959 results about "Concrete composites" patented technology

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 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 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 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.

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 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 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.

The utility model relates to a prefabricated middle partition wall structure of a tunnel ventilation inclined shaft. The prefabricated middle partition wall structure at least comprises a bottom supporting structure, a steel supporting assembly and a prefabricated modular wallboard. A positioning groove is formed in the top face of the bottom supporting structure, and the bottom of the steel supporting assembly is embedded into the positioning groove and fixed. The prefabricated modular wallboard is formed by splicing a plurality of prefabricated slabs, the adjacent prefabricated slabs are connected through tongue-and-groove structures which are matched in a concave-convex mode, and the tongue-and-groove joints are filled with sealing materials. The steel supporting assemblies are longitudinally arranged at intervals, and the tops of the steel supporting assemblies are fixed to a tunnel lining to form a steel-concrete combined structure for supporting the prefabricated modular wallboard. The steel supporting assembly and the prefabricated modular wall plate form a steel-concrete prefabricated structure, and the stability of the whole structure is enhanced. By adopting the autoclaved aerated concrete precast block material and the concave-convex groove embedded modular structure, the problems that the construction quality is difficult to control, the construction period is long, the on-way resistance of air flow is large and the like in the existing reinforced concrete mid-partition wall are solved.

The present invention relates to the technical field of bridge engineering. Particularly disclosed are a steel shell-concrete composite orthotropic bridge deck structure and a fabrication method and device. The steel housing-concrete composite orthotropic bridge deck structure comprises a steel shell structure, infilled concrete, longitudinal and transverse stiffening ribs arranged at the bottom of the steel shell structure, and a deck-end connecting structure, wherein the steel shell structure comprises an upper steel plate and a lower steel plate that are arranged in parallel, and a plurality of perforated T-shaped ribs arranged in parallel in a longitudinal direction. Webs of the perforated T-shaped ribs are welded to the upper steel plate, flanges are riveted to the lower steel plate, the upper steel plate and the lower steel plate are connected into the steel shell structure, and reinforced concrete tenons formed by the perforated T-shaped ribs and core bar reinforcements and shear bolts anchor the upper steel plate and the lower steel plate in the infilled concrete to form a steel shell-concrete composite deck that bears loads jointly. The present invention provides high bending stiffness, solves the problem of fatigue at welds between the stiffening ribs and a steel top plate, fully utilizes the properties of a steel shell and concrete, and solves the problems of the crackability under a negative bending moment and excessive weight of a traditional composite bridge deck.

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 utility model discloses a local variable stiffness enhanced welding stud shear connector and a steel-concrete combined track beam. The connector comprises a thickened bottom rod, a slender middle rod and a cylindrical head which are connected in sequence, the diameter of the thickened bottom rod is greater than that of the slender middle rod; the cylindrical head is larger in diameter than the elongated middle rod. The steel-concrete combined track beam comprises a UHPC cast-in-place bridge deck slab, a local variable stiffness enhanced welding stud shear connector and a track steel beam, and the local variable stiffness enhanced welding stud shear connecting piece is welded on the top surface of the track steel beam and is used for connecting the track steel beam with the UHPC cast-in-place bridge deck at the upper part. The connecting piece has the advantages of being suitable for the steel-concrete combined track beam and aiming at solving the problems that a traditional shearing force connecting piece is insufficient in shearing bearing capacity under the complex dynamic load environment, a concrete panel is prone to cracking and the like, and therefore the overall bearing capacity, durability and anti-cracking performance of the track beam are improved, and the quality and efficiency of the cast-in-place construction technology are optimized.

The embodiment of the invention discloses a vibration control method and system for a steel-concrete combined box girder bridge, and the method comprises the steps: carrying out the vehicle-bridge coupling vibration analysis through building a space finite element model which accurately considers the interface slippage and shear hysteresis effect; an initial optimal parameter group of the multi-tuned mass damper is optimized and determined based on an analysis result, and installation tuning is carried out; in the operation stage of the bridge, vibration is monitored in real time through the sensor system, parameters of the damper are dynamically adjusted by the controller according to the deviation between measured data and a target value, and self-adaptive control is achieved. Thus, high-precision simulation, optimization design and intelligent control are combined, the problem that the control effect is poor due to model simplification and fixed parameters in a traditional method is solved, and vibration suppression accuracy and environmental adaptability are remarkably improved.

The invention discloses an improved DMO topological optimization method obeying different material yield criteria and analysis equipment, and belongs to the technical field of engineering structure optimizing.The method comprises the steps that a topological optimization mathematical model is established with the minimum flexibility as an objective function and stress constraints and cost constraints of different yield criteria as constraint functions; the interpolation of the DMO method based on the elastic tensor is rewritten into a unit superposition method to carry out unit discretization rigidity interpolation, and a plurality of stress values of each unit of each material can be calculated by using a separable stress interpolation scheme based on the unit superposition method; finite element analysis and stress calculation are carried out on the structure, von-Mises and Ducker-Prager yield criteria are given to steel and concrete materials respectively, and an MMA algorithm is used for iteratively calculating a result to obtain an approximate optimal solution; and circularly iteratively updating the unit density and the solving steps until the new topological optimization structure reaches a preset convergence condition. According to the method, topological optimization of the steel-concrete composite structure is more accurately carried out, and the obtained topological optimization result has manufacturability.

The invention relates to an efficient assembly type steel-concrete composite beam bridge superstructure connecting structure and a construction method, and belongs to the technical field of bridge engineering. Comprising a prefabricated concrete bridge deck, a steel beam, an umbrella-shaped perforated steel pipe connecting piece, a high-strength hook, a wedge-shaped steel accessory, a pi-shaped metal part, an H-shaped high-strength steel accessory, a high-strength bolt and a nut. The wedge-shaped steel accessory is pre-buried in the transverse joint direction of the prefabricated concrete bridge deck slab through a pi-shaped metal part, the bridge deck slab in the transverse joint direction is fastened through an H-shaped high-strength steel accessory, and the H-shaped high-strength steel accessory and the wedge-shaped steel accessory are fastened through a high-strength bolt and a nut; the umbrella-shaped perforated steel pipe connecting pieces are welded to the steel beams, the high-strength hooks are pre-buried in the prefabricated concrete bridge deck in the longitudinal joint direction, the high-strength hooks and the umbrella-shaped perforated steel pipe connecting pieces are hooked tightly after the bridge deck is in place, longitudinal steel bars penetrate through the holes, in the bridge direction, of the umbrella-shaped perforated steel pipe connecting pieces, and finally high-performance grouting materials are poured in the longitudinal joints.

The invention discloses a composite beam plastic flexural capacity correction calculation method considering interface slippage. The method is suitable for a hogging moment area of a steel-concrete composite beam reinforced by an external prestress carbon fiber reinforced composite material rib. The method comprises the following steps: firstly, determining basic static boundary parameters and a shear connector constitutive model; in the iterative calculation, solving a temporary bearing capacity by utilizing an axial force and moment balance equation, and calculating interface slippage along the beam length and a deformation loss item at the support based on internal force distribution; then determining a rigidity degradation coefficient according to the average slip amount, and dynamically reducing the static yield bending moment to reconstruct the plastic hinge length; and finally, constructing a corrected deformation coordination equation, deducting a deformation loss item in geometric deformation calculation to obtain the real elongation of the in-vitro CFRP rib, and updating a stress parameter until a result is converged. According to the method, by introducing a deformation loss item and a rigidity degradation mechanism, deviation caused by traditional rigid connection assumption is corrected, and accurate prediction of the ultimate bearing capacity is achieved.

The invention provides a steel-concrete composite beam hogging moment region rigidity degradation rule calculation method and a storage medium, and belongs to the technical field of computer-aided calculation. The method comprises the following steps of S100, determining random fatigue loads borne by a hogging moment area of the steel-concrete composite beam, and calculating the amplitude S and the amplitude distribution rule of each fatigue load; s200, performing curve fitting on the amplitude distribution rule of the fatigue load, and determining a probability density function of the amplitude of the fatigue load; s300, determining the fatigue life of the hogging moment area of the steel-concrete composite beam; s400, the static load ultimate bearing bending moment of the hogging moment area of the steel-concrete composite beam is determined; s500, determining a rigidity reduction value of the hogging moment area of the steel-concrete composite beam during fatigue failure; and S600, calculating the rigidity degradation rule of the steel-concrete composite beam under the random fatigue load. According to the method, the rigidity degradation process of the hogging moment area of the steel-concrete composite beam can be calculated and predicted in advance, and a theoretical basis is provided for maintenance and repair of a bridge.

The invention relates to the technical field of simulation calculation, in particular to a simulation calculation method of a U-shaped steel-encased-concrete composite beam, which comprises the following steps: S1, establishing a two-parameter interface equivalent stiffness model of the U-shaped steel-encased-concrete composite beam with a rear anchor bolt; s2, solution and response extraction; s3, calculating a slip residual error and interface energy, and judging whether a target slip feature is met or not according to a double-convergence criterion; if the convergence requirement is not met, adaptively updating the interface parameters and returning to S2 for repeated solution, and if the convergence criterion is met, applying the converged interface rigidity parameters to design feedback of pretightening force selection of the rear anchor bolts and anchor bolt spacing and node construction of the rear anchor bolts. According to the method, the two-parameter interface equivalent stiffness model and the adaptive algorithm based on the slip residual error enable the interface normal stiffness and the interface tangential stiffness to be automatically converged to the target slip characteristic, manual parameter adjustment is avoided, the simulation stability and the calculation precision are improved, and integration of composite beam structure design and simulation analysis is achieved.

The invention provides an adjustable floating wind power foundation based on reinforcement learning and a modular construction method, and belongs to the technical field of offshore wind power. Comprising a fan, and the bottom of the fan is fixed to a tower drum; the bottom of the tower drum is fixedly connected with the floating base; the floating base comprises a first buoy, a second buoy and a third buoy which are arranged in a triangular shape; wherein the bottom of the tower drum is fixedly connected with the first buoy; the first buoy, the second buoy and the third buoy are fixedly connected through supporting steel pipes; the tower drum is fixedly connected with the second buoy and the third buoy through inclined supports; the buoy is further connected with an anchor chain, and the other end of the anchor chain is connected with the suction barrel and anchored to the seabed through the suction barrel. By adopting a coupling connection mode of the inclined support, the tower drum and the floating drum, the storm resistance of the whole structure is improved. A steel-concrete composite structure is adopted, the steel consumption is reduced, and the material cost is reduced. A modular construction method is adopted, the offshore construction time is greatly shortened, and the influence of weather and sea conditions on engineering is reduced.

The invention discloses a trestle-free rapid assembling and disassembling construction method for an offshore high-rise pile cap steel hanging box. The trestle-free rapid assembling and disassembling construction method comprises the following steps that S1, the steel hanging box is machined in a factory and pre-assembled; s2, transporting the steel hanging box to an assembling platform at a bridge site, and performing total assembling on the steel hanging box and the prefabricated bottom plate through connecting bolts; s3, hoisting the steel hoisting box to the pier position through a crane ship, and mounting the steel hoisting box at the pier position; s4, after the lower portion of the steel hanging box is in place, a blocking steel plate and a shear bracket are welded, and the shear bracket is located between the blocking steel plate and the steel pipe pile; s5, bottom sealing concrete is poured; s6, a bearing platform is poured; and S7, the hanging box is dismantled. A factory-like and modular process is adopted for the steel hanging box, after the river steel-concrete combined cofferdam is modularly machined in a factory, the steel-concrete combined cofferdam is generally spliced on an offshore splicing platform, then the steel-concrete combined cofferdam is hoisted in place at a time through a large crane ship, the construction efficiency is greatly improved, meanwhile, a temporary trestle is omitted, the overall hoisting technology of the crane ship is utilized, and the construction cost is reduced. The occupation on channels and the dependence on large equipment are reduced, and the construction cost is reduced.

The invention relates to the technical field of bridge structural members, in particular to a steel-concrete composite bridge UHPC pavement structure finite element model construction method, which comprises the following steps of: acquiring structural parameters and UHPC pavement characteristics of a steel-concrete composite bridge, dividing regions, generating a finite element initial grid set, loading a bridge deck load, calculating stress and displacement response of a UHPC pavement layer in each time step, and constructing a finite element model of the UHPC pavement structure. According to the method, by dividing the structural area and introducing the microfracture factor, finite element grid generation is improved, mechanical behaviors are accurate, stress and displacement response can be obtained by combining dynamic analysis and real-time monitoring, and the method is suitable for the dynamic analysis and real-time monitoring. Potential damage is warned in advance, the stability and durability of the bridge are improved by recognizing a nonlinear response area and optimizing interface mechanical analysis, the design precision and long-term performance prediction of the structure are integrally improved, and the reliability of the bridge under the complex working condition is guaranteed.

The invention relates to a high-strength MICP reinforced SiO2 aerogel concrete composite material and a preparation method thereof.The method comprises the steps that cement, river sand, pebbles, silicon dioxide aerogel particles and water are added into a stirrer according to the proportion and stirred for 2-3 min till even mixing is achieved, and aerogel concrete slurry is obtained; continuously adding water into the aerogel concrete slurry, stirring for 3-5 minutes until viscous slurry is formed, sequentially adding a bacterial liquid, a saturated urea solution and a saturated calcium chloride solution according to a ratio, and stirring for 2-3 minutes until microorganisms are uniformly distributed to obtain a uniform mixture with the fluidity reaching the standard; and pouring the mixture into a mold, vibrating until bubbles are discharged, transferring the mold into a constant-temperature and constant-humidity curing chamber, and curing to obtain the aerogel concrete composite material. The method is simple in process, the heat conductivity coefficient of the concrete material can be remarkably reduced, and the compressive strength is improved; the prepared concrete composite material has the characteristics of self-repairing and heat-insulating functions, high compressive strength and the like.

The utility model discloses a steel-concrete combined bridge deck precast slab hoisting device without damage to a structure, which comprises a connecting sleeve and a main anchor bar component which are prefabricated in a bridge deck slab, the connecting sleeve and the main anchor bar component are used for dismounting and fixing a movable lifting lug component through a connecting anchor bolt, and a round hoisting hole for hoisting is formed in the lifting lug component. A reinforcing assembly for structural reinforcement is further arranged in the lifting lug assembly. According to the utility model, the problems that the concrete at the root part of the lifting lug is broken during the lifting period and the concrete protection layer cannot be recovered after the lifting lug is cut after the lifting is completed due to the temporary lifting point made of the traditional HPB300 round steel are solved; the movable lifting lug and the anchor bolt can be repeatedly used, and are economical and environment-friendly; the anchor bar assembly is machined in a factory mode, positioning is accurate, and construction is convenient. The device disclosed by the utility model has a relatively wide application prospect in hoisting construction of engineering structure concrete members such as precast slabs, precast beams, precast columns, precast piles and the like.

The invention belongs to the technical field of building materials, and discloses a concrete composite additive and a preparation method thereof. The additive comprises a polycarboxylate superplasticizer, nano silicon dioxide, modified starch ether, bentonite, a calcium sulphoaluminate activator, a bio-based antirust agent and a graphene oxide dispersion liquid. Through a step-by-step mixing process, liquid phase dispersion is performed firstly, then solid phase gradient mixing is performed, and ultrasonic treatment and low-temperature drying are combined, so that the problem of multi-component interface compatibility and activity retention is solved. The obtained additive can synergistically improve the anti-cracking and anti-rust performance of concrete, significantly reduce chloride ion penetration and prolong the durability period. And the preparation method is environment-friendly, efficient and suitable for high-durability concrete engineering.

The invention provides an energy storage concrete guardrail and a preparation method thereof, the guardrail comprises a super capacitor and a concrete outer layer, the super capacitor comprises two concrete composite electrodes arranged at an interval and an electrolyte sealed in a gap between the concrete composite electrodes; the concrete composite electrode comprises a concrete electrode and a current collector inserted into the concrete electrode, and the concrete composite electrode is mainly prepared by the following steps: uniformly mixing second concrete mortar, paper fibers, nano carbon black and a water reducing agent to prepare conductive concrete mixed slurry; and pouring the conductive concrete mixed slurry into a mold, and shaping and curing the conductive concrete mixed slurry and a current collector. The concrete composite electrode material adopted by the energy storage concrete guardrail has relatively high specific capacitance and mechanical strength and is low in cost, so that the energy storage concrete guardrail realizes integration of an energy storage function and safety protection under the condition that the energy storage concrete guardrail meets the requirements of structural safety and durability.