1267 results about "Concrete composites" patented technology

The invention provides a concrete prefabricated energy storage cabin which comprises a cabin body and a cabin door which are made of a concrete composite material, so that the energy storage cabin has high compressive strength and high fire resistance rating, and a plurality of energy storage cabins can also be transversely arranged without spacing or stacked in the height direction, so that the occupied area is effectively reduced; an energy storage box provided with a basin-shaped box body and a cover plate is arranged in the cabin body, the cover plate covers the basin-shaped box body to form a closed energy storage cavity for accommodating a battery module, and the basin-shaped box body and the cover plate are also made of a concrete composite material, so that high temperature generated by thermal runaway of a battery in a single energy storage box can be effectively limited in the energy storage box; as the oxygen content in the energy storage box is relatively low, the flame can be automatically extinguished after the battery with relatively light thermal runaway degree is on fire; and for a battery fire with a heavy thermal runaway degree, a long time can be provided for fire fighting and extinguishment, and flames can be extinguished in time in the energy storage box.

The invention relates to the field of bridge monitoring, and particularly discloses a crack monitoring system for a fixed end of a steel-concrete composite beam. The method is used for solving the problems that multi-source information fusion, hot spot stress on-line accurate calibration, fatigue life real-time accurate evaluation, S-N curve dynamic correction and remote visual early warning are difficult to realize in crack monitoring of a fixed end of an existing steel-concrete composite beam under complex load and environmental interference. Comprising a multi-sensor data acquisition module, an edge preprocessing module, a data fusion and damage identification module, a hot spot stress calibration module, an early warning decision module, a visual remote communication module and a digital twinborn calibration module. According to the invention, through integration of multi-sensor synchronous acquisition, edge intelligent preprocessing, multi-source data fusion, online hot spot stress calibration and digital twinborn calibration, Monte life prediction and early warning and hybrid energy management, high sensitivity, low power consumption and accurate early warning of steel-concrete composite beam fixed end crack monitoring are realized.

The invention relates to the technical field of hogging moment region calculation, in particular to a hogging moment region long-term rigidity prediction method for a steel-concrete composite beam bridge. The invention discloses a long-term rigidity prediction method for a hogging moment area of a steel-concrete composite beam bridge. Comprising the steps that a welding stud connecting piece degradation time-varying model and a concrete bridge deck degradation full-time-domain model under the corrosion-fatigue coupling effect are constructed according to test data, and a steel-concrete composite beam bridge hogging moment area rigidity degradation model, steel-concrete composite beam bridge hogging moment area long-term rigidity prediction and the like are constructed. In the process of predicting the rigidity of the hogging moment area of the steel-concrete composite bridge, the deterioration mechanism of a welding stud connector under the corrosion-fatigue coupling effect is considered, the pitting corrosion condition under the environment influence and the welding stud crack condition under the vehicle load influence are considered, the influence of bridge deck slab cracks is considered in the pitting corrosion condition, and the rigidity of the hogging moment area of the steel-concrete composite bridge is predicted. In addition, the mutual relation among the welding stud pitting corrosion influence, the welding stud crack influence and the bridge deck crack influence is considered, and the rigidity of the hogging moment area of the steel-concrete combined bridge is accurately analyzed.

A U-shaped recycled concrete composite beam, and a design and construction method therefor, the U-shaped recycled concrete composite beam comprising a prefabricated concrete casing (11) and cast-in-place compression-zone concrete (12), wherein the prefabricated concrete casing (11) is a recycled concrete casing, and has a U-shaped appearance; the cast-in-place compression-zone concrete (12) is high strength concrete, and the cast-in-place compression-zone concrete (12) is concrete with a strength grade of C50-C80; the thickness h1 of the bottom of the prefabricated concrete casing (11) is not less than 80 mm, and the widths b1 and b3 of lateral surfaces of the prefabricated concrete casing (11) are both not less than 45 mm; the width b2 of the cast-in-place compression-zone concrete (12) is not less than 100 mm; and a steel bar cage is provided in the U-shaped recycled concrete composite beam to serve as a framework. Compared with the prior art, the fire-resistant characteristic of recycled concrete and the excellent mechanical properties of high-strength concrete are fully exerted, the flexural bearing capacity and ductility of the recycled concrete beam can be effectively improved at room temperature, the bursting phenomenon of a fire-exposed surface is reduced at a high temperature, and the temperature field in the beam is significantly reduced.

The invention relates to the technical field of parameter optimization, and discloses a steel-concrete composite beam bridge prefabricated segment prestress tension parameter optimization method and system, and the method comprises the steps: obtaining a design BIM model, classifying prefabricated segments, constructing an initial digital twinborn model, and obtaining monitoring data; processing the monitoring data to obtain corrected data; comparing the corrected data with a model simulation result, and calibrating the model to generate a precise digital twinborn model; evaluating a multi-dimensional robustness index to construct a feature vector; generating a self-adaptive tensioning strategy sequence through a graph neural network in combination with the feature vector and the precise model; according to the method, intelligent optimization of the tensioning parameters is achieved, and the construction precision and the structural safety of the steel-concrete composite beam bridge are remarkably improved.

The invention relates to a stress analysis method and system based on a small and medium span bridge steel-concrete composite structure, and belongs to the technical field of stress analysis, and the method comprises the following steps: S1, building a finite element parameterized model of a steel-concrete composite bridge; s2, constructing a slippage effect model of a steel-concrete interface based on the constitutive relationship of the steel-concrete composite bridge; s3, applying a moving load working condition, and dividing a load position of the steel-concrete composite bridge through a dynamic grid; s4, solving and correcting the structural stress of the steel-concrete composite bridge; s5, key section stress distribution of the steel-concrete composite bridge is output so as to identify the maximum tension and compression stress area; the method has the beneficial effects that the dynamic change of the load action can be accurately reflected in the model so as to reflect the stress state of the bridge under the actual traffic load; and an accurate structural stress solution is gradually approximated, and a reliable stress analysis result is obtained by comprehensively considering material characteristics, structural geometrical shapes and load distribution factors.

The invention provides a concrete composite expanding agent and a preparation method thereof, and belongs to the field of concrete admixtures. The concrete composite expanding agent comprises modified phosphogypsum, fly ash, bauxite, a modified oxide and an auxiliary agent, and is obtained by uniformly mixing the modified phosphogypsum, the fly ash, the bauxite, the modified oxide and the auxiliary agent which have different specific surface areas. According to the composite expanding agent, the modified ardealite and the fly ash synergistically provide an early-stage expansion source, early-stage shrinkage of concrete is compensated through calcium sulphoaluminate hydration products, meanwhile, modified magnesium oxide serves as a later-stage expansion source, magnesium hydroxide is generated through slow hydration, and long-term expansion compensation is achieved; the device has the advantages of good strength, compensation capability and the like; a large amount of industrial waste residues such as ardealite and fly ash are utilized, high-added-value utilization of the industrial waste residues is achieved, and remarkable economic benefits are achieved.

The invention belongs to the technical field of concrete preparation, and particularly relates to a preparation method of a large-mixing-amount concrete composite admixture with solid waste residues as raw materials. The large-dosage concrete composite admixture provided by the invention comprises the following raw materials: phosphogypsum subjected to activation and modification treatment, lithium slag powder subjected to calcination and fine grinding treatment, silica fume, redispersible latex powder, quartz powder and sodium silicate, and the raw materials are added into concrete to serve as cement replacement components. And the compressive strength, static elastic modulus, impermeability, freezing resistance and other properties of the concrete are not influenced.

The invention discloses a method and system for analyzing the rolling resistance of a concrete-filled steel tube combined pier column, and the method comprises the steps: applying an axial compression load to the concrete-filled steel tube combined pier column, and dividing the cross section of the concrete-filled steel tube combined pier column into three layers of regions along a radial material change part; according to corresponding total cross-section average axial strain generated by the steel pipe concrete combined pier column when different axial compression loads are applied, equivalent stress corresponding to each layer of area is calculated, total axial force corresponding to each total cross-section average axial strain is calculated, and a total cross-section average axial strain-total axial force curve is formed; searching a first total cross-section average axial strain corresponding to the maximum value of the total axial force in the total cross-section average axial strain-total axial force curve and a second total cross-section average axial strain corresponding to a first obvious inflection point of the total cross-section average axial strain-total axial force curve, and calculating a ductility coefficient, and judging whether the concrete-filled steel tube composite pier column meets the ductility design requirement or not.

The invention relates to the technical field of steel-concrete composite beams, and discloses a steel-concrete composite beam bridge deck reinforcing device which comprises a sealing plate, a first hydraulic cylinder, a first supporting plate, a first polished shaft, a second supporting plate, a first support, a first rotating arm and a second hydraulic cylinder. In the using process, when one side of the top face of the web beam is subjected to overload pressure, the second supporting plate on the same side can be pressed downwards, then the first supporting plate on the same side is made to move downwards, and therefore the moving ends of the first hydraulic cylinders on the same side are made to return. And at the moment, hydraulic oil in the rodless cavities of the first hydraulic cylinders on the same side can enter the rodless cavities of the second hydraulic cylinders on the same side, and then the moving ends of the second hydraulic cylinders on the same side stretch out. And then, under the support of the first support on the same side, the first rotating arms on the same side can deflect towards the direction of the web beam. Due to the fact that hydraulic pressure is adopted as a power source, enough supporting force can be provided for the bottom face and the two side faces of the web beam, and then the anti-overturning performance is improved.

The utility model provides a fragmented steel-concrete composite structure transition section for a lattice type tower, which comprises two groups of fragmented structures which are oppositely arranged, two ends of the two groups of fragmented structures are connected through connecting components, each fragmented structure comprises a combined cavity, an outer steel shell, an inner steel shell cylinder, a top steel plate and a bottom steel plate, the inner steel shell barrel is arranged on the inner side of the outer steel shell, the top steel plate and the bottom steel plate are arranged on the tops and the bottoms of the inner steel shell barrel and the outer steel shell respectively and welded to the tops and the bottoms of the inner steel shell barrel and the outer steel shell to form a cavity, lattice type tower frame corner columns communicated with the combined cavity are arranged at the bottom of the combined cavity, and a concrete pouring body is arranged in the combined cavity. And the concrete pouring body is filled in an inner cavity of the lattice type tower corner post. The structure is simple in transmission and clear in stress, the compression resistance of the transition section can be remarkably improved, meanwhile, the risk of buckling of the combined cavity can be avoided, and the phenomenon that stress is concentrated when the stress of the upper steel tower is transmitted to the lower lattice section to be transmitted can be effectively avoided.

The invention discloses a UHPC-foam concrete composite material with a sandwich structure and a preparation method of the UHPC-foam concrete composite material. The composite material comprises two ultra-high performance concrete (UHPC) panel layers, a foam concrete sandwich layer of a negative Poisson's ratio three-dimensional framework prepared through a photocuring three-dimensional printing technology is arranged between the two ultra-high performance concrete (UHPC) panel layers, and the three-dimensional framework is of an inward-concave honeycomb topological structure and has the characteristic of transverse expansion after being pressed; impact stress can be effectively dispersed, and a dual energy dissipation path is formed through a synergistic effect with a porous energy absorption mechanism of the foam concrete. The panel layer and the sandwich layer are combined through a layered pouring process, and an interface is subjected to scabbling treatment so as to enhance the bonding strength. The composite material is superior to a traditional material in the aspects of compressive strength and energy absorption performance, is suitable for the fields of anti-explosion buildings, military protection engineering, frontier defense facilities and the like, and has a wide application prospect.

The invention discloses a steel pipe truss assembly type prestressed concrete laminated slab, and relates to the field of concrete laminated slabs. Comprising an internal PVC pipeline arranged in a concrete laminated slab, a PVC pipeline and a first internal steel pipe truss which are poured and fixed in the concrete laminated slab, and an external steel pipe truss which is connected to a second internal steel pipe truss in a threaded fit manner; when the grouting mechanism is connected to the end of the PVC pipeline, concrete sequentially passes through the PVC pipeline, the internal PVC pipeline, the first internal steel pipe truss, the second internal steel pipe truss, the external steel pipe truss and the grouting hole to be injected into the peripheral connecting position of the concrete laminated slab. The concrete laminated slab is provided with three modules, and the purposes that the connecting strength of the connecting positions of the concrete laminated slab is improved, concrete is convenient to pour and fix, and the position of the concrete laminated slab is convenient to adjust can be achieved.

The invention belongs to the technical field of concrete prefabricated parts, and relates to an autoclaved aerated concrete composite thermal insulation wallboard and a manufacturing process thereof. The autoclaved aerated concrete composite thermal insulation wallboard is of a three-layer composite structure and comprises autoclaved aerated concrete layers on the two sides and a phenolic aldehyde board arranged between the autoclaved aerated concrete layers on the two sides. The manufacturing process comprises the following steps: carrying out high-temperature steam curing on the phenolic aldehyde plate in advance through a still kettle, then obliquely inserting and fixing the phenolic aldehyde plate by using a reinforcing mesh (the area of the reinforcing mesh is larger than that of the phenolic aldehyde plate), sinking into a mold filled with slurry for pre-curing, cutting after the composite thermal insulation wallboard is preliminarily formed, punching two sides of the wallboard, and then putting into the still kettle for autoclaved curing, thereby obtaining the composite thermal insulation wallboard. According to the manufacturing process, the phenolic aldehyde board is effectively prevented from being separated from the autoclaved aerated concrete layer, cracks are effectively prevented from occurring at the edge intersection position of the autoclaved aerated concrete and the phenolic aldehyde board, the percent of pass of the wallboard is increased, the service life of the wallboard is prolonged, and the autoclaved aerated concrete composite wallboard has wide market prospects.

The invention provides a counterweight difference adjustment method for hogging moment area jacking of a special-shaped multi-girder steel-concrete composite beam, which comprises the following steps of: establishing a finite element model of the special-shaped multi-girder steel-concrete composite beam, and arranging two ends and the middle part of the special-shaped multi-girder steel-concrete composite beam on a beam column; performing jacking height simulation of different numerical values on the special-shaped multi-girder steel-concrete composite beam at the middle supporting point for many times to obtain a first bridge deck stress result at the middle supporting point; carrying out balance weight difference adjustment finite element simulation on the basis of the first bridge deck stress result, and applying a balance weight along the line type of the main beam to adjust the pre-compressive stress of the bridge deck at the middle fulcrum of the main beam so as to achieve a design target; and the concrete bridge deck is constructed on the basis of counterweight data obtained through counterweight difference adjustment finite element simulation. By establishing a finite element model and carrying out multi-group jacking height simulation and subsequent counterweight difference adjustment simulation, the stress state of the bridge deck at the middle fulcrum of each main beam under different working conditions can be accurately determined. The counter weight is applied on the basis, so that the stress nonuniformity caused by a special-shaped structure and a multi-girder system can be effectively made up, the pre-compressive stress of the bridge deck at the middle supporting point of each girder is more uniform, and the design goal is accurately achieved.

The invention discloses an intelligent concrete composite material and a preparation method thereof. The material is formed by compounding a base material, a microencapsulated phase change material, a self-repairing agent and reinforced fibers. The microencapsulated phase-change material is of a core-shell structure, the core of the microencapsulated phase-change material is an organic phase-change substance, and the shell of the microencapsulated phase-change material is a polymer wall material; the self-repairing agent is a two-component microcapsule system containing a healing agent and a catalyst. When the building material is damaged by external force to generate microcracks, the stress at the tip of the cracks can enable the self-repairing microcapsules to be broken, the released healing agent is polymerized under the action of the catalyst, and self-repairing of the cracks is achieved. Meanwhile, the phase change material in the material can absorb or release a large amount of heat through phase transition, the internal temperature of a building is effectively adjusted, and energy consumption is reduced. The preparation process is simple, the cost is low, and the obtained material is excellent in comprehensive performance and has a wide application prospect.

The invention discloses a wind power generation tower drum steel-concrete composite structure design method based on genetic algorithm optimization. The method specifically comprises the steps that operation data and design parameters of different types of wind power generation tower drums under different working conditions are obtained to construct an original data set; secondly, determining a design target function and quantifying, and setting each target weight coefficient; a genetic algorithm population is initialized, and individuals are represented by design parameter codes; decoding individuals of the population to obtain an actual design scheme, performing structural mechanical analysis, and calculating mechanical property indexes; calculating an individual fitness value according to the target function and the weight coefficient; new individuals are generated through selection, crossover and mutation operation, whether termination conditions are met or not is judged, if yes, the design scheme corresponding to the individual with the highest fitness is output, and if not, iterative optimization continues. According to the method, the genetic algorithm is used for iterative optimization, the comprehensive performance of the design scheme of the steel-concrete composite structure of the wind power generation tower under multiple targets is effectively improved, and a better design result is obtained.

The invention relates to the technical field of concrete block production, and mainly provides a forming device for concrete composite block production. Comprising a frame body; the mounting shell is connected to the frame body in a sliding mode, and a building block mold is arranged below the mounting shell; and the multiple second electric push rods are installed in the installation shell, the telescopic ends of all the second electric push rods are jointly and fixedly connected with an installation frame, the installation frame is provided with an electric rotating rod, the electric rotating rod is in threaded connection with a connecting shell, the connecting shell is rotationally connected with a material guiding shell, and a connecting pipe is communicated between the connecting shell and the material guiding shell. When the building block mold is filled with building block raw materials, the material guide shell reciprocates, the inclination direction of the material guide shell is changed according to different moving directions, the building block raw materials entering the building block mold make contact with the corners of the building block mold firstly and then flow towards the middle, bubbles are prevented from being accumulated at the corners of the building block mold, and the building block mold is prevented from being broken down. And the integrity of the concrete block is reduced.

A method for rapidly calculating the interface slip of a steel-concrete composite beam under vehicle dynamic loads relates to the technical field of bridge construction. The method comprises the following steps: calculating the first n natural frequencies of a simply supported steel-concrete composite beam based on basic bridge parameters; calculating the circular frequency of vehicle dynamic loads; calculating the bridge's natural frequencies and critical damping frequencies taking into account the influence of damping; calculating the introduction parameters; calculating the interface slip under vehicle dynamic loads taking into account the first n vibration modes; determining convergence; and calculating the interface slip under multiple vehicle dynamic loads. Based on the Timoshenko beam theoretical model, and taking into account the material, cross-section, and connector stiffness, a formula for calculating the interface slip of a simply supported steel-concrete composite beam under vehicle dynamic loads is proposed. This formula enables rapid and accurate calculation of interface slip without relying on numerical simulation or field testing.

The utility model provides an inter-beam connecting structure for a steel and concrete composite beam, which comprises a composite beam, the composite beam comprises a bridge deck slab and a composite rib plate positioned on the bottom surface of the bridge deck slab, the butt joint end of the bridge deck slab is provided with a first bridge deck post-pouring area, and the butt joint end face of the bridge deck slab is provided with a connecting plate II in the range of the first bridge deck post-pouring area; the second connecting plates of every two adjacent composite beams are connected through second bolt assemblies, and after connection is completed, UHPC concrete is poured into the first bridge floor post-pouring area; the combined rib plates of every two adjacent combined beams are connected in a rigid connection mode. The two second connecting plates are connected through bolts, concrete is poured into the first bridge deck post-pouring area after bolt connection, the connecting integrity between the bridge deck slabs is good, and meanwhile the situation that heat is generated by welding between the second connecting plates, and connection between the second connecting plates and the bridge deck slabs is affected is avoided.

The utility model discloses an assembly type concrete composite floor slab which comprises a bearing prefabricated slab and a connecting prefabricated slab, a plurality of connecting assemblies are arranged on the side, close to the bearing prefabricated slab, of the connecting prefabricated slab, and the connecting assemblies are used for connecting and fixing the bearing prefabricated slab and the connecting prefabricated slab. Height adjusting assemblies are arranged at the two ends of the sides, close to each other, of the bearing prefabricated plate and the connecting prefabricated plate correspondingly, and the height adjusting assemblies are used for adjusting the height of the bearing prefabricated plate and the height of the connecting prefabricated plate and comprise bearing plates. The end, close to the bearing prefabricated plate and the connecting prefabricated plate, of the bearing plate can be clamped to the bearing prefabricated plate and the connecting prefabricated plate, and two supporting through grooves are formed in the top of the end, close to the bearing prefabricated plate and the connecting prefabricated plate, of the bearing plate. The height of a plurality of composite floor slabs can be adjusted under the condition that the rigidity and the bearing capacity of the composite floor slabs are not affected, and practicability is high.

The invention relates to a welding manufacturing method for a steel tower shell of a steel shell concrete combined tower. The steel tower shell is composed of an inner wall plate, an outer wall plate, stiffening ribs, connecting angle steel and reinforcing steel bars. The wallboard units are welded by adopting different welding methods and deformation control methods; the steel tower shell block bodies are assembled by adopting a long-line method, the curve sections are made into profiling tires, and the steel tower shell section block bodies are assembled by adopting a horizontal assembling method; the sections of the steel tower shell are assembled through a three-dimensional assembling method, and the boundary dimensions of the sections are effectively controlled through a special inner mold jig frame and a supporting system. The sections of the steel tower are adjusted through the guide blocks and the temporary matching pieces, and the matching degree between the sections is improved; the assembling size, the line shape and the like are strictly controlled by comparing the assembling result with a computer simulation assembling result in the assembling process; according to the method, the welding deformation and the size precision of the wall plate units can be effectively controlled, the matching problem between blocks and sections of the steel tower shell can be effectively controlled, the technical problem in welding manufacturing of the steel tower shell can be solved, and the product size precision and the welding seam quality are improved.

The utility model relates to the technical field of bridge expansion and reconstruction, and discloses a bridge widening corrugated plate splicing structure which comprises a corrugated plate, the corrugated plate connects an old bridge with a steel-concrete composite beam through a connecting piece, the corrugated plate is located between the old bridge and the steel-concrete composite beam, the upper portion of the corrugated plate is filled with asphalt concrete, and the lower portion of the corrugated plate is filled with concrete. The top face of the asphalt concrete is flush with the top face of the old bridge and the top face of the steel-concrete composite beam. The corrugated plate is spliced between the old bridge and the steel-concrete composite beam, the upper portion of the corrugated plate is filled with the asphalt concrete so that the plane of the corrugated plate can be flush with the old bridge and the steel-concrete composite beam, the asphalt concrete and the corrugated plate bear additional internal force generated by the settlement difference of the new bridge and the old bridge together, and the crack resistance of the connecting structure at the splicing position can be effectively improved.

The invention discloses a steel-concrete composite beam structure assembled by hot-rolled section steel and a construction method of the steel-concrete composite beam structure. The composite beam structure comprises two pieces of H-shaped section steel; channel steel; two pieces of angle steel with opposite openings are arranged on the upper flange plates on the two sides of the channel steel; two folding flanges are arranged on the top face of the steel tank, and the transverse inner side faces of the folding flanges are connected to a lower flange plate of one piece of H-shaped steel; the bottom end of the long bolt rod is provided with a nut and embedded into concrete poured in the steel groove, the top end of the long bolt rod is upwards fastened, the upper flange plate and the transverse plate of the angle steel are connected in an overlapped mode, and the top end of the long bolt rod is provided with a nut and embedded into concrete poured in a groove cavity formed between the angle steel. According to the steel-concrete composite beam structure and the construction method thereof, the steel-concrete composite beam can be formed by directly assembling the hot-rolled section steel products on site, the steel structure machining and manufacturing links are avoided, welding, formwork installation and steel bar binding operation are not needed, the technological process is greatly shortened, independent replacement of a single component can be achieved in the operation period, and economic benefits are remarkable.

The invention relates to a shear key arrangement device and method for improving the crack resistance of a bridge deck in a hogging moment area of a steel-concrete combined continuous beam bridge, and belongs to the technical field of bridge engineering. Comprising a steel beam, a concrete bridge deck slab and stud shear keys arranged between the steel beam and the concrete bridge deck slab, and the rigidity of the shear keys can be adjusted according to needs so as to improve the stress performance of a concrete slab in a hogging moment area. According to the shear connectivity requirement, the total shear bearing capacity of the studs is calculated, the number of the studs is calculated according to the diameter of the selected stud type, the tensile stress of the concrete in the hogging moment area is calculated and compared with the designed allowable stress, and rigidity adjustment of the shear keys is achieved by changing the diameter and the number of the studs. And meanwhile, the total strength of the stud is kept unchanged. According to the scheme, the stress performance of the concrete slab in the hogging moment area of the steel-concrete combined continuous beam bridge can be effectively improved, meanwhile, the construction process is simplified, the safety is improved, the cost is reduced, the material performance is fully utilized, and the user experience is improved.

The invention provides a method for analyzing anti-seismic performance of a steel reinforced concrete frame structure in a construction process, which comprises the following steps: S1, establishing a time-varying calculation model of the steel reinforced concrete frame structure in the construction process, the time-varying calculation model being used for simulating structural incompleteness and boundary condition change in a construction stage; s2, analyzing the anti-seismic performance of the steel reinforced concrete frame structure in the construction process by adopting a time-history analysis method, wherein the time-history analysis is based on a seismic wave acceleration time-history curve; s3, according to the time history analysis result, determining an earthquake response change rule of the steel reinforced concrete frame structure in the construction process; and S4, according to the earthquake response change rule, a measure for improving the anti-seismic safety of the steel reinforced concrete frame structure in the construction process is determined.

The invention discloses a method for predicting the dynamic response of a corrugated steel-concrete combined arch shell under the action of an impact load, relates to the field of constructional engineering, and aims to solve the problem that a model for rapidly predicting the dynamic response of the corrugated steel-concrete combined arch shell under the action of the impact load is lacked in the prior art. Comprising the steps of 1, constructing a motion equation of a combined arch equivalent single-degree-of-freedom model; step 2, constructing equivalent model quality; 3, ignoring damping in the impact loading process, introducing the influence of the damping in the unloading stage, and constructing system damping in the equation; 4, describing the dynamic response of the combined arch under the action of the impact load by adopting an ideal double-broken-line resistance function, and constructing a resistance function; 5, the deformation rigidity in the equation is constructed through deformation decomposition of the combined arch; and 6, solving the motion equation of the equivalent single-degree-of-freedom model of the combined arch by combining the steps 2-5, and predicting the deformation of the combined arch under the action of the impact load.

The invention discloses a composite mineral admixture prepared from heat-stewed steel slag and a preparation method of the composite mineral admixture, and the mineral admixture is prepared from the following raw materials in parts by weight: 40-50 parts of heat-stewed steel slag powder, 20-30 parts of granulated blast furnace slag powder, 20-40 parts of fly ash, 0.01-0.1 part of a grinding aid and 0.5-4.0 parts of an exciting agent, wherein the grinding aid comprises glycerol and diethanol isopropanolamine, and the exciting agent comprises diphenyl phosphate, sodium sulfate and ammonium bicarbonate. The preparation method comprises the following steps: mixing calcium bicarbonate and water, spraying the mixture on high-temperature steel slag at 600-800 DEG C, carrying out hot braising under the condition of steam pressure of 0.2-0.5 MPa for 8-12 hours to pulverize the steel slag until the particle size is less than 5-10 mm, and carrying out vertical milling on the pulverized steel slag and a grinding aid for 20-40 minutes to obtain hot-braised steel slag powder; uniformly mixing the heat-stewed steel slag powder, granulated blast-furnace slag powder, fly ash, a grinding aid and an exciting agent in proportion to obtain mixed powder; and finally, grinding the mixed powder for 30-50 minutes by adopting a high-energy planetary ball mill to obtain the cement concrete composite mineral admixture with the specific surface area being greater than or equal to 600m < 2 > / kg. According to the invention, the potential hazard of poor stability of a cement concrete material caused by high f-MgO content in the steel slag is broken through, the steel slag is efficiently utilized to prepare a low-carbon green building material, a composite mineral admixture is developed, and the performance meets the II type requirement in JG / T 486-2015 Composite Admixture for Concrete.

The invention relates to a steel pipe internally and externally wrapped FRP and then confined concrete combination column and a manufacturing process thereof, and belongs to the technical field of civil engineering. The technical problems that an existing concrete-filled steel tube combination column with the outer wall pasted with FRP can only protect the outer wall of a steel tube from being rusted, and a component is poor in structural stress are solved. The steel pipe internally and externally wrapped FRP and then confined concrete combination column comprises an outer wrapping layer, a first structural adhesive layer, a steel pipe, a second structural adhesive layer, an inner wrapping layer and a concrete layer which are sequentially arranged from outside to inside. And the inner coating layer and the outer coating layer are respectively made of a fiber reinforced composite material. The steel tube internally and externally wrapped FRP and then confined concrete combination column is high in bearing capacity, good in durability, convenient to construct and assemble, good in construction quality control and good in fire resistance, can better cope with transverse stress and anti-corrosion environments of medium-long structural columns such as cross-sea bridges and offshore platforms, and is suitable for structures such as industrial and civil buildings, bridges and offshore platforms.

The invention discloses a UHPC (Ultra High Performance Concrete) formwork-removal-free combined node linear coupling beam shear wall and a construction process thereof. The UHPC formwork-removal-free combined node linear coupling beam shear wall comprises a post-cast reinforced concrete shear wall, a UHPC formwork-removal-free, a laminated slab, a concrete-filled steel tube positioning bolt and a shear wall embedded column, the UHPC non-dismantling formwork comprises a non-perforated formwork body and a perforated formwork body, perforated steel plates are evenly pre-buried in the inner side of the non-perforated formwork body and evenly pre-buried in the inner side of the perforated formwork body, round holes are reserved in the corresponding positions of the perforated steel plates, one side of a screw sequentially penetrates through the round holes of the perforated formwork body and the perforated steel plates, and the screw is arranged between the perforated formwork body and the non-perforated formwork body. The other side of the screw rod is preliminarily fixed through a first nut on the inner side of the non-perforated formwork, and U-shaped shear nails are arranged on the inner side of the non-perforated formwork and the inner side of the perforated formwork. According to the UHPC formwork-removal-free combined type node linear coupling beam shear wall and the construction process thereof, on-site quick assembly sealing and precise assembly are achieved, the formwork removal procedure is omitted, the assembly rate is increased, and the later maintenance cost is reduced.