WO2025251107A1

WO2025251107A1 - Timber structural member, assembly, reinforcing member and method

Info

Publication number: WO2025251107A1
Application number: PCT/AU2025/050590
Authority: WO
Inventors: Richard Anthony NERO; Philip Buck CHRISTOPHER; Duc Tuan Ngo
Original assignee: University of Melbourne
Current assignee: University of Melbourne
Priority date: 2024-06-07
Filing date: 2025-06-03
Publication date: 2025-12-11
Anticipated expiration: 2026-12-07

Abstract

Embodiments include structural members, reinforcing members, building structures, and associated manufacturing methods. Some embodiments relate to a structural member (e.g., structural beam or floor panel) comprising: a plurality of parallel edgewise timber boards with wide faces opposing each other; one or more flatwise timber boards with a longitudinal axis of the or each flatwise board parallel to a longitudinal axis of each of the edgewise boards and wide faces of the one or more flatwise boards parallel to edge faces of the edgewise boards; and one or more elongate reinforcement members parallel with the longitudinal axes of the flatwise and edgewise boards, each reinforcement member mechanically coupled to at least one of the flatwise boards and at least one of the edgewise boards, the one or more reinforcement members and flatwise boards configured to be put under tension when the structural member is installed and subject to expected bending loads.

Description

"Timber structural member, assembly, reinforcing member and method" Technical Field [0001] Embodiments relate to a structural member, reinforcing member, and building structures comprising same, as well as associated methods of manufacture. For example, the structural member may be configured for use as a structural beam or floor panel for a building structure. Background [0002] Timber and Engineered Wood Products (EWP) are increasingly utilised for construction as a more sustainable alternative to concrete and steel. A number of composite structural members (e.g., timber/steel composites) have been developed to reduce the amount of concrete and steel required for construction. [0003] It is desired to address or ameliorate one or more shortcomings or disadvantages associated with existing structural members and/or reinforcing members, or to at least provide a useful alternative. [0004] Throughout this specification the word "comprise", or variations such as "comprises" or "comprising", will be understood to imply the inclusion of a stated element, integer or step, or group of elements, integers or steps, but not the exclusion of any other element, integer or step, or group of elements, integers or steps. [0005] Any discussion of documents, acts, materials, devices, articles or the like which has been included in the present specification is not to be taken as an admission that any or all of these matters form part of the prior art base or were common general knowledge in the field relevant to the present disclosure as it existed before the priority date of each of the appended claims. Summary [0006] Some embodiments relate to a structural member comprising: a plurality of rectangular profile timber boards arranged and connected in parallel with the largest faces of adjacent boards facing each other to form an edgewise layer; at least one flatwise rectangular profile timber board connected to the edgewise layer with the largest face of each of the at least one flatwise board facing intermediate side faces of the boards of the edgewise layer; and at least one reinforcement member extending substantially an entire length of the structural member and mechanically coupled to both the edgewise layer and the at least one flatwise board. [0007] Some embodiments relate to a structural member comprising: an edgewise layer formed by a plurality of edgewise boards comprising elongate rectangular profile timber boards arranged in a parallel edgewise configuration with wide faces of each adjacent pair of boards opposing each other; a flatwise layer formed by one or more flatwise boards comprising elongate rectangular profile timber boards arranged in a flatwise configuration with a longitudinal axis of the or each flatwise board extending parallel to a longitudinal axis of each of the edgewise boards and wide faces of the one or more flatwise boards extending parallel to edge faces of the edgewise boards; and one or more elongate reinforcement members extending in parallel with the longitudinal axes of the flatwise and edgewise boards, each reinforcement member being mechanically coupled to at least one of the flatwise boards and at least one of the edgewise boards, wherein the one or more reinforcement members and flatwise boards are configured to be put under tension when the structural member is installed and subject to expected bending loads. [0008] In some embodiments, the flatwise layer is a first flatwise layer, and the structural member further comprises a second flatwise layer formed by one or more flatwise boards comprising elongate rectangular profile timber boards arranged in a flatwise configuration with a longitudinal axis of the or each flatwise board extending parallel to a longitudinal axis of each of the edgewise boards and wide faces of the one or more flatwise boards extending parallel to edge faces of the edgewise boards, and the one or more flatwise boards of the second flatwise layer are configured to be put under tension when the structural member is installed and subject to expected bending loads. [0009] In some embodiments, the second flatwise layer is mechanically coupled to the edgewise layer on a side opposite to the first flatwise layer. [0010] In some embodiments, the second flatwise layer is mechanically coupled to the first flatwise layer on a side opposite to the edgewise layer. [0011] In some embodiments, the structural member further comprises additional ones of the reinforcement members mechanically coupled to the second flatwise layer. [0012] In some embodiments, each of the one or more reinforcement members extend substantially an entire extent of the structural member in a direction parallel to the longitudinal axes of the edgewise boards. [0013] In some embodiments, each of the one or more reinforcement members comprises an elongate body and a plurality of protrusions protruding away from the body, each configured to extend at least partially into the boards of the edgewise and flatwise layers to mechanically couple the layers together and resist shear slip between the layers. [0014] In some embodiments, each of the plurality of protrusions defines a bearing surface extending away from a longitudinal axis of the reinforcement member and configured to resist shear slip between the edgewise and flatwise layers. The bearing surface may be perpendicular to or angled relative to the longitudinal axis at a non- perpendicular angle in the range of 40° to 90°, 40° to 60°, 50° to 70°, 60° to 80°, 70° to 90°, 40° to 50°, 50° to 60°, 60° to 70°, 70° to 80°, 80° to 90°, at least 45°, at least 60°, at least 70°, at least 80°, at least 85°, less than 90°, less than 80°, less than 70°, about 45°, about 60°, about 75°, about 80°, about 85° or about 90°, for example. In some embodiments, the bearing surface may comprise a plurality of bearing surfaces angled at different angles relative to the longitudinal axis, such as one, two, three, four or more angled bearing surfaces. Each protrusion may comprise one or a plurality of bearing surfaces on one or both sides of the protrusion. Each protrusion may be symmetrical or asymmetrical about a central plane perpendicular to the longitudinal axis of the reinforcement member. [0015] In some embodiments, a first set of the protrusions on a first side of each reinforcement member are configured to protrude generally in the same direction as expected bending loads of the structural member when installed, and the bearing surfaces of the first set of protrusions in regions of expected positive shear are configured to face towards an end of the structural member from which the shear force is defined, and the bearing surfaces of the first set of protrusions in regions of expected negative shear are configured to face away from the end of the structural member from which the shear force is defined, when the structural member is installed and subject to expected bending loads, and a second set of the protrusions on a second side of each reinforcement member are configured to protrude in substantially the opposite direction to the first set of protrusions, and the bearing surfaces of the second set of protrusions in regions of expected positive shear are configured to face away from the end of the structural member from which the shear force is defined, and the bearing surfaces of the second set of protrusions in regions of expected negative shear are configured to face towards the end of the structural member from which the shear force is defined, when the structural member is installed and subject to expected bending loads. [0016] In some embodiments, a first set of the protrusions on a first side of each reinforcement member are configured to protrude generally in the same direction as expected bending loads of the structural member when installed, and the bearing surfaces of the first set of protrusions are configured to face towards increasing magnitude of shear in the structural member when the structural member is installed and subject to expected bending loads, and a second set of the protrusions on a second side of each reinforcement member are configured to protrude in substantially the opposite direction to the first set of protrusions and the bearing surfaces of the second set of protrusions are configured to face away from increasing magnitude of shear in the structural member when the structural member is installed and subject to expected bending loads. [0017] In some embodiments, a first set of the protrusions on a first side of each reinforcement member are configured to protrude generally in the same direction as expected bending loads of the structural member when installed, and the bearing surfaces of the first set of protrusions are configured to face towards increasingly negative bending moments in the structural member when the structural member is installed and subject to expected bending loads, and a second set of the protrusions on a second side of each reinforcement member are configured to protrude in substantially the opposite direction to the first set of protrusions and the bearing surfaces of the second set of protrusions are configured to face away from increasingly negative bending moments in the structural member when the structural member is installed and subject to expected bending loads. [0018] In some embodiments, a first set of the protrusions on a first side of each reinforcement member are configured to protrude generally in the same direction as expected bending loads of the structural member when installed, and the bearing surfaces of the first set of protrusions are configured to face towards increasingly negative bending moments in the structural member when the structural member is installed and subject to expected bending loads, and a second set of the protrusions on a second side of each reinforcement member are configured to protrude in substantially the opposite direction to the first set of protrusions and the bearing surfaces of the second set of protrusions are configured to face away from increasingly negative bending moments in the structural member when the structural member is installed and subject to expected bending loads. [0019] In some embodiments, a first set of the protrusions on a first side of each reinforcement member are configured to protrude generally in the same direction as expected bending loads of the structural member when installed, and the bearing surfaces of the first set of protrusions are configured to face away from increasingly positive bending moments in the structural member when the structural member is installed and subject to expected bending loads, and a second set of the protrusions on a second side of each reinforcement member are configured to protrude in substantially the opposite direction to the first set of protrusions and the bearing surfaces of the second set of protrusions are configured to face towards increasingly positive bending moments in the structural member when the structural member is installed and subject to expected bending loads. [0020] In some embodiments, a first set of the protrusions on a first side of each reinforcement member are configured to protrude generally in the same direction as expected bending loads of the structural member when installed, and the bearing surfaces of the first set of protrusions are configured to face towards increasing magnitude of shear in the structural member when the structural member is installed and subject to expected bending loads, and a second set of the protrusions on a second side of each reinforcement member are configured to protrude in substantially the opposite direction to the first set of protrusions and the bearing surfaces of the second set of protrusions are configured to face towards decreasing magnitude of shear when the structural member is installed and subject to expected bending loads. [0021] In some embodiments, each of the protrusions defines a sloping surface extending from a distal end of the bearing surface towards the elongate body of the reinforcement member. [0022] In some embodiments, the sloping surface may be straight, curved, concave, convex, or any suitable shape. In some embodiments, the protrusions define triangular teeth. In some embodiments, each of the protrusions is symmetrical about a central plane perpendicular to the longitudinal axis of the reinforcement member. In some embodiments, the bearing surfaces of the protrusions may comprise a surface variation. For example, barbs, teeth, or hooks, configured to resists removal of the protrusions from the boards. [0023] In some embodiments, each of the edgewise boards defines a slot configured to accommodate at least part of the elongate body of a corresponding one of the reinforcement members. In some embodiments, each of the flatwise boards defines a slot configured to accommodate at least part of the elongate body of a corresponding one of the reinforcement members. [0024] In some embodiments, two or more adjacent ones of the edgewise boards are spaced from each other to define one or more channels in the edgewise layer. In some embodiments, two or more adjacent ones of the edgewise boards are directly connected to each other to form a laminated panel within the edgewise layer. [0025] In some embodiments, the laminated edgewise boards are mechanically coupled to each other. For example, with mechanical fasteners, such as nails, dowels, screws, bolts or any other suitable mechanical fasteners. [0026] In some embodiments, the structural member comprises a beam. In some embodiments, the structural member comprises a floor panel. [0027] Some embodiments relate to a method of assembling a structural member, the method comprising: arranging a plurality of edgewise boards, comprising elongate rectangular profile timber boards, in a parallel edgewise configuration with wide faces of each adjacent pair of boards opposing each other to form an edgewise layer; arranging one or more flatwise boards, comprising elongate rectangular profile timber boards, in a flatwise configuration with a longitudinal axis of the or each flatwise board extending parallel to a longitudinal axis of each of the edgewise boards and wide faces of the one or more flatwise boards extending parallel to edge faces of the edgewise boards to form a flatwise layer adjacent the edgewise layer; arranging one or more elongate reinforcement members to extend in parallel with the longitudinal axes of the flatwise and edgewise boards adjacent the edgewise and flatwise layers; and mechanically coupling the one or more reinforcement members to at least one of the flatwise boards and at least one of the edgewise boards, such that the one or more reinforcement members and flatwise boards are configured to be put under tension when the structural member is installed and subject to expected bending loads. [0028] In some embodiments, the flatwise layer is a first flatwise layer, and the method further comprises forming a second flatwise layer including one or more flatwise boards comprising elongate rectangular profile timber boards arranged in a flatwise configuration with a longitudinal axis of the or each flatwise board extending parallel to a longitudinal axis of each of the edgewise boards and wide faces of the one or more flatwise boards extending parallel to edge faces of the edgewise boards, such that the one or more flatwise boards of the second flatwise layer are configured to be put under tension when the structural member is installed and subject to expected bending loads. [0029] In some embodiments, the method further comprises mechanically coupling additional ones of the reinforcement members to the edgewise layer and second flatwise layer to mechanically couple the second flatwise layer to the edgewise layer on a side opposite to the first flatwise layer. [0030] In some embodiments, the method further comprises mechanically coupling additional ones of the reinforcement members to the first and second flatwise layers to mechanically couple the second flatwise layer to the first flatwise layer on a side opposite to the edgewise layer. [0031] In some embodiments, each of the one or more reinforcement members comprises an elongate body and a plurality of protrusions protruding away from the body, each configured to extend at least partially into the boards of the edgewise and flatwise layers to mechanically couple the layers together and resist shear slip between the layers. [0032] In some embodiments, the method further comprises forming a slot in each of the edgewise boards, such that the slot is configured to accommodate at least part of the elongate body of a corresponding one of the reinforcement members. In some embodiments, the method further comprises forming a slot in each of the flatwise boards, such that the slot is configured to accommodate at least part of the elongate body of a corresponding one of the reinforcement members. [0033] In some embodiments, the method further comprises pressing the edgewise and flatwise boards together with the one or more reinforcement members positioned between the edgewise and flatwise boards, such that the protrusions of the reinforcement members at least partially penetrate the edgewise and flatwise boards. [0034] In some embodiments, the edgewise layer is arranged such that two or more adjacent ones of the edgewise boards are spaced from each other to define one or more channels in the edgewise layer. [0035] In some embodiments, the method further comprises directly connecting two or more adjacent ones of the edgewise boards to each other to form a laminated panel within the edgewise layer. [0036] In some embodiments, the connecting of the two or more adjacent ones of the edgewise boards comprises mechanically coupling the edgewise boards to each other to form the laminated panel within the edgewise layer. [0037] Some embodiments relate to a reinforcement member comprising: an elongate body; and a plurality of protrusions protruding away from the body, each defining a bearing surface extending away from a longitudinal axis of the body, and being configured to extend at least partially into a timber board to mechanically couple the reinforcement member to the board, wherein a first set of the protrusions is positioned on a first side of the body to engage with a first timber board and a second set of the protrusions is positioned on a second opposite side of the body to engage with a second timber board to resist shear slip between the first and second boards and to support tension when the first and second boards are subject to bending loads. [0038] In some embodiments, the bearing surfaces of the first set of the protrusions are oriented to face an opposite direction to the bearing surfaces of the second set of the protrusions. [0039] In some embodiments, the first set of the protrusions is configured to protrude generally in the same direction as expected bending loads of a structural member to which the reinforcement member is to be applied, and the bearing surfaces of the first set of protrusions are configured to face towards increasing magnitude of shear in the structural member when the structural member is installed and subject to expected bending loads, and the second set of the protrusions are configured to protrude in substantially the opposite direction to the first set of protrusions and the bearing surfaces of the second set of protrusions are configured to face towards decreasing magnitude of shear when the structural member is installed and subject to expected bending loads. [0040] In various embodiments, the reinforcement member may comprise any of the features of the reinforcement members described in relation to the described embodiments of the structural member. [0041] Some embodiments relate to a construction method comprising: installing a structural member in a building structure such that it is configured to support bending loads, wherein the structural member comprises: the structural member of any one of the described embodiments; or a structural member formed according to the method of any one of the described embodiments; or the reinforcement member of any one of the described embodiments. [0042] Some embodiments relate to a building structure comprising: the structural member of any one of the described embodiments; or a structural member formed according to the method of any one of the described embodiments; or the reinforcement member of any one of the described embodiments. [0043] Embodiments include any structure, method or component comprising any two or more of the steps, features, or integers disclosed herein. Brief Description of Drawings [0044] Embodiments will now be described, for illustrative purposes only, with reference to the drawings, in which: [0045] Figure 1 is a perspective view of a structural member, according to some embodiments; [0046] Figures 2A to 2H show cross-sections of a beam illustrating alternative arrangements of components, according to various embodiments; [0047] Figures 3A and 3B show cross-sections of a floor panel illustrating alternative arrangements of components, according to various embodiments; [0048] Figures 3C and 3D show plan views of a floor panel illustrating alternative arrangements of components, according to various embodiments; [0049] Figure 4A is a perspective view of a structural member, according to some embodiments; [0050] Figure 4B is a perspective view of the structural member of Figure 4A with a cutaway illustrating part of a reinforcing member of the structural member; [0051] Figure 4C shows a cross-section of the structural member of Figure 4A with example dimensions (for illustrative purposes only), according to some embodiments; [0052] Figure 5A shows an example design case for a simply supported structural member illustrating expected deflection, bending moment and shear force diagrams for a design load, according to some embodiments; [0053] Figure 5B illustrates a suitable tooth direction of the reinforcing members of the structural member of Figure 5A to resist shear slip in the structural member under the design load; [0054] Figure 6A shows an example design case for a structural member supported over a continuous span by multiple pinned supports with a cantilever, illustrating expected deflection, bending moment and shear force diagrams for a design load, according to some embodiments; [0055] Figure 6B illustrates a suitable tooth direction of the reinforcing members of the structural member of Figure 6A to resist shear slip in the structural member under the design load; [0056] Figure 7A shows an example design case for a structural member supported over a continuous span by multiple pinned supports with a cantilever, illustrating expected deflection, bending moment and shear force diagrams for a design load, according to some embodiments; [0057] Figure 7B illustrates a suitable tooth direction of the reinforcing members of the structural member of Figure 7A to resist shear slip in the structural member under the design load; [0058] Figure 6C shows a larger view of the structural member and tooth direction of the reinforcing members; [0059] Figure 8A shows a side view of a reinforcing member illustrating various significant dimensions of and between protrusions of the reinforcing member; [0060] Figure 8B shows an example set of dimensions of the reinforcing member, according to some embodiments; [0061] Figure 8C shows a side view of a reinforcing member with symmetrical protrusions, according to some embodiments; [0062] Figure 8D shows a side view of a reinforcing member with various alternative protrusion geometries, according to various embodiments; [0063] Figure 9A shows part of a method of manufacturing a structural member, according to some embodiments, comprising laminating edgewise boards to form a laminated layer; [0064] Figure 9B shows another part of the method of manufacturing a structural member, according to some embodiments, comprising forming slots in the edgewise boards to receive reinforcing members; [0065] Figure 9C shows another part of the method of manufacturing a structural member, according to some embodiments, comprising placing the reinforcing members in the slots of the edgewise boards; [0066] Figure 9D shows another part of the method of manufacturing a structural member, according to some embodiments, comprising pressing flatwise boards against the reinforcing members and edgewise boards to press the protrusions of the reinforcing members into the edgewise and flatwise boards; [0067] Figure 10 illustrates a four-point bending setup used in testing some structural members according to some embodiments; [0068] Figure 11 is a plot illustrating force-displacement relationships of the panels P1, P2, and P3 tested in the four-point bending set up of Figure 10 alongside images of their respective cross-sections; [0069] Figure 12 is a focused evaluation of the final ramp loading panel P1 to failure; [0070] Figure 13 illustrates analytically modelled normal-stress, normal-strain, and shear-stress within the panel section P1 at each of the 4 positions marked in Figure 12; [0071] Figure 14 illustrates various components of the panel P1 in various states of disassembly showing the engagement of the reinforcement members in the boards and the effects of the bending tests on the panel P1; [0072] Figures 15A to 15F show side views of reinforcing members with various alternative protrusion geometries, according to various embodiments; [0073] Figures 16A and 16B illustrate results of shear slip testing of the reinforcing members shown in Figures 15A to 15F; and [0074] Figures 17A and 17B show side views of other reinforcing members with various alternative protrusion geometries, according to various embodiments . Description of Embodiments [0075] Embodiments relate to a structural member, reinforcing member (or reinforcement member), and building structures comprising same, as well as associated methods of manufacture. For example, the structural member may be configured for use as a structural beam or floor panel for a building structure. [0076] One aspect of the present disclosure relates to the configuration (including arrangement and orientation) of boards and reinforcing members which are assembled to form a structural member. An example structural member 100 is shown in Figure 1 comprising a plurality of boards 110 and a reinforcing member 140. [0077] The orientation and configuration of the components is described throughout using the terms “edgewise” and “flatwise” (discussed further below), which should be considered in relation to the coordinate system illustrated by the x-y-z-axes in Figure 1 as a fixed reference frame of the structural member 100. [0078] Typically, in construction, the structural member 100 will be oriented substantially horizontally to support gravity loads. That is, with the neutral plane of the structural member (parallel to the XY-plane) substantially horizontal, and the Z-axis pointing substantially vertically downwards, substantially aligned with the gravitational force and weight loads. [0079] In some embodiments, the structural member 100 may be designed to be installed in a non-horizontal configuration, such as a vertical or inclined configuration (e.g., to resist horizontal or inclined forces). That is, with the neutral plane (and XY- plane) of the structural member in an inclined or vertical orientation. [0080] However, for convenience, embodiments will generally be described in relation to a horizontal configuration, with the assumption that the XY-plane of the structural member is horizontal. Any reference to “up”, “upper”, “top”, “topside”, etc., refers to the negative direction of the Z-axis of the structural member, and any reference to “down”, “bottom”, “lower”, “lower side”, etc., refers to the positive direction of the Z-axis (even when the structural member is configured to be non- horizontal). [0081] The embodiments are generally described as comprising rectangular profile timber boards, meaning substantially defining a rectangular prism with the longest dimension being parallel to a central longitudinal axis of the board, and a rectangular cross-section (perpendicular to the longitudinal axis) with relatively smaller dimensions. [0082] The length of a board refers to the length along the longitudinal axis. [0083] The width of a board refers to the width of the faces with the largest surface area (i.e., the width in the width direction perpendicular to the length and the longitudinal axis). These faces (typically referred to as “the face” in carpentry) are perpendicular to the thickness direction (defined below) and parallel to the longitudinal axis and width direction, and may be referred to as the wide faces or largest faces 113. [0084] The thickness of a board refers to the thickness of the faces with the smallest surface area (i.e., the thickness in the thickness direction perpendicular to the length and the longitudinal axis, and perpendicular to the width and width direction). These faces (typically referred to as “the end” in carpentry) are perpendicular to the longitudinal axis and parallel to the width direction and thickness direction, and may be referred to as the end faces or smallest faces 111. [0085] The faces with an intermediate surface area (i.e., larger than the end faces and smaller than the wide faces, and typically referred to as “the edge” in carpentry) are perpendicular to the width direction and parallel to the thickness direction and the longitudinal axis, and may be referred to as the edge faces, narrow faces or intermediate faces 112. [0086] Throughout the specification, the boards 110 and reinforcing member(s) 140 are arranged with their longitudinal axes parallel to the X-axis of the structural member 100, unless stated otherwise (for example, some embodiments may include cross- laminated boards). [0087] The term “edgewise” refers to boards oriented with the edge faces perpendicular to the Z-axis. That is, parallel to the XY-plane and the neutral plane, with the width of the boards aligned parallel with the Z-axis, and with the wide faces perpendicular to the Y-axis and the end faces perpendicular to the X-axis. [0088] The term “flatwise” refers to boards oriented with the wide faces perpendicular to the Z-axis. That is, parallel to the XY-plane and the neutral plane, with the thickness of the boards aligned parallel with the Z-axis, and with the edge faces perpendicular to the Y-axis and the end faces perpendicular to the X-axis. [0089] Again, typically the structural member may be configured to be installed with the neutral plane substantially horizontal so that the width of the edgewise boards is aligned with the Z-axis and with gravity, and the edge faces are horizontal, and so that the thickness of the flatwise boards is aligned with the Z-axis and with gravity, and the wide faces of the flatwise boards are horizontal. However, in some embodiments, the structural member may be configured to be installed with the neutral plane set at an incline or vertical. [0090] In the general sense, the structural member 100 is configured to primarily resist bending moments about the Y-axis (i.e., in the XZ-plane) to support loads acting in the positive Z-direction, though it may also resist other loads in other directions. [0091] The structural member 100 comprises an edgewise layer 120 formed by a plurality of edgewise boards 121 comprising elongate rectangular profile timber boards arranged in a parallel edgewise configuration with wide faces 113 of each adjacent pair of boards opposing each other. [0092] The structural member 100 also comprises a flatwise layer 130 formed by one or more flatwise boards 131 comprising elongate rectangular profile timber boards arranged in a flatwise configuration with a longitudinal axis of the or each flatwise board 131 extending parallel to a longitudinal axis of each of the edgewise boards 121 and wide faces 113 of the one or more flatwise boards extending parallel to edge faces 112 of the edgewise boards 130. [0093] The structural member 100 is shown in Figure 1 with only one flatwise board 131, which may be appropriate in some embodiments, for example, if the structural member is designed for use as a structural beam. In other embodiments, the structural member 100 may comprise additional flatwise boards 131, for example, in order to provide a wider beam or a floor panel, as discussed further below. [0094] The structural member 100 also comprises one or more elongate reinforcement members 140 extending in parallel with the longitudinal axes of the flatwise and edgewise boards, each reinforcement member being mechanically coupled to at least one of the flatwise boards and at least one of the edgewise boards. [0095] The structural member 100 is shown with a single reinforcement member 140 in Figure 1, but may have a plurality of reinforcement members 140 in other embodiments, as discussed below in relation to later Figures. [0096] The one or more reinforcement members 140 and flatwise boards 131 are configured to be put under tension when the structural member 100 is installed and subject to expected bending loads. [0097] The reinforcement member(s) 140 reinforce the tension face(s) of the structural member 100 (or the portions of the structural member put under tension) when it is loaded. The reinforcement member(s) 140 may extend along the entire length (or substantially the entire length) of the structural member 100. [0098] The reinforcement member(s) 140 may be mechanically fastened (and/or adhesively bonded) to the boards 121, 131. In some embodiments, the reinforcement member(s) 140 may be mechanically fastened to the boards with separate mechanical fasteners. In other embodiments, the reinforcement member(s) 140 may comprise mechanical fasteners such as protrusions to mechanically couple the timber boards 121, 131 to the reinforcement member(s) 140 and to each other. [0099] The boards 121, 131 of the structural member 100 may be arranged in many different configurations to form the edgewise layer 120 and flatwise layer 130. In some embodiments, the edgewise layer 120 may be laminated. In some embodiment, the edgewise layer 120 may have one or more gaps or spaces between adjacent edgewise boards 121. In some embodiments, the structural member 100 may comprise more than one flatwise layer 130. The reinforcement member(s) 140 may also comprise different structures and configurations in different embodiments. [0100] Figures 2A to 2H show cross-sections (or end views) of some different embodiments with different configurations, for illustrative purposes only. [0101] In some embodiments, some or all of the edgewise boards 121 of the edgewise layer 120 may be fixed to each other to form a laminated layer. For example, the edgewise boards 121 may be bonded together with a suitable adhesive. [0102] In some embodiments, the edgewise boards 121 may be fixed together with mechanical fasteners, such as screws, bolts, nails, pins or dowels. This technique is sometimes referred to as, Brettstapel, Nail Laminated Timber (NLT) or Dowel Laminated Timber (DLT). [0103] In some embodiments, a combination of mechanical fasteners and adhesive may be used to fix the edgewise boards 121 to each other. [0104] Figure 2A illustrates a plurality of mechanical fasteners 222 (e.g., nails or dowels) coupling adjacent edgewise boards 121 together to form a laminated edgewise layer 120. All other described embodiments may similarly include mechanical fasteners (and/or adhesive) to laminate the edgewise boards 121. [0105] The structural member 100 of Figure 2A also includes a plurality of reinforcement members 140. In this case, one for each edgewise board 121. [0106] The reinforcement members 140 shown in Figure 2A may comprise substantially flat plates arranged in a flatwise orientation (parallel to XY-plane), and may have protrusions to engage the boards, or define fastener apertures to receive separate mechanical fasteners 142 to fasten the reinforcement members 140 to the edgewise boards 121 and flatwise boards 131. [0107] In some embodiments, the reinforcement members 140 may separate the edgewise layer 120 from the flatwise layer 130, as shown in Figures 1 and 2A, but typically, the edgewise boards 121 and flatwise boards 131 will be in contact with each other, with the reinforcement members 140 recessed into the edgewise boards 121 and/or the flatwise boards 131, as shown in Figures 2B to 2H (and later Figures). [0108] In Figure 2B, the reinforcement members 140 are also arranged in a flatwise orientation and recessed into the edgewise boards 121. The reinforcement members 140 may be connected to the boards 121, 131 by separate mechanical fasteners 142, or as discussed above, may comprise integral mechanical fasteners such as protrusions configured to engage the boards 121, 131. [0109] The reinforcement members 140 may be arranged in an edgewise configuration, as illustrated in Figure 2C. The reinforcement members 140 may be recessed into the edgewise boards 121 and/or the flatwise boards 131. [0110] The edgewise boards 121 may each define a slot 124 configured to receive part of the reinforcement member 140. In some embodiments, the flatwise board(s) 131 may also define slots 134 configured to receive part of the reinforcement member 140, as illustrated in Figure 2C. [0111] The reinforcement members 140 may comprise protrusions 145 configured to protrude into the boards 121, 131 to mechanically couple the boards 121, 131 to each other and to the reinforcement members 140. The reinforcement members 140 may comprise a body 144 with a plurality of protrusions 145 extending away from the body 144 to engage the boards 121, 131. Various embodiments of the reinforcement members 140 are described further below in relation to Figures 4B and 7A to 7D for illustrative purposes only. [0112] The protrusions 145 are illustrated as broken lines in Figures 2C to 2H (and in Figures 3A to 3D). The protrusions 145 may be spaced along the length reinforcement members 140 to engage the boards 121, 131 at spaced intervals along the length of the structural member 100 (i.e., spaced from each other in the X-direction). [0113] Figure 2D illustrates an embodiment with a body 144 of the reinforcement members 140 recessed entirely into slots 124 in the edgewise boards 121. The protrusions 145 protrude up and down further into the timber of the edgewise boards 121 and flatwise boards 131. [0114] The reinforcement members 140 may generally be substantially centred with respect to the edgewise boards (i.e., running along a centreline of the edge face 112). In other embodiments, the reinforcement members 140 may be staggered or off-centre, for example to accommodate joins between flatwise boards 131. In some embodiments, some edgewise boards may be connected to a plurality of reinforcement members 140. [0115] In some embodiments (for example, as shown in Figures 2E to 2H), the flatwise layer 130 is a first flatwise layer 130a, and the structural member 100 further comprises a second flatwise layer 130b formed by one or more flatwise boards 131 comprising elongate rectangular profile timber boards 131 arranged in a flatwise configuration with a longitudinal axis of the or each flatwise board 131 extending parallel to a longitudinal axis of each of the edgewise boards 121 and wide faces 113 of the one or more flatwise boards 131 extending parallel to edge faces 112 of the edgewise boards 121. The one or more flatwise boards 131 of the second flatwise layer 130b are configured to be put under tension when the structural member 100 is installed and subject to expected bending loads. [0116] In some embodiments, the second flatwise layer 130b may be configured to further reinforce the first flatwise layer 130a on the tension side (typically the bottom or lower side) of the structural member 100, as shown in Figures 2E to 2G. [0117] In some embodiments the second flatwise layer 130b may be provided on the opposite side of the structural member 100 (e.g., the top or upper side), as shown in Figure 2H. For example, this configuration may be useful in continuous span beams (or floor panels) extending over multiple supports and/or a cantilever configuration in which tension is expected on the top side of the structural member 100. This is discussed further below in relation to Figures 6A to 6C. [0118] When the second flatwise layer 130b is on the same side as the first flatwise layer 130a, the second flatwise layer 130b may be coupled to the first flatwise layer 130a with adhesive and/or mechanical fasteners, and may also be coupled to reinforcement members 140 disposed between the first and second flatwise layers 130a, 130b. The first and second flatwise layers 130a, 130b may be connected to each other with any suitable lamination methods, including those mentioned above in relation to the edgewise layer 120. [0119] Figure 2E illustrates reinforcement members 140 connecting the first and second flatwise layers 130a, 130b, and arranged in parallel with the reinforcing members 140 connecting the first flatwise layer 130a to the edgewise layer 120. In some cases, this configuration may cause an unacceptable stress concentration in the boards 131 of the first flatwise layer 130a. Therefore, in some embodiments, the reinforcement members 140 may be staggered as shown in Figure 2F. [0120] Alternatively, flatwise reinforcement members 140 (and/or other mechanical fasteners 142) may be used to connect the first and second flatwise layers 130a, 130b, as shown in Figure 2G. [0121] Figure 2H illustrates an arrangement with the second flatwise layer 130b provided on the opposite side of the structural member 100 (e.g., the top or upper side), i.e., opposite the first flatwise layer 130a. The second flatwise layer 130b may be mechanically coupled to the edgewise layer 120 on a side (the top side) opposite to the first flatwise layer 130a. The second flatwise layer 130b may be mechanically coupled to the edgewise layer 120 via reinforcement members 140 in a similar way to the first flatwise layer 130a, in accordance with any of the described embodiments. [0122] In this way, the depth of the structural member 100 can be built up beyond the typical dimensions of timber board available to meet design requirements. [0123] While the described embodiments may be implemented with any suitable timber boards of any suitable dimensions (including engineered timer products, such as laminated boards), the width of the timber boards may be in the range of 30mm to 500mm, 100mm to 350mm, 100mm to 250mm, 100mm to 200mm, 200mm to 300mm, about 100mm, about 150mm, about 200mm, or about 250mm, for example; the thickness of the timber boards may be in the range of 10mm to 100mm, 20mm to 100mm, 20mm, to 80mm, 20mm to 50mm, 20mm to 30mm, about 20mm, about 25mm, about 30mm or about 50mm, for example; and the length of the timber boards may be in the range of 1500mm to 20000mm, 2000mm to 15000mm, 4000mm to 12000mm, 6000mm to 8000mm, about 2200mm, about 2400mm, about 2700mm, about 4000mm, about 6000mm or about 8000mm, for example. The various layers of the structural member 100 may comprise timber boards of similar or different dimensions, in various embodiments. [0124] Any suitable timber may be used for the edgewise boards 121 and flatwise boards 131, including, hardwood, softwood, pine, structural pine, radiata pine, oak, beech, ash, eucalyptus, eucalyptus globulus, blue gum, iron bark, jarrah, spotted gum, merbau, and engineered timber boards, such as laminated veneer lumber (LVL) or laminated strand lumber (LSL), for example. [0125] The described embodiments allow the depth of the structural member 100 to be built up beyond available board widths (i.e., for edgewise boards) to meet design requirements, for example, to support larger loads over longer spans than would otherwise be achievable with a single layer of edgewise boards. The addition of the reinforcement member(s) 140 flatwise layer 130 to the edgewise layer 120 reinforce the tension side of the edgewise layer 120 to strengthen the structural member 100 in bending. [0126] Any suitable number of flatwise layers 130 and edgewise layers 120 may be combined (in any suitable permutation) to further increase the depth of the structural member 100 to suit various design applications. [0127] Figures 3A to 3F illustrate various configurations of flatwise boards 131 and edgewise boards 121 in structural members 100 with multiple board widths in the width direction (Y-axis). The described arrangements could be suitable for relatively wide beams or floor panels. The structural members 100 shown in Figures 3A to 3D illustrate some different arrangements over five flatwise board widths, and three flatwise board widths for Figures 3E and 3F. In other embodiments, similar arrangements may be extended to any suitable width (in the Y-direction), including 2, 3, 4, 5, 6, 7, 8, 9 or more flatwise board widths in the Y-direction. [0128] The structural member 100 may be configured as a floor panel with any suitable dimensions for a given application, including where the width extent (in the Y- axis) is less than the length extent (in the X-direction), or where the width extent (in the Y-axis) is greater than the length extent (in the X-direction). [0129] In some embodiments, plurality of floor panels may be manufactured off-site (prefabricated) and then joined together onsite during installation in a building structure to form a larger floor panel comprising the plurality of prefabricated floor panels. [0130] Figure 3A illustrates a similar arrangement to Figure 2D which is repeated in the Y-direction to extend the structural panel 100 in width. As discussed above, the edgewise boards 121 may be laminated together with mechanical fasteners such as nails or dowels (and/or other fasteners or adhesive) with abutting wide faces 112 of adjacent edgewise boards 121. [0131] The flatwise boards 131 are connected to the edgewise boards 121 by the reinforcing members 140, of which the body 144 is recessed into each of the edgewise boards 121 and the protrusions 145 protrude into both edgewise boards 121 and flatwise boards 131. Alternatively, any of the other described components and configurations may be used to join the boards to form the structural member 100. [0132] In some embodiments, the flatwise boards 131 may also be connected to each other at the abutment of adjacent edge faces 112. Adjacent flatwise boards 131 may be connected to each other with suitable adhesive and/or mechanical fasteners. In some embodiments, the reinforcing members 140 may extent across the joints between adjacent flatwise boards 131 (i.e., in the Y-direction) with protrusions or fastening holes for fasteners on either side of the joints. In other embodiments, there may be no direct connection between the flatwise boards 131, which may only be joined via connection to the edgewise boards 121 (e.g., via the reinforcing members 140). [0133] Figure 3B illustrates a structural member 100 with a second flatwise layer 130b connected to the first flatwise layer 130a. In order to strength the joints between abutting edge faces 112 of the flatwise boards 131, the second flatwise layer 130b may be staggered relative to the first flatwise layer 130a. That is, so that at least some of the flatwise boards 131 of the second layer 130b extend over joints between adjacent flatwise boards 131 in the first layer 130a (and vice versa), similar to a conventional brickwork pattern. [0134] In some embodiments, the first and second flatwise layers 130a, 130b may be cross-laminated in order to provide additional bending strength in the Y-direction (to resist bending moments about the X-axis). That is, with longitudinal axes of the flatwise boards 131 of the first layer 130a or the second layer 130b running parallel to the Y-axis (and perpendicular to the edgewise boards 121 and the flatwise boards 131 of the other flatwise layer). [0135] In some embodiments, the edgewise layer 120 may be a first edgewise layer, and structural member 100 may comprise a second edgewise layer 120. As described with the multiple flatwise layers, the multiple edgewise layers may be connected to each other directly or with one or more flatwise layers disposed between them. The edgewise layers may be aligned with each other with parallel longitudinal axes of the edgewise boards 121 running parallel to those in other layers, or in some embodiments, may be cross-laminated, with one or more layers running parallel to the Y-axis and perpendicular to other layers. [0136] Referring again to Figure 3B, the second flatwise layer 130b may be connected to the first flatwise layer 130a by any suitable means, including reinforcing members 140, which may be arranged in a flatwise configuration or an edgewise configuration, as shown in Figure 3B. the flatwise boards 131 of each flatwise layer 130a, 130b may define slots 134 to accommodate part (or all) of the body 144 of the reinforcing members 140 while some of the protrusions 145 protrude up into the flatwise boards 131 of the first flatwise layer 130a and some of the protrusions 145 protrude down into the second flatwise layer 130b. As discussed in relation to Figure 2F, the reinforcing members 140 between the first and second flatwise layers 130a, 130b may be offset (in the Y-direction) from the reinforcing members 140 connecting the first flatwise layer 130a to the edgewise layer 120. [0137] Again, any suitable number of flatwise layers 130 and edgewise layers 120 may be combined (in any suitable permutation) to further increase the depth of the structural member 100 to suit various design applications. [0138] In some embodiments, the edgewise and flatwise layers are configured such that the neutral plane extends through the edgewise layer when the structural member is installed and subject to expected bending loads. Although not strictly necessary, it would generally be preferable for the neutral plane of the structural member 100 to run through the (or an) edgewise layer 120 to take advantage of the natural bending strength of the timber boards in the edgewise configuration. The neutral plane being the conceptual plane between the tension zone (part of the structural member put under tension in bending) and the compression zone (part of the structural member put under compression in bending) at which there is no stress in the material under the expected bending loads for a particular design scenario. The neutral plane (NP) is illustrated in Figures 2B, 2F, 2H, and 3A to 3D, according to some embodiments, for example only. [0139] When a structural member 100 is installed, the true neutral plane may not be located precisely where expected/calculated during design; which is another reason to configure the structural member 100 such that the neutral plane runs through an edgewise layer 120. However, as noted above, this is not necessarily required, and the present disclosure is not limited to such embodiments. In some embodiments, the neutral plane may be located in a flatwise layer 130, or at the interface between layers. [0140] In some embodiments, two or more adjacent ones of the edgewise boards 121 may be spaced from each other to define one or more channels 126 in the edgewise layer 120, as illustrated in Figures 3C and 3D, for example. The channel(s) 126 may be enclosed by layers above and below the edgewise layer 120, such as first and second flatwise layers 130a, 130b, as shown in Figures 3C and 3D. Similarly, one or more channels may be provided in a flatwise layer 130 if surrounded by other elements (e.g., a further layer such as a flatwise layer or edgewise layer). [0141] The channel(s) 126 may be provided to allow for services, such as plumbing/electrical services, for example. The rest of the edgewise layer 120 may be laminated, as shown in Figure 3C. [0142] Alternatively, a plurality of channels 126 may be provided throughout the edgewise layer 120, as shown in Figure 3D, with none of the edgewise boards 121 directly connected to each other. In order to achieve this, each edgewise board 121 may be connected to two flatwise boards 131 (except for the outermost edgewise boards) to join adjacent flatwise boards 131 via flatwise reinforcement members 140 which may have fastener holes to receive mechanical fasteners (as shown in Figure 2A), or integral protrusions 145 (as shown in Figure 3D). [0143] It may be beneficial to provide a plurality of channels 126 to reduce the weight of the structural member 100 for certain design scenarios, such as light weight construction, and potentially to provide space for thermal or acoustic insulation. [0144] The arrangement shown in Figure 3D may be strengthened against shear and bending moments in the ZY-plane by including groups of 2, 3, 4, 5 or more laminated edgewise boards with channels 126 defined between the groups of laminated edgewise boards 121 or by including a cross-laminated flatwise or edgewise layer, for example. [0145] Figures 3E and 3F show respective top and bottom views of the edgewise layer 120 and flatwise layer 130 of the arrangement shown in Figure 3A, according to some embodiments. [0146] In some embodiments, the structural member 100 (e.g., a beam or floor panel) may be formed with each edgewise board 121 and flatwise board 131 extending the entire length of the structural member 100. This would typically be preferred where the dimensions of the structural member 100 and available timber boards allow. [0147] In embodiments where the structural member 100 is longer than the lengths of available timber boards, the timber boards may be jointed in an end-to-end configuration to achieve the required length. Figures 3E and 3F illustrate where the end faces 111 of the boards meet end-to-end and require joining. For example, conventional finger joints or lap joints may be used, with adhesive to bond the boards together. Alternatively, in some embodiments, the connections to adjacent layers (e.g., adjacent edgewise or flatwise layers) may be sufficient, so that no adhesive is required. [0148] The end-to-end joints may be staggered through the structural member 100, so that they don’t align with end-to-end joints in the immediately adjacent board in the width direction (Y-direction), as shown in Figures 3E and 3F. [0149] As discussed previously, in relation to Figure 2A, in some embodiments, the edgewise boards 121 may be laminated together with mechanical fasteners 222, such as nails or dowels, for example, shown at one end of Figure 3E for illustrative purposes. [0150] In some cases it may be preferable to avoid adhesive entirely or to reduce adhesive use by relying mainly or entirely on mechanical fasters for connecting all of the boards 121, 131 together in the structural member 100. In some embodiments, the structural member 100 may be free of adhesive. In some embodiments, the structural member may consist entirely of timber boards and mechanical fasteners. [0151] The mechanical fasteners 222 (referred to here as nails, but may alternatively or additionally comprise wooden dowels, metal dowels or pins, screws, bolts, etc.) may generally extend through the wide faces 113 of the edgewise boards 131 to connect adjacent boards 121 together and compress the abutting wide faces 113 of adjacent edgewise boards 121 against each other. This assists in maintaining the relative orientation of the edgewise boards 121 in the edgewise configuration and reduces shear slip at the interface between adjacent edgewise boards 121. [0152] The nails may have a length configured to extend entirely through one edgewise board 121 and part way into the next adjacent edgewise board 121. In some embodiments, the nails may be configured to extend entirely through 2, 3, 4 or more edgewise boards 121 and part way into the next adjacent edgewise board 121. For example, the length of the nails 222 may be in the range of 40mm to 160mm, 50mm to 150mm, 50mm to 100mm, 80mm to 120mm, or about 50mm, about 75mm, about 100mm, or about 150mm. [0153] A shaft diameter of the nails may be in the range of 1mm to 8mm, 2mm to 5mm, 2mm to 4mm, 2.5mm to 3.5mm, or about 2mm, about 3mm, about 4mm, or about 5mm, for example. [0154] Depending on design requirements, the structural member 100 may have any suitable density of nails 222 in the edgewise layer 120 (i.e., the number density per surface area of each wide face 113). The nails 222 may be arranged in a particular pattern, or an arbitrary or random pattern. [0155] The average nail density in the edgewise layer 120 for each edgewise board 121 may be in the range of 40m^-2 to 500m^-2, 80m^-2 to 300m^-2, 200m^-2 to 300m^-2, at least 20m^-2, at least 40m^-2, at least 80m^-2, at least 150m^-2, at least 200m^-2, at least 300m^-2, about 100m^-2, about 200m^-2, about 240m^-2, about 250m^-2, about 300m^-2, or about 400m- ², for example. [0156] The nails 222 may be formed of any suitable material, including steel, mild steel, galvanised steel, for example. [0157] Alternatively, the mechanical fasteners 222 may comprise dowels, such as wooden dowels. The dowels may have lengths configured to extend through any suitable number of the edgewise boards 121 for a given application, and may be formed of any suitable timber, with any suitable diameter. For example, the diameter may be in the range of 3mm to 30mm, 5mm to 20mm, 5mm to 15mm, 8 to 12mm, about 5mm, about 10mm, or about 15mm. [0158] As noted above, the edgewise layer 120 may be laminated with mechanical fasteners 222 and/or adhesives. Any suitable adhesive may be used, including, Phenol- resorcinol-formaldehyde (PRF) or polyurethane (PU) adhesives, for example. [0159] Referring to Figures 4A to 4C, a sample floor panel 400 is shown according to some embodiments. The floor panel includes similar features as described in relation to the structural member 100 shown in Figure 3A, and like features are indicated with like reference numerals. [0160] The floor panel 400 has an edgewise layer 120 comprising 12 edgewise boards 121 laminated together with nails (not shown). The edgewise layer 120 is connected to a flatwise layer 130 comprising 3 flatwise boards 131 mechanically coupled to the edgewise boards 121 by reinforcement members 140. [0161] Figure 4B shows a cut-away portion illustrating the configuration of the reinforcement members 140, and Figure 4C shows an end view with an example set of dimensions (for illustrative purposes only). [0162] The reinforcement members 140 comprise an elongate body 144 with a plurality of protrusions 145 extending away from the body 144 to engage the timber boards 121, 131. [0163] As discussed above, the reinforcement member 140 may comprise different shapes and configurations. The reinforcement members 140 shown in Figures 4A to 4C have a body 144 with a rectangular profile arranged in an edgewise configuration in the structural member 400, and the protrusions 145 extend away from edge faces of the body 144. [0164] The protrusions 145 may comprise any suitable shape, and some alternatives are discussed further below in relation to Figures 7A to 7D. For illustrative purposes, in describing the function and configuration of the protrusions 145 in relation to Figures 4A to 6C, the protrusions 145 are shown as triangular teeth arranged in a spaced sawtooth pattern with lengths of the edge faces of the body 144 extending between adjacent teeth 145. [0165] The edgewise timber boards 121 define slots 124 in the lower edge faces 112 configured to accommodate the body 144 of the reinforcement member 140. [0166] During assembly of the panel 400, the edgewise boards 121 and flatwise boards 131 are pressed together with the reinforcement members positioned in the slots 124 so that the protrusions 145 are pressed into the timber of the edgewise boards 121 and flatwise boards 131. This mechanically couples the edgewise layer 120 to the flatwise layer 130 (and the edgewise boards 121 to the flatwise boards 131) to form the panel 400. The protrusions 145 also act to reduce shear slip between the edgewise layer 120 and the flatwise layer 130. [0167] The protrusions 145 define bearing surfaces 147 configured to resist shear slip between the edgewise layer 120 and the flatwise layer 130. The bearing surfaces 147 may be substantially flat. The bearing surfaces extend substantially perpendicularly from the edge faces of the body 144, i.e., substantially perpendicular to the longitudinal axes of the reinforcement member 140, the edgewise boards 121, the flatwise boards 131, and the panel 400 (the X-axis, as shown in Figure 4A). [0168] When the floor panel 400 (or any of the other described embodiments of the structural member 100) are installed (e.g., in a building structure) and subject to bending loads (e.g., due to weight/gravity loads), there may be a tendency for the flatwise layer 130 to slip relative to edgewise layer 120 in the X-direction. This phenomenon, known as shear slip, is explained in further detail below. [0169] The protrusions 145 extending into the timber boards resist shear slip by restricting longitudinal movement between the edgewise boards 121 and flatwise boards 131 connected by the reinforcement member 140. [0170] In particular, the bearing surfaces 147 resist shear slip by bearing against the timber of the boards the protrusions are embedded in. [0171] Referring to Figures 5A and 5B, a simply supported structural member 100 is shown extending between two pinned supports (for illustrative purposes only and not to scale) and under a uniformly distributed load in the Z-direction (down). The structural member 100 comprises an edgewise layer 120 between first and second flatwise layers 130a, 130b (similar to the structural member shown in Figure 2H). [0172] Figure 5A illustrates the structural member 100 without deflection, as well as a force diagram illustrating the uniformly distributed load and the resultant reaction forces at the two supports, and the corresponding deflection, bending moment, and shear force diagrams defined from the left side. [0173] The bending moment and shear force diagrams shown in Figures 5 and 6 follow typical conventions for beam analysis. That is: - The bending moment is defined around the Y-axis on the left hand side end of the structural member (i.e., with the downwardly directed load aligned with the positive Z- axis, and bending considered in the ZX-plane). - Shear force diagrams and bending moment diagrams are read from left to right with the zero datum on the left side corresponding to the left side end of the structural member. - The positive regions of the shear force diagram correspond to an increasingly positive bending moment, where a positive bending moment is a sagging one, and an increasingly positive bending moment is one (which read from left to right) that is tending towards a greater degree of sagging moment. [0174] Figure 5B shows an exaggerated schematic diagram illustrating the tendency for shear slip (i.e., without the reinforcement members 140), as well as another copy of the deflection, bending moment and shear force diagrams for reference, and a schematic diagram of the structural member 100 (enlarged in the Z-direction) illustrating the orientation of the protrusions 145 and bearing faces 147 configured to resist the shear slip. [0175] In simple bending between two pinned supports, the sagging of the structural member 100 between the supports leads to a tendency for the ends of each layer to extend out beyond the end of the layer below at the supports, and there is associated slipping of one layer over the other (shear slip) at the interfaces between layers as indicated by the arrows in the topmost diagram of Figure 5B. [0176] In this idealised model, there is no shear slip at the midpoint between the supports. This is the point of zero shear (as shown in the shear force diagram) and it is also the point of maximum positive bending moment (as shown in the bending moment diagram). [0177] From the mid-point out to the supports at either end of the structural member 100, the increasing magnitude of shear force (positive or negative) and decreasing bending moment is associated with increasing shear slip. [0178] As discussed, the protrusions 145 of the reinforcement members 140 are configured to mitigate this effect by resisting shear slip. In some embodiments, shear slip between layers 120, 130 in the structural member 100 may be eliminated entirely under expected design loads. In some embodiments, an amount of shear slip may be allowed while the protrusions 145 still resist shear slip between layers 120, 130. [0179] The bottom-most diagram in Figure 5B illustrates the tooth orientation, or the orientation of the protrusions 145 and bearing surfaces 147 configured to resist shear slip. This can be expressed in a number of different ways, and some may be appropriate for simply supported structural members 100 but not for other loading scenarios. [0180] In general, the bearing surfaces 147 of the protrusions 145 are configured to resist shear slip when the structural member 100 is subjected to expected bending loads. That is, the bending loads for which the structural member 100 and reinforcement members 140 were designed to support. [0181] A first set of the protrusions 145 on a first side 141 of each reinforcement member 140 (e.g., the bottom side in Figure 5B) are configured to protrude away from the body 144 generally in the same direction as expected bending loads of the structural member 100 when installed. For example, pointing down when the structural member 100 is supporting weight, as shown in Figure 5B. [0182] A second set of the protrusions 145 on a second side 142 of each reinforcement member 140 (e.g., the top side in Figure 5B) are configured to protrude away from the body 144 generally in the opposite direction as expected bending loads of the structural member 100 when installed. For example, pointing up when the structural member 100 is supporting weight, as shown in Figure 5B. [0183] The bearing surfaces 147 in the first set of protrusions 145 face the opposite direction to the bearing surfaces 147 in the second set of protrusions 145. The orientation of the bearing surfaces 147 is reversed in each region along the length of the structural member where the expected shear force changes direction (i.e., positive to negative, or negative to positive). [0184] It should also be noted that the orientation of the bearing surfaces 147 in the first set of protrusions 145 (e.g., lower teeth) in reinforcement members 140 above the neutral plane (e.g., the reinforcement members 140 connecting the second flatwise layer 130b (upper layer) to the edgewise layer 120) is the same as the orientation of the bearing surfaces 147 in the first set of protrusions 145 (e.g., lower teeth) in reinforcement members 140 below the neutral plane (e.g., the reinforcement members 140 connecting the first flatwise layer 130a (lower layer) to the edgewise layer 120). [0185] Also, the orientation of the bearing surfaces 147 in the second set of protrusions 145 (e.g., upper teeth) in reinforcement members 140 above the neutral plane is the same as the orientation of the bearing surfaces 147 in the second set of protrusions 145 (e.g., upper teeth) in reinforcement members 140 below the neutral plane. [0186] In some embodiments, the bearing surfaces 147 of the first set of protrusions 145 (e.g., the lower teeth) are configured to face away from the nearest point of zero shear in the structural member 100 (mid-point in Figure 5B) when the structural member 100 is installed and subject to expected bending loads, and the bearing surfaces 147 of the second set of protrusions 145 (e.g., upper teeth) are configured to face towards the nearest point of zero shear when the structural member 100 is installed and subject to expected bending loads. This is appropriate for simply supported structural members, but not necessarily in other scenarios, such as continuous span or cantilever scenarios. [0187] In some embodiments, the bearing surfaces 147 of the first set of protrusions 145 (e.g., the lower teeth) are configured to face towards the nearest point local maximum shear in the structural member 100 (end-points in Figure 5B) when the structural member 100 is installed and subject to expected bending loads, and the bearing surfaces 147 of the second set of protrusions 145 (e.g., upper teeth) are configured to face away from the nearest point local maximum shear when the structural member 100 is installed and subject to expected bending loads. This is appropriate for simply supported structural members, but not necessarily in other scenarios, such as continuous span or cantilever scenarios. [0188] In some embodiments, the bearing surfaces 147 of the first set of protrusions 145 (e.g., the lower teeth) are configured to face towards the nearest support (end- points in Figure 5B) when the structural member 100 is installed and subject to expected bending loads, and the bearing surfaces 147 of the second set of protrusions 145 (e.g., upper teeth) are configured to face away from the nearest support when the structural member 100 is installed and subject to expected bending loads. This is appropriate for simply supported structural members, but not necessarily in other scenarios, such as continuous span or cantilever scenarios. [0189] The following definitions of the orientation of bearing surfaces are appropriate for simply supported structural members and more generally for other scenarios, such as continuous span and/or cantilevered structural members, as shown, for example, in Figure 6A to 6C, 7A and 7B. [0190] In some embodiments, the bearing surfaces 147 of the first set of protrusions 145 (e.g., the lower teeth) are configured to face towards increasing magnitude of shear in the structural member 100 (from mid-point towards end-points in Figure 5B) when the structural member 100 is installed and subject to expected bending loads, and the bearing surfaces 147 of the second set of protrusions 145 (e.g., upper teeth) are configured to face away from increasing magnitude of shear in the structural member 100 when the structural member 100 is installed and subject to expected bending loads. [0191] In some embodiments, the bearing surfaces 147 of the first set of protrusions 145 (e.g., the lower teeth) are configured to face towards increasingly negative bending moments in the structural member 100 (from mid-point towards end-points in Figure 5B) when the structural member 100 is installed and subject to expected bending loads, and the bearing surfaces 147 of the second set of protrusions 145 (e.g., upper teeth) are configured to face away from increasingly negative bending moments in the structural member 100 when the structural member 100 is installed and subject to expected bending loads. [0192] In some embodiments, the bearing surfaces 147 of the first set of protrusions 145 (e.g., the lower teeth) are configured to face towards increasingly negative bending moments in the structural member 100 (from mid-point towards end-points in Figure 5B) when the structural member 100 is installed and subject to expected bending loads, and the bearing surfaces 147 of the second set of protrusions 145 (e.g., upper teeth) are configured to face away from increasingly negative bending moments in the structural member 100 when the structural member 100 is installed and subject to expected bending loads. [0193] In some embodiments, the bearing surfaces 147 of the first set of protrusions 145 (e.g., the lower teeth) are configured to face away from increasingly positive bending moments in the structural member 100 when the structural member 100 is installed and subject to expected bending loads, and the bearing surfaces 147 of the second set of protrusions 145 (e.g., upper teeth) are configured to face towards increasingly positive bending moments in the structural member 100 when the structural member 100 is installed and subject to expected bending loads. [0194] In some embodiments, the bearing surfaces 147 of the first set of protrusions 145 (e.g., the lower teeth) in regions of expected positive shear are configured to face towards an end of the structural member 100 from which the shear force is defined when the structural member 100 is installed and subject to expected bending loads, the bearing surfaces 147 of the first set of protrusions 145 in regions of expected negative shear are configured to face away from the end of the structural member 100 from which the shear force is defined when the structural member 100 is installed and subject to expected bending loads, the bearing surfaces 147 of the second set of protrusions 145 (e.g., upper teeth) in regions of expected positive shear are configured to face away from an end of the structural member 100 from which the shear force is defined when the structural member 100 is installed and subject to expected bending loads, and the bearing surfaces 147 of the second set of protrusions 145 in regions of expected negative shear are configured to face towards the end of the structural member 100 from which the shear force is defined when the structural member 100 is installed and subject to expected bending loads. [0195] For example, with the typical beam analysis conventions used for the diagrams in Figures 5 to 7, the shear force is defined from the left side of the structural member 100, as viewed from the side (in the ZX-plane) in Figures 5 to 7. [0196] With those conventions in mind, and as shown in Figures 5 and 6, in some embodiments, the bearing surfaces 147 of the first set of protrusions 145 (e.g., the lower teeth) in regions of expected positive shear (shown as positive on the shear force diagram) are configured to face towards the left side, the bearing surfaces 147 of the first set of protrusions 145 (e.g., the lower teeth) in regions of expected negative shear (shown as negative on the shear force diagram) are configured to face towards the right side, the bearing surfaces 147 of the second set of protrusions 145 (e.g., upper teeth) in regions of expected positive shear are configured to face towards the right side, and the bearing surfaces 147 of the second set of protrusions 145 (e.g., upper teeth) in regions of expected negative shear are configured to face towards the left side when the structural member 100 is installed and subject to expected bending loads. [0197] Referring to Figure 6A to 6C, another structural member 100 (similar to Figure 2H) is shown in a continuous span configuration extending over multiple supports with a cantilever at one end and supporting a uniformly distributed load. [0198] Figures 6A and 6B are set out in a similar manner to Figures 5A and 5B, with corresponding schematic diagrams, force diagrams, and deflection, bending moment and shear force diagrams, as well as an exaggerated illustration of the shear slip phenomenon at the top of Figure 6B and an illustration of the corresponding bearing surface orientation at the bottom of Figure 6B. The shear slip illustration and bearing surface orientation diagram are copied in Figure 6C at a larger scale for clarity. [0199] This scenario illustrates that the points of zero shear (corresponding to maximum bending moments and zero shear slip) are not always located at midpoints between supports. In this case, the left side zero shear point is approximately 2m from the left side end of the structural member 100 while the closes supports are at 0m and 5m from the left side end. [0200] Therefore, the bearing surfaces orientation should not be defined with reference to the nearest support or nearest local maxima/minima of shear force or bending moment. [0201] It is also evident that the deflection maxima/minima do not correspond precisely with the shear maxima/minima. [0202] The bearing surfaces orientation may defined based on the direction of shear force, increasing (or decreasing) magnitude of shear, or increasing (or decreasing) bending moments, as set out above. [0203] Referring to Figure 6C, the orientation of the bearing surfaces 147 can be seen more clearly, with the location of the supports and zero shear points indicated with broken lines. The orientation of the bearing surfaces 147 changes either side of the support points and the zero shear points. However, this is not always the case. [0204] Figures 7A and 7B illustrate another structural member 100 (similar to Figure 2H) is shown in a continuous span configuration extending over multiple supports with a cantilever at one end and supporting a uniformly distributed load. The supports are closer together and there is a larger cantilever compared with the scenario shown in Figures 6A to 6C. [0205] In this case, the shear force is negative from the zero shear point at 2m to the support at 8m. Therefore, the shear force doesn’t change direction at the 4m support point, and so the bearing face orientation doesn’t change at that point either. The bearing face orientation changes when the shear force changes direction (as with the other scenarios shown in Figures 5 and 6). [0206] The shear slip tendency is indicated by the arrows in the top diagram of Figure 7B, and the corresponding bearing face orientation is shown at the bottom diagram of Figure 7B. [0207] Figures 8A to 8D illustrate one end of a reinforcement member 140 according to various embodiments. It will be appreciated that the configuration of protrusions continues along the full length of the reinforcement member 140 (though it is not shown in these diagrams) with the bearing face orientation changing depending on the direction of shear, as discussed above. [0208] Figure 8A illustrates significant dimensions of various features of the reinforcement member 140. Triangular/sawtooth protrusions are shown, but the ranges of dimensions are also applicable to protrusions of different shapes, such as those discussed in relation to Figure 8D and any other suitable geometries. [0209] In some embodiments, the reinforcement member 140 may have a relatively uniform thickness through the body 144 and protrusions 145. For example, the reinforcement member 140 may be cut from a plate of material, such as steel plate. [0210] The reinforcement member 140 may be formed of any suitable material, including composite fibre materials with natural or synthetic fibres, carbon, aramid, dyneema, boron, glass fibre, or metals, alloys, aluminium alloys, steel, mild steel, structural steel, high tensile steel, grade 350 mild steel (Upper yield strength (ReH) 415MPa, Ultimate tensile strength (Rm) 520MPa), grade 200-350 mild steel (Upper yield strength (ReH) 270-415MPa, Ultimate tensile strength (Rm) 350-540MPa),for example. [0211] The thickness of the reinforcement member 140 may be in the range of 1mm to 20mm, 1mm to 15mm, 2mm to 10mm, 3mm to 8mm, 2mm to 5mm, at least 2mm, at least 3mm, at least 4mm, at least 5mm, less than 25mm, less than 15mm, less than 10mm, less than 5mm, about 2mm, about 3mm, about 4mm, or about 5mm, for example. [0212] The width of the body 144 (marked BW in Figure 8), i.e., in the Z-direction as oriented in Figure 4, may be in the range of 5mm to 50mm, 5mm to 30mm, 10mm to 20mm, at least 5mm, at least 10mm, at least 15mm, at least 20mm, less than 50mm, less than 30mm, less than 20mm, about 10mm, about 15mm, about 20mm, or about 25mm, for example. [0213] The cross-sectional area of the body 144 (perpendicular to the longitudinal axis) may be in the range of 5mm² to 500mm², 15mm² to 450mm², 30mm² to 300mm², 45mm² to 200mm², 10mm² to 100mm², at least 10mm², at least 30mm², at least 50mm², at least 100mm², less than 300mm², less than 200mm², less than 100mm², less than 50mm², about 10mm², about 25mm², about 45mm², about 75mm², or about 100mm², for example. [0214] The upper yield strength (ReH) of the body 144 may be in the range of 200MPa to 1000MPa, 250MPa to 750MPa, 250MPa to 690MPa, 270MPa to 415MPa, 300MPa to 500MPa, 350MPa to 450MPa, about 300MPa, about 350MPa, about 400MPa, about 415MPa, or about 500MPa, for example. [0215] The Ultimate Tensile Strength UTS (Rm) of the body 144 may be in the range of 200MPa to 1200MPa, 300MPa to 800MPa, 350MPa to 550MPa, 400MPa to 600MPa, 450MPa to 550MPa, or about 400MPa, about 450MPa, about 500MPa, about 520MPa, about 550MPa, or about 600MPa, for example. [0216] The depth of the protrusions 145 (marked PD in Figure 8A), i.e., the distance that the protrusions 145 extend away from the body 144, may be in the range of 3mm to 60mm, 5mm to 50mm, 5mm to 30mm, 10mm to 25mm, 5mm to 10mm, about 5mm, about 8mm, about 10mm, about 15mm, about 20mm, about 25mm, about 30mm, or about 40mm, for example. [0217] The length of the protrusions 145 (marked PL in Figure 8A), along the longitudinal axis of the body 144, may be in the range of 3mm to 60mm, 5mm to 50mm, 5mm to 30mm, 10mm to 25mm, 5mm to 10mm, about 5mm, about 8mm, about 10mm, about 15mm, about 20mm, about 25mm, about 30mm, or about 40mm, for example. [0218] The ratio between the length and depth of the protrusions may be in the range of 0.1 to 10, 0.2 to 5, 0.5 to 2, 0.75 to 1.5, or about 0.5, about 0.8, about 1, about 1.2, or about 1.5, for example. [0219] The surface area of each of the bearing surfaces 147 may be in the range of 5mm² to 500mm², 15mm² to 450mm², 20mm² to 300mm², 30mm² to 200mm², 10mm² to 100mm², at least 10mm², at least 20mm², at least 30mm², at least 500mm², less than 300mm², less than 100mm², less than 80mm², less than 50mm², about 10mm², about 25mm², about 45mm², about 75mm², or about 100mm², for example. [0220] The total combined surface area of the bearing surfaces 147 per meter of length of the reinforcement member 140 may be in the range of 20mm² to 2000mm², 50mm² to 1000mm², 100mm² to 800mm², 200mm² to 800mm², 300mm² to 700mm², 400mm² to 600mm², 500mm² to 800mm², 600mm² to 700mm², at least 20mm², at least 200mm², at least 300mm², at least 500mm², less than 2000mm², less than 1000mm², less than 8000mm², less than 500mm², about 100mm², about 250mm², about 500mm², about 600mm², about 650mm², about 700mm², about 750mm², about 800mm², or about 1000mm², for example. [0221] In some embodiments, the size of the bearing surfaces 147 may vary along the length of the reinforcement member 140. For example, the bearing surfaces 147 may be larger in regions of higher expected shear force in the structural member 100. [0222] The spacing of the protrusions 145 (marked PS in Figure 8a), i.e., the distance between adjacent bearing faces in the same set (on the same side of the body 144), may be in the range of 20mm to 200mm, 25mm to 100mm, 30mm to 80mm, 35mm to 50mm, at least 5mm, at least 10mm, at least 15mm, at least 20mm, at least 25mm, or about 25mm, about 30mm, about 40mm, about 50mm, about 70mm, or about 100mm, for example. [0223] The average number of protrusions per meter along each side of the reinforcement member 140 may be in the range of 5 to 200, 6 to 100, 7 to 70, 8 to 40, 10 to 50, 20 to 30, at least 5, at least 10, at least 15, at least 20, at least 25, less than 500, less than 300, less than 200, less than 100, less than 50, less than 40, about 10, about 20, about 25, about 30, about 45, about 50, for example. [0224] In some embodiments, the protrusion spacing may vary along the length of the reinforcement member 140. For example, the protrusion spacing may be smaller in regions of higher expected shear force in the structural member 100. [0225] The offset of the protrusions 145 (marked PO in Figure 8A), i.e., the distance between adjacent bearing faces in the opposite set (on the other side of the body 144) in the longitudinal direction, may be in the range of 0 to 200mm, 1mm to 150mm, 5mm to 100mm, 10mm to 80mm, 35mm to 50mm, at least 1mm, at least 5mm, at least 10mm, at least 20mm, at least 25mm, about 1mm, about 5mm, about 10mm, about 20mm, about 25mm, about 30mm, about 40mm, about 50mm, about 70mm, or about 100mm, for example. [0226] Figure 8B illustrates a specific set of dimensions for the reinforcement member 140, according to some embodiments. However, the reinforcement members 140 may be configured with any suitable dimensions for a given application and the dimensions shown in Figure 8B and discussed above are for illustrative purposes only. [0227] The embodiments discussed above in relation to Figures 4A to 8B focussed on reinforcement members 140 with bearing surfaces 147 specifically configured to resist shear slip and oriented accordingly. The back side of each protrusion 145 (behind the bearing surface 147) is shown as sloped, leading to a relatively sharp point or edge at the apex of each protrusion 145. This facilitates pressing of the protrusions into the timber boards; compressing, cutting and/or separating the wood fibres to displace them and position the bearing face 147 against the timber such that shear slip is resisted when the structural member 100 is subjected to the design loads. [0228] In some embodiments, in order to simplify manufacture, the protrusions 145 may be symmetrical about a centre plane of each protrusion 145. The centre plane being parallel to the ZY-plane or perpendicular to the longitudinal axis (or X-axis). In such embodiments, with bearing surfaces 147 on both sides of the protrusion 145 facing opposite directions, there is no requirement to consider the expected direction of shear slip. It should be noted that each protrusion 145 in such embodiments would still provide bearing surfaces 147 comprising the features set out above to resist shear slip. The addition of a symmetrical redundant bearing surface may have an advantage in simplifying design and manufacture. However, there may be a disadvantage in reduced structural efficiency by using more material than necessary or potentially adding unnecessary stress concentrations to the reinforcement member 140 and/or timber boards 110 in and around the redundant bearing surface. [0229] Figure 8C shows an alternative reinforcement member 840, according to some embodiments, with symmetrical protrusions 845 defining two bearing surfaces 847 (one of which is likely to be redundant, as discussed above). The protrusions 845 comprise two bearing surfaces 847 each extending to a peak 848 and a top face 849 sloping back from the peak 848 towards the body 844. [0230] Figure 8D illustrates a variety of other protrusion shapes, according to various embodiments. It will be understood that each protrusion shown in Figure 8D may be repeated in a reinforcement member 140 with a plurality of protrusions of the same shape. However, in some embodiments, the reinforcement member 140 may comprise protrusions of different shapes and/or sizes or spacing. [0231] It should also be noted that, while the bearing surfaces 147 are shown as substantially perpendicular to the longitudinal axis of the body 144, in some embodiments, the bearing surfaces 147 may be inclined relative to the longitudinal axis. For example, the bearing surface, or part thereof, may be inclined relative to the edge face of the body 144 at an acute angle. This may assist in retaining the protrusion in the timber board. However, it may also result in gaps forming between the bearing surface and the timber, if the protrusions are pressed into the boards. Other manufacturing techniques may allow for angled bearing surfaces to be fit into the timber boards without significant gaps. [0232] Referring to Figure 8D, protrusion 145 is a triangular protrusion as shown in previous Figures. It defines a bearing surface 147 extending to a peak edge 148 at a distal end of the bearing surface 147 (distal to the body 144) and a sloped face 149 extending from the peak edge 148 towards the body 144 at an angle. [0233] Protrusion 815 defines a bearing surface 147 extending to a peak edge 148 and a convex curved face 819 extending from the peak edge 148 towards the body 144. [0234] Protrusion 825 defines a bearing surface 147 extending to a peak edge 148 and a concave curved face 829 extending from the peak edge 148 towards the body 144. [0235] Protrusion 835 defines a bearing surface 147 extending to a peak edge 148 and a convex curved face 839 extending from the peak edge 148 towards the body 144 and an inflexion point to a concave curve to smoothly transition into the edge face of the body 144. [0236] Protrusion 855 defines a bearing face 147 with a surface variation 857. For example, the surface variation may comprise barbs or teeth configured to retain the protrusion in the timber board 110 and/or to enhance engagement with the timber in resisting shear slip. The bearing surface 147 extends to a peak edge 148 and a sloped face extends back towards the body 144. Any the other described embodiments of the reinforcement member 140 may define surface variations on the bearing surface 147. [0237] Protrusion 865 is a symmetrical protrusion with two bearing surfaces 147 on opposite sides of the protrusion 865. The protrusion 865 defines a peak edge 868 and sloped faces 869 extending from the peak edge 868 to meet each bearing surface 147. [0238] Protrusion 875 is a symmetrical rectangular protrusion with two bearing surfaces 147 on opposite sides of the protrusion 875. The protrusion 865 defines a straight edge 878 extending between the bearing surfaces 147. [0239] Protrusion 885 is a symmetrical protrusion with two bearing surfaces 147 on opposite sides of the protrusion 885. The protrusion 885 defines a concave curved edge 888 extending between the bearing surfaces 147. [0240] The protrusions shown in Figure 8D illustrate some example protrusion shapes. In other embodiments, the protrusions 145 may define any suitable shape for engaging the timber boards and resisting shear slip. [0241] Referring to Figures 9A to 9D, a method of assembling a structural member 100 is illustrated, according to some embodiments. The method comprises: arranging a plurality of edgewise boards 121, comprising elongate rectangular profile timber boards, in a parallel edgewise configuration with wide faces of each adjacent pair of boards opposing each other to form an edgewise layer 120 (as shown in Figure 9A); arranging one or more flatwise boards 131, comprising elongate rectangular profile timber boards, in a flatwise configuration with a longitudinal axis of the or each flatwise board 131 extending parallel to a longitudinal axis of each of the edgewise boards 121 and wide faces of the one or more flatwise boards 131 extending parallel to edge faces of the edgewise boards 121 to form a flatwise layer 130 adjacent the edgewise layer 120 (as shown in Figure 9D); arranging one or more elongate reinforcement members 140 to extend in parallel with the longitudinal axes of the flatwise and edgewise boards 131, 121 adjacent the edgewise and flatwise layers 120, 130 (as shown in Figures 9C and 9D); and mechanically coupling the one or more reinforcement members 140 to at least one of the flatwise boards 131 and at least one of the edgewise boards 121 (as shown in Figure 9D), such that the one or more reinforcement members 140 and flatwise boards 131 are configured to be put under tension when the structural member 100 is installed and subject to expected bending loads. [0242] The steps of the method may be carried out in different ways and in different orders in different embodiments, and may include additional steps and features. [0243] The edgewise layer 120 (or part thereof) may be laminated prior to connection with the reinforcement members 140 and flatwise boards 131. As discussed above, this may be done with mechanical fasteners and/or adhesive. Figure 9A illustrates a nail laminated panel with markings indicating the approximate location of the nails in the edgewise boards 121. The edgewise boards 121 may be clamped to facilitate nailing. [0244] Figure 9B illustrates the slots 124 cut into the edgewise boards 121 to accommodate the body 144 (or part thereof) of the reinforcement members 140. The slots 124 may be cut prior to or subsequent to lamination of the edgewise layer 120. [0245] Figure 9C illustrates the reinforcement members 140 placed into the slots 124 in the edgewise boards 121. (Alternatively, the reinforcement members 140 may be placed in slots 134 in the flatwise boards 131 before connection with the edgewise layer 120) [0246] Figure 9D illustrates the configuration of edgewise boards 121 and flatwise boards 131 after having been pressed together to press the protrusions 145 (teeth) of the reinforcement members 140 into the flatwise boards 131 and edgewise boards 121 to mechanically couple the flatwise and edgewise layers 130, 120 and to resist shear slip between the layers 120, 130 when the structural member 100 is subjected to bending loads. [0247] Sequential pressing of up to 8 MPa along the length of the panels progressively forces the protrusions into the edgewise boards 121 and flatwise boards 131. This may increase the extent to which the timber fibres are dislodged, separated and/or compressed rather than severed or reduce the number of fibres that are severed. Experimental examples [0248] Three floor panels were made for testing according to the method described in relation to Figures 9A to 9D (without adhesive), with dimensions as set out in Figures 4C and 8B, and with lengths of 2200mm and nail lamination density of approximately 240m^-2. A first panel P1 was made with a single width flatwise board 131 in the flatwise layer (100mm wide), a second panel P2 was made with two flatwise widths in the flatwise layer (200mm wide) and a third panel P3 was made with three flatwise widths in the flatwise layer (300mm wide). Reinforcement members 140 were used to connect the flatwise layer 130 to the edgewise layer 120, with the body of each reinforcement member 140 accommodated in the slot 124 of each corresponding edgewise board 121 as shown in Figure 4C. The reinforcement members 140 were laser cut from grade 350 mild steel (Upper yield strength (ReH) 415MPa, Ultimate tensile strength (Rm) 520MPa) with dimensions and protrusion geometry as shown in Figure 8B and the bearing surfaces oriented as shown in Figure 5B, i.e., relative to the mid- point of the length of each of the panels P1, P2, P3. [0249] The timber boards used in this study were sourced from Eucalyptus Globulus plantations in Victoria.60 boards were sourced with finished dimensions of 25mm thick by 100mm wide by 2200mm long. All boards were free of finger-joints and had varying degrees of bow, warp, shake, twist and strength reducing characteristics such as knots and insect attack. All boards were air and kiln dried down below 15% moisture content and kept in the lab with a consistent humidity and ambient temperature of between 20°C and 25°C for two weeks before testing. The boards were weighed and had their dimensions measured at the time of testing. The moisture content for each of the boards was also recorded as an average of three readings taken with a Delmhorst J- 2000 Moisture 215 Meter. The boards were split into two groups of 30 board each. One group was set aside for fabricating the panels while the other was used for material grading. [0250] The depth of each panel (125 mm) and span between supports (2150 mm) was consistent across all panels. Load was applied to the panels via a 500 kN vertically mounted MTS displacement-controlled actuator. The midspan deflection measurements were recorded with a ILD 1420-100 laser sensor. The load heads were located six times the panel depth (750 mm) in from each support. The four-point bending setup can be seen in Figure 10. [0251] Each specimen was loaded to approximately 40% of the estimated failure load then un-loaded over three cycles before being loaded to failure. The initial three ramps were used to ensure any slack within the test system was removed before a stiffness measurement was made, as well as to observe whether any plastic deformation occurred before 40% of ultimate load. [0252] The experimentally measured system stiffness per metre width (^^^^^^^^_^^^^^^^^^^^^) was calculated as a function of the lever arm (^^^^), the span (L), the width (^^^^), and the force- displacement gradient (^{∆^^^^} ∆^^^^). 1000 ∙ ^{� (1-1)} ^^^^ [0253] The slip modulus (^^^^_^^^^) of the shear interface between both timber-steel and steel-timber was calculated according to composite beam theory. The Gamma method was used to relate the measured effective system stiffness (^^^^^^^^_^^^^^^^^^^^^) to a Gamma value (^^^^_^^^^). The Gamma value (^^^^_^^^^) is a function of the elastic modulus (^^^^_^^^^), area (^^^^_^^^^), and span (^^^^) of the system as well as the spacing (^^^^_^^^^) and slip modulus (^^^^_^^^^) of the fixings. 1₎ 2⁾ [0254] As the slip modulus of the interface between components in the system decreases the gamma value also decreases. This in turn reduces the effective stiffness of the section as the system peforms with less than 100% composite action. As composite action reduces, the neutral axis (NA) for each of the component layers shifts to align closer to their respective local neutral axes. This intermediate NA is termed ^^^^_^^^^,0 and is assumed to vary linearly between the NA of the full composite system when ^_{^^^ = 1, and the} _{^^^^^^^^ → 0. As the effective NA position changes} degree and direction of the stresses in each component also changes. Equations (1-4) to (1-7) step through the analytical approach adopted in this study for calcualting the normal and shear stresses in each component of the system. The normal _^^^^ at height ^^^^_^^^^ in the cross-section is a function of the acting moment (^^^^), the effective component NA (^^^^_^^^^,0), the effective section modulus of the system (^^^^_^^^^^^^^^^^^), and the ratio between the MoE of the component in question and the nominal MoE of the system (^^^^_^^^^). 3₎ ₄₎ 5) 6₎ [0255] The shear up the height of the cross-section is similarly a function of the acting shear force (^^^^), first moment of area (^^^^_^^^^), the effective section modulus of the system (^^^^_^^^^^^^^^^^^) and the width (^^^^_^^^^). ^^^^_^^^^ is the area of the system that is at or above h_{eight ^^^^ and ^^�^^^^^^ is the distance between the effective NA of component ^^^^ (^^^^^^^^,0) and the} NA of component ^^^^ above height ^^^^ (^^^^_^^^^,^^^^). ^_{^^^ ∙ ^^^^} ^^^^ _^^^^ _^^^^ = ^_{^^^ (1-7)} _{^^^^^^^^^^^^ ∙ ^^^^^^^^} _{^^^^^^^^ = ^^^^^^^^ ∙ ^^�^^^^^^ (1-8)} _{^^�^^^^^^ =�^^^^^^^^,0 − ^^^^^^^^,^^^^� (1-9)} _(1-10) [0256] ^^^^_^^^^,^^^^ is the area of the component ^^^^ that is at or above height ^^^^. The NA of component ^^^^ above height ^^^^ is termed ^^^^_^^^^,^^^^ and is calculated similarly to the effective component NA (^^^^_^^^^,0). The difference is that it only considers the area at or above a certain height ^^^^, as is the conventional approach to shear calculations. [0257] Ductility, in the context of a beam in flexure, is the capacity for a system to maintain post-yield plastic deformation without a reduction in load. Ductility is an important metric when considering the effective robustness of a system since it provides a visual warning of the impending colapse of a structure as well as energy disipation in an extreme event. A quantitive measure of ductility is often considered as either a function of the deflections at yield (∆_{^^^^^^^^^^^^^^^^^^^^}) and ultimate failure (∆_^^^^^^^^^^^^) or a function of the energy absorbed in total (^^^^_^^^^^^^^^^^^) and within the elastic zone (^^^^_{^^^^^^^^^^^^^^^^}). [0258] The results of the experimental panel bending tests and analytical prediction model are presented below. The measured ductility is then calculated using both a deflection-based approach and an energy-based approach and the performance characteristics of the panels are quantified. Finally, the an analytical comparison with experimental nail-laminated timber findings from the literature is presented. [0259] The force-displacement relationships of the panels P1, P2, and P3 in four-point bending are presented in Figure 11 alongside images of their respective cross-sections. The plot shows the consistency of the behaviour across all three specimens P1, P2, P3. There are two clear linear-elastic regions followed by a plastic plateauing of the forces which are then maintained with further substantial deflections before ultimate failure. No large drops in force are observed until close to the end of each of the plastic deformation regions. [0260] A focused evaluation of the final ramp loading panel P1 to failure can be seen in Figure 12. The two y-axes describe firstly the force on the left-hand side axis, and secondly the rate of change of the force over the displacement (i.e.: the member stiffness) on the right-hand side axis. The member stiffness-displacement illustrates a distinct step between two linear-elastic regions of the force-displacement curve. This step occurs at 25, 46, and 58 kN, equivalent to 47%, 42%, and 35% of the ultimate load for panels P1, P2, and P3, respectively. The step marks a change in effective member stiffness of the panels down from the initial stiffnesses of 1.7, 3.3, and 4.5 kN/mm, respectively. This initial member stiffness was equivalent to 99%, 97%, and 90% of the predicted effective composite action for the panels P1, P2, and P3, respectively. The dashed line describes the average measured stiffness before and after the step. Rationalising the stiffness measurements to discrete values enables the calculation of two distinct slip moduli for the curve. This in turn allows the analytical model to accurately describe the variable stiffness behaviour of the composite system. [0261] The analytically modelled normal-stress, normal-strain, and shear-stress within the panel section P1 at each of the 4 positions marked in Figure 12 are shown in Figure 13. The values before the step are shown in position ① and after the step, in position ②. The shear stress in the interface between the layers 120, 130 of the panel was calculated at position ① as 1.48, 1.35, and 1.20 MPa for panels P1, P2, and P3 respectively. This is the degree of shear stress that instigated a decrease in the effective slip modulus of the system and a change in the elastic stiffness. [0262] The degree of effective composite action is illustrated in positions ②, ③, and ④ of Figure 13 by the departure from a single linear strain plot at the shear interfaces above and below the steel reinforcement (reinforcement member 140); 25 and 40 mm on the y-axis. Position ③ (force-displacement in Figure 12 and stress and strain plots in Figure 13) marks the predicted end of the elastic zone based on the analytically modelled normal stress in the steel section (body 144 of reinforcement member 140) reaching 415 MPa, which is the upper yield limit of the steel reinforcement members 140 used in the experimental panels P1, P2, P3. After this point it is inappropriate to use the measured member stiffness to derive the slip modulus and so degree of composite action, since further reduction in stiffness should be considered as a combination between slip and plastic material deformation of the steel reinforcement members 140. Experimental observations identified the rapid decrease in stiffness occurring concurrently with crushing of the timber fibres in the compression face (the top edge faces of the edgewise boards 121). Position ④ marks the location of ultimate bending capacity after which tensile fractures in the timber in both the flatwise bottom boards and the tension zone of the edgewise boards (below the neutral plane) result in permanent load capacity loss and eventually ultimate member failure. The maximum compressive stress in the timber boards in the panel was recorded at position ④. [0263] The experimentally and analytically derived flexural characteristics of the three panel tests are summarised in Table 1 below. Both the effective system stiffness and the shear stress at the point of shear slip were observed to decrease with an increase in beam width. This is thought to be due to the increasing risk of manufacturing errors or inconsistencies that arise from manually assembling panels with additional components. The slip modulus for each panel was measured at position ② directly after the observed step between the two linear-elastic stiffness regions and varied between 8.5 and 16.8 kN/mm. These measured values are of a similar magnitude to the slip moduli for self-tapping screw connections of between 5-25 kN/mm reported in the literature. The maximum bending stress capacity of the timber was calculated from the peak moment resisted by the system. [0264] Table 1. Experimental and analytical flexural characteristics of the experimental panels measured from the four-point bending tests. 2 [0265] Overall, the panels experimentally tested were relatively consistent. They exhibited high-performance in terms of initial flexural stiffness close to full composite action while maintaining high initial stiffness past 40% of ultimate load. High degrees of ductility were measured due to plastic yielding in both the steel reinforcement member 140 and compression face of the timber (top edge faces of edgewise boards 121). The post-yield behaviour and quantification of the measured ductility is presented below. Additionally, the panels were observed to remain intact after ultimate failure, without noticeable material shedding from fractures. [0266] The final key performance metric investigated in this experimental study was ductility. This parameter is an important indication of robustness and measures the ability of the system to undergo plastic deformation without a loss of load. Unreinforced timber beams in bending exhibit brittle failure and so typically require overstrength design approaches whereby the connections fail first in a ductile manner. This ensures the overall ductility and robustness of the system, but at the expense of material waste from an overdesigned bending member. Further material saving benefits of a ductile floor member can be realised by considering the reliability-based approach of the design codes. For example, in the Australia context of an importance class 2 structure, such as a residential or office building, with a typical 50-year design life, a target reliability index of 3.8 is appropriate for ductile members while a more onerous reliability target of 4.3 is applicable for brittle members. These reliability levels influence the degree of capacity reduction applied by the partial resistance factors in the design codes, and through them, impact the minimum required material dimensions for a given application. Therefore, a timber bending member that consistently exhibits ductile failure enables a more materially efficient high-performance floor system overall. Substantial fibre crushing was observed in the compression face of each board across all three test specimens P1, P2, P3, which is indicative of the ductile failure mode. [0267] The quantitive measures of the deflection-based and energy-based ductility for both the panels P1, P2, P3 and the timber feedstock boards (tested separately for comparison) are presented in Table 2 below. [0268] Table 2. Ductility measurements of panels and timber feedstock. [0269] The panels exhibited deformation-based ductility values of 1.86 to 2.71, and energy-based ductility values of 1.85 to 2.89. These high levels of ductility exceeded the ductility values recorded from the 30 feedstock tests by 12% to 44%. This comparison is only considering the timber feedstock where ductile failure initiated in compression was observed. A higher level of measured ductility from the panel tests is another indication that the reinforced timber composite system of the panels P1, P2, P3, induced ductile compressive failure in timber boards that might otherwise have failed at a lower load and in a sudden brittle manner. The observed ductility in the panels is thought to be a product of three factors. Initially the steel reinforcement members 140 reached their yield limit (position ③ in Figure 12) of approximately 415 MPa causing a reduction in flexural stiffness while the applied load continued to rise, albeit at a slower rate. The second contribution to the ductility was the top layer 120 of edgewise timber boards 121 which began crushing of the extreme compression fibres resulting in a further loss of stiffness and a plateauing of the applied load. The third source of ductility in the panels was the slip in the connection between the edgewise and flatwise layers 120, 130. As the applied load increased and the shear stresses built up in the panels, the timber fibres in both the top and bottom layers began locally crushing at the location of the steel teeth (protrusions 145). The extent of this local crushing was relatively minor due to the hardness of the E. globulus timber. This can be seen in Figure 14 where a section of the panel has been removed to reveal the extent of the fibre crushing at the connection during the post-yield ductile deformation. Additionally, the figure shows the plastic deformation of the body 144 of the steel reinforcement members 140 after being disassembled from the panel. [0270] Nail-laminated timber (NLT) panels have been investigated experimentally in previous studies in which plantation eucalyptus E. globulus and E. nitens boards were firstly graded then grouped into NLT panels, where the measured elastic modulus and strength of the panels was found to be between 1% to 5% lower than the predicted performance based on the initial timber grading. This trend was repeated in another study, with tests on spruce-pine-fir NLT panels. All three studies reported flexural failures initiated by brittle failure of boards in their tension face. The relationship between the graded timber boards and the NLT panel capacities reported in these experimental studies allows for the performance of a custom NLT panel to be predicted. Assuming the same total depth as the tested panels P1, P2, P3 of 125 mm and following the effective stiffness calculation approach provided in Equation (1-2), an NLT panel utilising the E. globulus timber graded is modelled to have an average effective bending stiffness of 2.50 E+12 Nmm² per metre width and a predicted average ultimate strength of 76 MPa. This prediction highlights the flexural performance improvements realised by the reinforced timber composite system of the present application, in which the testing of the experimental panels P1, P2, P3 recorded an average effective bending stiffness of 2.92 E+12 Nmm² per metre width and an average ultimate strength of 104 MPa as reported Table 1. [0271] This analytical comparison shows that the experimentally verified panels achieved a 17% greater effective bending stiffness and a 37% greater bending strength than that predicted for an equivalent NLT panel of similar timber and depth, i.e., with 125mm edgewise boards and no flatwise boards. These notable flexural performance improvements were realised alongside the observed change from a brittle tension failure mechanism in the NLT panels to a more ductile post yield behaviour in the tested panels P1, P2, P3. [0272] The experimental results set out above illustrate that the described structural members 100 and reinforcement members 140 may provide significant advantages in providing beams, floor panels, and potentially other structural elements, with sufficient strength, stiffness and ductility to meet various construction application requirements while reducing the use of steel and concrete, and in some embodiments, reducing or eliminating the use of adhesives. [0273] These aspects facilitate the use of a sustainable building material (i.e., timber) and improve its structural efficiency and recyclability compared with conventional alternatives. In embodiments without adhesive (or minimal adhesive), the timber may be more easily recycled at the end of the life of the structural member by reducing or eliminating issues associated with adhesive contaminating the recycled material. As discussed, other embodiments may include the use of adhesives to further reduce shear slip between the layers, and further increase the composite action between the layers. [0274] Referring to Figures 15A to 15F, six different reinforcement members are illustrated with different profiles in the zx-plane, in each case showing a sample length of the profile which may be repeated across any required length of a reinforcement member 140. Table 3 shows the characteristic dimensions of each profile as defined in relation to Figure 8A. [0275] These reinforcement member profiles were tested in small sample sections of timber to test resistance to shear slip and to compare the effect of varying different dimensions of the reinforcement member profile. That is, varying protrusion depth (PD) and protrusion spacing (PS). [0276] Figures 15A to 15E illustrate respective reinforcement members 1541, 1542, 1543, 1544, 1545, which each have protrusions 145 with a shape similar to that shown in Figures 8A and 8B with different dimensions illustrated in profiles 1 to 5. [0277] Figure 15F illustrates a reinforcement member 1546 with an alternative protrusion shape with protrusions 1565 defined by isosceles triangles, symmetrical about a central plane perpendicular to the longitudinal x-axis of the reinforcement member 1546. The protrusions 1565 define two bearing surfaces 1567 extending away from the body angled towards each other to taper towards an apex 1568. [0278] The test samples were prepared by cutting grooves (3mm wide, 15mm deep) in timber boards (25mm thick, 100mm wide, 150mm long); inserting the reinforcement members in the grooves; placing flatwise boards of similar dimensions on top of the exposed protrusions of the reinforcement members; and pressing the timber boards together with 30kN of force to press the protrusions into the timber boards. Bracing was added to resist lateral movement, and gradually increasing shear force was applied to the samples to simulate in situ shear slip. [0279] The averages of the testing results are shown in Figure 16A showing the full range of the tests and Figure 16B, which focuses on the pre-slip behaviour in the displacement range of 0-0.1mm, when there is only minor elastic movement of the timber fibres. Profile 2 had 6 teeth per side, and the results displayed have been normalised to 3 teeth per side to match the other profiles which all had 3 teeth per side. [0280] An estimate of the stiffness in the pre-slip condition is shown in Table 3 below for each profile, calculated from an average linear fit in the range of 0 to 0.1mm of slip deflection in the averaged profile data shown in Figures 16A and 16B.

[0281] Table 3: characteristic dimensions of profiles shown in Figures 15A to 15F and estimated pre-slip stiffness. All profiles 1-6 have a body width (BW) of 15mm and thickness of 3mm, and the protrusion offset (PO) is equal to the protrusion length (PL) in each case. Average pre-slip stiffness for each profile shown as normalised per tooth and separately in absolute values per length of the reinforcement member. ) [0282] Comparing profile 2, 3, 4, with the same tooth depth, the pre-slip stiffness is similar when normalised per tooth, as expected, while the absolute pre-slip stiffness per length of reinforcement member increases with decreasing tooth spacing. [0283] Profile 2 with the most dense spacing of protrusions shows the highest pre-slip stiffness, which is much higher than the other profiles with more widely spaced protrusions. [0284] This is to be expected, as there are more protrusions and therefore a higher total bearing surface area engaging the timber and resisting shear slip. However, it should be noted that when initially preparing a shorter length sample with Profile 2, the timber split during assembly. [0285] The protrusion spacing at which the timber splits would depend on several factors, including the dimensions, type, and condition of the timber, as well as the thickness, depth and shape of the protrusions. The limits of the spacing can readily be determined for a particular set of these other parameters with similar testing. [0286] It should also be noted that, while reducing protrusion spacing generally increases shear slip resistance, as the protrusion spacing is reduced towards the minimum, the volume of timber between protrusions also reduces, and there is a limit at which the timber between protrusions will be crushed quickly under load and fail in a brittle mode with the protrusions tearing through the timber entirely, which would typically be undesirable in construction applications. [0287] Therefore, the protrusion spacing can be optimised for a given application by reducing the spacing to a point at which a sufficiently high pre-slip or post-slip stiffness is achieved while avoiding brittle failure at higher stresses. [0288] In some embodiments, the protrusion spacing may be larger than the protrusion length by a factor of 2, 3, 4, 5 or 6, for example. In some embodiments, the protrusion spacing may be larger than the protrusion depth by a factor of 2, 3, 4, 5 or 6, for example. The protrusion spacing may be at least 10mm, at least 15mm, at least 20mm, at least 25mm, at least 30mm, at least 35mm, or at least 40mm, for example. [0289] Also, as expected, as shown in Figure 16B and Table 3, increasing protrusion depth also increases pre-slip stiffness; again, due to the increased engagement area of the bearing surfaces 147. Profiles 5, 6 provide a higher pre-slip stiffness than Profile 4 (with similar spacing) both in absolute value, and when normalised per tooth. [0290] However, there are also limits to the protrusion depth, such as the available depth of the timber boards which the protrusions project into, and the strength of the remaining depth of timber which may fail through cracking if insufficient. [0291] It was also found that narrower protrusions with sharp apexes penetrate the timber more readily during assembly, compared with some wider protrusion profiles which were tested and resulted in gaps forming between the timber boards at the slip interface. This can be overcome with the application of higher pressing forces during assembly, but again, there are limits to this. [0292] Referring again to Figure 16B and Table 3, Profile 6 with the symmetrical isosceles protrusions had a slightly lower pre-slip stiffness than Profile 5 with the same protrusion depth and spacing but right-angle triangular protrusions. [0293] This illustrates that the bearing surfaces are not required to be entirely vertical or perpendicular to the x-axis of the reinforcement member, and angled bearing surfaces may also be effective. [0294] As discussed, previously, this may be advantageous in simplifying fabrication and assembly, for example, if symmetrical teeth are used so that the tooth direction is not important. However, it appears that asymmetrical teeth with a near-vertical bearing surface may be preferable when the expected shear direction can be determined before fabrication. [0295] In some cases, it may be more cost effective to use symmetric teeth with angled bearing surfaces on reinforcement members designed to resist shear slip beyond appropriate safety factors for a given application rather than optimising for the most efficient use of materials (e.g., minimising the amount of steel required for the reinforcement members). In other cases, it may be preferable to optimise the structural efficiency of the reinforcement members by determining an optimum tooth profile and characteristic dimensions to minimise the amount of steel required for the reinforcement members. [0296] It should also be noted that profile 6 failed at a lower shear force and displacement; however, in the context of the overall structural member, depending on the other characteristics of the structural member, the failure point may be less relevant than the pre-slip and post-slip behaviour before failure, in which case, angled bearing surfaces may be desirable in some embodiments. [0297] In some embodiments, considering the most general description of embodiments and all other described embodiments, the bearing surfaces of the protrusions may be angled with respect to the longitudinal axis of the reinforcement member. The angle between the bearing surface of each protrusion and the longitudinal axis of the reinforcement member may be in the range of 40° to 90°, 40° to 60°, 50° to 70°, 60° to 80°, 70° to 90°, 40° to 50°, 50° to 60°, 60° to 70°, 70° to 80°, 80° to 90°, at least 45°, at least 60°, at least 70°, at least 80°, at least 85°, less than 90°, less than 80°, less than 70°, about 45°, about 60°, about 75°, about 80°, about 85° or about 90°, for example. [0298] In some embodiments, the protrusions may comprise multiple bearing surfaces on one or both sides, which may be arranged at different angles relative to the longitudinal axis. For example, protrusion 865 shown in Figure 8D defines perpendicular bearing surfaces 147 which transition into angled bearing surfaces 869 which taper towards the apex 868. [0299] Figure 17A shows a reinforcement member 1741 with protrusions 1745 similar to protrusion 865 in different proportions. That is, a symmetrical protrusion with first bearing surfaces 147 extending substantially perpendicularly away from the longitudinal axis of the reinforcement member 1741 and second angled bearing surfaces 869 extending away from the first bearing surfaces 147 at an angle relative to the longitudinal axis of the reinforcement member to taper towards an apex 868. [0300] Figure 17B shows a reinforcement member 1742 with protrusions 1755 defining a variation with first bearing surfaces 147 extending substantially perpendicularly away from the longitudinal axis of the reinforcement member 1742 and a second angled bearing surface 1757 extending from one of the parallel bearing surfaces 147 towards the other bearing surface 147 to taper to an apex 1758. [0301] The distance between the start of the angled bearing surfaces and the body of the reinforcement members 1741, 1742 may be in the range of 1mm to 70mm, 5mm to 50mm, 10mm to 30mm, at least 10mm, at least 15mm, at least 20mm, at least 25mm, less than 50mm, less than 40mm, less than 30mm, about 10mm, about 15mm, about 25mm, about 40mm, or about 50mm, for example. [0302] The protrusion length, depth, offset and spacing may be any suitable dimensions and proportions, as described in relation to previous embodiments. [0303] The first bearing surfaces 147 are shown as perpendicular, or substantially perpendicular, to the longitudinal axis of the reinforcement member. In other embodiments, the first bearing surfaces 147 may be angled relative to the longitudinal axis at any other suitable angle, as described above. [0304] Reinforcement members may be formed with protrusions of any suitable shapes, dimensions and proportions. In some embodiments, one or both sides of each protrusion may comprise one, two, three, four or more different bearing surfaces set at different angles relative to the longitudinal axis, and in some embodiments, one or more of the bearing surfaces may be curved instead of straight. [0305] It will be appreciated by persons skilled in the art that numerous variations and/or modifications may be made to the above-described embodiments, without departing from the broad general scope of the present disclosure. The present embodiments are, therefore, to be considered in all respects as illustrative and not restrictive.

Claims

CLAIMS: 1. A structural member comprising: an edgewise layer formed by a plurality of edgewise boards comprising elongate rectangular profile timber boards arranged in a parallel edgewise configuration with wide faces of each adjacent pair of boards opposing each other; a flatwise layer formed by one or more flatwise boards comprising elongate rectangular profile timber boards arranged in a flatwise configuration with a longitudinal axis of the or each flatwise board extending parallel to a longitudinal axis of each of the edgewise boards and wide faces of the one or more flatwise boards extending parallel to edge faces of the edgewise boards; and one or more elongate reinforcement members extending in parallel with the longitudinal axes of the flatwise and edgewise boards, each reinforcement member being mechanically coupled to at least one of the flatwise boards and at least one of the edgewise boards, wherein the one or more reinforcement members and flatwise boards are configured to be put under tension when the structural member is installed and subject to expected bending loads.

2. The structural member of claim 1, wherein the flatwise layer is a first flatwise layer, and the structural member further comprises a second flatwise layer formed by one or more flatwise boards comprising elongate rectangular profile timber boards arranged in a flatwise configuration with a longitudinal axis of the or each flatwise board extending parallel to a longitudinal axis of each of the edgewise boards and wide faces of the one or more flatwise boards extending parallel to edge faces of the edgewise boards, and wherein the one or more flatwise boards of the second flatwise layer are configured to be put under tension when the structural member is installed and subject to expected bending loads.

3. The structural member of claim 2, wherein the second flatwise layer is mechanically coupled to the edgewise layer on a side opposite to the first flatwise layer.

4. The structural member of claim 2, wherein the second flatwise layer is mechanically coupled to the first flatwise layer on a side opposite to the edgewise layer.

5. The structural member of any one of claims 2 to 3, further comprising additional ones of the reinforcement members mechanically coupled to the second flatwise layer.

6. The structural member of any one of claims 1 to 5, wherein each of the one or more reinforcement members extend substantially an entire extent of the structural member in a direction parallel to the longitudinal axes of the edgewise boards.

7. The structural member of any one of claims 1 to 6, wherein each of the one or more reinforcement members comprises an elongate body and a plurality of protrusions protruding away from the body, each configured to extend at least partially into the boards of the edgewise and flatwise layers to mechanically couple the layers together and resist shear slip between the layers.

8. The structural member of claim 7, wherein each of the plurality of protrusions defines a bearing surface extending away from a longitudinal axis of the reinforcement member and configured to resist shear slip between the edgewise and flatwise layers.

9. The structural member of claim 8, wherein a first set of the protrusions on a first side of each reinforcement member are configured to protrude generally in the same direction as expected bending loads of the structural member when installed, and the bearing surfaces of the first set of protrusions are configured to face towards increasing magnitude of shear in the structural member when the structural member is installed and subject to expected bending loads, and wherein a second set of the protrusions on a second side of each reinforcement member are configured to protrude in substantially the opposite direction to the first set of protrusions and the bearing surfaces of the second set of protrusions are configured to face towards decreasing magnitude of shear when the structural member is installed and subject to expected bending loads.

10. The structural member of claim 8 or 9, wherein each of the protrusions defines a sloping surface extending from a distal end of the bearing surface towards the elongate body of the reinforcement member.

11. The structural member of claim 10, wherein the sloping surface is straight.

12. The structural member of any one of claims 8 to 11, wherein the protrusions define triangular teeth.

13. The structural member of any one of claims 8 to 11, wherein each of the protrusions is symmetrical about a central plane perpendicular to the longitudinal axis of the reinforcement member.

14. The structural member of claim 10, wherein the sloping surface is curved.

15. The structural member of any one of claims 7 to 13, wherein the reinforcement members each comprise a flat plate cut to form the protrusions and elongate body.

16. The structural member of any one of claims 7 to 14, wherein each of the edgewise boards defines a slot configured to accommodate at least part of the elongate body of a corresponding one of the reinforcement members.

17. The structural member of any one of claims 1 to 16, wherein two or more adjacent ones of the edgewise boards are spaced from each other to define one or more channels in the edgewise layer.

18. The structural member of any one of claims 1 to 17, wherein two or more adjacent ones of the edgewise boards are directly connected to each other to form a laminated panel within the edgewise layer.

19. The structural member of claim 18, wherein the laminated edgewise boards are mechanically coupled to each other.

20. The structural member of any one of claims 1 to 19, wherein the one or more reinforcement members are formed of steel.

21. The structural member of any one of claims 1 to 20, wherein the structural member comprises a beam.

22. The structural member of any one of claims 1 to 20, wherein the structural member comprises a floor panel.

23. A method of assembling a structural member, the method comprising: arranging a plurality of edgewise boards, comprising elongate rectangular profile timber boards, in a parallel edgewise configuration with wide faces of each adjacent pair of boards opposing each other to form an edgewise layer; arranging one or more flatwise boards, comprising elongate rectangular profile timber boards, in a flatwise configuration with a longitudinal axis of the or each flatwise board extending parallel to a longitudinal axis of each of the edgewise boards and wide faces of the one or more flatwise boards extending parallel to edge faces of the edgewise boards to form a flatwise layer adjacent the edgewise layer; arranging one or more elongate reinforcement members to extend in parallel with the longitudinal axes of the flatwise and edgewise boards adjacent the edgewise and flatwise layers; and mechanically coupling the one or more reinforcement members to at least one of the flatwise boards and at least one of the edgewise boards, such that the one or more reinforcement members and flatwise boards are configured to be put under tension when the structural member is installed and subject to expected bending loads.

24. The method of claim 23, wherein the flatwise layer is a first flatwise layer, and the method further comprises forming a second flatwise layer including one or more flatwise boards comprising elongate rectangular profile timber boards arranged in a flatwise configuration with a longitudinal axis of the or each flatwise board extending parallel to a longitudinal axis of each of the edgewise boards and wide faces of the one or more flatwise boards extending parallel to edge faces of the edgewise boards, such that the one or more flatwise boards of the second flatwise layer are configured to be put under tension when the structural member is installed and subject to expected bending loads.

25. The method of claim 24, further comprising mechanically coupling additional ones of the reinforcement members to the edgewise layer and second flatwise layer to mechanically couple the second flatwise layer to the edgewise layer on a side opposite to the first flatwise layer.

26. The method of claim 24, further comprising mechanically coupling additional ones of the reinforcement members to the first and second flatwise layers to mechanically couple the second flatwise layer to the first flatwise layer on a side opposite to the edgewise layer.

27. The method of any one of claims 23 to 26, wherein each of the one or more reinforcement members comprises an elongate body and a plurality of protrusions protruding away from the body, each configured to extend at least partially into the boards of the edgewise and flatwise layers to mechanically couple the layers together and resist shear slip between the layers.

28. The method of claim 27, further comprising forming a slot in each of the edgewise boards, such that the slot is configured to accommodate at least part of the elongate body of a corresponding one of the reinforcement members.

29. The method of claim 27 or 28, further comprising pressing the edgewise and flatwise boards together with the one or more reinforcement members positioned between the edgewise and flatwise boards, such that the protrusions of the reinforcement members at least partially penetrate the edgewise and flatwise boards.

30. The method of any one of claims 23 to 29, wherein the edgewise layer is arranged such that two or more adjacent ones of the edgewise boards are spaced from each other to define one or more channels in the edgewise layer.

31. The method of any one of claims 23 to 30, further comprising directly connecting two or more adjacent ones of the edgewise boards to each other to form a laminated panel within the edgewise layer.

32. The method of claim 31, wherein the connecting of the two or more adjacent ones of the edgewise boards comprises mechanically coupling the edgewise boards to each other to form the laminated panel within the edgewise layer.

33. A reinforcement member comprising: an elongate body; and a plurality of protrusions protruding away from the body, each defining a bearing surface extending away from a longitudinal axis of the body, and being configured to extend at least partially into a timber board to mechanically couple the reinforcement member to the board, wherein a first set of the protrusions is positioned on a first side of the body to engage with a first timber board and a second set of the protrusions is positioned on a second opposite side of the body to engage with a second timber board to resist shear slip between the first and second boards and to support tension when the first and second boards are subject to bending loads.

34. The reinforcement member of claim 33, wherein the bearing surfaces of the first set of the protrusions are oriented to face an opposite direction to the bearing surfaces of the second set of the protrusions.

35. The reinforcement member of claim 33 or 34, wherein the first set of the protrusions is configured to protrude generally in the same direction as expected bending loads of a structural member to which the reinforcement member is to be applied, and the bearing surfaces of the first set of protrusions are configured to face towards increasing magnitude of shear in the structural member when the structural member is installed and subject to expected bending loads, and wherein the second set of the protrusions are configured to protrude in substantially the opposite direction to the first set of protrusions and the bearing surfaces of the second set of protrusions are configured to face towards decreasing magnitude of shear when the structural member is installed and subject to expected bending loads.

36. The reinforcement member of any one of claims 33 to 35, wherein each of the protrusions defines a sloping surface extending from a distal end of the bearing surface towards the elongate body.

37. The reinforcement member of claim 36, wherein the sloping surface is straight.

38. The reinforcement member of any one of claims 33 to 37, wherein the protrusions define triangular teeth.

39. The reinforcement member of any one of claims 33 to 38, wherein each of the protrusions are symmetrical about a central plane parallel to the bearing surface.

40. The reinforcement member of claim 36, wherein the sloping surface is curved.

41. The reinforcement member of any one of claims 33 to 40, wherein the reinforcement member comprises a flat plate cut to form the protrusions and elongate body.

42. A construction method comprising: installing a structural member in a building structure such that it is configured to support bending loads, wherein the structural member comprises: the structural member of any one of claims 1 to 22; or a structural member formed according to the method of any one of claims 23 to 31; or the reinforcement member of any one of claims 33 to 41.

43. A building structure formed according to the construction method of claim 42.

44. A building structure comprising: the structural member of any one of claims 1 to 22; or a structural member formed according to the method of any one of claims 23 to 31; or the reinforcement member of any one of claims 33 to 41.

45. A structure, method or component comprising any two or more of the steps, features, or integers disclosed herein or indicated in the specification of this application.