A metal joint for joining, to a frame built by appropriately combining a horizontal structural member and a vertical structural member, a rectangular panel fitted into the frame includes a base member made of a rectangular metal plate, and cylindrical members which are each made of a metal cylinder, and are fixed onto opposite surfaces of the base member. The base member is adapted to be disposed between the frame and the panel. The cylindrical members are adapted to be fitted into circular holes formed in the frame and the panel.

The present subject matter relates to a device for coupling two vertical components, comprising a girder made of wood, in particular glued laminated timber, and a connector for each end face of the girder for connecting the end faces to one of the vertical components each. Each connector has two fittings, one of which is mounted via one side on the respective end face of the girder and the other of which can be mounted via one side on the associated vertical component and which fittings can be brought via their other sides into abutment against one another. Further, each connector has two tensioning jaws, which grasp the fittings at diametrical ends and can be tensioned against one another by means of at least one tensioning element running approximately parallel to said other sides. The girder has a bottom chord made of steel, which bottom chord is anchored at each end face of the girder to the fitting mounted thereon. At least one tensioning member is provided for tensioning the bottom chord.

The present subject matter relates to a device for coupling two vertical components, comprising a girder made of wood, in particular glued laminated timber, and a connector for each end face of the girder for connecting the end faces to one of the vertical components each. Each connector has two fittings, one of which is mounted via one side on the respective end face of the girder and the other of which can be mounted via one side on the associated vertical component and which fittings can be brought via their other sides into abutment against one another. Further, each connector has two tensioning jaws, which grasp the fittings at diametrical ends and can be tensioned against one another by means of at least one tensioning element running approximately parallel to said other sides. The girder has a bottom chord made of steel, which bottom chord is anchored at each end face of the girder to the fitting mounted thereon. At least one tensioning member is provided for tensioning the bottom chord.

This invention refers to a structural system for floor and roof construction, based on a parallel arrangement of a set of composite pre-tensioned girders to provide support to a deck formed by layers of any given material. The composite girders are components formed by lengths of bamboo culms, steel components and fillings of mortar or other materials, arranged in such way that a maximum mechanical efficiency is obtained.

This invention refers to a structural system for floor and roof construction, based on a parallel arrangement of a set of composite pre-tensioned girders to provide support to a deck formed by layers of any given material. The composite girders are components formed by lengths of bamboo culms, steel components and fillings of mortar or other materials, arranged in such way that a maximum mechanical efficiency is obtained.

An apparatus to connect two mass timber (CLT, LVL, or other configurations) shear wall panels, comprising a high load deformation capacity steel connector, wherein the connector comprises a high stiffness that shifts to a low stiffness during a high intensity earthquake or significant wind loading event.

An apparatus to connect two mass timber (CLT, LVL, or other configurations) shear wall panels, comprising a high load deformation capacity steel connector, wherein the connector comprises a high stiffness that shifts to a low stiffness during a high intensity earthquake or significant wind loading event.

A formed building element or log comprising a top filler section and a bottom filler section affixed on opposite sides of a center reinforcement member. The center reinforcement member may be a steel or metal rod or tube. The reinforcement member, which may be of approximately the same length of the filler sections, has one end extending out from the end of the building element. The extended end may have a vertical hole extending from top to bottom, adapted to accept a rod pin, which may or may not be threaded. Matching holes extend from the top to bottom of the filler section at the opposite end of the building element, so adjacent building elements may be attached end-to-end, and stacked vertically to form walls.

A formed building element or log comprising a top filler section and a bottom filler section affixed on opposite sides of a center reinforcement member. The center reinforcement member may be a steel or metal rod or tube. The reinforcement member, which may be of approximately the same length of the filler sections, has one end extending out from the end of the building element. The extended end may have a vertical hole extending from top to bottom, adapted to accept a rod pin, which may or may not be threaded. Matching holes extend from the top to bottom of the filler section at the opposite end of the building element, so adjacent building elements may be attached end-to-end, and stacked vertically to form walls.

A length-adjustable truss stiffener is intended to be used to strengthen truss systems at locations of localized over-stress to reduce the cost from the alternative solution which is to reduce truss spacings. The stiffener consists of two or more sleeves locking around two or more components of the main truss. The sleeves mounted on different truss components are connected to one another with a length-adjustable shank. The stiffener may be used in two-dimensional or three-dimensional trusses. Of a collection of prefabricated trusses necessary to erect a structure, only a subset of one or more trusses are customized with stiffeners according to loading calculations predicting failure of that subset under required loading conditions, while all other trusses are installed in their original prefabricated state.