Wood-concrete combined connecting piece and ductile steel bar support

Abstract

The purpose of the present application is to provide a wood-concrete composite floor or roof system connector that provides high slip modulus stiffness and elasticity through a combination of mechanical and adhesive connections with a wood substrate, has ductile structural characteristics under limit loads, and has good durability and durability. And an integrated method for supporting a concrete slab reinforcement member during wet concrete casting.

Description

Technical Field

[0001] The present invention generally relates to floor and roof structural assemblies comprised of a timber base and a concrete top deck that are interconnected and act as a composite structural system to carry dead and live loads. Background Art

[0002] Timber-framed buildings often include a concrete topping slab over a wood flooring system, which enhances the flooring system's acoustic, vibration, and fire performance. The concrete topping slab can be nonstructural or structurally connected to the wood base, creating a combined system that further improves the flooring system's strength, stiffness, and fire performance. These systems are often referred to as "composite wood-concrete" or "TCC" floor and roof systems.

[0003] The performance (strength, stiffness, vibration, fire resistance, and acoustic insulation) of composite wood-concrete floor and roof systems is significantly affected by the type of connection between the wood base and the concrete top slab. The chosen connection type also impacts the cost of constructing TCC floor and roof systems, installation labor, and building logistics. Common TCC connection types include shear keys in the wood base, protruding nail and screw fasteners, mechanically fastened hardware, and adhesively attached hardware. Each of these connection types presents a trade-off between performance and cost.

[0004] The engineering design of TCC floor and roof systems is often driven by the system's composite stiffness. The stiffness of the composite material is influenced by the slip modulus of the wood-concrete connection (the ability of the wood-concrete interface to deform in horizontal shear under load). Connectors with high slip moduli relative to the joined components create rigid connections that maximize structural performance. The improved performance of TCC floor systems reduces the amount of lumber required, thereby lowering overall costs.

[0005] TCC floor and roof systems are statically indeterminate structures. High-stiffness connectors withstand significant loads under ultimate load (or strength) conditions, such as the maximum potential live load in service. Connectors with ductile properties, such as headed steel shear studs welded to steel beams and embedded in the concrete deck above them, deform as expected under ultimate load conditions and minimize the ultimate design force experienced by the connectors. This ductile behavior allows for the use of fewer connectors, which reduces the cost and labor associated with system installation.

[0006] Concrete slabs are typically reinforced with rebar or welded wire mesh, which require vertical support during wet concrete placement. Reinforcement support brackets are typically constructed from steel wire or plastic elements, with a geometry designed to secure the rebar while it is tied to the brackets with conventional steel wire. TCC connectors can also serve as reinforcement brackets, reducing the overall cost of the assembled system by eliminating traditional brackets.

[0007] Large wood floor panels are typically placed by crane and hoisted using temporary steel lifting hardware secured to the floor panels. If TCC floor connectors have acceptable connection points and sufficient load capacity, they can replace the temporary lifting hardware. This reduces the time and cost of placing large wood floor panels. Summary of the Invention

[0008] One or more inventions are disclosed herein that relate to wood-concrete floor and roof connections having high stiffness (slip modulus) and ductile ultimate load (or strength) properties, methods of manufacture and resulting geometric variations, and methods of supporting reinforcement in concrete slabs. More particularly, disclosed are connections between a wood base and a composite concrete top slab that provide a nearly rigid connection under service loads, exhibit ductile structural behavior under ultimate loads, provide support for reinforcement within the slab, and can replace temporary lifting hardware.

[0009] The inventive TCC connectors disclosed herein are referred to herein as wood-concrete composite bracket ("TC3") connectors or TC3 connectors. As described herein, they are designed to be embedded in a concrete slab and secure or connect the concrete slab and a wood substrate together.

[0010] TC3 connectors provide a high-stiffness connection between the timber base and concrete top slab to maximize the performance of the TCC system. The high-stiffness connection is provided by a combination of mechanical and adhesive connections that are simple to install and more resilient in the event of a fire.

[0011] The TC3 connector provides a ductile connection between the timber base and the concrete top slab, which deforms under extreme load conditions. The deformation occurs in the system's relatively thin profiled top bars.

[0012] TC3 connectors provide support for concrete slab reinforcement during placement of wet concrete.

[0013] TC3 connectors have a consistent geometric module but can vary in length depending on the stiffness and load requirements of the combined system.

[0014] TC3 connections do not preclude the use of a sound insulation layer between the timber base and the concrete top slab.

[0015] The TC3 connector can be installed on a variety of wood, timber and bamboo substrates. The TC3 connector fastener can also pass through the wood, timber and bamboo substrates and connect to the underlying timber and beam framing members.

[0016] TC3 connectors can be installed off-site into precast panels or on-site as part of traditional building construction methods.

[0017] TC3 connectors replace temporary lifting hardware for on-site placement of large timber flooring panels.

[0018] As used in this article:

[0019] “Timber” includes solid sawn timber or mass timber, and manufactured products such as cross-laminated timber (CLT), glued laminated timber (GLT), nail-laminated timber (NLT), dowel-laminated timber (DLT), laminated veneer lumber (LVL), massive plywood (MPP), glue-laminated beams (Glulam), parallel strand lumber (PSL) and similar products.

[0020] "Composite material" refers to a structural system composed of two different materials (for example, wood and concrete) that are connected to act as a single structural element or system.

[0021] “Adhesive” means a product used to bond materials (e.g., wood and steel) together and may include two-part epoxies, acrylic adhesives, general-purpose construction adhesives, tapes, or similar products.

[0022] “Fasteners” are products used to join timber elements together, such as conventional screws, self-tapping screws, nails, lag bolts, studs, staples or similar products.

[0023] "Support" means an object used to temporarily support the reinforcement within a concrete slab during the placement of wet concrete.

[0024] "Ductility" refers to the ability of a structural element to deform under load and continue to deform while maintaining the load at the deformation point.

[0025] "Slip modulus" refers to the shear stiffness of a joint at the interface of two joined materials, for example, between a timber base and a concrete top slab. The units of slip modulus are load divided by displacement.

[0026] “Working load” or “working load” is the maximum working load that a structure or equipment is designed to withstand during normal use and is a common term in the construction industry.

[0027] "Ultimate load" or "ultimate load" is a common term in the construction industry and is a statistically unlikely load that exceeds the maximum working load a structure or equipment is designed to withstand. It is sometimes also called a "factored load" because it is a predetermined factor greater than the maximum working load.

[0028] In one embodiment, the TC3 connector includes:

[0029] A steel base plate rigidly connected to the timber substrate by adhesives and mechanical fasteners, and ductile steel jacks connected to or formed from the steel base plate, which support reinforcement within the concrete top slab.

[0030] In a preferred embodiment, the TC3 connector has a repeating geometric module that simplifies mass production of connectors with varying lengths.

[0031] In the preferred embodiment, the TC3 connector is connected to the wood floor (without a beam directly underneath) via short vertical mechanical fasteners.

[0032] In a preferred embodiment, the TC3 connector utilizes long angled mechanical fasteners to connect to the wood floor and the beam directly below.

[0033] In a preferred embodiment, TC3 connectors are connected to the wood substrate in a uniform grid or a non-uniform grid that places the connectors based on the shear requirements within the composite system.

[0034] In some embodiments, a non-structural sound insulation layer will be provided at the wood-concrete interface, but the non-structural sound insulation layer will be discontinuous at the discontinuity of the TC3 connector.

[0035] In some embodiments, the ejector pin will be formed by forging, stamping, or stretching a portion of the base sheet metal upward to form the ductile bracket geometry.

[0036] In some embodiments, the top and bottom plates will be fabricated by bending or folding a single sheet of metal with cuts to form the ductile bracket geometry.

[0037] In some embodiments, the base plates will be secured with conventional screws, self-tapping screws, nails, lag bolts, studs, staples, or similar products.

[0038] In some embodiments, the base plate will be adhered with a two-part epoxy, acrylic adhesive, general construction adhesive, "peel and stick" tape, or similar product.

[0039] In some embodiments, alternative bio-based materials such as bamboo will replace wood as the substrate.

[0040] In some embodiments, an alternative concrete top slab, such as lightweight concrete, gypsum concrete, etc., will be connected to the wood base.

[0041] In some embodiments, the reinforcement within the top slab will be comprised of deformed steel bars, welded wire mesh, post-tensioning cables, carbon fiber rods, fiberglass rods, or basalt rods.

[0042] In some embodiments, the connector may be made of a reinforced plastic composite material instead of steel.

[0043] Other systems, methods, features, and advantages of the disclosed one or more inventions will become apparent or become apparent to one skilled in the art upon examination of the following drawings and detailed description. All such additional systems, methods, features, and advantages are intended to be included within this description, be within the scope of the invention, and be protected by the following claims. BRIEF DESCRIPTION OF THE DRAWINGS

[0044] The accompanying drawings are incorporated into and constitute a part of this specification, and illustrate the implementation of the system disclosed herein and, together with the description, explain the advantages and principles of the disclosed system. In the drawings:

[0045] Figure 1A is an isometric view of a TC3 composite wood-concrete connector with ductile steel support, in accordance with a first embodiment of the principles described herein.

[0046] Figure 1B yes Figure 1A Exploded diagram of .

[0047] Figure 2A yes Figure 1A Floor plan.

[0048] Figure 2B yes Figure 1A Front view of .

[0049] Figure 2C yes Figure 1A Cross-sectional view of .

[0050] Figure 3A is a plan view of a TC3 composite wood-concrete connector with ductile steel support in a second embodiment embodying the principles described herein, wherein the top bar is forged, stamped, or stretched from the base metal.

[0051] Figure 3B It is a front view of the TC3 connector in the second embodiment.

[0052] Figure 3C is a cross-sectional view of the TC3 connector in the second embodiment.

[0053] Figure 4A is a plan view of a TC3 composite wood-concrete connection with a ductile reinforcement support in accordance with a third embodiment of the principles described herein, wherein the top and bottom plates are formed by cutting and bending or folding a single sheet of metal into the geometry of the bottom and top plates.

[0054] Figure 4B It is a front view of the TC3 connector in the third embodiment.

[0055] Figure 4C FIG. 4 is a cross-sectional view of the TC3 connector in the third embodiment.

[0056] Figure 5A 1 is a plan view of a TC3 composite wood-concrete connector with ductile steel support in a fourth embodiment embodying the principles described herein, wherein the top bar is shaped by being partially cut from the bottom plate and bent upward to its final position.

[0057] Figure 5B It is a front view of the TC3 connector in the fourth embodiment.

[0058] Figure 5C FIG. 4 is a cross-sectional view of the TC3 connector in the fourth embodiment.

[0059] Figure 6A is a plan view of a TC3 composite wood-concrete connection with ductile reinforcement supports in accordance with a fifth embodiment of the principles described herein, wherein the top bars are embedded within shear keys in a massive timber base, thereby eliminating the base plate.

[0060] Figure 6B It is a front view of the TC3 connector in the fifth embodiment.

[0061] Figure 6C FIG. 4 is a cross-sectional view of the TC3 connector in the fifth embodiment.

[0062] Figure 7A A cross-section of a TC3 connector embodying the principles described in this article, installed on a CLT base, supporting steel reinforcement and with an acoustic pad between the wood and concrete.

[0063] Figure 7B yes Figure 7A anatomical view of the .

[0064] Figure 8 Isometric view of a TC3 connector embodying the principles described in this article, installed on a typical section of a CLT deck, supporting steel reinforcement and with an acoustic pad between the wood and concrete.

[0065] Figure 9 yes Figure 8 Exploded diagram of .

[0066] Figure 10 is an isometric view of a uniform grid of TC3 connectors installed on panels throughout a flooring system embodying the principles described herein.

[0067] Figure 11A Isometric view of a TC3 connector embodying the principles described in this article, with angled screws for connecting through a wood panel to an underlying wood beam.

[0068] Figure 11Bis an isometric view of a TC3 composite wood-concrete connector with ductile rebar supports, embodying a second embodiment of the principles described herein, wherein the top bar is forged, stamped, or stretched from the bottom plate metal.

[0069] Figure 11C is an isometric view of a TC3 composite wood-concrete connection with ductile reinforcement supports in accordance with a third embodiment of the principles described herein, wherein the top and bottom plates are formed by cutting and bending or folding a single sheet of metal into the geometry of the bottom and top plates.

[0070] Figure 12A is a front view of a first embodiment of a TC3 connector embodying the principles described herein, with tilted screws attached to the top of a CLT deck base and connected to underlying wood beams.

[0071] Figure 12B yes Figure 12A Exploded diagram of .

[0072] Figure 13 is an isometric view of a first embodiment of a TC3 connector embodying the principles described herein, wherein tilt screws are attached to the top of a CLT deck base and connected to underlying wood beams.

[0073] Figure 14 yes Figure 13 Exploded diagram of .

[0074] Figure 15 is an isometric view of the TC3 connectors of the first embodiment installed along the wood beams that support the CLT deck in the entire floor system.

[0075] Figure 16A is a front view showing large wood panels with TC3 connectors being installed in a workshop and stacked for transport.

[0076] Figure 16B Isometric view of a large timber panel being lifted using TC3 connectors as attachment points for crane rigging.

[0077] Figure 17 is a diagram illustrating the truss forces present in a TC3 connector module with ductile reinforcement supports embodying the principles described herein.

[0078] Figure 18A and Figure 18B is a graph showing the expected ductile behavior of a TC3 connector with ductile reinforcement supports embodying the principles described herein, Figure 18A Shown are the shear force demand and shear deformation at the wood-concrete interface. DETAILED DESCRIPTION

[0079] One or more embodiments or examples of one or more wood-concrete composite connectors consistent with the principles disclosed herein will now be described in detail with reference to the accompanying drawings.

[0080] Figure 1A is an isometric view of a first TC3 connector 1 with ductile rebar supports. The TC3 connector 1 comprises a steel base plate 1A secured to a timber substrate by a combination of adhesive (not shown) on the bottom surface of the base plate 1A and mechanical fasteners 1D extending through holes 1E in the base plate (shown in other figures). A steel jack 1B has a curved profile with a repeating module 1F that provides support for rebar 2A and 2B (shown in other figures) and is connected to the concrete top plate by bonding and direct compression. The TC3 connector 1 and other TC3 connectors described herein are embedded within a poured concrete top plate. The steel jack 1B is connected and secured to the steel base plate 1A by a structural weld 1C. The total length of the connector and its components 1A and 1B is variable and can be set to any length according to engineering design requirements.

[0081] The base plate preferably has an overall planar configuration, or at least a generally planar bottom surface, and thus has an effective plane. The through-holes in this embodiment have longitudinal axes that are orthogonal to the effective plane of the base plate. In other embodiments described below, the longitudinal axis is preferably not orthogonal to the effective plane of the base plate.

[0082] The adhesive used to secure the baseboard to the wood substrate preferably comprises a two-part epoxy, acrylic adhesive, general construction adhesive, tape, or similar product as required by the engineering design.

[0083] The curved profile is preferably continuous and smooth to avoid weak points and simplify manufacturing. Module 1F includes a recess or bracket 1G, as shown in the other figures, for receiving and supporting the rebar. The two modules 1F are separated by a reverse curve 1H. Thus, the top bar 1B has an overall undulating or sinusoidal profile.

[0084] The mandrel 1B is shown as a deformed rectangular rod, but may have any suitable cross-sectional shape, for example, a circular cross-sectional shape. For reasons described below, the mandrel is preferably made of a steel grade that exhibits good plastic deformation behavior or ductility under extreme loads. The steel material of the mandrel may include ordinary carbon steel (e.g., ASTM A36 and ASTM A572) or stainless steel (e.g., ASTM A316).

[0085] Figure 1B yes Figure 1A Exploded view of a TC3 connector 1 showing the steel base plate 1A, ductile steel top bar 1B, structural welds 1C, mechanical fasteners 1D, and through-holes 1E.

[0086] Figure 2A yes Figure 1A A plan view of a TC3 connector 1 is shown, showing the top side of a steel base plate 1A, a ductile steel top bar 1B, structural welds 1C on both sides of the top bar 1B, and mechanical fasteners 1D. In this embodiment, the mechanical fasteners 1D are shown as screws. However, as an alternative, the mechanical fasteners could be nails, as shown in another embodiment below. Other types of mechanical fasteners can be used to meet specific structural design requirements.

[0087] Figure 2B It is along Figure 2A The line 2B-2B intercepts Figure 1A Front view of TC3 connector 1.

[0088] Figure 2C It is along Figure 2A The line 2C-2C intercepts Figure 1A Cross-sectional view of TC3 connector 1. Figure 2C Also shown is a first rebar 2A placed in a bracket 1G of module 1F. The first rebar 2A extends in a first direction that intersects the direction in which the top bar 1B and the TC3 connector 1 extend. A second rebar 2B is placed on top of the first rebar 2A. The second rebar 2B extends in a direction that intersects the direction in which the first rebar 2A extends. In a preferred embodiment, the first direction and the second direction are orthogonal to each other. However, in other embodiments, they are not orthogonal to each other. Furthermore, preferably, the direction in which the first rebar 2A extends is perpendicular to the direction in which the TC3 connector 1 extends. However, in other embodiments, the direction in which the first rebar 2A extends is not perpendicular to the direction in which the TC3 connector 1 extends. The first rebar 2A is located below the top bar 2B and can be fixed to the top bar 1B and secured with conventional wire ties. The second rebar 2B can also be secured to the first rebar 2A and / or the top bar 1B using the same tie or one or more other tie ties.

[0089] Figure 3A FIG3 is a plan view of a second TC3 connector 3, which is an alternative to TC3 connector 1. In TC3 connector 3, top bar 3B is formed from the metal of base plate 3A by forging, stamping, or drawing. Thus, base plate 3A and top bar 3B are integrally formed from the same sheet of metal, eliminating the need for welding. Mechanical fasteners 3D are preferably located in the continuous portion of base plate 3A between modules 3F.

[0090] Figure 3B It is a front view of the second TC3 connector 3 and shows how the top bar 3B is formed by forging, stamping or drawing the metal of the bottom plate 3A. Each module 3F includes a bracket 3G for placing the first steel bar 2A as described above.

[0091] Figure 3CThis is a cross-sectional view of the second TC3 connector 3, illustrating how the top bar 3B is formed by forging, stamping, or drawing the metal of the base plate 3A. The cross-sectional view shows the area cut away from the base plate 3A to form the top bar 3B. The figure also illustrates the placement and positioning of the first transverse reinforcement 2A and the second longitudinal reinforcement 2B, as described above. The second longitudinal reinforcement 2B can also be secured to the first reinforcement 2A and / or the top bar 3B using the same tie or one or more additional tie ties.

[0092] Figure 4A FIG3 is a plan view of a third TC3 connector 4, wherein top bar 4B and bottom plate 4A are fabricated by cutting a single sheet of metal and then bending or folding it into the geometry of bottom plate 4A and top bar 4B. Bottom plate 4A and top bar 4B are formed from a continuous sheet of metal. Bottom plate 4A can be at least partially attached or secured to a wood substrate using adhesive (not shown) and mechanical fasteners 4D.

[0093] Figure 4B This is a front view of the third TC3 connector 4, in which the top bar 4B and bottom plate 4A are made by cutting a single sheet of metal and then bending or folding it into the geometry of the bottom plate 4A and top bar 4B. In this view, the cutting pattern 4C that provides the ductile behavior of the top bar 4B can be clearly seen and understood.

[0094] Figure 4C FIG3 is a cross-sectional view of a third TC3 connector 4, wherein top bar 4B and bottom plate 4A are fabricated by cutting a single sheet of metal and then bending or folding it into the geometry of bottom plate 4A and top bar 4B. The gap between the nearly vertical portions shown in this view, i.e., distance 4G between opposing bottom plate portions 4A-1 and 4A-2, can vary depending on manufacturing preferences or limitations.

[0095] from Figures 4A-4B It will be appreciated that, preferably, two rows of parallel cutting patterns or cuts 4C are first provided on the metal plate, the two rows of parallel cutting patterns or cuts 4C being located on opposite sides of the line of symmetry of the metal plate. The metal plate is then bent or folded along the line of symmetry to the desired degree of bending or folding. Preferably, as shown in the figure, no sharp creases are formed at the bends, as this would introduce undesirable weak points or failure points in the top bar 4B. Before or after such bending or folding, the outer edges of the metal plate may be bent or folded to form parallel bottom plate portions 4A-1 and 4A-2 and portions defining the top bar 4B. Similarly, such folding or bending does not produce sharp creases, thereby avoiding the introduction of undesirable weak points or failure points. Thereafter, the portions defining the top bar 4B may be cut or deformed at each module 4E to include recesses or depressions defining the bracket 4E.

[0096] As with the previous TC3 connectors, each bracket 4E is designed to accommodate a first rebar 2A, which can be secured to the top bar 4B using a cable tie as described above. A second rebar 2B can also be secured to the first rebar 2A and / or top bar 4B using the same cable tie or one or more other cable ties.

[0097] As shown, as an alternative, the mechanical fasteners 4D may be nails instead of screws.

[0098] Figure 5A FIG3 is a plan view of a fourth TC3 connector 5, which is an alternative manufacturing method of TC3 connector 1. In TC3 connector 5, top bar 5B is partially cut according to pattern 5C and then bent upward from the metal of bottom plate 5A. Therefore, welding is not required to connect bottom plate 5A and top bar 5B, as these components are integrally formed from the same sheet of material. As with the previous TC3 connector, the bottom plate is attached to the large wood base using adhesive (not shown) and mechanical fasteners 1D.

[0099] Figure 5B FIG3 is a front view of a fourth TC3 connector 5 showing the above elements including the profile of a top bar 5B. The profile of the top bar has a recess 5C that provides support for the reinforcement bar bracket.

[0100] Figure 5C 5 is a cross-sectional view of the fourth TC3 connector 5, showing the above elements and the first steel bar 2A that can be fastened to the top bar 5B by means of a cable tie. The second steel bar 2B can be fastened to the first steel bar 2A by means of a cable tie.

[0101] Figure 6A FIG3 is a plan view of a fifth TC3 connector 6, an alternative manufacturing variant of TC3 connector 1. In TC3 connector 6, top bar 6B is formed with a curved corrugated metal profile. The lower flat portion of the corrugated profile rests within a recessed shear key 5A of the underlying wood panel. Therefore, no base plate is required to achieve the connector's engineering requirements. As with the previous TC3 connector, the connector is attached to the wood panel substrate via adhesive and mechanical fasteners 1D within shear key 5A (not shown).

[0102] Figure 6B 6B is a front view of the fifth TC3 connector showing the above elements including the profile of the top bar 6B. The profile of the top bar has a recess 6C which provides support for the reinforcement bar bracket.

[0103] Figure 6C 1 is a cross-sectional view of the fifth TC3 connector 6, showing the above elements and the first steel bar 2A that can be fastened to the top bar 5B by means of a cable tie. The second steel bar 2B can be fastened to the first steel bar 2A by means of a cable tie.

[0104] In Figures 7-16, one or more TC3 connectors embodying the principles described herein with ductile rebar supports are used to illustrate how TC3 connectors according to the principles disclosed herein may be positioned and used on a CLT substrate. It will be readily apparent how the same principles apply to all TC3 connectors disclosed herein and other connectors embodying the principles disclosed herein.

[0105] Figure 7A is a cross-sectional view of a TC3 connector 1 mounted on a CLT base 7A and supporting steel bars 2A and 2B, with an acoustic pad 7B between a timber layer 7D and a concrete top slab 7C.

[0106] Figure 7B yes Figure 7A Exploded diagram of .

[0107] Figure 8 is an isometric view of a TC3 connector 1 installed on a typical section of a CLT deck 7A and supporting steel bars 2A and 2B, with an acoustic mat 7B between the timber layer 7A and the concrete top slab 7C.

[0108] Figure 9 yes Figure 8 Exploded view of a concrete structure showing a CLT substrate 7A, optional insulation layer 7B, steel bottom plate 1A with adhesive, mechanical fasteners 1D, ductile steel top rods 1B, concrete rebars 2A and 2B, and concrete top plate 7C.

[0109] Figure 10 is an isometric view of a uniform grid of TC3 connectors 1 installed throughout a floor system panel, showing a CLT substrate 7A, an optional insulation layer 7B, a concrete top plate 7C, an array of TC3 connectors 7D, and concrete rebars 2A and 2B.

[0110] Figure 11A An isometric view of a TC3 connector 11 with angled screws 11D, which are used to connect through the wood deck to the underlying wood beams (not shown). Steel top bars 1B are connected to steel base plates 11A via structural welds 1C. Base plates 11A are attached to the wood substrate using adhesive (not shown) and angled / angled self-tapping screws 11D. The holes in base plates 11A for screws 11D are preferably angled (i.e., non-orthogonal) relative to the effective plane of the base plates and may have countersunk holes or similar geometry to provide a tight fit with the screw heads.

[0111] Figure 11BFIG3 is an isometric view of a TC3 connector 33, in which the top bar is formed from the metal of the base plate by forging, stamping, or drawing. A steel top bar 3B is formed from base plate 11B. Base plate 11B is attached to a wood substrate (not shown) using adhesive (not shown) and angled / slanted self-tapping screws 11D. The holes in base plate 11B for receiving screws 11D are preferably angled (i.e., non-orthogonal) relative to the effective plane of the base plate and may have countersunk holes or similar geometry to provide a tight fit with the screw heads.

[0112] Figure 11C is an isometric view of a TC3 connector 44 in which the top bar and base plate are formed by cutting a single sheet of metal and bending or folding it into the geometry of the base plate and top bar. The steel top bar 4B and base plate 11C are formed from a single bent / folded sheet of metal with the cuts described above. The base plate 11C is connected to a wood substrate (not shown) by adhesive (not shown) and angled / angled self-tapping screws 11D. The holes in the base plate 11C for receiving the screws 11D are preferably angled (i.e., non-orthogonal) relative to the effective plane of the base plate and may have countersunk holes or similar geometry to provide a close fit with the screw heads.

[0113] Figure 12A This is a front view of a TC3 connector 11 with angled screws 11D attached to the top of the CLT deck base 7A and to the underlying wood beam 12. The TC3 connector 11 supports concrete rebars 2A and 2B. An optional insulation layer 7B is provided at the wood and concrete interface.

[0114] Figure 12B yes Figure 12A Exploded diagram of .

[0115] Figure 13 is an isometric view of a TC3 connector 11 with tilted screws 11D connected to the top of the CLT deck base 7A and to the timber beam 12 below.

[0116] Figure 14 11 is an exploded view showing a TC3 connector 11 with tilting screws 11D connected to the top of the CLT deck base 7A and to the timber beam 12 below.

[0117] Figure 15 is an isometric view of TC3 connectors 11 installed along timber beams 12 to support the CLT deck 7A throughout the floor system.

[0118] Figure 16A1 is a front view of large wood panels 16A and 16B with prefabricated TC3 connectors 1, stacked in a nested arrangement for transport. The large wood panels can be stacked alternately, with panel 16A in an upright position and panel 16B inverted on top of panel 16A. Additional shipping spacers 16C can be provided if necessary. The nested CLT panels are then transported by conventional means, such as a flatbed semi-trailer or a standard container bed 16D.

[0119] Figure 16B is an isometric view showing the TC3 connector 1 being used as a hoisting connection point for crane rigging 16E.

[0120] Figure 17 This diagram helps illustrate the truss forces present in a TC3 connector module with ductile reinforcement supports. As shown, horizontal shear forces "V" are transmitted between the concrete top slab and the mass timber base via tension and compression rod action. The horizontal shear forces are primarily transmitted by the diagonal compressive forces "Fc" of the underlying concrete slab, which encases the connector's top rod. The vertical legs of the connector's top rod generate opposing tension forces "Ft." The intended weak point of the connection is the tensile resistance of the vertical legs, which are designed to deform under load to provide ductility to the system. In a continuous TC3 connector with multiple modules, the overturning moment reactions "Rt" and "Rc" generally cancel each other, except at the ends of the connector. Tension in the mechanical fasteners and compression on the mass timber panels resist overturning at the connector ends.

[0121] Figure 18A is a graph showing the shear force demand "V" and shear deformation "D" of the wood-concrete interface. Figure 18B This graph shows the shear load and deformation curves for a typical TCC connector and the expected curves for a TC3 connector with a ductile rebar support embodying the principles described herein. The vertical axis represents the shear sliding load demand at the interface between the timber base and the concrete top slab. The horizontal axis represents the shear sliding deformation of the TCC connector. These curves have been well-studied for components such as structural beams.

[0122] It can be seen that the TCC connector of the prior art will first produce a deformation proportional to the shear load. This deformation is considered to be elastic deformation. Figure 18B This stage has been marked in . After that, when the load approaches the ultimate load, the TCC connector of the prior art will experience nonlinear shear deformation, which is Figure 18B Thereafter, as the shear load continues to increase, the connector of the prior art eventually fails.

[0123] In contrast, the expected behavior of the TC3 connector with ductile reinforcement brackets embodying the principles described herein is to remain in the initial elastic phase of the curve under normal operating loads. The TC3 connector with ductile reinforcement brackets embodying the principles described herein will deform at the top reinforcement bracket under ultimate load (i.e., along the shear deformation axis, between the normal operating state and the ultimate limit state) and produce linear or near-linear plastic deformation. Preferably, as Figure 18B As shown in , the plastic deformation is constant or relatively constant (i.e., constant relative to the shear load). Figure 18B In the TC3 connector diagram, plastic deformation is plotted as both linear and constant. The deformation of the ductile top reinforcement allows the TC3 connector to slip while maintaining load-bearing capacity, developing along the plastic deformation segment of the curve under a wide range of shear loads. This reduces the design load requirements for the TC3 connector, allowing the number of connectors to be reduced without compromising the performance of the composite system. Of course, when the shear load is large enough, the TC3 connector will eventually fail, just like all other structural components.

Claims

1. A wood-concrete composite connector, comprising: a steel base plate that is attached to the wood substrate by adhesive and mechanical connectors and that provides a rigid connection when attached to the wood substrate; a steel jack, the steel jack being integrally formed with the steel base plate or fixed to the steel base plate, the steel jack being designed to deform under extreme load and undergo linear or appreciable linear plastic deformation; A bracket is formed in the steel ram and supports the reinforcement during pouring of the wet concrete.

2. The wood-concrete composite connector according to claim 1, wherein: The steel ram is designed to deform under extreme load and undergo a constant or appreciably constant plastic deformation.

3. The wood-concrete composite connector according to claim 1, wherein: The steel top rod and the steel bottom plate are an integrated structure; and the steel top rod and the steel bottom plate are formed by forging, stamping or stretching the same steel plate.

4. The wood-concrete composite connector according to claim 1, wherein: The steel top rod and the steel bottom plate are an integrated structure; and the steel top rod and the steel bottom plate are formed by cutting and bending or folding the same steel plate.

5. The wood-concrete composite connector according to claim 1, wherein: The steel top rod comprises deformed steel bars, steel wire or steel gauge metal; and the steel top rod is welded to the steel bottom plate.

6. The wood-concrete composite connector according to claim 1, wherein: The steel base plate has holes, each hole having a longitudinal axis that is not perpendicular to the effective plane of the steel base plate.

7. The wood-concrete composite connector according to claim 1, wherein: The steel bottom plate and the steel top rod are made of reinforced composite material.

8. A wood-concrete composite structure comprising: The wood-concrete composite connector according to claim 1; as well as a timber substrate to which the timber-concrete connector is fixed, The timber substrate comprises cross-laminated timber, glue-laminated timber, nail-laminated timber, pin-laminated timber, laminated veneer lumber, massive plywood, glue-laminated beams or parallel strand timber.

9. The wood-concrete composite structure according to claim 8, wherein: The wood substrate comprises bamboo.

10. The wood-concrete composite structure according to claim 8, comprising a concrete slab, wherein the wood-concrete composite connector is embedded in the concrete slab.

11. The wood-concrete composite structure according to claim 8, wherein: The concrete slab comprises gypsum concrete.

12. The wood-concrete composite structure according to claim 8, comprising deformed steel bars, welded steel mesh, post-tensioning cables, carbon fiber rods, glass fiber rods or basalt rods supported by a top rod bracket.

13. The wood-concrete composite structure according to claim 8, comprising a sound insulation layer between the wood substrate and the concrete panel, the sound insulation layer comprising a rubber mat, a fiber mat or a foam sheet.

14. A method of forming a wood-concrete composite structure, comprising: Providing a wood-concrete composite connector according to claim 1; adhering the composite wood-concrete connector to the wood substrate; Supporting reinforcement in composite wood-concrete connections; and A concrete slab is cast on a timber base, and timber-concrete composite connectors are embedded in the concrete slab.

15. The method according to claim 14, wherein The steel top rod and the steel bottom plate are an integrated structure; and the steel top rod and the steel bottom plate are formed by forging, stamping or stretching the same steel plate.

16. The method according to claim 14, wherein The steel top rod and the steel bottom plate are an integrated structure; and the steel top rod and the steel bottom plate are formed by cutting the same steel plate and then bending or folding it.

17. The method according to claim 14, wherein: The steel top rod comprises a deformed steel bar; and The steel top rod is welded to the steel bottom plate.

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