7 results about "Shear transfer" patented technology

The invention relates to the technical field of civil structure repairing, in particular to an annular storage type building reinforcing structure and method. The reinforcing structure comprises an original silo wall base layer, shear-resistant implanted steel bars, a radial embedded column framework, an annular hidden beam framework and an external post-cast superimposed concrete layer. The method comprises the following steps: performing deep scabbling on the surface of an original structure, performing classified injection to repair existing cracks, and constructing a space stress exoskeleton woven by hidden columns and hidden beams on the periphery of a silo wall; implanted steel bars distributed in a matrix mode are used as an interlayer shear force transmission medium, a tensile steel bar net is bound on the outer side of the implanted steel bars, and shrinkage-compensating concrete doped with fine stone is poured on the outer side of the implanted steel bars. According to the invention, the newly added concrete layer and the degraded silo wall are fused into a bending whole with same curvature deformation through the shear-resistant locking and space frame effect of new and old interfaces. According to the construction method, the old silo wall is directly used as an inner side force bearing template, and under the conditions that materials do not need to be emptied and normal industrial production is completely not interrupted, the structural bearing capacity, the anti-cracking performance and the service life of an original silo and a concentration tank are greatly improved.

The invention relates to an anti-shear-slip constitutive calculation method for J-shaped hooks in a double-steel-plate shear wall, the double-steel-plate shear wall comprises a pair of steel plates and a concrete plate, the steel plates are respectively located on two sides of the concrete plate, and a plurality of corresponding J-shaped hooks are fixedly installed at the joints of the steel plates and the concrete plate at intervals. Wherein every two corresponding J-shaped hooks are connected together, and the method comprises the following steps: calculating an elastic point slip value and a bearing capacity of the J-shaped hooks; calculating the yield point slip value and the bearing capacity of the J-shaped hook; the peak point slip value and the bearing capacity of the J-shaped hook are calculated; and calculating the limit point slip value and the bearing capacity of the J-shaped hook. According to the calculation method, a mechanical analysis model of the J-shaped hook at an elastic point, a yield point, a peak point and a limit point is established, and key points on a shear-slip resistance constitutive model are determined according to geometric parameters and material performance parameters of the J-shaped hook, so that the complete shear-slip resistance constitutive model is constructed; and a shearing force transmission mechanism between the J-shaped hook and concrete can be fully considered.

The present application relates to a kind of modular steel structure beam end multi-stage energy dissipation connecting node and its steel structure building, wherein, connecting node includes symmetrically arranged first energy dissipation structure and second energy dissipation structure, and shear transfer structure is arranged between first energy dissipation structure and second energy dissipation structure;First energy dissipation structure and second energy dissipation structure are horizontally arranged, both are connected first building component in one end, and the other end is connected second building component;The first end of shear transfer structure is connected first building component, and the second end is connected second building component;First energy dissipation structure and second energy dissipation structure can gradually occur buckling and yield deformation when connecting node is stressed;Shear transfer structure can transmit shear force between first building component and second building component when stressed.Its beneficial effects are that it realizes the independent adjustment of the stiffness and carrying capacity of energy dissipation node while ensuring the equivalent initial stiffness with existing node.

The utility model discloses an assembly type steel structure shear transfer device structure which comprises a steel plate, a plurality of first U-shaped rods are installed at the upper end and the lower end of the front face of the steel plate respectively, a second U-shaped rod is installed between every two longitudinally-arranged first U-shaped rods, and a plurality of reinforcing ribs are fixedly arranged between every two adjacent second U-shaped rods in a crossed mode. A reinforcing rod is arranged between the two longitudinally arranged reinforcing ribs, the reinforcing rod is fixedly arranged between the two second U-shaped rods, a reinforcing rod is arranged at the joint of the first U-shaped rod and the second U-shaped rods, one end of the reinforcing rod is fixedly connected with the first U-shaped rod, and the other end of the reinforcing rod is fixedly connected with the second U-shaped rods. The utility model solves the problem that the service life of the whole assembly type steel structure is influenced due to the fact that the existing shear transmission device structure is not firm enough in structural strength and possibly deforms, even fractures and the like in the actual use process.

The invention relates to a shear resistance-slip constitutive calculation method for large-head studs in a double-steel-plate shear wall, the double-steel-plate shear wall comprises steel plates and a concrete plate, a plurality of large-head studs are fixedly installed at the joint of the steel plates and the concrete plate at intervals, and the method comprises the steps that the elastic point slip value and the bearing capacity of the large-head studs are calculated; calculating the yield point slip value and the bearing capacity of the large-head stud; the peak point slip value and the bearing capacity of the large-head stud are calculated; and calculating the limit point slip value and the bearing capacity of the large-head stud. According to the calculation method, a mechanical analysis model of the large-head stud at an elastic point, a yield point, a peak point and a limit point is established, and key points on a shear-slip constitutive model are determined according to geometric parameters and material performance parameters of the large-head stud, so that the complete shear-slip constitutive model is constructed; the shearing force transmission mechanism between the large-head stud and the concrete can be fully considered, so that the calculation result has clear physical significance, and the actual engineering requirements are met.

The invention relates to an anti-shear-slip constitutive calculation method for split bolts in a double-steel-plate shear wall, the double-steel-plate shear wall comprises a pair of steel plates and a concrete plate, the pair of steel plates are located on the two sides of the concrete plate respectively, a plurality of split bolts are fixedly installed between the pair of steel plates at intervals, and the method comprises the steps that the elastic point slip value and the bearing capacity of the split bolts are calculated; calculating a yield point slip value and a bearing capacity of the split bolt; the peak point slip value and the bearing capacity of the split bolt are calculated; and calculating the limit point slip value and the bearing capacity of the split bolt. According to the calculation method, a mechanical analysis model of the split bolt at an elastic point, a yield point, a peak point and a limit point is established, and key points on a shear-slip resistance constitutive model are determined according to geometric parameters and material performance parameters of the split bolt, so that the complete shear-slip resistance constitutive model is constructed; the shear force transmission mechanism between the split bolt and the concrete can be fully considered, so that the calculation result has clear physical significance, and the actual engineering requirements are met.

The invention relates to the technical field of bridge decks, and discloses a PBL-MCL composite shear key and a steel-NC-UHPC composite bridge deck, MCL tenon teeth are arranged on the side edge of the first side of a shear key base body in the height direction, a plurality of MCL tenon teeth are arranged at equal intervals in the longitudinal direction of the shear key base body, mechanical occlusion constraint is formed through the MCL tenon teeth and a UHPC layer, and therefore the shear key base body is made to be in the shape of a steel-NC-UHPC composite bridge deck. Relative slippage between layers is limited, and debonding layering extension is inhibited, so that a stable shearing force transmission mechanism of the steel plate-NC-UHPC is constructed; a plate body on the second side of the shear key base body in the height direction is arranged to be a round through hole area, PBL round through holes in the thickness direction of the shear key base body are formed in the round through hole area, the multiple PBL round through holes are distributed in the longitudinal direction of the shear key base body at equal intervals, and the PBL round through holes are used for forming in-hole concrete tenons after NC pouring. And the bolt pin and the penetrating reinforcing steel bars jointly bear the shearing resistance effect of the bolt pin, so that the steel plate-NC interface shearing force is reliably transmitted.