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WO2024263734A1 - Système et dispositif de construction structural modulaire - Google Patents

Système et dispositif de construction structural modulaire Download PDF

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Publication number
WO2024263734A1
WO2024263734A1 PCT/US2024/034759 US2024034759W WO2024263734A1 WO 2024263734 A1 WO2024263734 A1 WO 2024263734A1 US 2024034759 W US2024034759 W US 2024034759W WO 2024263734 A1 WO2024263734 A1 WO 2024263734A1
Authority
WO
WIPO (PCT)
Prior art keywords
flange plate
struts
flanges
joint
flange
Prior art date
Application number
PCT/US2024/034759
Other languages
English (en)
Inventor
Douglas LEONARDI
Original Assignee
Worcester Polytechnic Institute
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Worcester Polytechnic Institute filed Critical Worcester Polytechnic Institute
Publication of WO2024263734A1 publication Critical patent/WO2024263734A1/fr

Links

Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • E04B1/1903—Connecting nodes specially adapted therefor
    • E04B1/1906—Connecting nodes specially adapted therefor with central spherical, semispherical or polyhedral connecting element
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • E04B1/1903—Connecting nodes specially adapted therefor
    • E04B2001/1918—Connecting nodes specially adapted therefor with connecting nodes having flat radial connecting surfaces
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • E04B2001/1924—Struts specially adapted therefor
    • E04B2001/1927—Struts specially adapted therefor of essentially circular cross section
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • E04B2001/1924—Struts specially adapted therefor
    • E04B2001/1933—Struts specially adapted therefor of polygonal, e.g. square, cross section
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • E04B2001/1924—Struts specially adapted therefor
    • E04B2001/1942—Struts adjustable in length
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • E04B2001/1957—Details of connections between nodes and struts
    • E04B2001/1963—Screw connections with axis at an angle, e.g. perpendicular, to the main axis of the strut
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • E04B2001/1981—Three-dimensional framework structures characterised by the grid type of the outer planes of the framework
    • E04B2001/1987—Three-dimensional framework structures characterised by the grid type of the outer planes of the framework triangular grid
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/19—Three-dimensional framework structures
    • E04B2001/199—Details of roofs, floors or walls supported by the framework

Definitions

  • Steel and concrete are common in the construction industry because of strength and durability, as well as availability. Concrete exhibits superior integrity against compression forces; similarly steel has superior tensional force properties. These two materials are often integrated as steel reinforced concrete that is able to withstand substantial tensional and compressive loads. Steel reinforced concrete is heavy, energy intensive to produce and requires heavy equipment to manipulate and install.
  • a modular building system includes a joint for interconnecting a network of struts in a tetrahedral arrangement for forming a structural component supporting a floor, ceiling or post.
  • the interconnected struts have a uniform length and join together with other struts at a predetermined angle defined by the joint.
  • the struts and joints form a tensioned network of a load bearing surface or post, where the members are in a tensioned arrangement at an equilibrium.
  • External forces such as moving loads, winds, and rain tend to spread the loads across the network of tensioned members, temporarily resulting in compression along some of the rigid struts.
  • Panels join the strut network or lattice by load caps secured to the joints for receiving triangular panels matching the joint spacing.
  • a network of triangular panels each engage a plurality of panel apertures on the load caps attached to the joint.
  • the triangular panels have a vertical pin at each point on the triangle, such that each panel aperture is adapted to receive the vertical pin of a floor panel.
  • Each floor panel engages with panel apertures of adjacent joints, as a plurality of triangular panels forms a network among the joints.
  • the floor panel therefore defines a tensional engagement between the plurality of joints, collectively forming a roof or floor surface in a self- supporting tensional arrangement.
  • Configurations herein are based, in part, on the observation that concrete is a primary building material employed in construction. Unfortunately, many building materials, and in particular concrete and steel, are typically highly dense and consume substantial energy in fabrication. Portland cement, the chemically active material in concrete, requires extensive drying in a kiln or similar heating approach. Accordingly, configurations herein substantially overcome the shortcoming of conventional building materials by providing a joint and strut system that joins together using tension attachments that are substantially lighter than concrete and more tolerant of external forces such as earthquakes and wind. The result is a lattice system that provides an alternative to concrete floor and ceiling structures, and can also be formed into load bearing columns using the same joint and strut network.
  • a modular building device attaches a network of struts connected by a joint, including a flange plate defined by a planar surface, and a plurality of flanges extending perpendicularly from the flange plate.
  • Each of the flanges joins at a common edge, such that the common edge extends perpendicular to the flange plate, and at least one aperture on each of the flanges for attachment to respective strut.
  • Fig. 1 is a diagram of a joint device for interconnecting a plurality of struts forming a structural member
  • Figs. 2A-2C are side and plan views of the joint of Fig. 1 ;
  • Figs. 3 A-3D show a strut adapted for connecting to the joint of Fig. 1 ;
  • Fig. 4 shows two struts, as in Figs. 3A-3D engaged with a joint as in Fig. 1 ;
  • Figs. 5A-5C show a load cap adapted for connection to a joint and a sheathing panel (panel) for engaging the load cap;
  • Fig. 6 shows an exploded view of an interconnected joint, struts and panels as in Figs. 1-5C;
  • Figs. 7A-7D show the joints engaging with a steel I-beam building frame
  • Fig. 8 shows a side elevation of interconnected joints and struts forming with panels employed for floor and ceiling surfaces
  • Fig. 9 shows a perspective view of the joints and struts engaged with collars around the steel beams as in Figs. 7A-7D;
  • FIG. 10 A- IOC shows fabrication of the joint of Figs. 1-2D;
  • Fig. 11 shows a plan view of a floor structure using the joints and struts; and Fig. 12 shows results of load bearing span deflection.
  • the joint and struts provide a device a method for constructing structural architectural floors in any multistory building, primarily as an alternative to suspended concrete floors. Configurations herein also describe a system of standardized components for the assembly of the structural floors, providing a commercial means of easily implementing the technology, an a method for fabricating the joints from flat stock.
  • An assembled configuration includes three main layers which work together to create a rigid, stable, fire-resistant, and structurally robust floor with the strength of conventional floors at less than half the dead weight.
  • Fig. 1 is a diagram of a joint device for interconnecting a plurality of struts forming a structural member.
  • the modular building device 100 includes a flange plate 110 defined by a planar surface, and a plurality of flanges 112-1..112-3 (112 generally) extending perpendicularly from the circular flange plate 110.
  • Each of the flanges 112 join at a common edge 120, also extending perpendicular to the flange plate,
  • the common edge 120 thus forms an axis 122 extending perpendicular from the flange plate 110, and also has a bore 124 through the axis 122.
  • the axis 122 may be implemented as a tubular member, discussed further below.
  • Each flange 112 has at least one aperture 114 for connection to struts, and apertures 116 in the flange plate also engage struts, described further below.
  • a joint 150 is defined by the flange plate 110 and the plurality of flanges 112 extending therefrom.
  • Each flange 112 of the plurality of flanges has an annular edge 118 for forming a hemispherical shape of the joint 150.
  • Particular configurations may form a compound joint from pair of joints 150, 150’ and a bore 124 defined by the common axis 122 of each joint 150, 150’ of the pair of joints and an elongated fastener extending through the bore 124 of each joint 150.
  • FIGs. 2A-2C are side and plan views of the joint of Fig. 1.
  • each flange plate 110 has a plurality of apertures 116, also for connecting to struts.
  • the flange plate 110 is subdivided into a plurality of angular sections 210-1..210-3 (210 generally), such that each angular section 210 is defined by the flanges 112 flanking the angular section 210 and extending from the flange plate 110.
  • Each angular section 210 of the flange plate 110 also has at least one aperture 116, Typically, a plurality of apertures 116 are formed on each angular section 210, such that each aperture may engage a strut, where each strut extends in a plane parallel to the planar surface of the flange plate 110.
  • Figs. 3A-3D show a strut 260 adapted for connecting to the joint 150 of Figs. 1 and 2A-2C
  • each aperture 114 and 116 is adapted to engage a strut 260.
  • the strut 260 has a proximal portion 266 (end) and a distal portion 268 (end), each formed from a strut end 264-1..264-2 (264 generally).
  • Each strut 260 also includes a retention bracket 262 having a plurality of slots 272.
  • the retention bracket 272 is adapted to join the proximal end (portion) 266 and the distal portion 268 via at least one through hole 274 on each of the proximal portion and the distal portion.
  • Each strut 260 therefore includes a proximal portion and a distal portion defined by the strut end 264 positioned at a respective end 266, 268.
  • the through holes 274 align with a respective slot 272 of the plurality of slots for receiving a connector, such that the connector secures the retention bracket 262 in slidable communication with the proximal portion and the distal portion along a length of the slot 272.
  • the retention bracket 262 is formed from an elongated body 263 having opposed ends, and a pair of slots 272 at each end of the opposed ends.
  • Each slot 272 of the pair of slots has a width based on a diameter of a fastener or connection peg adapted to extend through the slot 272, and a length greater than the width for accommodating slidable communication of the elongated body with the proximal portion and distal portion 266, 268.
  • the connector may be any suitable threaded bolt, or pin retained by a nut, c-clip, cotter pin, etc.
  • the slots 272 are slightly elongated in their length, a tolerance along the length of the stmt 260 allows for subtle movement for absorbing loads.
  • Stmts ends 264 join via a u-shaped sleeve and an attachment clip, where the attachment clip is adapted to engage opposed stmt portions in a butt-fit.
  • the attachment clip has a plurality of parallel pins attached by a transverse member extending perpendicular to each of the parallel pins, such that the pins are adapted to engage apertures on the respective stmts.
  • Slots 272 are oval-shaped apertures to allow axial compression of the stmt in response to momentary compression loads.
  • a retainer is pivotally engaged with the parallel pins adjacent the transverse member , and “swings” over the now joined stmts to engage an opposed side of each respective pin on an opposed side of the aperture through the stmt, forming a secure butt-fit attachment.
  • each stmt end 264 has a small square mbber cap 263 on its interior end such that when pushed in by substantial stresses they compress together, conveying steady loads but absorbing acute stresses and shocks.
  • Each stmt end 264 also has flange holes 265 for fastening to the joint 150.
  • the connector is defined by through pins 270 that form an attachment clip 280 adapted to engage opposed stmts ends 264 in a butt-fit, such that the attachment clip 280 has a plurality of parallel pins attached by a transverse member 282 extending perpendicular to each of the parallel pins 270.
  • Each pin 270 is adapted to engage aligned slots 272 and through holes 274 on the respective stmt ends 264.
  • a retainer 284 pivotally engages with the parallel pins 270 adjacent the transverse member 282, and is adapted to engage an opposed side of each respective pin on an opposed side of the through hole/slot through the strut 260.
  • An attachment clip 280 with two pins 270 is shown, however differing numbers of pins 270 may be employed in alternate configurations, depending on complexity and load bearing or shear strength desired.
  • the length of each slot 272 may be varied to define a tolerance of compression, also buffered by close fitting caps 263.
  • a doubling of the retention bracket 262 may be implemented by a second retention bracket 262’ of a slightly larger “U” channel for encompassing the first retention bracket 262.
  • the joint 260 forms a load bearing node consisting of six mount points evenly spaced around the flange plate 110 and three additional mount points projecting perpendicular to the disk on one side at 60 degrees, forming a tetrahedral tripod on one face.
  • a central hole or threaded rod continues through the central axis 122 of the joint allowing other components to be mounted directly to its load center.
  • the method of connecting the joint 150 to the strut 260 should allow modest movement around the pin 270 or other fasteners. Tight connections are not required as the geometry of the frame provides rigidity regardless of fasteners. A solid pin is recommended but a threaded fastener is suitable.
  • Fig. 4 shows two struts 260, as in Figs. 3A-3D engaged with a joint 150 as in Fig. 1.
  • the joint 150/strut 260 connection permits a universal tetrahedral orientation between joints 150-N, such that each joint/strut linkage employs a first flange plate 110 having a plurality of flanges 112, and a second flange plate 110 also having a plurality of flanges, and a strut 260 connecting a flange 112-1 from the first flange plate 110 to a flange 112-N of the second flange plate 110, where the strut 260 has a proximal portion 266 attached to the flange of the first flange plate, and a distal portion 268 attached to the flange of the second flange plate 110, and the retention backet 262 slidably engaged in linear alignment with the proximal portion 266 and the distal portion 268.
  • Figs. 5A-5C show a load cap 300 adapted for connection to a joint 150 and a sheathing panel (panel) 310 for engaging the load cap 300.
  • the load caps 300 attach to the joints 150 through an aperture 324 that aligns with the bore 124 through insertion of a fastener along axis 122.
  • the load caps 300 facilitate attachment of the panels 310 for sheathing surfaces such as floors or ceilings supported by the network of joints 150 and struts 260.
  • Each panel 310 has apertures 314 aligned with apertures 312 in the load caps 300, which also align with the triangular shape formed from the joints 150 have flanges at 120° offsets from 120° angular sections 210.
  • the load caps 300 are engineered such that they will bear tenant/occupant/industrial load as lateral tension between the panel mount points, but the single bolt holding them to the joint 150 may shear under stress. This means that if the frame pulls down from the floor it will break away and protect the integrity of the floor panels, providing a walkable if less rigid surface in emergencies. Evan absent the structural support from joints 150/struts 260, the load caps 300 and aperture 314/312 attachment form a tensioned surface capable of bearing substantial loads, similar to a trampoline.
  • the load cap 300 is a simple component that fixes to the joint 150 with a detachable bolt through the center axis 122 and to as many as six surface panels 310 directly. This allows the load cap 300 to function as a cover and vibration damping cushion on top of the joint 150 and remain fixed to the frame under normal stresses.
  • Floors and ceilings are therefore provided via a load cap 300 having a planar face 315, where the load cap 300 attaches to the joint 150 via the bore 324 such that the planar face 315 extends parallel to the flange plate 110.
  • the bolt or fastener may be designed to shear or break away under extreme stress to allow the joint 150 to separate from the load cap 300 supporting the network of floor panels 310.
  • a top of the load cap 300 may be a steel plate that will maintain the connection between all six panels, ensuring the floor does not open up and the ceiling does not collapse even if the underlying joint 150/strut 260 frame shifts.
  • the height 306 of the load cap 300 is variable depending upon function and choice. They can be relatively flat, acting as little more than a connecting plate fixed to the joint face to deep spacers of 9 inches in height. The composition and specific height is less important than the function of vibration damping and layer isolation,
  • the panels 310 used for floors are load bearing equilateral triangles engineered to handle at least 160 Ibs./sq ft.
  • One composition is to manufacture the panels 310 as single form injection molded panels two inches thick and 36 inches on a side. They may have 14 inch holes at each corner allowing fastening directly to the load caps 300.
  • Fig. 6 shows an exploded view of an interconnected joint, struts and panels as in Figs. 1-5C.
  • Fig. 6 aggregates the joint 150, strut 260, load cap 300 and panels 310 discussed above.
  • a matrix of sheathing panels 310 engages respective load caps 300 having at least one aperture for receiving a fastener securing the sheathing panel 310.
  • the panel 310 has a shape based on uniform distances between a plurality of load caps (36” equilateral triangles in the disclosed approach), and an aperture 314 aligned with a plurality of load caps 300 aligned with the shape.
  • a spacing to other load caps is defined by equilateral triangle shape having apertures aligned with three of the load caps.
  • Figs. 7A-7D show the joints engaging with a steel I-beam building frame 340.
  • the disclosed joint 150 and strut 260 may form a structural column for multistory structures, or may be engaged with steel I-beam construction to form a tensioned floor structure within an I-beam perimeter.
  • a mount collar 350 is composed of two steel saddles 351 and 352 spanning the width of a steel joist I-beam 360. Mount collar 350 sizes correspond to the width of the respective beams 360 for attachment. These saddles 351, 352 fasten together around the beam 360, one up the other down, using one-inch bolts or similar fastener. These will bear the full load of the floor frame and translate it to the building steel members 362 evenly and without the need for through holes or welded fixtures.
  • Mount collars 350 include at least a portion of the flange plates 110 and flanges 210, shown in Figs. 7B and 7C.
  • Fig. 7D shows a strut attachment 370 directly to the beam 360 for struts 260 extending to a joint 150 or compound joint 150/150’
  • Fig. 8 shows a side elevation of interconnected joints and struts forming with panels employed for finished floor 310’ and ceiling 318 surfaces.
  • a structural building system according to configurations herein includes comprising: a plurality of joints 150, each including a plurality of flanges 112 joined at predetermined angles, such that each flange 210 is defined by a planar surface and having at least one apertures 114.
  • a plurality of struts 260 each has a pair of opposed strut ends 264 such that each end of the opposed ends are adapted to join with the aperture 114 on one of the flanges 1 10 of a respective joint 150 of the plurality of joints.
  • Utilities are accommodated by pipe hangers 330, wire chases 332 and electrical fixtures 334.
  • the tetrahedral arrangement results from the plurality of struts 260 that engage the apertures 116 on the flange plate 110 form a planar arrangement of struts, such that each strut 260 extending in a plane defined by the plurality of flange plates 110 and forming an equilateral triangle with adjacent struts, generally forming a horizontal arrangement defining a floor or ceiling.
  • the struts are typically 32 inches long, where a two inch offset from the center axis 122 results in a 36 inch on center between the joints 150.
  • a total distance of the floor 310’ to ceiling 318 may be about 28-40 inches, consistent with typical voids in a drop ceiling arrangement.
  • Fig. 9 shows a perspective view of the joints 150 and struts 260 engaged with mount collars 350 around the steel I-beams 360 as in Figs. 7A-7D, forming a tetrahedral structure from a polyhedron shape formed by the struts 260.
  • Figs. 10A- 10C shows fabrication of the joint of Figs. 1-2D.
  • the joints 150 may be formed from flat stock cut in an open circle or “C” pattern.
  • the method for forming the structural joint 150 device includes cutting a sheet of planer stock 400 in a partial circle 410 having a width, and forming a plurality of apertures through the sheet of planer stock corresponding to apertures 114 and 116 on the flange sections 210 and flanges 112.
  • the partial circle 410 is marked (dotted lines 412) for designating an angular section 210, 120° in the disclosed approach.
  • the angular section 210 now occupies a 120° “wedge” shape with the flanges 112 extending vertically. In Fig.
  • 3 angular sections 210-1..210-3 are joined and welded or attached joining the angular sections with at joining the flanges 112 in a parallel double wall and maintaining the angular sections 210 in a coplanar arrangement, thus forming the flange plate 110 as a complete planar circle perpendicular to three double-wall flanges 112.
  • Fig. 11 shows a plan view of a floor structure using the joints 150 and struts 260 attached and engaged with perimeter I-beams 360, forming a square shaped load bearing lattice or matrix.
  • Fig. 12 shows results of load bearing span deflection resulting from finite element (FE) analysis for various spans with computed deflection.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Joining Of Building Structures In Genera (AREA)

Abstract

L'invention concerne un système de construction modulaire qui comprend un joint pour interconnecter un réseau d'entretoises dans un agencement tétraédrique pour former un composant structural supportant un plancher, un plafond ou un montant. Les entretoises interconnectées ont une longueur uniforme et se rejoignent avec d'autres entretoises à un angle déterminé défini par le joint. Une fois reliés, les entretoises et les joints forment un réseau tendu d'une surface ou d'un montant porteur de charge, les éléments étant dans un agencement tendu à l'équilibre. Des forces externes, telles que des charges mobiles, des vents et une pluie tendent à étaler les charges à travers le réseau d'éléments tendus, ce qui entraîne temporairement la compression le long de certaines des entretoises rigides. Des panneaux relient le réseau ou la grille d'entretoises par des chapeaux de charge fixés aux joints pour recevoir des panneaux triangulaires correspondant à l'espacement de joint.
PCT/US2024/034759 2023-06-20 2024-06-20 Système et dispositif de construction structural modulaire WO2024263734A1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
US202363521916P 2023-06-20 2023-06-20
US63/521,916 2023-06-20

Publications (1)

Publication Number Publication Date
WO2024263734A1 true WO2024263734A1 (fr) 2024-12-26

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ID=93928870

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Application Number Title Priority Date Filing Date
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US (1) US20240426095A1 (fr)
WO (1) WO2024263734A1 (fr)

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3914063A (en) * 1973-05-24 1975-10-21 Unistrut Corp Space frame connecting fixture
JPH0699961B2 (ja) * 1988-06-03 1994-12-12 辰美 田中 立体トラスのジョイント構造
US5918998A (en) * 1996-10-18 1999-07-06 Pourmand; Tooraj Joint for three-dimensional framed structures for interior and construction use
JP2009185499A (ja) * 2008-02-06 2009-08-20 Shin Nikkei Co Ltd カーテンウォールにおけるパネル設置方法
KR20110101946A (ko) * 2010-03-10 2011-09-16 엘에스전선 주식회사 내진용 브레이스

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3914063A (en) * 1973-05-24 1975-10-21 Unistrut Corp Space frame connecting fixture
JPH0699961B2 (ja) * 1988-06-03 1994-12-12 辰美 田中 立体トラスのジョイント構造
US5918998A (en) * 1996-10-18 1999-07-06 Pourmand; Tooraj Joint for three-dimensional framed structures for interior and construction use
JP2009185499A (ja) * 2008-02-06 2009-08-20 Shin Nikkei Co Ltd カーテンウォールにおけるパネル設置方法
KR20110101946A (ko) * 2010-03-10 2011-09-16 엘에스전선 주식회사 내진용 브레이스

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