Beam and column connection assembly with erection support section

Abstract

A beam-column connecting assembly for a building, including beams and columns, wherein the column has a fastening assembly attached to its side, and the beam has a fastening assembly at its end. The fastening assemblies engage with each other to form a connecting structure that joins the column to the beam at a 90-degree angle. The connecting structure provides a moment connection between the column and beam when the beam and column are combined with additional beams and columns, and a simple connection between the column and beam when the building is fully constructed.

Description

Technical Field

[0001] Cross - reference to Related Applications This application claims priority to U.S. Provisional Patent Application No. 63 / 457,766, filed on April 6, 2023, and U.S. Provisional Patent Application No. 63 / 624,727, filed on January 24, 2024, under 35 U.S.C. § 119(e), and the entire contents thereof are incorporated herein by reference for all purposes.

Background Art

[0002] Steel structure construction requires the connection of beams and columns, typically using a combination of shear connections and connections that resist moments or other moment - resisting structures. Prefabricated beam connection systems, such as collar connections, offer valuable improvements compared to on - site welding techniques. Welding can be performed off - site in a controlled state, and the framework members are fixed in the appropriate spatial orientation when connected by the connection system.

[0003] Prefabricated moment - resisting connections, such as full - moment collars, offer advantages in the speed and ease of building the building framework, but are not desirable for all building designs. "Simple" or "standard" shear connections are generally lighter, less expensive, and applicable to a wide range of building designs. However, standard shear connections do not self - support during construction and require the provision of support cables, early installation of braced frameworks, or other support, adding cost and construction time to the construction work.

[0004] A simple and cost - effective prefabricated connection system that can be used in place of standard shear connections in building design while providing the advantages of a self - supporting framework for full - moment connections during construction is highly desirable.

Summary of the Invention

[0005] This disclosure provides systems, apparatus, and methods for connecting beams and columns in the framework of a building. In some examples, a beam-column connection assembly for a building may include a column having a fastener assembly attached to the side of the column, and a beam having a fastener assembly at the end of the beam. The fastener assemblies may engage with each other to form a connection structure that joins the column to the beam at a 90-degree angle. The connection structure may provide a moment connection between the column and beam when combined with additional columns and beams, or it may provide a simple connection between the column and beam when the building is fully constructed.

[0006] In some examples, the construction assembly may include steel beams and columns. The beam may have a first end portion including a web portion, an upper flange portion, and a lower flange portion, and the column may have a side portion having an engagement structure for the beam attached to the side of the column. The first brace fastener may be attached to the upper flange portion, and the second brace fastener may be attached to the lower flange portion. Each of the first and second brace fasteners may be connected to the engagement structure of the column to the beam, providing a moment connection between the beam and the column.

[0007] In some examples, a beam-column connecting assembly for a building may include a column having a fastening assembly attached to the side of the column, and a beam having a fastening assembly at the end of the beam. The fastening assemblies may engage with each other to form a connecting structure that joins the column to the beam at a 90-degree angle. The connecting structure may include means to provide a moment connection when the beam and column are combined with additional beams and columns, and a simple connection between the beam and column when the building is fully constructed.

[0008] The features, functions, and advantages may be achieved independently in various examples of this disclosure, or in combination in other examples, and further details thereof can be understood by referring to the following description and drawings. [Brief explanation of the drawing]

[0009] [Figure 1]Figure 1 is a schematic diagram of the beams and two columns between the framework columns of a steel structure in its default position.

[0010] [Figure 2] Figure 2 is a schematic diagram of the beam and column from Figure 1 tilted in response to a horizontal load.

[0011] [Figure 3] Figure 3 is a schematic diagram of the beam and column from Figure 1, showing the beam deflected under a vertical load.

[0012] [Figure 4A] Figure 4A is a schematic graph of the moment-rotation curves for a standard full-moment connection, a standard shear connection, and an exemplary erection support shear connection (ESSC) as described herein.

[0013] [Figure 4B] Figure 4B is a schematic graph of the slope of the moment-rotation curve in Figure 4A.

[0014] [Figure 5A] Figure 5A is an isometric view of a standard single-plate shear joint, as known from prior art.

[0015] [Figure 5B] Figure 5B is a schematic diagram of the connections shown in Figure 5A.

[0016] [Figure 6A] Figure 6A is a schematic diagram of an exemplary ESSC construction phase configuration as described herein.

[0017] [Figure 6B] Figure 6B is a schematic diagram of the ESSC configuration in the usage stage shown in Figure 6A.

[0018] [Figure 7]Figure 7 is a schematic diagram of a section of the frame design of a steel building including the ESSC frame.

[0019] [Figure 8] Figure 8 is an isometric view of the in-use configuration of beams and columns connected by an exemplary ESSC as described herein.

[0020] [Figure 9] Figure 9 is an isometric view of the unconnected configuration of the ESSC of Figure 8.

[0021] [Figure 10] Figure 10 is a side elevation view of the unconnected configuration of the ESSC of Figure 8.

[0022] [Figure 11] Figure 11 is a side elevation view of the erection stage configuration of the ESSC of Figure 8.

[0023] [Figure 12] Figure 12 is a side elevation view of the in-use configuration of the ESSC of Figure 8.

[0024] [Figure 13] Figure 13 is a top view of the in-use configuration of the ESSC of Figure 8.

[0025] [Figure 14] Figure 14 is a rear view of the in-use configuration of the ESSC of Figure 8.

[0026] [Figure 15] Figure 15 is an isometric view of the unconnected configuration of another exemplary ESSC as described herein.

[0027] [Figure 16] Figure 16 is a side elevation view of the in-use configuration of the ESSC of Figure 15.

[0028] [Figure 17] Figure 17 is a top view of the ESSC shown in Figure 16.

[0029] [Figure 18] Figure 18 is an isometric view of another exemplary ESSC in an unconnected configuration as described herein.

[0030] [Figure 19] Figure 19 is a side elevation view of the ESSC configuration in the usage stage shown in Figure 18.

[0031] [Figure 20] Figure 20 is a top cross-sectional view along line 20-20 in Figure 19.

[0032] [Figure 21] Figure 21 is an isometric view of another exemplary ESSC in an unconnected configuration as described herein, with one channel plate depicted transparently.

[0033] [Figure 22] Figure 22 is a side elevation view of the ESSC in the construction phase configuration shown in Figure 21.

[0034] [Figure 23] Figure 23 is a detailed view of the web portion cleat of the ESSC, separated from the channel plate shown in Figure 21.

[0035] [Figure 24] Figure 24 is an isometric side view of another exemplary ESSC connecting one column and four beams.

[0036] [Figure 25] Figure 25 is a top view of the ESSC, columns, and beams shown in Figure 24.

[0037] [Figure 26] Figure 26 is an isometric side view of the corner assembly of the ESSC shown in Figure 24.

[0038] [Figure 27] Figure 27 is an isometric side view of the flange assembly of the ESSC shown in Figure 24. [Modes for carrying out the invention]

[0039] Detailed explanation Various features and examples of column-beam connecting assemblies, and related systems and methods, are described below and illustrated in the relevant drawings. Unless otherwise specified, the connecting assemblies and / or various components thereof according to this teaching may include, but are not required to include, at least one of the structures, components, functions, and / or modifications described, illustrated, and / or incorporated herein. Furthermore, unless otherwise specified, the method processes, structures, components, functions, and / or modifications described, illustrated, and / or incorporated herein in connection with this teaching may be included in other similar apparatus and methods, including being interchangeable among the disclosed examples.

[0040] The following examples are purely illustrative and not intended to limit the disclosure, its application, or its use. Furthermore, the benefits provided by the examples below are illustrative, and not all examples provide the same or comparable benefits.

[0041] This detailed explanation includes the following sections that immediately follow: (1) Definitions, (2) Overview, (3) Examples, Components, and Alternatives, (4) Exemplary Combinations and Additional Examples, (5) Benefits, Features, and Effects, and (6) Conclusions. The Examples, Components, and Alternatives section is further divided into subsections A through E, each subsection being appropriately labeled.

[0042] definition

[0043] The following definitions apply herein unless otherwise specified.

[0044] "Substantially" means remarkably similar to other aspects modified by a particular set of dimensions, range, shape, concept, or terminology, and does not need to be a perfect match, as long as the features or components are suitable for their intended purpose or function. For example, an object that is "substantially cylindrical" means that the object is similar to a cylinder, but may have one or more deviations from a true cylinder.

[0045] "Comprising" and "having" (and their conjugations) are interchangeable terms used to mean including but not necessarily limiting, and are open-ended terms not intended to exclude additional unlisted elements or methods or processes.

[0046] Terms such as "first," "second," and "third" are used to distinguish or identify various components of a group in a specific context in an order introduced therein (not intended to indicate an order or numerical limitation), or to serve as fixed identifiers for the components of the group.

[0047] "And / or" is used to mean all combinations of the enumerated elements. For example, an enumeration with two elements, "A and / or B," includes three possibilities: A only, B only, or both A and B. Similarly, an enumeration with three elements, "A, B, and / or C," includes seven possibilities: A only, B only, C only, both A and B, both A and C, both B and C, or all three (A, B, and C). The same pattern is followed for extensions to four or five elements.

[0048] "Coupled" means that the performance of one influences the performance of the other, and may include, but is not necessarily limited to, a physical connection, being linked directly or indirectly by an intervening configuration requirement, either permanently or in a releaseable manner.

[0049] In this specification, the term “about” used when referring to measurable values ​​such as parameters, quantities, and temporal durations means that a variation of ±10%, preferably ±5%, more preferably ±1%, and even more preferably ±0.1% or less of a particular value is included, to the extent that such variation is appropriate in this disclosure. The values ​​indicated by the modifier “about” should be understood to be specifically and preferably disclosed in themselves.

[0050] The terms “beam,” “column,” “simple connection,” “moment connection,” “fully restrained connection,” and “partially restrained connection” as used herein are understood to be as defined in the American Iron and Steel Construction Society (AISC) and the American National Standards Institute (ANSI) standard: ANSI / AISC 360-16 Specification for Structural Steel Buildings.

[0051] In particular, beams are substantially horizontal structural members whose primary function is to resist bending moments. Columns are substantially vertical structural members whose primary function is to resist axial compressive forces.

[0052] A simple connection is a connection that transmits very little bending moment between connected members. There are two types of moment connections. The first is a fully constrained moment connection or fully constrained connection, which transmits very little rotational moment between connected members. The second is a partially constrained moment connection or partially constrained connection, which can substantially transmit rotational moment between connected members.

[0053] Secondary stiffness K under working load s This is considered an index characteristic of joint stiffness. In particular, K s =Ms / θ s And M s θ is the moment under load. s is the rotation angle under load. L and EI are the beam length and bending stiffness, respectively, and K s If L / EI ≥ 20, the connection can be considered a fully constrained connection (in other words, the angle between members can be maintained). s If L / EI ≤ 2, the connection can be considered a simple connection (in other words, it rotates without generating a moment). A connection with stiffness between these two limits is a partially constrained connection, and the stiffness, strength, and flexibility of the connection must be taken into consideration in the design.

[0054] In this disclosure, the terms “simple connection,” “pinned connection,” and “shear connection” may be used interchangeably unless otherwise specified. Similarly, the terms “fully restrained connection” and “full moment connection” may be used interchangeably, and the terms “partially restrained connection” and “flexible moment connection” may be used interchangeably unless otherwise specified.

[0055] overview

[0056] In general, a beam-column connection assembly with erection supports may include beams, columns, and connection structures. Fixing assemblies attached to the sides of columns and fixing assemblies at the ends of beams can be engaged to form a connection structure that joins the beam to the column, thereby joining the beam to the column in such a way that the connection structure provides a moment connection between the beam and column when the beam and column are combined with additional beams and columns, and provides a simple connection between the beam and column when the building is fully constructed. In other words, the formed connection structure transmits a useful amount of moment under the conditions and loads associated with the erection of the building's framework, but does not transmit a significant amount of moment under the conditions and loads associated with the constructed building in use. Such a connection structure may also be referred to as an erection support shear connection (ESSC).

[0057] In the framework of steel structures, ESSCs can be used to connect one end of a beam to a column. For example, the beam may be an I-beam, and the column may be a W-flange, HSS, or box column. Often, each end of the beam is connected to the column by an ESSC. In some examples, one end of the beam may be connected by an ESSC, while the other end is connected by another connection method, such as a standard shear connection.

[0058] An ESSC can be designed to transmit only minimal or negligible moments over the initial range of rotation of the beam, and then transmit significant moments beyond that range. The rotational stiffness of the ESSC may increase abruptly or gradually. The increase in rotational stiffness may be attributed to changes in the engagement between the elements of the link, the material characteristics of the link, and / or any other relevant factors.

[0059] ESSCs can include various structures to achieve proper force transmission. Depending on the included structure, ESSCs can be referred to as delayed moment connections, variable moment connections, limited moment connections, and / or hybrid shear connections.

[0060] In some examples, one or more gaps can exist between the components of an ESSC. Such an ESSC may be referred to as a delayed moment connection (DMC). The beam-side structure can rotate freely relative to the column-side structure until the gap is closed by rotation and corresponding faces of the beam-side and column-side structures come into contact with each other. The size and shape of the gap may be selected and / or designed so that the corresponding faces engage at a desired angle of rotation and / or contact each other over a desired area. The contact area, the shape of the corresponding faces, and the position and / or structural role of the components in which the corresponding faces are located affect the amount of moment transmitted by the DMC.

[0061] In some cases, ESSCs may be recognized as flexible moment connections or partially constrained connections under building standards or specifications. Such ESSCs may be referred to as limited moment connections (LMCs). LMCs can be configured according to the characteristics of the connected beams such that the increase in rotational stiffness results in minimal moment transfer within a range of rotation relevant to the building's usage, but provides sufficient moment transfer outside this range of rotation to give effective erection support.

[0062] Figures 1-3 are schematic diagrams of a single beam 102 and two columns 104 and 105 between the columns of a steel structure. Beam 102 is connected to columns 104 and 105, respectively, by several types of shear connections 106 and 107. The sizes and angles of the components are not drawn to scale. Furthermore, the space between the columns may include any number of other floors formed by other beams (not shown) connected between columns 104 and 105.

[0063] Connected beams and columns can form relative angles, such as the angle 108 between beam 102 and column 104. The nominal or architectural design value can often be a 90-degree angle, i.e., a right angle, as shown in Figure 1. Connections 106 and 107 may be described as joining the beam to the column at a 90-degree angle, i.e., perpendicularly.

[0064] Beams and columns can also be referred to as having a relative rotation angle, which is measured as a variation of angle 10⁸ from the value or absolute value in the building plan design. The angle 10⁸ and the relative rotation angle can vary depending on the loads on the beams and columns.

[0065] During construction, the space between the columns may be subjected to horizontal loads such as wind, as indicated by arrow 101 in Figure 2. Horizontal loads can cause the space between the columns to tilt, with each column deviating from its vertical orientation while the beams remain substantially horizontal. Angle 108 may consequently decrease. If connections 106 and 107 are standard shear connections, the tilting motion may continue unimpeded until the space between the columns collapses, unless restrained by other structures such as support cables.

[0066] In contrast, if connections 106 and 107 are ESSCs, the connections can increase rotational stiffness and / or begin to resist rotation at certain points. The elements of the connections can be in contact or engage, thereby creating moment transfer between the beam and column. The connections may be stiff enough to prevent collapse by generating enough moment to resist tilting between the columns. In this case, supporting structures such as cables are not required, and construction can be simplified.

[0067] Once construction of a building is complete, the space between columns may primarily be subjected to vertical loads, such as the weight of floors and walls, as shown by arrow 112 in Figure 3. Horizontal loads can be handled by other structures in the completed building, such as braced frameworks and shear walls. However, vertical loads can be sufficient to cause beams to deflect or curve, as schematically depicted.

[0068] Beam deflection may also cause rotation of the end of beam 102 relative to column 104 at connection 106, which may result in a change in angle 108. To meet building standards, beam 102 can be sufficiently rigid to support the load of the building without deflecting more than a predetermined amount. For example, beam 102 may have a maximum allowable deflection in the span center and an angle of rotation of the end of the beam resulting from the length of beam 102.

[0069] As stated above, the standard shear connection does not need to substantially resist the rotation of beam 102. The ESSC does not need to substantially resist the rotation of beam 102 within the range of rotation corresponding to the maximum deflection relative to the length of the beam. Therefore, for all rotations that the beam may be expected to experience during the use of the building, the ESSC can be considered and / or act as a simple connection, taking zero moment into account.

[0070] Figure 4A is a schematic graph of the moment-rotation curves for three connection methods for an arbitrarily selected beam. The curve 202 for full moment connection or fully constrained connection, the curve 204 for shear connection or simply connected connection, the curve 206 for the first exemplary ESSC, and the curve 207 for the second exemplary ESSC are shown.

[0071] The rotation range is divided into the usage range 208, the erection range 210, and the range outside the standard range 205. The usage range 208 includes all relative rotation angles permitted under the building standards for completed structures and associated loads. The usage range 208 may have an upper limit at angle 209, which may be the maximum permissible relative rotation angle for connected beams and columns in a structure in use. The erection range 210 includes all relative rotation angles greater than angle 209, which are angles seen during the erection of the building frame under the erection site rules and / or standard practices.

[0072] The angle 209 and / or erection range 210 can be determined in accordance with the relevant building standards and / or safety standards. The relevant standards or standards may depend on the type, size, and / or location of the building, as well as the size, shape, and / or material of the beams and columns connected, and / or other beams and columns of the building. For example, the angle 209 may be the angle of rotation of the ends of a beam resulting from the maximum allowable deflection at the center of the length and span of a steel beam, as defined by AISC.

[0073] As shown, curve 206 changes its slope and overall shape at an angle 211 of the erection range 210. In the illustrated example, the change is sharp, but in other ESSC connections, the change may progress gradually, and / or the moment-rotation curve may be smooth overall. At relative angles up to angle 211, ESSC curve 206 is similar to shear connection curve 204. Above angle 211, ESSC curve 206 may be described as having a steeper slope and being between a full moment connection and a shear connection.

[0074] The change in the shape of curve 206 at angle 211 reflects the change in the rotational stiffness of the DMC at that relative rotation angle. On the other hand, curve 207 maintains a consistent shape that reflects the gradual increase in the rotational stiffness of the LMC. As described above, the first exemplary ESSC can be a DMC, and the second exemplary ESSC can be an LMC.

[0075] Figure 4B is a schematic graph of the slope of the moment-rotation curve in Figure 4A. The slope can also be referred to as the secant stiffness K, which in the AISC specification description is considered an index characteristic of the linkage stiffness under load during use. That is, the slope of the moment-rotation curve, or secant stiffness, in the operating range 208 can be considered an index of the linkage stiffness.

[0076] Figure 4B shows the usage area 208 and construction area 210 as described above, the slope 202S of the moment curve 202 for an exemplary full-moment connection, the slope 204S of the moment curve 204 for an exemplary shear connection, the slope 206S of the moment curve 206 for the first exemplary ESSC connection, and the slope 207S of the moment curve 207 for the second exemplary ESSC connection. Boundaries 212 and 214 are also shown.

[0077] The upper boundary 212 is the slope characteristic of the moment-rotation curve specific to full-moment connections, and the lower boundary 214 is the slope characteristic of the moment-rotation curve specific to shear connections. Both boundaries may be specified under construction standards or criteria, or they may be defined separately. For example, under the AISC specification commentary, boundary 212 can be given by the equation K=(20*E*I) / L (where E is the Young's modulus of the material of the connected beams, I is the second moment of area of ​​the beam's inertia, and L is the length of the beam). Similarly, as outlined in the AISC specification commentary, boundary 214 can be given by the equation K=(2*E*I) / L.

[0078] As shown, the slopes 206S and 207S of the moment-rotation curves, respectively, cross the boundary 214. The slopes 206S and 207S of the curves are less than the boundary value up to angle 211. This may indicate that each of the first and second exemplary ESSCs acts as a shear connection until the connected beams rotate to angle 211. Since angle 211 is within the erection range 210 and greater than the angle of the use range 208, each of the ESSCs can be recognized as a shear connection for the purposes of building design. That is, each of the ESSCs can be used in building design considering zero moment.

[0079] At angle 211, the moment-rotation curve 206 is not continuous but jumps to a larger slope, while the moment-rotation curve 207 continues to increase linearly in slope. This may indicate that the first exemplary ESSC shows a sudden or significant change in rotational stiffness at angle 211, while the second exemplary ESSC shows a gradual increase in rotational stiffness over the use range 208 and erection range 210.

[0080] These characteristics of rotational stiffness in exemplary ESSCs can be achieved by any suitable linkage structure and / or mechanism. For example, the first exemplary ESSC may include one or more gaps between its components, which can be closed at an angle 211 to bring the components into contact with each other. In another example, the second exemplary ESSC may include a standard shear linkage that is modified to increase the rotational stiffness as a whole.

[0081] In the illustrated examples, each ESSC transmits a larger moment than a standard shear link, even within the range of use 208, as represented by curve 204. In some examples, an ESSC may not transmit a moment at all within a small range of rotation angles and may have a smaller slope than the shear link curve 204 within the range of use. In some examples, an ESSC may transmit a moment slightly larger than the standard definition for a shear link and may have a slope slightly above boundary 214 over part or all of the range of use 208. In such examples, structural analysis or other measures may be taken to ensure that the ESSC can be used appropriately as a substitute for a standard shear link. Alternatively, in such examples, an ESSC may be used in a building design specifically made for the performance of an ESSC.

[0082] In the illustrated examples, the inclinations 206S and 207S of the ESSC do not cross boundary 212, and the ESSC does not have rotational stiffness equivalent to a full-moment connection at any relative rotation angle. In some examples, the ESSC can transmit a moment of the same magnitude as a full-moment connection in a portion of its rotation range. In some examples, the inclination of the moment-rotation curve of the ESSC can be such that it does not cross boundary 214, but the ESSC can have sufficient rotational stiffness at least a portion of the angles in the erection range 210 to provide effective erection support.

[0083] As described above, Figures 4A and 4B are drawn for arbitrarily selected beams. In general, curves 202, 204, 206, and 207 can vary depending on the characteristics of a given beam. The ESSC can be designed to have a desirable moment-rotation curve for a range of selected beam lengths and / or other relevant beam characteristics. A particular ESSC may not provide sufficient or appropriate erection support for all beams. A delayed moment linkage, such as the first exemplary ESSC with curve 206, can be useful for a wider range of beam sizes and may be suitable for use as a standard component in many building designs. On the other hand, the second exemplary ESSC with curve 207 can be better configured for a smaller range of beam sizes and may be suitable for use as a component specifically designed for a particular building design.

[0084] Figure 5A is an isometric view of a standard single-plate shear joint or single-clip shear joint 300, as known in the prior art. A beam 302 is connected to a column 304 by a plate 310. The plate 310 is welded to one face of the column 304 and may be referred to as a shear plate or shear clip. The plate 310 is fastened to the web of the beam by a pair of bolts 308 that pass through openings aligned in the plate and the web of the beam. To connect the beam 302 to the column 304 using the joint 300, the beam can be raised by a crane to a position adjacent to the plate. The bolts 308 can be installed while the crane supports the beam. Even after the joint is completed, the column 304 may still require support from cables until a structure that resists the moments of the building's framework is erected.

[0085] A double-plate shear joint or a double-clip shear joint may be similar but may include a second plate welded to the face of a column parallel to but spaced apart from plate 310. The web portion of the beam 302 may be supported between the two plates. The beam may include a bottom cope, i.e., a notch in the lower flange or bottom cope at the end of the beam, so that the web portion can pass between the two shear plates without interference from the beam flange.

[0086] Figure 5B is a schematic diagram of the shear connection 300. The connected beam 302 includes a hole 312 in the web, and the column 304 includes a shear clip 310. The hole in the web is connected to the shear clip by fasteners 308 such as bolts. This connection can function equally well both during the construction and in use of the building.

[0087] Figures 6A and 6B are schematic diagrams of exemplary ESSC400, where Figure 6A shows the connections in a configuration appropriate for the building's frame erection phase, and Figure 6B shows the connections in a configuration appropriate for the building's use phase. ESSC400 can be described to combine standard shear connections with other erection support connection structures. In particular, the ESSC connects beams 402 to columns 404. The standard shear connection includes one or more shear clips 410 fixed to the column 404, the shear clips 410 corresponding to holes 412 in the web portion of the beam 402.

[0088] In addition, the ESSC400 includes a positioning structure formed by the engagement of the beam end fastener assembly 414B and the column side fastener assembly 414C. Similarly, the ESSC includes a holding structure for the beam end and column side fastener assemblies 424B,424C, a moment structure for the beam end and column side fastener assemblies 424B,424C, and a shear structure for the beam end and column side fastener assemblies 416B,416C.

[0089] In the erection configuration shown in Figure 6A, the double-plate shear connections are either not bolted or are secured by other means. The end fasteners of each beam and the side fasteners of the columns of the additional connecting structure engage in the erection configuration of the ESSC. Some or all of the corresponding end fasteners of the beams and side fasteners of the columns can engage to form the respective connecting structures when the beams are lowered further relative to the columns.

[0090] Each of these additional structures can play a role in providing effective erection support and improving the speed and ease of erecting the building's framework. Generally, the additional structures of the ESSC can be configured to have the desired rigidity to engage and transmit moments, and / or to provide erection support in any effective manner.

[0091] Additional connecting structures can be separated from and / or integrated with standard shear connecting structures. For example, a structure can cooperate to connect one or both flanges of a beam to a column. For example, a structure can cooperate to connect the web of a beam to a column independently of the shear plate. For example, a structure can be mounted to and / or engaged with the shear plate.

[0092] In some examples, a single structure can perform two or more functions. For example, a structure can provide both a positioning function and a holding function. In some examples, an ESSC can include separate load paths for moment loads and shear loads. In some examples, an ESSC can include load paths along which both moment loads and shear loads are transmitted.

[0093] The shear structure 416 can support the beam before fastening the beam end components in the connection to the column side components in the connection. While vertical loads from sources such as the weight of the beam itself can be ignored in most shear connection systems, the weight of the beam must still be supported by either the connection or external support until the connection is fastened.

[0094] ESSC can include any suitable structure to support the weight of the beam in cooperation with the connection at the opposite end of the beam. For example, ESSC can include gravity-grabbing structures, projections such as battens, or a pair of corresponding structures such as hooks or posts and openings. The support structures of ESSC can engage when the beam is lowered to a predetermined position without being separately installed or manually positioned by a worker. ESSC can provide sufficient support to allow the beam to remain in place without external support before the installation of any fasteners.

[0095] The moment structure 422 can resist tilting of the frame beyond the desired range of rotation, as described above with reference to Figures 1-4B.

[0096] The positioning structure 414 can facilitate the correct positioning of the connected beams and columns. Correct positioning may include the positioning of corresponding openings in the beam end components and column side components for fastener installation, the relative angles between the beam and column, and / or any relevant spatial relationships between the beam and / or column and / or connection components. For example, the ESSC may include corresponding structures such as posts and slots or tapered projections and openings. The positioning structure of the ESSC can be engaged without being separately installed or manually positioned by an operator and can guide the beam to a predetermined position when the beam is lowered.

[0097] The retaining structure 424 can hold the beam in place before fastening the beam web to the shear plate. Such features may be described as a retaining mechanism and / or locking mechanism. Such features may include fasteners at the ends of the beam and fasteners at the sides of the column, which engage when the beam is lowered to a predetermined position but resist disengaging when the beam is lifted or otherwise moved. For example, the ESSC may include snap-fit ​​elements or latching elements. The retaining structure of the ESSC can engage when the beam is lowered to a predetermined position without requiring separate installation or manual positioning by an operator.

[0098] In the configuration shown in Figure 6B, the holes 412 in the web of the beam 402 are connected to the shear clips 410 of the column 404 by fasteners 408 such as bolts or pins. The additional connecting structures 414, 416, 422, and 424 remain engaged but are no longer involved in the loads received by the ESSC. The ESSC can then function effectively as a standard shear connection.

[0099] Figure 7 shows a section of the plan for a steel structure frame 120, including ESSC 130. The frame includes columns 104 and beams 102. The frame elements are connected by ESSC 130, pin-fixed connectors 136, and braces 138.

[0100] The frame 120 includes a group of four columns 104A, which may be described as a tower assembly or a support tower 142. Each of the four columns 104A is connected to an adjacent beam by an ESSC 130, and the columns are interconnected by four beams 102A. The support tower 142 is self-supporting.

[0101] The frame 120 also includes columns 104B, to which beams are connected only by pin-fastened or simple connections. Some beams 102A have ESSC components fixed at both ends. Some beams 102B may have ESSC components fixed at one end and a pin-fastened connection at the other end. Some beams 102C are connected to adjacent columns only by pin-fastened connections. Some beams 102D are part of a braced frame or a braced column with braces 138.

[0102] During the erection of the building frame 120, the support tower 142 is erected first to provide support to the columns 104B, which are connected to adjacent columns only by pin-fixed connections. That is, the ESSC 130 can resist the moment load associated with the erection of the connected columns. Once all the columns in the supported area of ​​the building frame 120 are erected, the braces 138 can be installed. This method avoids the need to install the braces first, or avoids the need to use supports such as cables or cranes to keep the columns upright while the braces are installed.

[0103] Once the building framework 120 is completed and the building is fully constructed, the ESSC 130 can function similarly to or equivalently to the pin-fixed connections 136. Resistance to lateral loads can be provided by other elements of the building framework, such as braces 138. The braces can be designed or positioned as if the ESSC 130 were a simple connection. Other elements of the framework that resist other moments can be used additionally or as an alternative. For example, a braced framework can be selected where seismic loads are anticipated, while a shear wall can be used instead where seismic resistance is not required. Such moment-resistant elements can be used according to standard design principles without needing to consider the ESSC 130 in the design of the completed building.

[0104] In another example, ESSC130 can be used to replace simple connections in existing building designs. Such design changes can simplify construction and reduce construction time without requiring a complete redesign of the entire building.

[0105] Generally, a beam-column connection assembly with a structural support may include side fasteners for the column and end fasteners for the beam, which engage to form a connection structure that joins the beam to the column. The side fasteners for the column may have a clip structure, which is coupled to a first and / or second brace structure of the end fastener for the beam, where the first brace structure is on the upper flange portion of the beam and the second brace structure is on the lower flange portion of the beam.

[0106] The clip structure may include shear plates or shear clips, such as the shear plates of the standard shear link 300 described above. The clip structure may further include tabs, reinforcing parts, vertical or horizontal plates, and / or any elements suitable for the desired transmission of load.

[0107] The first and / or second bracing structures may include plates, angle steels, brackets, and / or any elements suitable for the desired transmission of the load. In some examples, clip structures may be directly connected to the upper or lower flange portion of the beam instead of the bracing structure.

[0108] Clip structures and brace structures (one or more) can be joined and / or engaged in a locked state by one or more pins. Each pin can be a separate structure or can be integrated with either a clip structure or a brace structure. Each separate pin can be received through aligned openings in both the clip structure and one of the brace structures. Each pin integrated with a clip structure can be received through an opening in one of the brace structures, and each pin integrated with one of the brace structures can be received through an opening in the clip structure. Each pin can extend parallel or perpendicular to the long axis of the beam.

[0109] In some examples, the pin can be smaller than the opening through which it passes; that is, a gap may be formed between the pin and the side of the opening. The pin can be described as having a range of free movement within the opening. Rotation of the beam relative to the column can cause the pin and the surface of the opening to come into contact after the initial range of rotation. The contact surface can transmit moments between the beam and the column. The contact surface can be referred to as a bearing surface and can be configured to provide desired rotational stiffness.

[0110] The joint structure can be designed according to the size of a particular beam, the classification of the beam to which the joint structure can be used, the type of building to which the joint structure can be used, and / or any other relevant factors. For example, the size of the gap between the pin and the side of the opening can be selected according to the size of the beam. In another example, the size of the bearing surface can be selected according to the material(s) of the joint structure and the expected moment load.

[0111] Examples, components, and alternative examples

[0112] The following sections describe selected embodiments of exemplary beam-column connection assemblies, as well as related systems and / or methods. The examples in these sections are illustrative and should not be construed as limiting the entire scope of this disclosure. Each section may contain one or more specific examples and / or contextual or related information, functions, and / or structures.

[0113] A. Example flange bracket delayed moment coupling

[0114] As shown in Figures 8-14, this section describes an exemplary beam-column connection assembly of a steel structure framework, including columns 504, beams 502, and connection 550. The connection assembly may also be referred to as a construction assembly. Connection 500 is an example of an erection-supported shear connection (ESSC) and a delayed moment connection (DMC), as described above.

[0115] In this example, column 504 is a W-shaped flanged column and includes a web 584 connecting the first and second flange portions 582. Beam 502 is an I-shaped beam, which also has a web 554 connecting the upper and lower flange portions 552. Connection 500 joins the end of the beam to the outside of one of the flange portions 582 of the column at a 90-degree angle. Beams and columns are depicted individually, but may form part of the framework between columns and / or of a building.

[0116] In some examples, the column 504 may be an HSS column or a box column. The beam 502 may be an I-beam of any appropriate weight or size. Multiple beams may be connected to either the flange portion 584 and / or the web portion 554 of the column. Up to four beams may be connected at a single node or at a vertical position on the column, and / or beams may be connected at multiple nodes spaced apart along the vertical range of the column.

[0117] The connecting structure 500 can be described as being formed by the engagement between a first fastener assembly attached to a beam 502 and a second fastener assembly attached to a column 504. In Figures 9 and 10, the connecting is depicted in an unconnected configuration, and the fastener assemblies are not engaged. In Figures 8, 11-14, the fastener assemblies are engaged, and in Figure 11, the connecting 500 is shown in a configuration at the erection stage, while in Figures 8, 12-14, the connecting 500 is shown in a configuration at the use stage.

[0118] As shown in Figures 9 and 10, the fastening assembly of beam 502 includes an upper bracket and a lower bracket. In this example, the upper bracket includes a pair of angle steels 518, and the lower bracket includes a pair of angle steels 520. Each of the angle steels 518 and 520 may be described as having a horizontal flange and a vertical flange. A portion of each horizontal flange of the angle steel 518 is fixed to the upper surface of the upper flange 552 of beam 502 and extends outward over the upper cope 593 of the web 554 of the beam. Similarly, a portion of each horizontal flange of the angle steel 520 is fixed to the lower surface of the lower flange 552 of beam 502 and extends outward under the lower cope 592 of the web 554 of the beam.

[0119] Each vertical flange portion of the angle steel 518 includes a bracket hole 519, and each vertical flange portion of the angle steel 520 includes a bracket hole 521. The bracket hole 519 is positioned to receive a first pin 514, and the bracket hole 521 is positioned to receive a second pin 514.

[0120] In some examples, the upper and / or lower brackets may include additional and / or alternative components and may be fixed to the flange portion of the beam in any effective manner. For example, the bracket may include a pair of vertical plates instead of angle steel, or it may include only the vertical flange portion of the angle steel as depicted in this example. For example, the plates, angle steel, and / or other bracket components may be welded or fastened to the flange portion of the beam and fixed to the outer surface of the flange portion of the beam as depicted, or to the side or inner surface of the flange portion.

[0121] The fastening assembly for column 504 includes a pair of shear plates 510. Each shear plate has holes 511 aligned vertically in the central area. A first doubler plate 512 is located at the upper end of each shear plate, and a second doubler plate 516 is located at the lower end of each shear plate. An upper clip hole 513 extends through both the doubler plate 512 and the shear plate 510, and a lower clip hole 517 extends through both the doubler plate 516 and the shear plate 510.

[0122] In this example, the bar 515 is fixed between the shear plates 510, below the holes 511 and above the doubler plate 516. In some examples, fasteners such as bolts or snap-fit ​​pins may be installed through the vertically aligned lowermost holes 511 before the beam is positioned and the fastening assembly between the beam and the column is engaged. In some examples, the fastening assembly may include a separate support structure below the shear plates 510, which may be integrated with or separated from the lower structure, including the lower clip holes 517.

[0123] The upper flange portion of angle steel 518 and the lower bracket of angle steel 520 are examples of brace structures or brace fixings as described above. The shear plate 510, doubler plates 512, 516 and bar 515 are all examples of clip structures as described above. The first and second pins 514 may be described as connecting the bracket to the shear plate or as connecting the fastener assemblies to each other by locking engagement.

[0124] In this example, pin 514 is cylindrical and may also be described as a dowel pin. In some examples, the pin may include features such as a head and / or a snap-fit ​​portion, and / or the pin may be part of a fastener assembly. Each pin has a long axis 594. When positioning the bracket to connect to the shear plate, the long axis 594 may be perpendicular to the long axis of the beam 502, as shown in Figures 11-14 (Figure 10).

[0125] The web portion 554 of the beam 502 includes a plurality of vertically aligned holes 557, which correspond to the holes 511 of the shear plate 510. In the lower cope 562, the web portion further includes notches 525 positioned and formed to correspond to the bars 515.

[0126] To engage the beam and column fasteners of the connection 500, the end of the beam 502 is brought adjacent to the column 504 and can be lowered so that the web portion 554 is held between the shear plates 510 until the notch 525 receives the bar 515. The notch and bar can be used to position the beam such that the hole 557 in the web portion of the beam aligns with the hole 511 in the shear plate, the hole 519 in the upper bracket aligns with the upper clip hole 513, and the hole 521 in the lower bracket aligns with the lower clip hole 517. The chamfers at the upper ends of the doubler plates 512, 516 can help prevent the angle steels 518, 520 from being caught or restrained when the beam is lowered.

[0127] Once the beam is lowered into place, the pin 514 can be inserted through the holes 513, 519 and clip holes 517, 521 of the aligned bracket. The notch 525 rests on the bar 515 and can transmit sufficient shear load from the beam to the column to support the weight of the beam in the erection stage configuration. The pin can hold the beam 502 in place and provide delayed transmission of the bending moment as described above.

[0128] As shown in Figure 10, the clip holes 513 and 517 are each larger than the pin 514. Each of the clip holes can be described as an elongated opening, i.e., a slot, and may have a spread or long axis 596. The long axis 596 of the clip hole is perpendicular to both the long axis 592 of the beam 502 and the axis 594 of the pin 514 (Figure 9). Each of the holes 513 and 517 has a spread 572 along the axis 596. Each of the pins 514 is circular with a diameter 574, and the spread 572 of the holes 513 and 517 is larger than the diameter 574 of the pin 517.

[0129] This size difference can create a gap between adjacent faces of the pins and holes. The position and size of the gap can be changed in accordance with the movement of the beam and / or rotation of the column. The gap can also provide a delay in moment transmission. That is, as described above, the link 500 can be prevented from transmitting moment over the initial range of rotation of the beam. In this example, moment transmission can be prevented until one of the pins 514 contacts the shear plate 510 and either the doubler plate 512 or 516 at the outer edge of each clip hole 513, 517.

[0130] The doubler plates 512 and 516 can be described as increasing the rigidity of the upper and lower ends of the shear plate 510. That is, the doubler plates can increase the area of ​​the bearing surface in contact with the pin 514 after the gap has closed and the beam has rotated over its initial range of rotation. The increased area can reduce the pressure created by the rotational load transmitted through the pin.

[0131] In Figure 14, the connection 500 is shown in its configuration at the time of use. Once the beams 502 and columns 504 are combined with additional beams and columns of the building's framework, the fastening assemblies 508 can be installed to provide full shear performance to the connection. In the example shown, each of the fastening assemblies 508 includes bolts and nuts. Each bolt is installed through one of the holes 511 in the shear plate 510 and one of the holes 557 in the web portion 554.

[0132] B. Exemplary delayed moment coupling of horizontal plates

[0133] As shown in Figures 15-17, this section describes an exemplary beam-column connection assembly for the framework of a steel structure, including columns 604, beams 602, and connection 600. Connection 600 is an example of a framing-supported shear connection (ESSC) and delayed moment connection (DMC) as described above.

[0134] A pair of shear plates 610, each having multiple vertically aligned holes 611, are mounted on the side of a column 604. The size of the shear plates and the number of holes may depend on the size of the beam. A pair of lugs 612 are mounted on top of the shear plates, each having a tapered pin or tooth 614 projecting upwards. A horizontal plate 616 is mounted below the shear plates 610 and extends outward beyond the shear plates to support a further pair of tapered teeth 614.

[0135] Each tooth has a major axis 694. The major axis of tooth 614 can be described as being oriented vertically and / or perpendicular to the major axis 692 of beam 602 (see Figure 17).

[0136] Beam 602 is an I-beam with a web 654 between an upper flange and a lower flange 652. The web 654 of beam 602 includes a plurality of vertically aligned holes 657, which correspond to holes 611 in the shear plate 610. The beam also has a lower cope 662 and an upper cope 663, allowing the web of the beam to engage with the side fasteners of the connecting column without interference from the flange of the beam.

[0137] The upper beam plate 618 is attached to the upper flange of the beam, and the lower beam plate 620 is attached to the lower flange of the beam. The upper beam plate 618 includes a pair of openings 619, and the lower beam plate 620 includes a pair of openings 621. The lower beam plate does not extend outward from the web portion 654 of the beam so that the plate does not obstruct the passage of the web portion between the shear plates 610.

[0138] As best illustrated in Figure 17, openings 619 and 621 are each larger than tooth 614. In this example, all teeth 614 are the same size, and opening 619 is identical to opening 621. In some examples, the size of the teeth and / or openings may differ between the upper and lower parts of the joint.

[0139] As shown in Figure 17, the teeth 614 can be described as forming both lateral and longitudinal gaps 622 in each opening. The gaps can allow tolerances for installation, while the tapering of the teeth 614 can help guide the beam into position. The position and size of the gaps can be changed in accordance with the movement and / or rotation of the beam relative to the column.

[0140] Each of the openings 619 has a transverse axis 698 and a longitudinal axis 696. The transverse axis is perpendicular to the spread or long axis 692 of the beam 602. In this example, each of the openings is elongated transversely and perpendicular to the beam. However, when measured along the transverse and longitudinal axes, the openings are larger than the teeth. In particular, each of the openings 619 has a transverse spread 676 and a longitudinal spread 672. Since each of the teeth 614 is circular, the transverse spread 678 and the longitudinal spread 674 are equal to the diameter of the teeth. The transverse spread 676 and the longitudinal spread 672 of the openings 619 are larger than the diameter of the teeth.

[0141] The gap 622 can provide a delay in moment transmission. That is, as described above, the connection 600 can be prevented from transmitting moment over the initial range of rotation of the beam. In this example, moment transmission can be prevented until the gap 622 is closed and the upper beam plate 618 contacts the teeth 614 of the lug 612 and / or the lower beam plate 620 contacts the teeth 614 of the horizontal plate 616.

[0142] In Figure 15, the connection 600 is shown in an unconnected configuration. To engage the beam and column fasteners of the connection, the end of the beam 602 is brought adjacent to the column 604 and can be lowered until plate 618 contacts lug 612 and plate 620 contacts or approaches plate 616, and the web portion 654 is held between shear plates 610.

[0143] Also located on the horizontal plate 616 and mounted on the side of the column is the latch 624. In this example, the latch 624 is a gate latch mechanism with a central gusset sandwiched between two rotatable latch plates. When the lower beam plate 620 is lowered onto the horizontal plate 616 and engages the lower teeth 614, the beam plate pushes down both latch plates, allowing the projections to rotate and retract. Once the beam plate 620 is seated on the horizontal plate 616, the latch can return to its original position where the projections prevent the beam plate from being detached.

[0144] In general, any effective latch or locking mechanism can be used in place of latch 624. Such a latch can help maintain the alignment of the beam and prevent the beam from being accidentally disconnected from the column. The latch does not need to be capable of resisting lifting of the beam by a construction crane, but can provide sufficient resistance to such lifting to adequately deter or delay the disconnection of the beam in order to ensure safe construction site conditions.

[0145] In Figure 17, the connection 600 is shown in a configuration during the construction phase. In this configuration, the upper beam plate 618 can rest on the lugs 612, with teeth 614 extending through each of the openings 619. The lower beam plate 620 can rest on the horizontal plate 616 and / or be proximal to but spaced apart from the horizontal plate, with teeth 614 extending through each of the openings 621.

[0146] In this position, the beam can be supported by the lugs 612 and horizontal plates 616 before fasteners are installed through the shear plates 610. That is, the connection 600 can be described as including a standard double-plate shear connection and additional structures. The additional structures can provide sufficient shear resistance to support the weight of the beam.

[0147] In Figure 16, the connection 600 is shown in its configuration for use. Fasteners 608 can be installed to provide the full shear capacity of the connection. Each fastener can be installed through the respective holes 611 in the shear plate 610 and the holes 657 in the web portion 654. The shear plate 610 can be fastened to the web portion of the beam by any effective fastener. For example, bolts such as the bolts 308 of the standard shear connection 300 can be used. For example, threaded rods can be used with two nuts. For example, pins with snap-fit ​​or retaining features such as collets can be used.

[0148] Beam 602, column 604, and connector 600 are examples of beam-column connection assemblies as described above. The upper beam plate 618 and lower beam plate 620 are examples of brace structures as described above. The tooth 614 is an example of an integrated pin as described above.

[0149] C. Exemplary Y-clip delay moment coupling

[0150] As shown in Figures 18-20, this section describes an exemplary beam-column connection assembly of a steel structure framework, including columns 704, beams 702, and connection 700. The connection 700 is an erection-supported shear connection (ESSC) and a delayed moment connection (DMC) as described above.

[0151] A Y-clip or a pair of modified shear plates 710, each having multiple vertically aligned holes 711, is mounted on a column 704. At the top, each plate is bent outward from the centerline of the column to form a horizontal tab portion 709 having an opening 719. Each of the openings 719 is fitted with a retaining ring clip 724 located below each horizontal tab portion 709.

[0152] In this example, column 704 is a W-flange column, and the vertical panel 707 extends between the column flanges for mounting the column side fastening assembly of the connection 700. In some examples, the fasteners can be mounted on the outside of one flange of the W-flange column. In some examples, the fasteners can be mounted on one side of the HSS column or box column. In general, the ESSC plates and structures mounted on the column can be mounted in an effective manner. For example, the plate and / or brace assembly can be welded to the web, flange, face, and / or corner of the column.

[0153] The horizontal plate 716 is mounted below the shear plate 710 at the lower end of the vertical panel 707. The horizontal plate 716 extends between the flanges of the column 704 to be attached to the flange and web portions of the column. The horizontal plate also extends outward beyond the shear plate 710 to support a pair of sharply tapered teeth 714. In some examples, the plate 716 can be mounted to the face of the column flange and supported by a brace.

[0154] The beam 702 is an I-beam having a web 754, which symmetrically connects the upper and lower flanges 752. The beam has a lower notch or cope 762, which allows the web of the beam to be supported between the shear plates 710 without interference from the lower flange of the beam. The web 754 of the beam 702 also includes a plurality of vertically aligned holes 757 corresponding to holes 711 in the shear plates 710.

[0155] A pair of openings 721 extend through the lower flange of the beam, proximal to the lower cope 762, and corresponding to the teeth 714 of the horizontal plate 716 (see Figure 20). Ring clips 724 are positioned above each opening. In the illustrated example, the upper flange bar 718 is attached to the upper flange 852 of the beam 702. Another pair of tapered teeth 714 are attached to the flange bar and extend downward. Such bars can be applied to smaller beams or narrower flanges. In examples of connecting larger beams, the flange bar can be omitted, and the teeth 714 can be attached directly to the flange of the beam.

[0156] In the illustrated example, plate 710 of connection 700 extends downward to contact the horizontal plate 716 and is fixed to the horizontal plate 716. Such a connection can reduce positioning errors in the manufacture of the connecting element on the side of the column, but may require more material. In some examples, plate 710 may be spaced apart from the horizontal plate 716 and may not be directly connected to the horizontal plate 716.

[0157] Each of the plates 710 further includes a tapered notch 720 above the vertically aligned holes 711. The shape of the notch is best seen in Figure 19. Dowel bars 723 of the corresponding size are fixed in each web portion of the beam. In some examples, pins or dowel bars are fixed to the column and the beam may include notches. For example, the dowel bar 723 may extend through the shear plate 710 below the holes 711, and the web portion 754 of the beam may include a tapered notch that extends upward from the lower cope 762.

[0158] In the illustrated example, the notch 720 extends around the curved portion of the plate but does not extend to the horizontal tab 709. Generally, the extent of each notch can be determined by the lateral extent of the dowel bar 723. That is, the notches 720 can extend laterally far enough apart from each other to accommodate the dowel bar.

[0159] Openings 719 and 721 are larger than teeth 714, as best shown in Figure 20. In this example, all teeth 714 are the same size, and opening 719 is identical to opening 721. In some examples, the size of the teeth and / or openings may differ between the upper and lower parts of the joint.

[0160] As shown in Figure 20, the opening 721 is elongated in the direction perpendicular to the beam's range or long axis. However, the opening can also be described as having a width greater than the teeth 714 when measured in the direction parallel to the beam's long axis. That is, the opening 721 has a range 772 in the direction parallel to the beam, and the teeth 714 are circular with a diameter 774, so the range 772 of the opening 721 is greater than the diameter 774 of the teeth 714. This size difference forms a gap 722 between adjacent faces of the teeth and the opening.

[0161] The position and size of the gap 722 can be changed in accordance with the movement and / or rotation of the beam relative to the column. The gap 722 can also delay moment transmission. That is, as described above, the connection 700 can be prevented from transmitting moment over the initial range of rotation of the beam. In this example, moment transmission can be prevented until the gap 722 is closed and the teeth 714 contact the flange portion 752 of the lower beam (or the tab 709 of the shear plate 710) at the end of the opening 721 (or 719).

[0162] In Figure 18, the connection 700 is shown in an unconnected configuration. To engage the fasteners of the beam and column of the connection, the end of the beam 702 is brought adjacent to the column 704 and can be lowered to a predetermined position. When the beam 702 is lowered, the web portion 754 of the beam can be received between the shear plates 710, and the dowel bars 723 can be received in the respective notches 720 of the plates. The teeth 714 can be received in the plates 710 or in the corresponding openings of the flange portion 752 of the beam. The tapered shape of the notches 720 and the teeth 714 can help guide the beam into the correct position.

[0163] In Figure 20, the connection 700 is shown in its erection configuration. Once in place, the dowel bars 723 can contact the underside of the notches 720 at each of the shear clips 710. The upper flange bars 718 can rest on the horizontal tabs 709 of the plate 710, with teeth 714 extending downward through the openings 719 at each of the tabs. The lower flange portion 752 of the beam 702 can rest on the horizontal plate 716 and / or be proximal to the horizontal plate but spaced apart, with teeth 714 extending upward through the openings 721 at each of the lower flange portions of the beam. The dowel bars, upper flange portions, and / or lower flange portions of the beam can engage with the shear plate and / or horizontal plate, transmitting sufficient shear load from the beam to the column to support the weight of the beam.

[0164] If included, the retaining ring grip 724 can snap into each groove of the teeth 714 to hold the teeth in engagement with the plate and hold the coupling 700 in the construction stage configuration. The ring clip can be made sufficiently flexible so that each of the teeth 714 can move to any position in each of the openings 719, 721, regardless of the difference in shape between the ring clip and the opening.

[0165] In this configuration, the beam can be supported by plate 710 and horizontal plate 716 before fasteners are installed through plate 710. That is, the connection 700 can be described as including a standard double-plate shear connection and additional structures. The additional structures can provide sufficient shear resistance to support the weight of the beam. The additional structures can also provide a desirable degree of rotational stiffness beyond a certain degree of inclination. The gaps between the elements of the connection can be closed by such inclination, and the contact between corresponding surfaces can produce rotational stiffness.

[0166] In Figure 19, the connection 700 is shown in its configuration for use. Fasteners 708 can be installed to provide full shear performance to the connection. Each fastener can be installed through the respective holes 711 in the shear plate 710 and the holes 757 in the web portion 754. The shear plate 710 can be fastened to the web portion of the beam by any effective fasteners, which extend through aligned holes.

[0167] The beam 702, column 704, and connection 700 are examples of the beam-column connection assembly described above. The Y-clip of the shear plate 710, which has both a horizontal tab 709 and a horizontal plate 716, is an example of the clip structure described above. The vertical portion of the shear plate 710 can be described as the shear connection portion of the clip structure. The horizontal tab 709 and the horizontal plate 716 can be described as the moment connection portion of the clip structure.

[0168] The upper flange bar 718 is an example of the brace structure described above. The lower flange 752 is an example of a flange engaged with a clip structure without the brace structure described above. The tooth 714 is an example of an integrated pin as described above.

[0169] D. Exemplary web cleat delay moment coupling

[0170] As shown in Figures 21-23, this section describes an exemplary beam-column connection assembly of a steel structure framework, including columns 804, beams 802, and connection 800. Connection 800 is an example of a framing-supported shear connection (ESSC) and a delayed moment connection (DMC) as described above.

[0171] A pair of shear plates 810, each having multiple vertically aligned holes 811, are mounted on the side of a column 804. A channel 814 is formed by a pair of channel plates 820, each of which is fixed to the inner surface of one of the corresponding shear plates 810. In the illustrated example, the channel plates are separate plates welded to the shear plates 810. In some examples, the channel plates 820 can be formed on the shear plates 810 as part of a single structure.

[0172] Beam 802 is an I-beam having a web 854, which extends vertically between the upper and lower flanges 852. The beam has a lower notch or cope 862, which allows the web of the beam to be supported between the shear plates without interference from the lower flange of the beam.

[0173] The web portion 854 of the beam 802 also includes a number of vertically aligned holes 857 corresponding to holes 811 in the shear plate 810. Fixed across the holes 857 on each side of the web portion 854 of the beam are cleats 812. Although only one cleat is shown in Figure 21, substantially identical cleats can be similarly positioned on the other side of the web portion 854. Each of the cleats 812 is formed to correspond to a channel 814 between the shear plates 810, as is shown more clearly in Figure 23.

[0174] The cleat 812 includes an upper tapered section and a lower tapered section, which are joined by a straight central section. The size of the tapered sections may remain the same across the beam size, while the central section may have a length corresponding to the beam size. Each tapered section includes an opening 816 that is aligned to coincide with either the uppermost or lowermost hole 857 in the web of the beam.

[0175] In this example, the central section of the cleat 812 includes a notch 818 spanning the remaining holes 857. Depending on the size of the central section and the number of openings in the beam web, the central section may include two or more notches spanning the remaining openings in the beam web, or the notches may be omitted if the web 854 contains only two holes 857.

[0176] In Figure 23, one of the cleats 812 is depicted as being received by a channel 814. Only one channel plate 820 and one shear plate 810 are shown. The channel plate 820 can generally be described as U-shaped or as having a vertically extending notch in the center. The channel 814 may be larger than the cleat 812 and form a gap 822. In particular, based on the position of the cleat 812 in the channel 814, a gap exists between the inner surface of the channel plate 820 and one or both sides of the upper and lower tapered sections of the cleat 812. The position and size of the gap can be changed according to the movement and / or rotation of the beam relative to the column.

[0177] The gap 822 allows for installation errors, while the tapering of the channel and cleat can help guide the beam into place. The gap 822 can also delay moment transmission; that is, as described above, the connection 800 can not transmit moment over the beam's initial range of rotation. In this example, moment transmission can be prevented until the gap 822 is closed and the cleat 812 contacts the inner surface of the channel 820 distal to the column.

[0178] In the illustrated examples, the corresponding faces of the cleat 812 and channel plate 820 are shown to coincide or parallel. In some examples, the shape of the faces can be selected to achieve a desired contact area or contact angle under beam rotation. The gap 822 can be sized and / or shaped to delay the transmission of moment until a desired beam rotation angle is reached.

[0179] In Figure 21, the connection 800 is shown in an unconnected configuration. To engage the fasteners of the beam and column of the connection, the end of the beam 802 is brought adjacent to the column 804 and can be lowered to a predetermined position. When the beam 802 is lowered, the web portion 854 of the beam and the cleat 812 can be received in the channel 814 between the shear plates 810. The tapered portion of the cleat 812 can help position the beam correctly so that the cleat is received within the channel 814 and avoid trapping or snagging.

[0180] In Figure 23, the joint 800 is shown in its erection-stage configuration. Once in place, the cleat 812 contacts the underside of the channel 814, transferring sufficient shear load from the beam to the column to support the weight of the beam. The cleat 812 and channel 814 can be long enough to effectively hold the joint 800 in its erection-stage configuration.

[0181] In Figure 22, the connection 800 is shown in its configuration at the time of use. Once the framework of the building is erected, or an appropriate subset of the building such as a tower assembly is completed, the bolts 808 can be installed to provide full shear performance to the connection. Each bolt can be installed through either the respective holes 811 in the shear plate 810, the holes 857 in the web section 854, or the respective holes 816 or notches 818 in the cleat 812.

[0182] Beam 802, column 804, and connection 800 are examples of beam-column connection assemblies as described above. Shear plate 810 and channel plate 820 are both examples of clip structures as described above. Shear plate 810 can be described as a shear connection of a clip structure. Channel plate 820 can be described as a moment connection of a clip structure.

[0183] E. Abstract color flexible moment linkage

[0184] Figures 24-27 show the Flexible Moment Collar 900, which is an example of the Erection Support Shear Link (ESSC) and Limited Moment Link (LMC) described above. Collar 900 can also be described as a combination of four ESSCs, a cooperative assembly of ESSCs, a partially constrained link, and / or a Flexible Moment Link.

[0185] The column 904 includes four faces and four corners. Each of the beams 902 is mounted proximal to the corresponding face of the column. Each of the beams 902 includes a web 954 that spans between the flanges 952 of the upper and lower beams. The collar includes four flange assemblies 910 and four corner assemblies 912. The flange assemblies 910 and corner assemblies 912 are arranged alternately such that each corner assembly engages with two flange assemblies, and similarly, each flange assembly engages with two corner assemblies.

[0186] As shown in Figure 25, each corner assembly 912 is welded to one of the corners of the column 904. In this example, each flange assembly 910 is welded to one of the beams 902. In some examples, fewer than four beams may be connected to the column, and three or fewer flange assemblies may remain unwelded to the column.

[0187] The flange assembly 910 and the corner assembly 912 are fastened together by horizontal pins 908 extending through corresponding holes in the assemblies. Each of the pins 908 extends through two flange assemblies and one corner assembly. Each corner assembly is fastened by only four pins, and the collar 900 is fastened by a total of sixteen pins.

[0188] As shown in Figure 26, the corner assembly 912 includes two legs 930. The legs extend along the length of the assembly and define an interior angle at their intersection, which corresponds to the geometry of the column 904. In this example, the column has a square cross-section, and the interior angle defined by the legs 930 is a right angle.

[0189] Each of the legs 930 is configured to be mounted on a face of a column such that the corner assembly spans the corner of the column. Standoffs 932 extend from the intersection of the legs and are oriented substantially parallel to the angle bisector of the interior angle. The standoffs 932 also include vertical retaining structures 933 distal to the legs 930. The standoffs 932 and retaining structures 933 can be described as a T-structure.

[0190] Four holes 936 extend through the standoff 932 to receive the pin 908. The holes are divided into upper and lower pairs, corresponding to the upper and lower flange portions of the flange assembly 910. All four holes 936 are either vertically aligned or vertically aligned.

[0191] In some examples, one or more corner assemblies 912 may include gravity stoppers and / or vertical alignment structures. For example, a horizontal plate may be positioned on the bottom surface of the standoff 932, and the horizontal plate may extend beyond the standoff in a direction substantially parallel to the retaining structure 933.

[0192] As shown in Figure 27, the flange assembly includes an upper flange portion 936 and a lower flange portion 938, which are connected by an insert 940. The upper and lower flange portions can be identical and are mirror images only at the mounting position to the I-beam. The insert 940 is attached to the corresponding inner faces of the upper flange portion 936 and the lower flange portion 938 by chamfer welds 942.

[0193] The upper and lower flanges can each be manufactured by cutting or punching a rectangular shape from a sheet or plate of metal. The ends of the rectangle can be bent to form a wing portion 946 at the left or right end of the flange. Two holes 944 extend through each of the wings. The holes 944 can be aligned with holes 934 in the corner assembly 912 to receive a pin 908.

[0194] Each flange section has a thickness of 950. Each of the pair of holes 944 has a vertical spacing of 953. The thickness 950 and the vertical spacing 953 can be selected to achieve appropriate resistance to moment loading or other structural properties of the flange section assembly 910 while limiting material and cost. In some examples, the length or width of the flange section and / or the horizontal spacing between the holes can be similarly selected.

[0195] The insert can be manufactured by cutting or punching out sheet or plate metal. The insert is elongated and has a central elongated portion 948 and a trapezoidal end 956 for connecting to the flange portion of the assembly. The insert can also be described as having a flared shape at the end. Such a flared shape can minimize the amount of material used by allowing the length of the weld and the width of the insert to be optimized separately. This allows the connection of the insert to the flange portion to have sufficient strength without giving the insert unnecessary strength.

[0196] The upper and lower ends of the insert 940 are chamfered for welding to the flange portions 936, 936. In some examples, the ends of the insert may have other shapes suitable for other welding types and / or may include other joining features. Each end has a width 955, which can also be referred to as the length of the weld. In this example, the length of the weld 955 is approximately 7 inches to transmit 200 kip (kilopounds, 7000 lbs) between the insert and the joined flange portion. Depending on the required safety margin and assumed load, the length of the weld 955 can also be 5.5 inches or 3.8 inches.

[0197] The flange assembly 910 can be sized to match the depth and weight of the I-beam. The dimensions or other characteristics of the flange assembly can also be adjusted according to the characteristics of the I-beam, such as its rigidity, and / or the expected construction or usage stage. For example, the flange thickness 950, the hole spacing 953, and the weld length 955 can be varied to achieve appropriate rigidity and / or moment load performance of the flange assembly 910 while minimizing material and / or manufacturing costs.

[0198] Exemplary combinations and additional examples

[0199] This section describes additional aspects and features of beam-column connecting assemblies, presented without limitation as a series of paragraphs, some or all of which may be designated by alphanumeric characters for clarity and efficiency. Each of these paragraphs may be combined in any preferred manner with one or more other paragraphs and / or disclosures elsewhere in this application (including material referenced by reference in cross-references). Some of the following paragraphs explicitly indicate and further restrict other parameters, and some examples of preferred combinations are provided without limitation.

[0200] A0. A beam-column connecting assembly for a building including beams and columns, wherein the column has a fastening assembly attached to its side, and the beam has a fastening assembly at its end, and the fastening assemblies are engaged with each other to form a connecting structure that joins the column to the beam at a 90-degree angle, and the connecting structure provides a moment connection between the beam and column when the beam and column are combined with additional beams and columns, and provides a simple connection between the beam and column when the building is fully constructed.

[0201] A1. The connecting assembly according to A0, characterized in that the connecting structure is a flexible moment connection.

[0202] A2. The coupling assembly according to A0 or A1, characterized in that the rotational stiffness of the coupling structure is delayed over the initial range of rotation.

[0203] A3. A connecting assembly according to any one of A0 to A2, characterized in that the transmission of bending moment between the beam and column is delayed in the initial range of rotation.

[0204] A4. A connecting assembly according to any one of A0 to A3, characterized in that the rotational rigidity of the connecting structure is negligible over the initial range of rotation and increases beyond the initial range of rotation.

[0205] A5. The coupling assembly according to A4, characterized in that the initial range of rotation is less than approximately 0.5 degrees, 1 degree, 1.5 degrees, or 2 degrees.

[0206] A6. A connecting assembly according to any one of A0 to A5, characterized in that the rotational stiffness of the connecting structure is negligible over the initial range of rotation, and provides a flexible moment connection beyond the initial range of rotation.

[0207] A7. A connecting assembly according to any one of A0 to A6, characterized in that the beam is an I-beam having a web portion connecting the upper flange portion to the lower flange portion, and the connecting structure transmits shear load and rotational load through the web portion and at least one flange portion of the beam.

[0208] A8. A connecting assembly according to any one of A0 to A7, characterized in that the column fixing assembly includes a clip structure, the beam is an I-beam having a web portion between an upper flange portion and a lower flange portion, the beam includes a first brace structure attached to the upper flange portion, and the first brace structure is coupled to the clip structure.

[0209] A9. The connecting assembly according to A8, characterized in that each of the first brace structure and the clip structure has at least one opening, and the first brace structure and the clip structure are connected via a pin extending through the opening.

[0210] A10. The connecting assembly according to A8 or A9, characterized in that the first brace structure and the clip structure are connected by a pin extending through a hole specified in the first brace structure or the clip structure.

[0211] A11. The coupling assembly according to A10, characterized in that the long axis of the pin is oriented horizontally.

[0212] A12. The connecting assembly according to A10 or A11, characterized in that the major axis of the pin is oriented at least substantially perpendicular to the major axis of the column.

[0213] A13. A connecting assembly according to any one of A10 to A12, characterized in that the long axis of the pin is oriented in the vertical direction.

[0214] A14. The connecting assembly according to any one of A10 to A13, characterized in that the major axis of the pin is oriented in a direction at least substantially parallel to the major axis of the column.

[0215] A15. A connecting assembly according to any one of A9 to A14, characterized in that one of the openings extends along an axis parallel to the long axis of the beam.

[0216] A16. A connecting assembly according to any one of A9 to A15, characterized in that one of the openings has a width greater than the pin when measured in a direction parallel to the long axis of the beam.

[0217] A17. The connecting assembly according to any one of A9 to A16, characterized in that the first brace structure includes two plate members attached to the upper flange portion, and each plate member has an opening for receiving a pin for locking the engagement between the first brace structure and the clip structure.

[0218] A18. A connecting assembly according to any one of A9 to A17, characterized in that the first brace structure extends over the cope beyond the edge of the end of the upper flange portion.

[0219] A19. A connecting assembly according to any one of A9 to A18, characterized in that the second brace structure is attached to the lower flange portion and the second brace structure is coupled to the clip structure.

[0220] A20. The connecting assembly according to A19, characterized in that the second brace structure extends below the cope beyond the edge of the end of the lower flange portion.

[0221] A21. The connecting assembly according to any one of A0 to A20, further comprising an additional fastening assembly attached to the side of the column, spaced apart along the longitudinal axis of the column in correspondence with the spacing between floors of a building, wherein the additional fastening assembly is configured to engage with a fastening assembly of an additional beam.

[0222] A22. The connecting assembly according to any one of A0 to A21, characterized in that the column further includes an additional side and an additional fastening assembly attached to the additional side, wherein the additional fastening assembly is configured to engage with a fastening assembly of one of the additional beams.

[0223] A23. A connecting assembly according to any one of A0 to A22, characterized in that the beam has a second fastening assembly at the opposite end of the beam for engaging with a fastening assembly of another column.

[0224] A24. A connecting assembly according to any one of A0 to A23, characterized in that the fastening assembly is welded to the column and the beam, at least in part.

[0225] A25. A connecting assembly according to any one of A0 to A24, characterized in that the columns and beams form a self-supporting structure while being assembled.

[0226] A26. The connecting assembly according to A10, characterized in that the first brace structure and the clip structure are connected by two or more pins extending through corresponding holes specified in the first brace structure or the clip structure.

[0227] A27. The connecting assembly according to A17, characterized in that the two plate members are made of angle steel.

[0228] A28. The connecting assembly according to A17, characterized in that the two plate members are planar, vertically oriented plates.

[0229] B0. A construction assembly comprising a steel beam, a column, a first brace fastener, and a second brace fastener, wherein the steel beam has a first end portion including a web portion, an upper flange portion, and a lower flange portion, the column has a side portion and an engagement structure for the beam attached to the side portion, the first brace fastener is attached to the outside of the upper flange portion, the second brace fastener is attached to the outside of the lower flange portion, and each of the first and second brace fasteners is connected to the engagement structure of the column for the beam, thereby providing a moment connection between the beam and the column.

[0230] B1. The construction assembly according to B0, characterized in that the engagement structure to the beam includes a clip structure configured to fix the column to the web portion of the beam.

[0231] B2. The construction assembly according to B1, characterized in that the clip structure has a shear connection portion and a flexible moment connection portion.

[0232] B3. The construction assembly according to B1 or B2, characterized in that the clip structure has a shear connection and a delayed moment connection.

[0233] B4. The construction assembly according to any one of B1 to B3, characterized in that each of the first brace fastener and the second brace fastener has a fastening hole, the clip structure has an upper clip hole and a lower clip hole, and each of the brace fastening holes is aligned with one of the clip holes and pinned.

[0234] B5. The construction assembly according to B4, characterized in that at least one fastening hole and clip hole are elongated in a direction parallel to the long axis of the beam.

[0235] B6. The construction assembly described in B5, characterized in that each of the fastening holes is elongated in a direction parallel to the long axis of the beam.

[0236] B7. The construction assembly according to B5 or B6, characterized in that each clip hole is elongated in a direction parallel to the long axis of the beam.

[0237] B8. The construction assembly according to any one of B5 to B7, characterized in that each of the first brace fastener and the second brace fastener includes a pair of angle steel members mounted on the outside of the upper flange portion, and each of the angle steel members has a hole for receiving a pin for locking the engagement of the brace fastener to the clip structure.

[0238] B9. A construction assembly according to any one of B0 to B8, characterized in that the beam is an I-beam, an H-beam, or a W-shaped flange beam.

[0239] C0. A construction assembly comprising a column having sides, and an engagement structure for the end of a beam attached to the side of the column, wherein the engagement structure for the end of the beam has a shear connection configured for coupling to the web portion of the I-beam, and a moment connection configured for coupling to the flange portion of the I-beam.

[0240] C1. The construction assembly according to C0, characterized in that the engagement structure to the end of the beam includes a pair of clip portions attached to the side of the column.

[0241] C2. The construction assembly according to C1, characterized in that each clip portion has an upper portion for engaging with the upper flange portion of the beam, a lower portion for engaging with the lower flange portion of the beam, and a central portion for engaging with the web portion of the beam.

[0242] D0. A construction assembly comprising an I-beam having a web portion between an upper flange portion and a lower flange portion, and an upper brace fastener attached to the upper flange portion, configured to connect to a column by an engaging device through which a pin passes through a hole, thereby providing a moment connection between the beam and the column.

[0243] D1. The construction assembly according to D0, characterized in that the web portion has a series of holes for bolting to a column to provide a simple shear connection.

[0244] D2. The construction assembly according to D0 or D1, characterized in that the engaging device for passing a pin through a hole has an elongated hole that provides delayed rotational constraint over the initial range of rotation.

[0245] D3. The construction assembly according to any one of D0 to D2, further comprising a lower brace fastener attached to the lower flange portion, wherein the lower brace fastener provides a moment connection between the beam and the column.

[0246] D4. The construction assembly according to D3, characterized in that the lower brace fastener is connected to the column by an engaging device through which a pin having an elongated hole that provides delayed rotational restraint over the initial range of rotation passes through the hole.

[0247] E0. A construction assembly comprising columns and beams connected to the columns by a connecting assembly, wherein the connecting assembly enables relative rotation between the beams and columns over a first and second range of rotation, and the connecting assembly provides a simple connection over the first range of rotation and a moment connection over the second range of rotation.

[0248] E1. The construction assembly according to E0, characterized in that the connecting assembly provides a flexible moment connection over a second rotation range.

[0249] E2. The construction assembly according to E0, characterized in that the connecting assembly provides full moment connection over a second rotation range.

[0250] F0. A tower assembly for a structure comprising four columns and four beams, wherein each beam rests on two of the columns, and each column is connected to the two beams by a beam-column coupling structure, and each beam-column coupling structure provides moment connection when the beams and columns are combined with additional beams and columns, and provides simple connection between the columns and beams when the structure is fully constructed.

[0251] F1. The tower assembly according to F0, characterized in that moment linkage is delayed over an initial range of rotation between each beam and column.

[0252] F2. A tower assembly as described in F0 or F1, including four or more beams.

[0253] G0. A beam-column connecting assembly for a building including beams and columns, wherein the column has a fastening assembly attached to its side, and the beam has a fastening assembly at its end, and the fastening assemblies are engaged with each other to form a connecting structure that joins the column to the beam at a 90-degree angle, and the connecting structure includes means for providing a moment connection between the beam and column when the beam and column are combined with additional beams and columns, and means for providing a simple connection between the beam and column when the building is fully constructed.

[0254] H0. A method for connecting beams and columns, including the following steps: 1) Attach the first fixed structure to the side of the column; 2) Attach the second fixing structure to the end of the beam; 3) Erect the columns vertically; 4) The first and second fixed structures are engaged to form a connecting structure; 5) When a connecting structure is formed by combining columns and beams with additional beams and columns, it provides moment connection; 6) When a building including columns and beams is fully constructed, the connecting structure provides a simple connection between the columns and beams.

[0255] The method of H0, characterized in that the engagement step of H1. 4) includes lowering the end of the beam until it engages with the first fixed structure.

[0256] H2. The method of H0 or H1, further comprising aligning the holes specified in the first and second fixing structures.

[0257] H3. The method according to H2, further comprising locking the engagement of the first and second fixing structures by inserting a pin through an aligned hole.

[0258] H4. The method according to any one of H0 to H3, further comprising bolting the first fixing structure to the second fixing structure.

[0259] J0. A beam-column connecting assembly for a building, comprising beams, columns, and means for joining the ends of beams to columns at a 90-degree angle, wherein the means provides moment connection when the beams and columns are combined with additional beams and columns, and provides simple connection between the beams and columns when the building is fully constructed.

[0260] J1. The beam-column connection assembly according to J0, characterized in that the means for joining includes means for rapidly increasing the resistance to the beam rotating beyond a critical rotation angle relative to the column.

[0261] J2. The beam-column connection assembly described in J1, characterized in that the critical rotation angle is greater than 0 degrees and less than 1 degree.

[0262] K0. A construction assembly comprising beams, columns, and means for joining columns to the ends of beams at a 90-degree angle, wherein the joint acts like a simple shear joint at rotation angles slightly away from 90 degrees and like a moment joint at rotation angles greater than 90 degrees.

[0263] L0. A system for connecting a beam to a column, the system including a component fixed to the column and a component fixed to the beam, and including a collar surrounding the column, the collar being a partial restraint connection.

[0264] L1. The system according to L0, characterized in that the collar is configured to satisfy the relational expression: 2 < (Ks / L) / EI < 20, where Ks = Ms / θs, Ms is the moment at the service load, θs is the rotation angle at the service load, EI is the flexural rigidity of the beam, and L is the length of the beam.

[0265] L2. The system according to L0 or L1, characterized in that the component fixed to the beam is a flange assembly, the flange assembly including an upper lateral element, a lower lateral element, and a bridging component connecting the upper lateral element and the lower lateral element, and the component fixed to the column being a corner assembly including a corner and first and second wide areas defining a T-shaped portion extending from the corner.

[0266] L3. The system according to L2, characterized in that the collar includes exactly four flange assemblies and four corner assemblies, and each pair of adjacent flange assemblies is fixed together through an intervening corner assembly.

[0267] L4. The system according to L3, characterized in that the flange assemblies fixed together are not in a compressed state.

[0268] L5. The system according to L3 or L4, characterized in that the flange assemblies are fixed together by collet pins.

[0269] L6. The system according to any one of L3 to L5, characterized in that the flange assemblies are fixed together by snap-fit fasteners.

[0270] L7. The system according to any one of L0 to L6, characterized in that the color is configured to act as a fully restrained connection during the erection stage of the steel framework of the building and to act as a simple connection during the use of the building.

[0271] M0. A steel framework building including a plurality of columns, a plurality of beams, at least one simple connection between one column and one or more beams, at least one moment-resisting structure, and a self-supporting framework part including four columns and four beams, wherein the four columns are interconnected by the four beams, and each of the columns is connected to two beams by erection support shear connections.

[0272] M1. The steel framework building according to M0, characterized in that the moment-resisting structure is a braced framework, a diagonal brace, a cross brace, or a V-shaped brace.

[0273] M2. The steel framework building according to M0 or M1, characterized in that the moment-resisting structure is a shear wall.

[0274] N0. A construction method of the building according to M0, including first erecting the self-supporting framework part, then erecting the remaining columns and beams including at least one simple connection, and finally installing the moment-resisting structure.

[0275] N1. The construction method according to N0, characterized in that the installation of the moment-resisting structure is carried out without using additional support parts for the columns.

[0276] P0. A connection between a beam and a column including a column and a beam, wherein the column includes a column-side structure, the beam includes a beam-side structure, the column-side structure and the beam-side structure engage, and the engaged structure transmits a shear load from the beam to the column.

[0277] P1. The connection according to P0, characterized in that the column-side structure and the beam-side structure include corresponding features, and the corresponding features guide the alignment of the beam with the column when the engagement of the column-side structure and the beam-side structure is brought about.

[0278] P2. The connection according to P1, characterized in that the corresponding features are engaged by lowering the beam to a predetermined position.

[0279] P3. The connection according to P1 or P2, characterized in that the corresponding features include a tapered pin and an opening.

[0280] P4. The connection according to any one of P1 to P3, characterized in that the corresponding features include a horizontal post and a vertically narrowed channel.

[0281] P5. The connection according to any one of P0 to P4, characterized in that the column-side structure and the beam-side structure include corresponding features, and the corresponding features maintain the engagement of the column-side structure and the beam-side structure.

[0282] P6. The connection according to P5, characterized in that the corresponding features are engaged by lowering the beam to a predetermined position.

[0283] P7. The coupling according to P5 or P6, characterized in that the corresponding feature includes a latch.

[0284] P8. The connection described in any of P5 to P7, characterized in that the corresponding feature includes a snap-fit ​​element.

[0285] P9. The connection according to any one of P0 to P8, characterized in that the engaged structure transmits shear load from the beam to the column without fasteners.

[0286] P10. The connection according to P9, characterized in that the engaged structure allows for a certain range of relative rotation between the beam and the column.

[0287] P11. The connection according to P10, characterized in that the engaged structure limits the relative range of rotation between the beam and the column.

[0288] P12. The connection according to any one of P0 to P11, further comprising a plurality of fasteners.

[0289] P13. The connection according to P12, wherein the column-side structure and the beam-side structure are configured to be fastened together in the framework of a completed building.

[0290] P14. The connection according to P12 or P13, wherein the column-side structure and the beam-side structure are configured to engage without fasteners during construction.

[0291] P15. The connected beam and column are part of the space between columns in the framework of a building, and when the beam-side structure and the beam-side structure engage without fasteners, the connection resists lateral loads sufficiently for the space between columns to be self-supporting. The connection according to any one of P12 to P14.

[0292] P16. The connected beam and column are part of the space between columns in the framework of a building, and when the beam-side structure and the beam-side structure engage without fasteners, the connection resists shear loads sufficiently for the space between columns to be self-supporting. The connection according to any one of P12 to P14.

[0293] Q0. A connection between a beam and a column, comprising a column including a column-side structure and a beam including a beam-side structure, wherein the column-side structure and the beam-side structure engage, and the engaged structure transmits a shear load from the beam to the column, and the beam and the column have a relative rotation angle, the relative rotation angle being zero when the beam and the column are perpendicular, and when the relative rotation angle is between zero and an angle θ, the connection has a rotational stiffness approximately less than (α * E * I) / L (where E is the Young's modulus of the material of the beam, I is the second moment of area of the cross-section of the beam, and L is the length of the beam), and at a relative rotation angle greater than θ, the connection has a rotational stiffness approximately greater than α * EI / L (where α is a value approximately between 2 and 10).

[0294] R0. A connection between a beam and a column in the space between columns of a steel frame of a building, wherein the connection comprises a beam-side structure and a column-side structure including a shear clip, the connection having an erection mode in which the beam-side structure engages with the column-side structure, and a use mode in which the web portion of the beam is bolted to the shear clip of the column-side structure, and in the erection mode, the connection is capable of tilting in response to a lateral load over an initial range of rotation, and beyond the initial range of rotation, the connection resists the lateral load sufficiently to allow the space between columns to self-support.

[0295] S0. A connection between a beam and a column, comprising a column including a column-side structure having a moment-transmitting surface, and a beam including a beam-side structure having a moment-transmitting surface, wherein the column-side structure and the beam-side structure transmit shear load from the beam to the column when engaged, and the beam and column have a relative rotation angle, the relative rotation angle is zero when the beam and column are perpendicular, and when the relative rotation angle is between zero and an angle α (where α is the relative rotation angle resulting from the maximum allowable deflection at the center of the beam's span), the connection acts as a shear connection, and the transmission surfaces of the column-side structure and the beam-side structure come into contact only at a relative rotation angle greater than α.

[0296] S1. The connection according to S0, characterized in that the maximum allowable deflection at the center of the beam span is determined under building standards, regulations, or guidelines.

[0297] S2. The connection according to S0 or S1, characterized in that the relative rotation angle γ corresponds to the maximum allowable inclination of the beam and column as determined by the construction site safety guidelines, and α is less than or equal to γ.

[0298] S3. The connection according to S2, characterized in that at relative rotation angles greater than α, the connection has greater rotational rigidity than a shear connection.

[0299] S4. The connection described in any of S0 to S3, characterized in that the moment-rotation curve of the connection is not differentiable at α.

[0300] T0. A beam-to-column connection comprising a column including a column-side structure and a beam including a beam-side structure, characterized in that the column-side structure and the beam-side structure engage, the engaged structures transmit shear loads from the beam to the column, and the beam can rotate over a first angle before a significant moment is transmitted from the beam to the column through the connection.

[0301] T1. The connection according to T0, characterized in that a significant moment is determined under building standards, regulations, or guidelines.

[0302] T2. The coupling described in T1, characterized in that a significant moment is determined under the specifications of AISC.

[0303] U0. A connection between a beam and a column, including a column-side structure and a beam-side structure, characterized in that the column-side structure and the beam-side structure engage, the engaged structures transmit a portion of the shear load and moment from the beam to the column, and the connection is considered to be zero moment in the structural analysis of the building's framework.

[0304] conclusion

[0305] The present disclosure described above includes several distinct examples that have independent utility. Each of these is disclosed in its preferred form, but the specific examples disclosed and illustrated herein should not be considered in a restrictive sense, as numerous variations are possible. Where section headings are used within this disclosure, such headings are for organizational purposes only. The subject matter of this disclosure includes all novel and non-obvious combinations and partial combinations of the various elements, features, functions, and / or characteristics disclosed herein. The following claims specifically point to certain combinations and partial combinations that are considered novel and non-obvious. Other combinations and partial combinations of features, functions, elements, and / or characteristics may be claimed in an application claiming priority to this application or a related application. Such claims, whether broader, narrower, equal to, or different in scope from the original claims, are also considered to fall within the scope of the subject matter of this disclosure.

Claims

1. A beam and column connecting assembly for a building, including beams and columns, The column has a fastening assembly attached to its side, The beam has a fastening assembly at its end, The fastening assemblies are engaged with each other to form a connecting structure that joins the column to the beam at a 90-degree angle. The connecting structure provides moment connection between beams and columns when beams and columns are combined with additional beams and columns, and provides simple connection between beams and columns when the structure is fully constructed. A connecting assembly characterized by the following.

2. The connecting assembly according to claim 1, characterized in that the connecting structure is a flexible moment connection.

3. The connecting assembly according to claim 1, characterized in that the transmission of bending moment between the beam and column is delayed in the initial range of rotation.

4. The connecting assembly according to claim 1, characterized in that the rotational rigidity of the connecting structure is negligible over the initial range of rotation and increases beyond the initial range of rotation.

5. The connecting assembly according to claim 1, wherein the beam is an I-beam having a web portion that connects the upper flange portion to the lower flange portion, and the connecting structure transmits shear load and rotational load through the web portion and at least one flange portion of the beam.

6. The connecting assembly according to claim 5, characterized in that the column fixing assembly includes a clip structure, and the beam fixing assembly includes a first brace structure attached to the upper flange portion, the first brace structure being coupled to the clip structure.

7. The connecting assembly according to claim 6, characterized in that each of the first brace structure and the clip structure has at least one opening, and the first brace structure and the clip structure are connected via a pin extending through the opening.

8. The connecting assembly according to claim 7, characterized in that the long axis of the pin is oriented horizontally.

9. The connecting assembly according to claim 7, characterized in that one of the openings extends along an axis parallel to the long axis of the beam.

10. The connecting assembly according to claim 6, characterized in that the first brace structure and the clip structure are connected by a pin extending through a hole defined in the first brace structure or the clip structure.

11. The connecting assembly according to claim 10, characterized in that the long axis of the pin is oriented in the vertical direction.

12. The connecting assembly according to claim 10, characterized in that the hole has a width greater than the pin when measured in a direction parallel to the long axis of the beam.

13. The connecting assembly according to claim 7, wherein the first brace structure includes two angle steel members attached to the upper flange portion, and each of the angle steel members has an opening for receiving a pin to lock the engagement between the first brace structure and the clip structure.

14. The connecting assembly according to claim 7, characterized in that the second brace structure is attached to the lower flange portion and the second brace structure is coupled to the clip structure.

15. A construction assembly comprising steel beams, columns, a first brace fastener, and a second brace fastener, The steel beam has a first end portion including a web portion, an upper flange portion, and a lower flange portion. The column has a side surface and an engagement structure for the beam attached to that side surface. The first brace fastener is attached to the upper flange portion. The second brace fastener is attached to the lower flange portion. A construction assembly characterized in that the first brace fastener and the second brace fastener are each connected to a column engagement structure with a beam, thereby providing a moment connection between the beam and the column.

16. The construction assembly according to claim 15, characterized in that the engagement structure to the beam includes a clip structure configured to fix the column to the web portion of the beam.

17. The construction assembly according to claim 16, characterized in that the clip structure has a shear connection portion and a moment connection portion.

18. The construction assembly according to claim 16, characterized in that each of the first brace fastener and the second brace fastener has a fastening hole, the clip structure has an upper clip hole and a lower clip hole, and each of the brace fastening holes is aligned with one of the clip holes and pinned.

19. The construction assembly according to 16, wherein each of the first brace fastener and the second brace fastener includes a pair of angle steel members mounted on the upper surface of the upper flange portion, and each of the angle steel members has a hole for receiving a pin for locking the engagement of the brace fastener to the clip structure.

20. A beam and column connecting assembly for a building, including beams and columns, The column has a fastening assembly attached to its side, The beam has a fastening assembly at its end, The fastening assemblies are engaged with each other to form a connecting structure that joins the column to the beam at a 90-degree angle. The connecting structure includes means for providing moment connections between beams and columns when beams and columns are combined with additional beams and columns, and for providing simple connections between beams and columns when the structure is fully constructed. A connecting assembly characterized by the following.

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