658results about "Extraordinary structures" patented technology

A prefabricated modular stairwell and elevator shaft system is described. The system can include an end panel, a first side panel, a second elevator shaft panel, a second side panel, and a first elevator shaft panel. The prefabricated modular stairwell and elevator shaft system can also include stairwell components (including one or more treads, one or more landings, and one or more handrails), one or more counterweight rails, one or more counterweight brackets, a stairwell door, and a stairwell door frame.

The invention relates to a support-free construction method for single-circle pull-down of a radial multi-support cable-supported grid structure. The support-free construction method comprises the steps that firstly, a cable net is pulled and lifted till radial cables are anchored to a circumferential supporting structure; then, a single-circle pull-down tool cable is installed and tensioned at the annular cable clamp, and the annular cable is made to be at the designed elevation; then, the radial beams, the supporting rods and the radial cable clamps are hoisted one by one in blocks, the tool cables are synchronously adjusted and pulled down, and non-closure section first-batch ring beams which are arranged in a staggered and spaced mode are installed in a running water mode; and then the pull-down tool cable is released and removed, and the non-closure section rear batch ring beam and the closure section ring beam are sequentially installed. According to the method, support-free construction of the radial multi-support type cable-supported grid structure is achieved through the single-circle pull-down tool cable, the complex multi-circle pull-down procedure is avoided, the elevation of the annular cable is convenient to adjust and control, the cost of construction measures is reduced, single-truss hoisting is stable, radial cable clamps are convenient to install, and the design requirement that the radial prestress of a lower cable net is independently balanced by a circumferential supporting structure is met.

The utility model discloses a novel air rib type inflatable membrane structure which comprises a main body structure formed by combining a plurality of independent air rib inflatable columns side by side from front to back, a grid drawstring structure is laid outside each air rib inflatable column, and each grid drawstring structure is composed of an axial drawstring, an annular drawstring and an inclined drawstring. The grid drawstring structure is provided with connection fixing points on the front side and the rear side of the air rib inflation columns, and the adjacent air rib inflation columns are connected through the connection fixing points. The limitation of the tensile strength of the PVC film material is broken through through the inflatable column external constraint drawstring net, and a mixed structure form of internal air pressure support and external drawstring net pulling is formed, so that the structure form is more stable, and the load resisting capacity is high; the air rib inflatable column structure of the external constraint drawstring net relieves the local stress concentration of the inner arc generated by the stress characteristic of the arc arch column, and the safety of the whole structure is effectively improved. And a modularized assembly structure form is adopted, so that disassembly, assembly and movement are convenient.

Disclosed in the present invention is a spatial three-dimensional suspended corridor, comprising a suspended corridor that connects indoor floor passageways, wherein diagrid columns are provided on all edge portions of the indoor floor passageways; the suspended corridor comprises several fixed segments and several bridge deck segments from bottom to top; and the fixed segments or corner segments are all connected to the corresponding bridge deck segments by means of node connecting components. In the present invention, by means of some implementable tests and on the basis of having a preliminary understanding of the stress performance of a corridor structure, a corridor simulation model is also established, parameters of the model are continuously optimized for repeated debugging, preliminary stress performance calculations are then performed and compared with results of some previously conducted tests, and if results are quite similar to the test results, this proves that the model is relatively optimal, that is, an optimized model is obtained, and then this model is used to analyze other more complex performances of the corridor. The optimization objective of the present invention is to make the structure and stress of an aerial corridor safer, more reliable and more comfortable.

The utility model relates to the technical field of building design, in particular to a retractable roof system which comprises an arched roof and a retractable roof, a circular opening is formed in the center of the arched roof, and the retractable roof is arranged on the arched roof and composed of a plurality of petal-shaped roof pieces. The roof piece can move in the radial direction of the arched roof so as to be switched between an open state and a closed state, and in the open state, the circular opening is completely exposed; and in the closed state, the retractable roof completely covers the circular opening to form a closed dome structure. According to the opening and closing roof system, the roof pieces are driven to move in the radial direction along the arched roof so as to be switched between the opening state and the closing state, the indoor space and the outdoor space of a venue can be switched, natural conditions are fully utilized, and the opening and closing roof system has the advantages of being novel in opening and closing mode, reasonable in structural stress, convenient to drive and control and the like. And the structural form of the retractable roof system is enriched.

An intermediary support structure that includes a linear or rotational actuator to move the single display tile from a first position in a first plane along a predetermined path to a second position in the first plane. The first position is a loading position of the single display tile in the tiled display and the second position is a position in which the single display tile lies when installed in its operative position in the tiled display. When the single display tile is located in the first position, there is a distance between the loading position and the operative position, the linear or rotational actuator is configured so that the distance becomes smaller as the single display tile is moved along the predetermined path towards the second position. The linear or rotational actuator is accessible and remains accessible until an adjacent display tile is covering an access to the actuator.

The invention relates to a large-span steel structure corridor sliding assembly construction process, and aims to solve the problems of high difficulty, low efficiency, difficulty in dismounting an auxiliary structure and the like in large-span steel structure corridor construction by a traditional hoisting method. According to the process, mounting of a longitudinal triangular truss, a middle shaft small truss and an outrigger is completed by assembling a door-type steel truss column truss on the ground or a roof, mounting a sliding rail and assembling a truss beam and the door-type steel truss. And the assembled door-type steel truss combination slides, the steps are repeated on the two sides, and finally the two-large-area steel structure corridor formed by assembling seven door-type steel trusses is formed. According to the process, the Z-shaped sliding rails and the detachable rollers are adopted, so that all mounting auxiliary parts can be independently separated from the truss structure after the structure is mounted, the construction efficiency is improved, the cost is reduced, and the aesthetic property and the functionality of the structure are ensured. The technology is suitable for rapid and efficient construction of the large-span steel structure corridor and has remarkable economic benefits and social benefits.

The invention relates to a full-life-cycle indoor variable space building system. The full-life-cycle indoor variable space building system comprises a novel structure system and a building space layout. The novel structural system comprises a core tube, steel-concrete composite structural floors are connected to the two sides of the core tube, each steel-concrete composite structural floor is provided with a floor structural unit and a hidden beam frame for supporting the floor structural unit, the hidden beam frames and the floor structural units form an integrated structure by pouring concrete, and the hidden beam frames are connected with the core tube. The hidden beam frame is connected with a plurality of frame supporting columns, and the frame supporting columns are separated from the outer wall and the separating wall. The building space layout comprises the steps that a water utilization space is centrally arranged on one side of a living space, a large-space non-water utilization space is arranged on the other side of the living space, a vestibule backcourtyard and an equipment platform are arranged on the outer side of the outer wall of the centralized water utilization space, and a shared facility tube well is arranged. According to the invention, global variation of the living room space, the water utilization space and the balcony space in the whole life cycle of families and residences is realized.

The invention relates to a compressed air storage cavern structure which comprises a drainage layer, a sprayed concrete layer, a reinforced concrete lining layer, a sliding layer and a sealing layer which are sequentially arranged in the direction from outside to inside, and a space used for storing compressed air is formed in the inner side of the sealing layer. Partition walls are arranged in the space on the inner side of the sealing layer to divide the space on the inner side of the sealing layer into a plurality of cavities, balance pipelines are embedded in the partition walls to communicate the adjacent cavities, electric control valves are arranged on the balance pipelines to control connection and disconnection of the balance pipelines, and an air pressure detection element is arranged in each cavity. The compressed air storage cavern structure is high in pressure bearing capacity and high in stability.

The utility model provides a membrane drawing node for a rigid membrane valley, which comprises a steel pipe, a stiffening plate arranged on the steel pipe, a base arranged at the upper end of the stiffening plate, and angle steel connected with a fixing bolt A and fixed on the upper end face of the base through the fixing bolt A; the pressing plate is connected with the fixing bolt B and is connected to the angle steel through the fixing bolt B; the main film is arranged at the position between the pressing plates; the heat sealing reinforcing film is arranged on the upper end surfaces of the main films and is used for connecting the two main films in a heat sealing manner; the arc-shaped top edge is arranged at the upper end of the pressing plate, forms an arc-shaped structure and is used for jacking a main film, and the film fixing device has the advantages that the film can be fixed, the application range is wide, and the film fixing device can adapt to different tensile forces.

The invention discloses a construction method of a curved-surface cylindrical cable-membrane composite structure system.The cable-membrane composite structure system is of a curved-surface cylinder structure with the middle concave inwards, a circle of the upper portion of the cylinder is of a steel truss structure, the upper portion of a cable net is connected with the steel truss structure, the cable net comprises a plurality of radial cables and annular cables, and the radial cables and the annular cables are arranged in a crossed mode to form grids; the construction method comprises the following steps that S1, the steel truss structure is installed, and an initial frame is formed; s2, an operation platform and a lifting tool frame are arranged, and a lifting point is set; s3, the radial cable and the lifting tool frame are connected and lifted to be separated from the ground; s4, a cable net lifting and tensioning scheme is determined, specifically, the cable net is lifted to the designed height in a staged mode, annular cables are synchronously installed, and radial cables are symmetrically tensioned in a staged and batched mode; s5, synchronously performing simulation calculation and analysis; and S6, based on the simulation calculation and analysis result, lifting and tensioning of the cable net are conducted, and finally cable net forming is completed. And S7, a membrane structure is installed, and the tension of the cable net is adjusted.

The invention provides a pre-pressing method for construction of a suspension structure, and particularly relates to a method for applying a subsequent total load in advance through a pre-pressing device such as a hydraulic jack, so that a floor structure vertically deforms and is locked in advance, and then pressure is balanced and released step by step along with increase of a construction load. Load application and pressure release balance in the whole process is ensured, and structural deformation is in a stable state. According to the method, a structure pre-arching mode is adopted in the earlier stage, after construction of a steel structure outer frame is completed, the follow-up design load amount is obtained through calculation, suspension structure outer frame pre-pressing is conducted, so that the vertical deformation amount is locked in advance, then pressure is released through step-by-step unloading along with increase of the construction load, and the outer frame structure stress is always in a balanced state; the problem that vertical deformation of a floor structure is continuously increased due to load increase in floor construction of a suspension structure is solved. The risks of structural cracking, roof water leakage, building decoration layer damage and the like possibly caused by development of vertical deformation of the floor are reduced to the maximum extent, and the construction quality of the suspension structure is greatly improved.

The invention relates to the technical field of cable-supported grid structures, and discloses a permanent cable net support hoisting method which comprises the following steps: hoisting a cable net to an initial mounting configuration; applying a pull-down force to the cable net through at least one measure cable; the inclination angles of the radial steel beams relative to the horizontal plane are changed by multiple times, and loads are applied to the radial cables in the cable net by the heat by multiple times; after the load is applied each time, the cable force of the measure cable is dynamically adjusted, so that the configuration of the radial cable is matched with a preset supporting rod or flying column connecting point, and connection is completed; and after all the connecting points are connected, the measure cables are dismantled, and final shape finding of the radial cables is completed. The invention aims to provide a construction method for mounting an upper steel structure on a flexible cable net based on load superposition and a mode of dynamically adjusting a pull-down tool cable, and solves the problem that a plurality of support radial units complete shape finding under the control of a single pull-down tool cable.

The invention provides a construction method of a cantilever hanging steel structure, which belongs to the technical field of building construction, and comprises the following steps: arranging a temporary jig frame at the outermost end of each floor of the cantilever hanging steel structure, carrying out positive-sequence installation construction from bottom to top, dismantling the temporary jig frame after the construction process is completely finished, and calculating the position of the cantilever hanging steel structure according to a calculation simulation result. A deformation preset value is set before each step of construction, so that it is guaranteed that all structural members fall to the designed positions after construction is completed; according to the construction method of the cantilever hanging steel structure, the problem that deformation is difficult to control in cantilever structure construction is solved, and the construction method has the advantages of being easy to operate, convenient, fast, reliable and high in applicability.

The invention discloses a high-altitude ultra-long and ultra-high steel member installation construction stability control method on a flexible cable net, which comprises the following steps: S1, a radial main beam is hoisted to the flexible cable net, and the lower part of the head end of the radial main beam is connected with a vertical main supporting rod; a plurality of vertical secondary supporting rods are evenly arranged on the bottom side of the radial main beam in the axis direction of the radial main beam at intervals. S2, the radial main beam is gradually lowered, and the tail end of the radial main beam is connected to the inner ring beam through a pin shaft; s3, the adjustable lateral cables connected to the two sides of the vertical main supporting rod in advance are preliminarily pre-pulled downwards, then the single steel component is gradually lowered, the vertical secondary supporting rod and the radial cables are sequentially connected through cable clamps, and the bottom end of the vertical main supporting rod and the inner side annular cable are sequentially connected through cable clamps; and S4, the adjustable lateral cable is connected, the telescopic length is adjusted, and the adjustable lateral cable is tensioned and fixed. The method can ensure that the steel member forms a stable structural system under the support of the cable net, a large amount of measure cost is reduced, and the mounting quality is improved.

The application discloses a construction method of a double-helix cantilever structure and belongs to the technical field of building construction. The method comprises the following steps: pouring a plurality of cantilever plate modules capable of being spliced to form a double-helix cantilever plate; pouring a core column, installing a climbing track consistent with the spiral shape of the preset double-helix cantilever plate along the side wall of the core column; installing the cantilever plate module at the initial position of the climbing track, sliding the cantilever plate module to detect whether the cantilever plate module can be moved from the initial position to the final position from bottom to top; moving the cantilever plate module at the initial position of the climbing track to a second position, and then installing the cantilever plate module at the initial position of the climbing track, so that the cantilever plate module at the initial position is spliced with the cantilever plate module at the second position until the cantilever plate modules are spliced to form the double-helix cantilever plate; and removing the outer track after pouring the core column. The double-helix cantilever plate is formed by splicing the cantilever plate modules, the construction of the double-helix cantilever plate structure is facilitated, and the problem of on-site pouring construction of the double-helix cantilever plate is solved.

The invention relates to the technical field of PTFE membrane material installation, and particularly provides a PTFE membrane material installation pretension control method and system.The method comprises the steps that real-time temperature information of different areas on a PTFE membrane material is obtained; for each area, acquiring additional thermal stress of the area according to the membrane material thermal expansion coefficient, the design reference temperature and the real-time temperature information; determining a temporary mechanical tension target corresponding to each area according to the additional thermal stress and a preset target total stress; for each area, tensioning operation is conducted on the PTFE membrane material according to the temporary mechanical tension target, the actual total stress of the area in the tensioning operation process is monitored in real time, and the tensioning operation is adjusted according to the deviation between the actual total stress and the target total stress till the total stress reaches the target total stress; the method can effectively peel off the influence of temperature change on the stress state of the membrane material and adjust the pretension target according to the dynamic temperature field.

The present invention relates to the technical field of long strip structural members for bearing loads, and discloses an adjacent skew grid steel tube, which is used as the core tube of a building with a frame-core tube structure. At least two rigid corner tubes aligned with the upper and lower ends of the skew grid steel tube are arranged on the side of the skew grid steel tube. The rigid corner tubes are vertically arranged rigid structures, and there are spaces between the rigid corner tubes and they are respectively fixedly connected to the skew grid steel tube. In the present invention, by using rigid corner tubes to fix on the two vertical edges of the skew grid steel tube, its flexural and torsional stiffness is improved, enabling it to be used as the core tube of a building, thus bringing three benefits: improving the vision inside the building, reducing the self-weight of the building, and shortening the construction period. In the present invention, since the floor slabs of the building expand outward with the skew grid steel tube as the center, the rigid corner tubes are mainly used to improve the stiffness of the skew grid steel tube and have a small cross-section requirement, so an integral climbing formwork construction equipment can be used for rapid construction.

This utility model relates to the field of building structure engineering technology and discloses a prefabricated octagonal grid structure, including a connecting frame. A connecting mechanism is provided at the top of the connecting frame to connect it. Multiple support rods are equidistantly arranged around the bottom wall of the connecting frame, and an energy supply mechanism is provided on the outer wall of each support rod to achieve energy self-sufficiency for the structure. The connecting mechanism includes a connecting frame located at the top of the connecting frame. Multiple connecting slots are equidistantly formed on the top wall of the connecting frame, and these slots engage with the connecting frame. In this utility model, the outer connecting parts of the grid unit are precisely aligned with the mounting holes on the support rods. Bolts are passed through and tightened to firmly connect the grid unit to the support rods, enhancing the stability and load-bearing capacity of the structure. Furthermore, the octagonal grid shape enriches the visual effect of the building and meets diverse aesthetic needs.

The utility model discloses a leakage-proof structure of an inflatable membrane, which comprises a mounting frame, a leakage-proof cover, a leakage-proof cover and a leakage-proof cover, and is characterized in that the mounting frame is provided with a clamping mechanism; the clamping mechanism comprises a lead screw and sliding rods, an inner cavity is formed in the mounting frame, the lead screw is rotationally connected with the inner side wall of the inner cavity, two sliding blocks are slidably connected to the lead screw, the sliding rods are fixedly connected to the two sliding blocks, a sliding groove penetrating through the inner cavity is formed in the inner side wall of the mounting frame, and the sliding rods are fixedly connected to the sliding blocks. The upper ends of the sliding rods penetrate through the sliding grooves and are fixedly connected with clamping plates. The pneumatic membrane body is clamped through the two clamping plates, friction force is increased through the non-slip mat, clamping is more stable, excessive bolts are prevented from being used, the device is convenient to disassemble and assemble, use is more convenient, the movable rod abuts against the pneumatic membrane body, the movable rod is fixedly connected with the sealing gasket, and the pneumatic membrane body can be clamped through the sealing gasket. And through cooperation of a movable rod and a limiting rod, the leakage-proof effect of the device is better, and rainwater is prevented from leaking from the bottom.

This invention relates to the field of steel structure building construction technology, and in particular to a method for installing a circular arc beam in a circular tower steel structure. The method includes: creating a matching arc-shaped template based on the measured arc contour of the steel column on site; machining the ends of the beam to form a uniformly fitting arc surface; installing the steel column in sections; installing an adjustable ear plate assembly using the pre-reserved connection holes in the steel column and adjusting it to the installation height; hoisting the beam onto the assembly; finely adjusting its three-dimensional posture to ensure precise alignment of the fitting surfaces before locking it in place; welding the beam to the steel column; and finally removing the adjustable ear plate assembly. The purpose of this invention is to solve the problems of low beam fitting accuracy, difficulty in hoisting and positioning adjustment, damage to the steel column base material, and poor welding quality caused by deviations between the actual contour of the steel column and the design.

A frame supporting type air rib membrane structure system comprises a frame supporting structure, an air rib structure and a membrane structure. The frame supporting structure comprises a supporting unit; the supporting units are arranged at intervals in the longitudinal direction. The supporting unit comprises a stand column and a top support. The air rib structure is mounted on the outer side of the frame supporting structure and is formed by splicing a plurality of air rib type membrane structure units; each air rib type membrane structure unit comprises an air rib and a connecting pipe; the air ribs are arranged in parallel at intervals, and one group of air ribs are horizontally arranged; the group of air ribs are communicated with one another through connecting pipes to form one or more independent inflation loops; pressure sensors are arranged on the surfaces of the air ribs; and the membrane structure covers the outside of the air rib structure and is detachably connected with the air rib structure. The technical problems that a traditional gas film structure is small in application range, insufficient in stability, prone to being large in film surface deformation and unstable in gas rib are solved, and the technical problems that a traditional gas rib type film structure is poor in adjustment flexibility, large in operation difficulty and high in cost are further solved.

The present application relates to the technical field of structural design of construction engineering, and especially relates to a large-span roof tensile membrane structure and a design method thereof; the large-span roof tensile membrane structure comprises: no less than two non-draining boundaries and one draining boundary; the tensile membrane is tensiled between the non-draining boundaries and the draining boundary; the non-draining boundaries are located at the same elevation or different elevations; and the draining boundary is in a concave arch shape. The present application constructs a tensile membrane structure which does not rely on arches, cables, struts and other supporting members, forms a negative Gaussian surface by concave design of the membrane boundary, forms a draining path along the concave direction, and realizes organized drainage of the tensile membrane structure. Meanwhile, under the action of prestress, the membrane structure of the negative Gaussian surface has a structural rigidity which meets the use requirements. The corresponding design method can determine the size of the concave of the outer boundary of the tensile membrane based on the geometry of the roof structure of different shapes. The tensile membrane structure and the design method thereof proposed by the present application can avoid the influence and limitation of the traditional membrane structure modeling and internal supporting members on the architectural effect, maximize the realization of the demand for transparent and light architectural effect, and at the same time avoid water accumulation of the membrane structure.

The utility model relates to the technical field of railway building components, in particular to a tree-shaped beam column structure for a railway station canopy, which comprises a support rod, the upper part of the left end and the upper part of the right end of the support rod are fixedly connected with fixing frames, and the lower end of the support rod is fixedly connected with a fixing plate. A drainage channel is formed in the middle of the upper end of the supporting rod and the middle of the upper end of the fixing plate, and a plurality of fixing holes are formed in the upper end of the fixing plate. According to the tree-shaped beam column structure for the rain shed of the railway station, due to the fact that the two fixing frames are arranged, when the tree-shaped beam column structure is used for installing and using the rain shed, the three supporting plates in the fixing frames can absorb and weaken wind vibration generated by the rain shed, the damping effect can be achieved, and the situation that the rain shed is damaged in the strong wind weather is avoided. The rain shed is damaged due to the wind vibration effect, the drainage channel is formed in the upper end of the device, when the device is used, rainwater falling on the rain shed slides to the upper portion of the supporting rod and flows away through the drainage channel, and it is avoided that the rainwater is retained on the upper portion of the device to cause corrosion of the device.

The utility model relates to the technical field of membrane structure inflation equipment, in particular to membrane structure inflation equipment which comprises an outer frame body, a filtering structure is arranged in the outer frame body and close to one side, a grid plate is arranged on one side of the outer frame body and located at the filtering structure, a dehumidification device is arranged in the outer frame body and located beside the filtering structure, and an air outlet is formed in the other side of the outer frame body. A fixing frame is fixed to the inner side of the outer frame body, a heating block is fixed to the side face of the fixing frame, a connecting plate is fixed to the inner side of the outer frame body, a plurality of refrigeration pieces are embedded in one side of the connecting plate, and a plurality of heat dissipation grooves are formed in the positions, located at the connecting plate, of the outer side of the outer frame body; a plurality of connecting port structures are arranged at one end of the air outlet. The membrane structure air inflation device solves the problems that the air inflation end of an existing membrane structure air inflation device cannot adapt to air inlets with different diameters, is inconvenient to fix and prone to falling off, and cannot control the air inflation temperature, so that the tensioning speed of the surface of a membrane structure is affected, and the air inflation speed is affected.

The invention discloses an indoor stadium spiral suspension corridor and a hoisting and unloading method thereof.The indoor stadium spiral suspension corridor comprises a bridge body, the bridge body is installed in a stadium and arranged upwards in a spiral shape, the bridge body is divided into a plurality of bridge floor sections from top to bottom, and the starting position is connected with a suspension type visiting room arranged at the top of the stadium; the final position is connected with the ground through a multi-stage damping device; according to the method, the main supporting system, the secondary supporting system and the corresponding unloading control system are arranged, after hoisting of all components of the gallery is completed, unloading is carried out according to the method that the main supporting system is arranged firstly and then the secondary supporting system is arranged from top to bottom in a collaborative grading circulation mode, and the supporting systems are dismantled; the air gallery is reliably transited from a temporary supporting state to a gallery self-bearing stress state, the overall stability of the air gallery is effectively guaranteed, structural damage and damage caused by concentrated stress of a supporting system and sudden change of loads of suspenders in the unloading process are avoided, and safety and comfort of the air gallery in the service period are guaranteed.

The application discloses a large-span cantilever steel structure construction method and belongs to the technical field of building construction, which comprises the following steps: 1) bottom concrete structure pouring; 2) temporary support device installation; 3) large-span cantilever steel structure installation; 4) pouring: pouring the remaining concrete structure; and 5) temporary support device adjustment. The method aims at solving the problem that the force exerted by the temporary support device cannot be adjusted during the construction of the large-span cantilever steel structure.

The utility model relates to the technical field of pneumatic membranes, and discloses a high-pressure-resistant pneumatic membrane which comprises an outer membrane, a first light-transmitting membrane is fixedly assembled on the top of the outer membrane, an inner membrane is arranged on the inner wall of the outer membrane, a second light-transmitting membrane is fixedly assembled on the outer wall of the inner membrane, a sleeve is fixedly assembled on the top of the second light-transmitting membrane, and the sleeve is fixedly assembled on the top of the second light-transmitting membrane. The inner wall of the sleeve is slidably sleeved with a sliding rod, a limiting rod is arranged on the inner wall of the sleeve, a limiting ring is fixedly assembled at the top end of the limiting rod, and the outer wall of the limiting rod is sleeved with a spring. Through the arrangement of the structure of the outer film, the first light-transmitting film, the inner film and the second light-transmitting film, after the inflatable film is inflated and swelled, due to the fact that materials of the outer film, the first light-transmitting film, the inner film and the second light-transmitting film all adopt the characteristic of high light-transmitting performance, sunlight cannot be excessively shielded when irradiated, and therefore the light-transmitting performance of the inflatable film is guaranteed; therefore, the inflatable membrane has the characteristics of high brightness and high transparency in use, and sufficient illumination supply is guaranteed.

The utility model relates to a fabricated special-shaped bamboo structure building. The fabricated special-shaped bamboo structure building comprises a top connecting piece, a plurality of special-shaped bamboo structure units, a plurality of inner-layer skins and an integral outer-layer rain-shielding skin; each special-shaped bamboo structure unit comprises a bottom fixing piece, a plurality of sets of middle connecting pieces and a plurality of round bamboos with the same diameter, and the round bamboos are assembled through the middle connecting pieces and the bottom fixing pieces to form the fusiform special-shaped structure units. Every two adjacent special-shaped structure units are connected and fixed into a whole through the corresponding top connecting piece and the corresponding middle connecting piece between the two adjacent special-shaped structure units. The top connecting piece, the bottom fixing piece and the middle connecting piece are each of a sleeve structure made of metal. The fabricated special-shaped bamboo structure building provided by the utility model is not only durable, but also has standardized building materials, connecting components and a fabricated construction method.

The invention belongs to the technical field of buildings, and relates to a building structure with the component size determined according to the structural stress magnitude, the building structure comprises a supporting column (1) and a cross beam (2) connected with the supporting column (1), the cross beam (2) is a fish-belly sill, the cross section of the fish-belly sill is in a fish-belly form, the middle cross section size is large, the cross section sizes of the two ends are small, the supporting column (1) is a fusiform column, and the cross section of the cross beam (2) is a triangular column. The middle section size of the fusiform column is large, and the section sizes of the two ends are small. While the requirement for building attractiveness is met, the sizes of all structural components are set according to the stress of the structure, the area of the beam is increased at the position where the stress of the beam is maximum, the structural rigidity and the stress performance are improved, the height of the beam is reduced at the position where the stress of the beam is small, the effect of reducing cost can be achieved, and a structural system combining architectural aesthetics and structural stress is formed.