13 results about "Shear capacity" patented technology

The utility model provides an anchoring anti-shearing mechanism and an anchoring device. The anchoring anti-shearing mechanism comprises a steel embedded plate, a steel anchoring assembly and a steel anti-shearing assembly. The steel embedded plate is used for being fixedly connected with a building main body structure; the steel anchoring assembly comprises an anchoring steel bar and a steel anchoring end plate, one end of the anchoring steel bar is connected with the steel embedded plate in a welded mode, the other end of the anchoring steel bar is fixedly connected with the steel anchoring end plate, and the cross section area of the steel anchoring end plate is larger than that of the anchoring steel bar. The anchoring steel bars and the steel anchoring end plates are jointly used for anchoring the steel embedded plates; the anti-shearing assembly comprises a steel anti-shearing piece and a steel reinforcing piece, the steel anti-shearing piece is of a cross-shaped structure, the steel reinforcing piece is of a cylindrical structure, the steel reinforcing piece is arranged in the center of the steel anti-shearing piece, the steel anti-shearing piece is fixedly connected with the steel reinforcing piece, and the steel anti-shearing piece and the steel reinforcing piece are both connected with the steel embedded plate in a welded mode. The anchoring anti-shearing mechanism has the high tensile capacity and the high anti-shearing capacity.

The present application relates to a kind of segmental assembled pier anti-collision energy dissipation device and its splicing method, belong to bridge engineering anti-collision device field, solve the problem of poor anti-collision ability and shear capacity of the prior art in assembled pier.A kind of segmental assembled pier anti-collision energy dissipation device includes shear steel plate, FRP lattice, FRP shell and anti-collision shell;Shear steel plate is installed on two adjacent precast piers, so that shear steel plate can span the joint seam between two precast piers, the side of shear steel plate away from precast pier is sequentially provided with FRP lattice, FRP shell and anti-collision shell.The present application improves the shear bearing capacity of the position of precast pier segment, thereby reducing the shear damage of precast assembled bridge connecting segment under impact load, reduces the shear displacement between joint seam, improves the crashworthiness and safety of bridge.

The application discloses a kind of FRP tendon concrete beam shear capacity prediction method based on RNN-MCFT, including obtaining the experimental sample data of FRP tendon concrete beam shear capacity;Experimental data includes characteristic variable and corresponding target variable;Characteristic variable at least includes the beam section width of FRP tendon concrete beam, beam section effective height, shear span ratio, concrete compressive strength, maximum coarse aggregate particle size, longitudinal reinforcement ratio, longitudinal reinforcement fracture strength, longitudinal reinforcement elastic modulus and stirrup reinforcement ratio, stirrup fracture strength and stirrup elastic modulus;Target variable is shear capacity;Based on double-layer recurrent neural network RNN combined with correction pressure field theory MCFT, the optimal FRP tendon concrete beam shear capacity prediction model is constructed;According to the optimal FRP tendon concrete beam shear capacity prediction model, realize the FRP tendon concrete beam shear capacity prediction based on RNN-MCFT.The application solves the problem that existing method cannot effectively realize the FRP tendon concrete beam shear capacity prediction.

The utility model belongs to the technical field of modification machines, and particularly relates to a novel stirring blade of a modification machine, which comprises a paddle and a plurality of vertical paddle teeth arranged on the paddle, each vertical paddle tooth is provided with at least one shearing angle, at least one side of each shearing angle is provided with a guide shearing surface, and the guide shearing surfaces are used for scrubbing and material guiding. The paddle is provided with a plurality of circles of vertical paddle teeth which are arranged in the same circle center, the center points of all the vertical paddle teeth on the same circle are located on the same rotating circle, the cross section of each vertical paddle tooth is in a rectangular shape, and the connecting line of the diagonal lines of the vertical paddle teeth is tangent to the rotating circle where the center point of the vertical paddle teeth is located. The utility model provides a novel stirring blade of a modifying machine, which can greatly improve the shearing capacity and scrubbing capacity of products, particularly improve the scrubbing capacity for fine particles, and improve the flotation efficiency and the recovery capacity.

This invention relates to a method for analyzing the shear capacity of the inclined section of a flexurally corroded reinforced concrete member, comprising the following steps: establishing a database of shear test data for the inclined section of flexurally corroded reinforced concrete members; verifying the corrosion reduction function based on different types of shear test data in the database; establishing a calculation model for the shear capacity of the inclined section based on the corrosion reduction function; and determining the final shear capacity of the inclined section of the flexurally corroded reinforced concrete member by comparing the shear capacity calculated from the calculation model with the maximum shear capacity of the inclined section when the flexural member fails under shear-compression conditions. Compared with existing technologies, this invention calibrates the reduction functions for the concrete, stirrup, and bent-up reinforcement terms based on the mean and lower limit values, and establishes a method for calculating the shear capacity of corroded reinforced concrete members composed of the corrosion-reduced concrete, stirrup, and bent-up reinforcement terms, which has the advantages of clear concept and simple calculation.

The invention provides a damaged concrete frame joint reinforced by inorganic glue and a construction method, relates to the field of existing building reinforcement, and aims to solve the problems that at present, the surface condition of the damaged concrete frame joint is poor, bonding is difficult, and the reinforcement effect is insufficient under complex stress due to the unidirectional stress characteristic of repaired FRP cloth. A repairing layer formed by inorganic glue for replacing a concrete damage layer is arranged on the beam body, a flat and reliable bonding base face is provided for subsequent reinforcement, the bottom face and the side face of the beam body are pasted with strip-shaped BFRP grids through the inorganic glue, the adjacent side faces of the two crossed beam bodies share the same strip-shaped BFRP grid, and a three-dimensional reinforcing system is formed. The U-shaped BFRP grid hoops wrap the two sides and the bottom face of a beam body to form annular constraint on the beam body, the constraint effect similar to stirrups is provided, the shear bearing capacity of the joint is improved, the U-shaped BFRP grid hoops and the strip-shaped grids form a net-hoop synergistic effect, and the overall performance is enhanced.

The utility model discloses an assembly type underground diaphragm wall vertical joint structure which comprises a first wall body unit and a second wall body unit, the first wall body unit and the second wall body unit are connected end to end, a combined type steel groove is formed in the tail portion of the first wall body unit, the combined type steel groove is flush with the tail side of the first wall body unit, and the second wall body unit is connected with the combined type steel groove. A combined steel slot is arranged in the first wall body unit, a combined steel plug-in is arranged in the second wall body unit, the combined steel plug-in extends out of the side wall of the second wall body unit and is matched with the combined steel slot, and an enclosed cavity is further formed between the first wall body unit and the second wall body unit. When the prefabricated underground diaphragm wall is inserted for construction, slab staggering between two adjacent wall bodies can be accurately controlled, and the construction precision is high. The self-compacting concrete is poured at the joint between the adjacent wall bodies, so that the shear capacity of the joint can be effectively improved, and the connection strength of the joint position is ensured.

The invention discloses an RNN-MCFT-based shear capacity prediction method for an FRP (Fiber Reinforced Plastic) reinforced concrete beam. The method comprises the following steps: acquiring experimental sample data of the shear capacity of the FRP reinforced concrete beam; the experimental data comprises characteristic variables and corresponding target variables; the characteristic variables at least comprise the beam section width, the beam section effective height, the shear span ratio, the concrete compressive strength, the maximum coarse aggregate particle size, the reinforcement ratio of longitudinal bars, the breaking strength of the longitudinal bars, the elastic modulus of the longitudinal bars, the reinforcement ratio of stirrups, the breaking strength of the stirrups and the elastic modulus of the stirrups; the target variable is the shear bearing capacity; based on a double-layer recurrent neural network (RNN) in combination with a modified pressure field theory (MCFT), constructing an optimal FRP reinforced concrete beam shear capacity prediction model; according to the optimal FRP rib concrete beam shear capacity prediction model, FRP rib concrete beam shear capacity prediction based on RNN-MCFT is achieved. The method solves the problem that an existing method cannot effectively predict the shear capacity of the FRP rib concrete beam.

This invention discloses a method for calculating the shear strength of the grouting sleeve connection zone in precast assembled compression-bending components, relating to the technical field of shear strength calculation in grouting sleeve connection zones. The method includes the following steps: S100, inputting relevant parameters of the isolator, where the isolator is the grouting sleeve connection zone; S200, determining the yield moment of the isolator section based on the shear span ratio λ. When λ < 1.5, the yield moment of the isolator section is set to zero; when λ ≥ 1.5, the yield moment of the isolator section is determined to be Mu based on the column section nonlinear analysis module; S300, based on the determined yield moment of the isolator section, obtaining the strain value at the centerline of the corresponding isolator cross-section, and setting the strain value equal to the average longitudinal strain of the isolator; S400, calculating the shear capacity of the isolator section according to different failure modes. This method allows for the quantitative calculation of the shear strength of the grouting sleeve connection zone in precast assembled compression-bending components.

The application discloses a post-bonding connection mode anti-shear bearing capacity push-out test piece and a manufacturing and experimental method, and relates to the technical field of bridge engineering, comprising: two push-out test piece bodies, the push-out test piece body comprising a T-shaped steel beam, a first welding nail, a second welding nail, a third welding nail, a fourth welding nail, a shear groove, a prefabricated reinforced concrete slab, a top UHPC cast-in-place section and a bottom UHPC cast-in-place section, the shear groove is arranged on one side of the flange of the T-shaped steel beam away from the web, one side of the shear groove away from the T-shaped steel beam is in a concave-convex key tooth shape, the fourth welding nail is embedded and fixed in the shear groove, the prefabricated reinforced concrete slab is embedded and fixedly connected on one side of the concave-convex key tooth shape of the shear groove, the second welding nail is embedded and fixed in the prefabricated reinforced concrete slab through the shear groove, and the two push-out test piece bodies are detachably fixedly connected at the web of the T-shaped steel beam, so that the results of the push-out test are more in line with actual engineering conditions, and the accuracy of the experimental results is improved.

The utility model relates to the technical field of slope support engineering, and discloses a long simply-supported unloading plate buttress type retaining wall structure which comprises a vertical plate and an unloading plate, a bearing platform is formed at the bottom of the vertical plate in a pouring mode, a supporting bottom plate is arranged on the lower portion of a gear end face in an outward protruding mode, and a plurality of supporting beams are arranged in the middle of the gear end face in an outward protruding mode. Every two adjacent supporting beams are connected with a lengthened unloading plate. According to the composite structure of the unloading plate and the buttress, a long simply-supported unloading plate is additionally arranged on the basis of a traditional buttress type retaining wall, the unloading plate is used for dispersing the lateral pressure of a soil body, reducing the stress of a vertical plate and reducing the structural size, and the unloading plate is installed in a simply-supported mode to form horizontal support and enhance the overall stability; the stability of the unloading plate and the shear capacity are improved through the supporting beams, the bearing platform is arranged at the bottom of the vertical plate, the structure is simple, construction is convenient, the foundation bearing capacity of the retaining wall is improved, and the anti-overturning and anti-sliding stability of the whole retaining wall structure is improved.

According to the invention, the cross section size of the concrete beam, the axial compressive strength of concrete used by the concrete beam, the cross section area of a longitudinal tension bar, the cross section area and spacing of a vertical stirrup, and the cross section area and spacing of an inclined bar are tested; the influence of the arrangement form of stirrups and the reinforcement ratio of longitudinal bars on the shear capacity of the oblique section of the concrete beam is researched, and a calculation formula for the upper limit value of the shear capacity of the oblique section of the concrete beam is established according to mutual verification of a mechanical model and test data.