the steel-plastic bidirectional geogrid laying area and the concrete pedestal foundation pit; pouring pedestal concrete and forming the area integrally with the steel-plastic bidirectional geogrid located in the pedestal; continuously laying the steel-plastic bidirectional geogrid upward layer by layer on the top surface of the pedestal and simultaneously constructing the asphalt concrete core wall until the dam body construction is completed; the present invention adopts the steel-plastic bidirectional geogrid to connect the concrete anti-seepage wall, the pedestal and the deep covering layer in the deep covering layer into a whole, which can significantly improve the ability of the overall anti-seepage system composed of the asphalt core wall, the pedestal and the anti-seepage wall to resist the uncoordinated deformation caused by large deformation of the deep covering layer caused by dam body filling, water storage and seismic loads, and can improve the deep anti-sliding stability of the asphalt core dam located on a deep covering layer with a weak interlayer.

The invention relates to an offshore wind turbine large-diameter single pile foundation similarity test method for a centrifugal machine platform. The method is suitable for the technical field of offshore wind turbine single-pile model test design under geological engineering sea area earthquake load. The technical problem to be solved by the invention is to provide the similar test method for the large-diameter single pile foundation of the offshore wind turbine for the centrifugal machine platform. According to the technical scheme, the similar test method for the large-diameter single pile foundation of the offshore wind turbine for the centrifugal machine platform is characterized by comprising the following steps: determining a model between a prototype structure in a prototype field and a primary scaling model in a 1g field; the similarity criterion obeyed by each test parameter between the primary scaling model and the secondary scaling model in the centrifugal field is determined; and determining the similarity ratio of each test parameter between the prototype field and the centrifugal field based on the similarity criterion followed by each test parameter after two times of scaling.

This invention discloses a shock-absorbing and pressure-reducing permeable concrete pile reinforced with recycled tires and its construction process. The pile structure comprises a pile body formed by vertically connecting several precast permeable concrete columns; compressible rubber blocks containing permeable holes and ball joints are fixed between adjacent permeable concrete columns; a layer of non-woven fabric is wrapped around the permeable concrete pile to prevent soil from clogging the concrete holes; and a ring-shaped mesh skeleton structure made of recycled tire strips is used to wrap and fix the non-woven fabric around the pile. This invention, by comprehensively utilizing the permeable concrete columns, the ring-shaped mesh skeleton structure, and the compressible rubber blocks containing permeable holes and ball joints, can achieve pile stability under small seismic loads, prevent pile breakage under large seismic loads, and allow the pile to quickly return to its original position after the seismic load disappears, thus ensuring a comprehensive application effect of "unmoved by small earthquakes, unyielding in large earthquakes, and self-repairing after earthquakes."

This invention discloses a modeling method for layered soft soil subgrades reinforced with pile foundations under simulated seismic loading, belonging to the field of seismic numerical simulation in geotechnical engineering. This method constructs a multi-field coupled numerical model based on a finite element platform, defines the contact mechanisms at the pile-soil and reinforced-subgrade interfaces, and completes the construction of in-situ stress equilibrium and initial pore water pressure fields. Static results are output through fill-consolidation coupling analysis. Distributed viscoelastic artificial boundaries are automatically constructed using Python scripts, and seismic waves are converted into equivalent nodal loads using wave theory. Multi-physics field connections between static and dynamic analysis boundaries are achieved, and core response parameters such as embankment settlement and pile-soil stress are output through implicit dynamic analysis. This invention considers the seismic wave propagation effect in layered soils, reduces spurious oscillations caused by the transformation of static and dynamic boundaries, and improves simulation accuracy and efficiency. It is suitable for seismic design and analysis of transportation infrastructure in soft soil areas.

The invention discloses a variable-stiffness friction slippage anti-swing three-dimensional shock isolation device and a shock absorption method thereof, and belongs to the technical field of building shock isolation and shock absorption. According to the technical scheme, the vibration damper comprises a top plate, a horizontal rubber support, a center mass block, a spring support, a limiting plate, a friction plate, a vertical rubber support and a bottom plate. The multi-stage self-adaptive rigidity mechanism has the beneficial effects that the friction material is arranged between the limiting plate and the friction plate, and the friction sliding position and the motion state can be controllably adjusted by adjusting the pre-tightening force of the bolt, the friction coefficient and the rigidity of the vertical rubber support, so that the multi-stage self-adaptive rigidity mechanism is formed; and the shock insulation and self-resetting performance of the structure under the action of horizontal and vertical earthquakes is obviously improved. The device has good three-dimensional shock insulation and swing resistance, and is simple in structure and convenient to install and maintain. The dynamic response of the upper structure applying the device under the earthquake action can be effectively inhibited, so that the structural safety and the use comfort are guaranteed.

The utility model discloses a pressing plate type glass curtain wall which comprises a glass curtain wall positioning frame, a glass body is installed on the inner wall of the glass curtain wall positioning frame in a positioning mode, and a pressing plate positioning mechanism is installed at the upper end of the glass curtain wall positioning frame in a positioning mode. The pressing plate positioning mechanism comprises a glass outer positioning frame, an inner movable groove, a triangular preliminary positioning block, a limiting block, a damper, an elastic piece, an insertion positioning groove, an anti-skid cushion block, an inner supporting abutting plate, a positioning preliminary groove, an inner filling rubber pad, a positioning pressing plate frame and an insertion positioning block. According to the pressing plate type glass curtain wall, due to the arrangement of the pressing plate positioning mechanism, it can be guaranteed that the glass plate is installed more smoothly, the problem that the surface is uneven is solved, meanwhile, larger wind loads and earthquake loads can be borne, the safety of the curtain wall is improved, and under the extreme weather condition, the curtain wall is not prone to falling off. The embedded positioning can effectively prevent the glass plate from falling off, and the risk of property loss and personal injury is reduced.

To provide an H-shaped steel beam capable of securing high plastic deformation performance against an earthquake load with a simple structure without complicating a shape of a horizontal haunch in the H-shaped steel beam provided with the horizontal haunch at an end in a material axial direction, and a method for manufacturing the H-shaped steel beam.SOLUTION: There is provided an H-shaped steel beam in which a horizontal haunch is provided at an end portion in a material axis direction, the horizontal haunch is welded and joined to a beam flange, weld metal between the horizontal haunch and the beam flange is continuously provided so as to be extended to a center side in the material axis direction by a length Lw from a widening start position by the horizontal haunch, and the length Lw satisfies a predetermined relationship.SELECTED DRAWING: Figure 1

This utility model relates to the field of civil engineering technology, specifically a pile foundation shaking table test device. It includes a shaking table body, a container on top of which holds soil and a pile foundation model. The container includes a coaxially arranged rigid inner frame and a rigid outer frame. A flexible sidewall structure is provided between the rigid inner frame and the rigid outer frame. The flexible sidewall structure consists of circumferentially spliced ​​flexible plates and multiple sets of micro-springs connecting the inner surface of the flexible plates to the outer surface of the rigid inner frame. The top and bottom of the flexible plates are connected to the rigid inner and outer frames via sliding guide components to allow radial displacement of the flexible plates in the horizontal plane. This pile foundation shaking table test device, by improving the boundary structure, effectively reduces the soil boundary effect, more realistically simulates the interaction between the pile and soil system under seismic loading, and improves the accuracy of the test.

The invention belongs to the technical field of constructional engineering, and particularly relates to a factory building main body structure for biomass fuel detection, which comprises a steel structure factory building main body, a constant temperature detection room is fixedly mounted on the inner side wall of the steel structure factory building main body, and a temporary maintenance workshop is arranged in the steel structure factory building main body. An intelligent scale is fixedly mounted on the inner bottom wall of the temporary maintenance workshop, and an intelligent vehicle identification barrier gate is arranged at the front end of the intelligent scale; through a composite connection structure of an arched ridge beam and an arched string beam in a building assembly, concentrated loads are converted into dispersed stress by utilizing the mechanical property of a cambered surface, the overall bearing capacity and deformation resistance of the structure are improved, and the overall anti-seismic network constructed by an anti-seismic frame and a top beam longitudinal rod is matched with the stress dispersion design of a kidney-shaped hole array, so that the anti-seismic performance of the structure is improved. External impact and earthquake load can be effectively resisted, the risk of local damage of the structure is reduced, and reliable structural safety guarantee is provided for a plant main body and internal precision equipment.

The present invention discloses a method for designing and installing a prestressed tuned mass damper under wave or seismic loads, including the step of calculating the parameters of the prestressed tuned mass damper based on the material parameters and geometric parameters of the wind turbine and the dynamic parameters of the wind turbine tower structure. By adopting the above technical solution, the parameters of the prestressed tuned mass damper are calculated based on the parameters of the wind turbine through a series of calculations. Then, the corresponding prestressed tuned mass damper is selected based on the parameters and installed on the wind turbine tower. This method can overcome the problem that the tower of an ultra-high wind turbine on land is easily damaged by fatigue of the wind turbine set due to wave and seismic vibration, and the tower safety is difficult to ensure. It can also achieve reasonable, effective, economical, practical, safe and reliable control of the vibration of the wind turbine tower.

The present invention discloses a modular building system with partial in-situ casting of shear walls, which has two precast composite shear walls arranged side by side. The precast composite shear wall comprises a precast wall body and edge members. The edge members at one end are precast together with the precast wall body, and the edge members at the other end extend in an L shape. A shear wall in-situ casting area is provided at the position where the L-shaped extended edge member is perpendicular to the precast wall body. There is a connection gap between the precast wall bodies of the two precast composite shear walls, and the shear wall in-situ casting area is communicated with the connection gap. The L-shaped extended edge members of the two precast composite shear walls are connected into one body through the connection of the concrete in the shear wall in-situ casting area. The connection at the double shear wall position of the present invention is better, which ensures the connection toughness while ensuring the connection strength, enables the connection between module units to have certain seismic performance, and under the action of horizontal seismic loads, the stiffness between module units is not too large.

1. The name of the design product: Bridge expansion joint (wave shape). 2. The use of the design product: The design product is arranged at the bridge surface connecting position between two bridges, between the bridge end and the abutment, and is used to compensate for the bridge deformation caused by the temperature load, live load under normal conditions, and the earthquake load, impact load, settlement displacement under sudden conditions. 3. The design points of the design product: in shape. 4. The picture or photo that best indicates the design points: perspective view 1.

The invention discloses an assembly type frame structure beam column H-shaped energy dissipation connecting structure which comprises two energy dissipation connecting assemblies, a first end plate, a second end plate and an embedded steel plate. Each energy dissipation connecting assembly comprises a column side connecting piece, an H-shaped energy dissipation piece and a beam side connecting piece; the first end plate is connected to the column side connecting piece and is fixed to a beam column mounting position of a to-be-assembled prefabricated column during assembly; the second end plate is installed on the other side, opposite to the first end plate, of the prefabricated column, and the embedded steel plate is connected to the beam side connecting piece and fixed to the end of the prefabricated beam to be assembled during assembling; the H-shaped energy dissipation piece is connected with the column side connecting piece through a plurality of bolt rods, each bolt rod is sleeved with a plurality of disc spring gaskets, the disc spring gaskets can consume vibration energy through deformation, and the two ends of each bolt rod are fastened through nuts. Under the action of earthquake load, the H-shaped energy dissipation piece can consume most earthquake energy, damage to concrete at the beam end is reduced, and repair and replacement after an earthquake are facilitated.

The utility model discloses a floor type mounting structure of glass curtain wall relates to glass curtain wall technical field contains stainless steel groove, glass panel, switching steel sheet and concrete base, stainless steel groove passes through indoor terrace lengthways, and the top of stainless steel groove is flush with indoor terrace, switching steel sheet has two, and is located stainless steel groove's both sides respectively, and stainless steel groove is fixed and installed on concrete base through two switching steel sheets, stainless steel groove is U -shaped, and the lower end of glass panel is embedded in stainless steel groove, and the both sides and bottom of glass panel are all provided with flexible pad in stainless steel groove inner wall contact position, and the whole of the whole structure and stability are improved to the whole safety of the guarantee under the strong wind or earthquake load, and it is not easy to displace, and the whole safety is guaranteed, and the sealing of the connecting position is carried out to the silicone sealant, effectively avoid the generation of gap, improve the leakproofness, prevent rainwater seepage.