716 results about "Structure system" patented technology

A prefabricated building structure system may include a primary prefabricated wall assembly portion defined by at least one primary panel configured to be secured on edge to support all required loads of a portion of a building structure. A prefabricated building structure system may also include a secondary prefabricated wall assembly portion configured to be installed in a spaced substantially parallel relationship to the primary prefabricated wall assembly portion, the secondary prefabricated wall assembly portion defined by at least one secondary panel configured to be secured on edge.

The invention discloses an offshore wind turbine generator fault prediction method and device considering the influence of environmental factors, and the method comprises the steps: dividing an offshore wind turbine generator into a sensor system, a mechanical system and a tower structure system according to the correlation between the fault rate and the environmental factors, and building fault detection models respectively; time convolutional network prediction models are respectively established in combination with unit operation data and environment data to predict the operation state of each system, and fault occurrence is predicted in combination with a fault prediction model; coupling each system fault prediction model, constructing a coupling fault prediction model based on unit operation and an offshore wind turbine generator fault tree, carrying out label classification on predicted faults of each system fault model, carrying out verification through the fault tree, carrying out analysis and classification on fault causes, and supplementing the fault tree when judging that a new fault type appears; according to the method, the correlation between the offshore environment and the fault generation increments of different parts in the wind turbine generator is considered, so that the fault generation prediction accuracy of the offshore wind turbine generator is improved.

The invention discloses an edge member reinforcing steel bar staggered connection full-prefabricated shear wall structure system and a construction method thereof, the upper area of an edge member and a middle wallboard form an integrated prefabricated structure to form a prefabricated part of the edge member, and a cast-in-place cavity with a trapezoidal section is reserved in the lower area of the edge member; the compactness of concrete in a cast-in-place cavity can be effectively improved, so that the connecting strength of two adjacent layers of prefabricated shear walls is improved, meanwhile, a connecting beam joint groove is reserved in the top of the edge component, and a connecting beam can be erected in the connecting beam joint groove, so that the in-place precision and the construction efficiency of the connecting beam are improved, and the construction cost is reduced. The butt joint structures of the prefabricated shear walls on the same layer are rapidly connected with the embedded parts at the side ends of the prefabricated wall bodies, effective connection of the wall bodies on the same layer is achieved, all components are prefabricated, on-site wet construction is reduced to the maximum extent, full-prefabricated building of the shear wall structure is formed, and the construction efficiency and quality are improved.

The invention discloses a modular double-sided laminated shear wall structure system and a construction method, and relates to the technical field of constructional engineering.The structural characteristics of a double-sided laminated shear wall are utilized, an inner shear wall connected between adjacent concrete modules is split into two page plates, the two page plates serve as prefabricated side walls of the adjacent concrete modules correspondingly, and meanwhile, the two page plates serve as prefabricated side walls of the adjacent concrete modules correspondingly; a single-face superposed beam is split into a connecting beam side formwork and a connecting beam single-side prefabricated slab, gable walls of end modules are prefabricated and assembled according to a fully-prefabricated shear wall structure, the two ends of the fully-prefabricated shear wall are connected in a centralized mode in a vertical steel bar staggered anchoring connection mode, and adjacent concrete modules can be connected only by pouring concrete in site construction. Meanwhile, the prefabricated side wall of the concrete module serves as an inner shear wall page plate to jointly participate in structural stress, the structural force transmission mechanism is clear, the situation that the usable space of a building is reduced due to a traditional thin shell plate can be avoided, and the overall performance of the building is improved.

In some implementations, a conductive concrete composition for providing improved shielding against electromagnetic radiation comprises cement, one or more supplementary materials, aggregates, one or more carbon products, and fibers. In some implementations, the composition comprises between about 5% and about 40% by weight of cement, between about 1% and about 20% by weight of one or more supplementary materials, between about 5% and about 80% by weight of aggregates, between about 1% and about 40% by weight of one or more carbon products, and between about 1% and about 10% by weight of fibers. In some embodiments, the one or more supplementary materials comprises ground granulated blast furnace slag (GGBS), the one or more carbon products comprises graphite, and the fibers comprise steel fibers. The aggregates can include normal weight, lightweight, and / or fine aggregates.

Systems and methods for mobile offshore carbon capture and sequestration operations. One system includes a first installation featuring a direct air carbon dioxide capture (DAC) system, carbon dioxide dehydration, carbon dioxide compression and a second installation featuring carbon dioxide injection facilities to inject carbon dioxide into an underground reservoir or other suitable subsurface formation.

The invention provides a large-opening spoke cable dome space structure system and a construction method thereof, and relates to the technical field of building structure construction.The large-opening spoke cable dome space structure system comprises a supporting column system, a ring beam, a single-layer spoke type crossed cable net, an inner ring cable and a multi-stage cable system structure; the multi-stage cable system structure comprises a first endless cable structure, a second endless cable structure, a third endless cable structure, a fourth endless cable structure, a first supporting structure, a second supporting structure, a third supporting structure, a fourth supporting structure, a first stay cable structure, a second stay cable structure, a third stay cable structure and a fourth stay cable structure. The supporting column system is fixedly connected with the ring beam, one end of the single-layer spoke type crossed cable net is hinged to the ring beam, the other end of the single-layer spoke type crossed cable net is hinged to the inner ring cable, the multi-stage cable system structure is hinged to the ring beam, one end of a first supporting structure of the multi-stage cable system structure is connected with the inner ring cable, and the other end of the first supporting structure is connected with the first ring cable structure. The overall rigidity is large, the anti-collapse capacity is good, the length of the pressing rod is effectively reduced, buckling is avoided, and the problem that arrangement of a cable truss structure is limited is solved.

The present invention provides an intelligent resilience urban-rural evaluation system and a method thereof. The system includes: a data acquisition module, a data processing module, a model building module and an evaluation calculation module. Through the study of influence of earthquake motion time history on reliability and safety of building structures, reliability evaluation and health monitoring of complex building structure systems are realized by using super-computing and storage capabilities of cloud computing.

The invention discloses a multi-source cooperative rocker arm-tracked robot composite mechanical structure for earthquake search and rescue, and belongs to the technical field of intelligent rescue equipment. A rocker arm-crawler belt-wheel three-dimensional motion structure system is innovatively designed, a multi-degree-of-freedom rocker arm structure driven by a steering engine is adopted in the middle of the robot, and a double-crawler belt differential driving module driven by a motor is arranged at the bottom of the robot; a swing arm balance wheel set is arranged on the front portion to assist climbing operation. According to the composite structure, a posture stability control algorithm is established through a mass center dynamic model, and intelligent switching of three motion modes of wheel type high-speed maneuvering, crawler belt obstacle crossing and rocker arm climbing can be achieved. Tests show that the structure can enable the robot to stably cross a 100 mm vertical obstacle, good posture stability is kept in unstructured terrains such as gravel and rubble, and meanwhile the environment is sensed through various sensors. Compared with a traditional single motion structure, the multi-dimensional maneuvering ability in the complex post-disaster environment is achieved through mechanical structure innovation, and the terrain adaptability of rescue equipment is effectively improved.

The invention belongs to the technical field of underground structure tests, and provides a deep underground structure pseudo-dynamic test method and device.The method comprises the steps that a numerical substructure and a test substructure are constructed, and an interaction boundary is arranged between the numerical substructure and the test substructure; and compensating the boundary prediction data according to the inertia force compensation coefficient based on the numerical sub-structure in each loading process, and loading the compensated prediction data to the test sub-structure, so that the test sub-structure outputs prediction response data and updates the rigidity of the numerical sub-structure, and determining a target balance force according to the prediction response data based on the numerical simulation substructure, driving a next loading process by using the target balance force, and obtaining a dynamic response rule of the soil-structure system when respective boundaries of the numerical simulation substructure and the test substructure meet displacement coordination and force balance. According to the method, the initial stress state of the deep underground structure can be accurately simulated, and the accuracy of obtaining the mechanical response rule of the underground structure is improved.

The invention discloses a gypsum board suspended ceiling drilling installation robot and method. The robot comprises a movable platform system; the lifting structure system is mounted on the movable platform system and is used for lifting an operation platform at the top of the lifting structure system to a corresponding height for construction operation; the drilling rotary table system is mounted on the operation platform, comprises a rotary table, a motor rotary table part for driving the rotary table to rotate, and an ash and dust removal part, a drilling part and a repairing and spraying part which are uniformly mounted on the rotary table along the circumference, and is used for realizing the functions of drilling, ash and dust removal and repairing and spraying of the gypsum board suspended ceiling; the keel delivery system is used for delivering main keels and auxiliary keels and grabbing gypsum boards; the gypsum board jacking system is used for jacking the gypsum board; and the gypsum board cutting system is used for cutting the gypsum board. According to the device, gypsum board suspended ceiling drilling and mounting are integrated, commands such as gypsum board suspended ceiling drilling and mounting are automatically completed, and the construction efficiency and quality are further improved.

The invention discloses a geological multi-scale data hierarchical retrieval method and electronic equipment, and belongs to the technical field of geological data management and retrieval, and the geological multi-scale data hierarchical retrieval method comprises the following steps: S1, constructing a multi-scale data system, namely a three-level data structure system of a digital outcrop model, a rock specimen and a rock sample; s2, establishing an association mechanism among the three-level data structure systems, digital outcrop model-rock specimen association and rock specimen-rock sample association are carried out; and S3, performing multi-scale data hierarchy retrieval by adopting bidirectional association retrieval and feature retrieval. The digital outcrop-rock sample-rock sample association retrieval method has the advantages that the digital outcrop-rock sample-rock sample association retrieval efficiency is improved, the multi-dimensional retrieval capability is achieved, multi-class feature combination query, lithology + era + components and the like are supported, and seamless connection of macroscopic-mesoscopic-microscopic data can be realized; a bidirectional traceable chain is established, and data traceability is complete.

The invention belongs to the technical field of tunnel engineering, and particularly relates to a tunnel structure mechanical property test method and system for initial support asymptotically deteriorated. And according to a working condition conversion geometric similarity ratio, configuring a surrounding rock similar material, determining a supporting similar material and material parameters in combination with a similarity theory, and manufacturing a temperature control degradation tunnel structure supporting model. By adjusting the temperature of the anchoring mortar and the initial support similar material to change the macromechanical properties, the degradation effect of the initial support structure is represented, the asymptotic degradation process of the initial support structure is simulated, the load transfer mechanism and the bearing characteristic evolution rule of a soft rock tunnel structure system under the asymptotic degradation condition of the initial support structure can be realized, and the construction efficiency is improved. And the influence degrees of various factors such as anchor body degradation rate, anchor body degradation position, surface layer primary support degradation rate, surface layer primary support degradation position, surface layer primary support inner surface roughness (smoothness, moderation and roughness), secondary lining mechanics and the like on surrounding rock deformation and support structure deformation and stress can be systematically analyzed.

The invention relates to the technical field of offshore wind turbines, in particular to a submersible mud floating type offshore wind turbine system. The submersible mud floating type offshore wind power structure system can be flexibly suitable for different water depths and marine environments, the whole structure system is in a suspended state during normal work, the structure system enables the structure to sink to be in a mud floating state through an anchor chain and gas-water replacement operation in an extreme marine environment, and after the extreme marine environment, the structure system is in a floating state. The structure floats upwards and is in a suspended state through an anchor chain and gas-water replacement operation, and work continues to be carried out; the suspension state of the submersible mud floating type offshore wind power structure system is divided into a semi-submersible state and a full-submersible state, and the submersible mud floating type offshore wind power structure system is suitable for wind energy resources of different heights and has the advantage of fully developing offshore wind energy resources; the buoy of the submersible mud floating type offshore wind power structural system can be filled with water and air, and state conversion of the structure is achieved through air-water replacement.

The invention relates to an opening and closing roof structure system which comprises a fixed roof and a movable roof, the fixed roof comprises an arched roof and a plurality of main diameter beams, the main diameter beams are distributed below the arched roof in an umbrella rib shape in the circumferential direction of the arched roof, one end of each main diameter beam is connected with the arched roof, the other end of each main diameter beam is fixed to a foundation, and a circular opening is formed in the center of the arched roof; the retractable roof is arranged on the fixed roof and composed of a plurality of petal-shaped movable roof units, and the movable roof units can move in the radial direction of the fixed roof so as to open or cover the circular opening. The movable roof units are driven to move in the radial direction of the fixed roof to open or cover the circular opening, so that mutual conversion between indoor space and outdoor space of a venue is achieved, natural conditions are fully utilized, the opening and closing roof has the advantages of being novel in opening and closing mode, reasonable in structural stress, convenient to drive and control and the like, the structural form of the opening and closing roof is enriched, and the service life of the opening and closing roof is prolonged. The method is suitable for function improvement of newly-built buildings and existing stadiums.

The invention relates to a fabricated steel bridge structure system and an installation and construction method thereof, and belongs to the technical field of steel bridge construction. An outer side cylinder barrel is installed in the center of a river, the steel bridge left section body and the steel bridge right section body are symmetrically arranged, the outer side cylinder barrel is arranged on the outer side of the main steel pipe pile, water is contained in the outer side cylinder barrel, the main steel pipe pile is sleeved with a floating barrel, the bottom of the floating barrel floats in the outer side cylinder barrel, an iron chain is arranged at the bottom of the floating barrel, and the steel bridge left section body and the steel bridge right section body are symmetrically arranged. The other end of the iron chain is fixedly connected with the outer side cylinder barrel, a left side connecting frame connected with the steel bridge left section main body and a right side connecting frame connected with the steel bridge right section main body are arranged on the two side walls of the floating barrel correspondingly, and the other end of the steel bridge left section main body and the other end of the steel bridge right section main body are supported on a steel bridge land support A and a steel bridge land support B correspondingly. The construction method has the following beneficial effects that the construction process is simplified, and the construction efficiency is high. The problem that the fabricated steel bridge is affected by terrains, manufacturing cost and the like is solved.

The invention discloses an assembly type multi-layer lightweight concrete sandwich wallboard structure system, which relates to an assembly type multi-layer building and comprises lightweight concrete sandwich prefabricated wallboards, vertical corner prefabricated members and fully prefabricated hollow floor slabs, the lightweight concrete sandwich prefabricated wall panel and the vertical corner prefabricated part are connected in an anchoring mode through a vertical anchoring connecting section, a prefabricated bracket is arranged on one side of the lightweight concrete sandwich prefabricated wall panel, and the full-prefabricated hollow floor slab is arranged on the prefabricated bracket. The fully-prefabricated hollow floor slabs and the lightweight concrete sandwich prefabricated wallboards are anchored and connected through the horizontal cast-in-place sections of the fully-prefabricated hollow floor slabs, and every two adjacent layers of lightweight concrete sandwich prefabricated wallboards and vertical corner prefabricated parts are fixedly clamped through buckle type connecting parts. The invention further discloses a construction method of the fabricated multi-layer lightweight concrete sandwich wallboard structure system. Connection joints are simple and convenient, grouting connection is not needed, the prefabricated horizontal members do not need temporary supports, the on-site pouring amount is small, and the stress performance is good.

The invention relates to a deep and thick high-temperature permafrost region highway foundation bearing capacity enhancing method which comprises the following steps: detecting the bearing capacity of a permafrost foundation through static sounding to obtain the spatial distribution characteristics of the bearing capacity of an original-state foundation; the spatial distribution characteristics of the bearing capacity of the undisturbed foundation at least comprise a bearing capacity mean value, a bearing capacity range and a bearing capacity decline ratio; establishing a mapping model at least based on the spatial distribution characteristics of the original-state foundation bearing capacity and the shallow foundation enhancement mode; based on the mapping model, according to the spatial distribution characteristics, obtained through detection, of the original-state foundation bearing capacity, the shallow foundation strengthening mode is determined, and the shallow foundation strengthening mode comprises a structural strengthening measure, a material strengthening measure and a hydrological regulation and control strengthening measure and is used for improving the overall bearing performance of the foundation and restraining permafrost degradation; the structural reinforcing measure at least comprises the steps that a composite bearing structure system is constructed in a shallow foundation, and the mechanical property of the whole foundation is improved by enhancing the bearing capacity of a local area of the foundation.

The invention provides an intersecting shield interval protection construction method, which belongs to the technical field of building construction, and comprises the following steps: firstly, excavating an open cut foundation pit at an intersection, arranging a cast-in-situ bored pile and a crown beam as an enclosure structure in the foundation pit, and arranging a steel support system at the same time. And after the enclosure structure is completed, the foundation pit is excavated to the designed depth, and reinforced concrete supporting piles and pile top beams are constructed. And on the basis, a reinforced concrete protection plate is poured to form a sheet pile structure type protection structure system. And finally, foundation pit filling is completed in a backfilling mode. Before the shield passes through the cross point, a test section is arranged to collect related construction data, and preparation is made for subsequent formal tunneling. And in the actual shield tunneling process, the tunneling speed and the soil bin pressure are controlled, and synchronous grouting is conducted. And after crossing the cross point, arranging closed rings in the front and back areas, and carrying out wall back grouting by adopting double-liquid slurry. And finally, a geological radar is used for detecting the cavity and repairing, and the problem of mutual influence in up-down close-distance crossed tunnel construction is solved.

The invention belongs to the technical field of fabricated buildings, and particularly relates to a pedestrian overpass adopting a spatial string support structure and provided with a semi-rigid tension awning structure, which is provided with a string support self-balancing bridge deck system and the semi-rigid tension awning structure. The string supporting self-balancing bridge deck system is provided with a pressure-bearing bridge deck and a space string supporting structure arranged below the pressure-bearing bridge deck. The semi-rigid tensioning awning structure is provided with a rigid fish belly overhanging truss, a flexible cable net structure system, a vertical supporting component and a landing cable component. The vertical supporting components are provided with A-shaped supporting columns, swing supporting columns and end supporting columns. The two A-shaped supporting columns and the two swing supporting columns are connected between the rigid overhanging truss and the pressure-bearing bridge floor. The bottom ends of the swinging supporting columns are hinged to the pressure-bearing bridge floor; the end supporting column is arranged on the outer side of the swing supporting column, and the top end of the swing supporting column is connected with the top end of the end supporting column. The light and transparent building appearance is achieved.

To improve work efficiency.SOLUTION: A jacket structure system includes a first jacket structure capable of supporting an offshore wind turbine, a second jacket structure capable of supporting an offshore wind turbine, and a gangway spanning the first jacket structure and the second jacket structure. The first jacket structure has a first external work floor. The second jacket structure has a second external work floor. The gangway spans between the first external work floor and the second external work floor so that a worker can move between the first external work floor and the second external work floor.SELECTED DRAWING: Figure 1

The invention belongs to the field of wind energy and ocean energy utilization, and discloses an anti-typhoon novel wind-wave combined power generation structure system which comprises a semi-submersible base used for being suspended on the sea surface. The semi-submersible base comprises three buoys which are annularly and uniformly distributed, the upper ends of every two adjacent buoys are fixedly connected through a first connecting assembly which is horizontally arranged, the lower ends of every two adjacent buoys are fixedly connected through a second connecting assembly which is horizontally arranged, and third connecting assemblies which are horizontally arranged are fixed to the middle sections of the peripheral walls of the buoys; each first connecting assembly is provided with two oscillating floater type wave energy power generation devices. According to the semi-submersible type base, the utilization rate of wind energy resources and wave resources is increased, and meanwhile the stability of the semi-submersible type base can be improved by arranging the three buoys on the sea surface in an equilateral triangle shape; when the wind speed of the typhoon exceeds the specified wind speed, the distance between any two adjacent buoys can be synchronously increased, so that the bottom area of the semi-submersible base is increased, and the stability of the semi-submersible base under the condition of high wind speed is further improved.

The invention belongs to the technical field of oil and gas well drilling, and particularly relates to an experimental device and method for simulating the overflow and leakage co-storage well killing process of a fractured-vuggy stratum. The device comprises a simulation wellbore system, a simulation drilling fluid circulation system, a simulation fracture-vug type stratum structure system, a simulation gas injection system, a data acquisition system and a data processing system. The wellbore simulation system is used for simulating a drill stem and a wellbore in an experiment; the simulated drilling fluid circulating system is connected with the upper part of the shaft system and is used for simulating injection and return of drilling fluid; the simulated fracture-vug type stratum structure system is connected with the lower part of the shaft system and is used for simulating cracks and karst caves in an experiment; the simulated gas injection system is used for injecting gas into the fracture-cavity type stratum structure system; and the data acquisition system and the data processing system are used for acquiring and processing experimental data in the experimental device. The experimental device and method provided by the invention aim at solving the problem that in the prior art, the overflow and leakage coexistence well killing process of a fracture-vug type stratum cannot be comprehensively simulated.

The invention discloses a support-free assembled integral open-cut driving tunnel structure system and a construction method. A bottom plate of a tunnel on the lowermost layer is of a bottom plate cast-in-place structure; the side wall and the top plate of each tunnel are each of a laminated slab structure. The laminated slab structure comprises a prefabricated slab facing the interior of the tunnel and a cast-in-place layer facing the exterior of the tunnel. The side wall of the uppermost tunnel and the cast-in-place layer of the top plate are integrally poured, and the cast-in-place layers of the other side walls and the cast-in-place layers of the corresponding top plates are separately poured; during construction, corner connecting components are arranged between the bottom plate and the side wall, between the bottom plate and the middle partition wall, between the top plate and the side wall or between the top plate and the middle partition wall of each tunnel. During construction, the side wall and the top plate of each layer of tunnel are assembled one by one, and the precast slab and the wall-attached enclosure of each side wall are used as a cast-in-place formwork of the side wall to pour concrete. No support is arranged in the construction process, no formwork is needed, efficiency can be improved, and the environment can be improved.

The invention relates to the technical field of tunnel engineering, in particular to an operation high-speed rail tunnel portal anti-impact combined structure system which comprises stand columns, longitudinal beams, cross beams and buffer structures. The stand columns are located on the two sides of a railway and arranged in the extending direction of the railway, and foundations are connected to the bottoms of the stand columns. The longitudinal beams are arranged on the tops of the stand columns on the same side of the railway respectively, are parallel to the extending direction of the railway and are sequentially connected with an existing tunnel portal. Two ends of the cross beam are respectively connected with longitudinal beams on two sides of the railway. The bottom of the buffering structure is connected with the top face of the beam. The stand columns, the longitudinal beams and the cross beams are all prefabricated parts. The stand columns, the longitudinal beams and the cross beams are all arranged to be prefabricated parts, the stand columns, the longitudinal beams and the cross beams can be installed at the tunnel portal in a hoisting mode, and therefore the field construction efficiency is improved. And meanwhile, the rack and the template do not need to be built and disassembled on the railway, so that the space of the operating railway is not occupied, and the risk brought to the operation safety of the railway is further reduced.

The invention discloses an outer-rigid and inner-flexible stadium annular roof structure system and a construction method thereof. The system comprises an outer rigid structure and an inner flexible structure. The peripheral rigid structure comprises supporting columns, V-shaped supporting pieces and a grid frame. The supporting columns are radially distributed on the outer ring of the annular roof structure around the center of the annular roof structure. The V-shaped supporting pieces correspond to the supporting columns one to one and are located on the inner sides, opposite to the supporting columns, of the roof structure. The grid frame is fixed to the top ends of the supporting columns and the V-shaped supporting pieces. The inner flexible structure comprises an annular cable and a radial cable; the ring cable is arranged on an inner ring of the roof structure; one end of the radial cable is fixed with the V-shaped supporting piece, and the other end is fixed with the ring cable. A giant outer pressing ring form of a traditional cable bearing structure is abandoned, the peripheral rigid structure and the inner surrounding flexible structure are combined, the rigidity of the peripheral rigid structure is used as a support of the flexible structure, the stress mode of the grid frame structure is improved, the rigidity of the inner surrounding cable structure is improved, and the steel consumption of the peripheral rigid structure is reduced.

The utility model discloses a steel platform construction device for high-altitude medium-and-small-span suspended structure construction. The steel platform construction device comprises a steel platform body structure system, a connecting system, a lower supporting system and a dismounting system. The steel platform main body structure system is composed of I-shaped steel girders and channel steel coupling beams, the channel steel coupling beams are placed on the I-shaped steel girders after the I-shaped steel girders are arranged according to a certain interval, and the I-shaped steel girders are fixedly connected into a whole through welding; according to the system, an I-shaped steel main beam is flatly placed on a floor structure, the two ends of the I-shaped steel main beam are connected through U-shaped rings, or the I-shaped steel main beam is connected with the outer side of a cavity edge beam and a column through friction type high-strength bolts; the lower support system is an inclined lower support arranged on each of the two sides of the I-shaped steel main beam; the dismounting system is composed of a guide rail frame, rolling bodies and movable and fixed pulley blocks. According to the utility model, the construction of high-altitude holes, corridors and the like with the span within 10m can be solved.

The invention relates to the technical field of railway foundation deformation, and discloses a number and object fusion method for railway foundation deformation analysis under fault zone dislocation, which comprises the following steps: establishing a physical experiment platform, a simulation model and a fault zone spatial dislocation deformation statistical model, and obtaining boundary conditions; loading boundary conditions on the physical experiment platform and the simulation model to obtain space deformation of the tunnel structure; and comparing the space deformation of the tunnel structure under the physical experiment condition with the space deformation of the tunnel structure under the analogue simulation condition, and outputting a displacement curve of the tunnel inverted arch in the fault dislocation direction after the conditions are met. According to the method, an active fault zone-tunnel structure physical experiment platform and a simulation model are effectively combined, simulation model parameters are guided and corrected through physical experiment results, the fault zone-tunnel structure system deformation evolution and the space-time law thereof are accurately analyzed, the types of working conditions capable of being simulated are rich, and the simulation efficiency is high. And the method is suitable for the pre-research requirements of railway construction in the western fault zone frequently-occurring areas, and has relatively high accuracy and robustness.