Patent Publication Number: US-8122672-B2

Title: Building metal frame, and method of making, and components therefor including column assemblies and full-length beam assemblies

Description:
CROSS REFERENCE TO RELATED APPLICATION 
     This application is a Continuation-in-Part of U.S. application Ser. No. 12/229,272, filed 21 Aug. 2008, and incorporates by reference the disclosure of that earlier application to the extent necessary for a full enabling disclosure of the present invention. 
    
    
     BACKGROUND OF THE INVENTION 
     Buildings, towers and similarly heavy structures commonly are built on and around a steel framework. A primary element of the steel framework is the joint connections of the beams to the columns. An improved structural joint connection is disclosed in U.S. Pat. No. 5,660,017. However, advanced stress analysis techniques and a study of building collapse mechanisms following seismic and blast events (i.e., terrorist bombings) have resulted in the present improvements. 
     Further, consideration of the conventional building erection tasks and methodologies employed when erecting a building or constructing components for such a steel frame building (as well as the on-site erection of the buildings themselves), with joint connections including gusset plates (or side plates) spanning a column and receiving an end portion of a beam therebetween, has also resulted in the recognition of several inefficiencies or problem areas. Hereinafter, the gusset plates (or side plates) are referred to with either term (or with both terms) as one term has to do with the function of the plates as reinforcement or strengthening to a beam-to-column joint, and the other term has to do with the location of the plates on the sides of the columns and beams. Moreover, as a result of the deficiencies of the conventional technologies, construction costs and material costs for a steel frame building structure of conventional construction are significantly higher than necessary. That is, the current technology teaches a beam (or beams)-to-column joint structure for joining one or more beams in a supporting relationship to a column, with each joint structure including a pair of gusset plates (or side plates) spaced apart and spanning the column, and sandwiching between them the column and an end portion of a connecting beam or beams. The gusset plates or side plates extend outwardly from the column along the sides of the beam(s). Of course, as taught in U.S. Pat. No. 5,660,017, the gusset plates may extend in both directions from a column so that they extend across the column, and connect two beams together, in a supporting relationship to the interposed column. 
     Conventionally, in preparation for erection of such a steel frame building, column structures are shop fabricated, adding the gusset plates or side plates to column sections for one or more floors of the building to be erected at a building site. Between the gusset plates or side plates, an end portion (or stub) of connecting beam is secured into each joint assembly, as by welding. Additional components of the joint assembly are generally added to the columns at this time also, such as welded in vertical shear plates and welded in horizontal continuity plates or shear plates, which improve the strength and stiffness of the joint assemblies. These additional components also facilitate load transfer between the principal components of the joint assembly. 
     Such column structures or assemblies are then shipped to a construction site where the column assemblies for one or more of the lower floors of the building are properly aligned to one another, and are set in the building foundation. With the column assemblies so set and aligned, the conventional practice is then to connect each two aligning stub beams of adjacent column assemblies with a so-called link beam. This link beam is simply an elongate steel beam section generally matching the two stub beams to be connected, and of the proper length to fit between these stub beams with a proper welding root gap. The link beam is then welded in the field (i.e., at the construction site) at each of its ends to one of the aligned stub beams of the connected joint assemblies. Understandably, fitting such link beams into place, and making the field welds at each end of such link beams, which are necessary to structurally join the beam stubs and link beam, is a labor intensive and expensive process. The field welding necessary for this joining of beam stubs to link beams will require multiple passes, and it is to be understood that the beam stubs and link beam may be 30 inches to 42 inches, or more in the vertical dimension and 10 inches to 14 inches or more in the horizontal dimension, so each field weld (required to connect the web of a beam stub to the web of a link beam, and to connect the flanges of a beam stub to the flanges of a ling beam) is a big and labor intensive job to be done in the field. Further, these welding jobs must be performed at heights above the ground that make working and welding a somewhat risky operation. Depending on the design height of the building, construction of successive floors or groups of floors proceeds upwardly atop of the framework for the lower floors. Consequently, as the building grows upwardly, the heights at which such link-beam-to-beam-stub welds must be done grows progressively also. 
     Moreover, during the last several years, there has been considerable additional concern as to how to improve the beam-to-column, and beam-to-beam joint connections of a steel frame building so they will better withstand explosions, blasts and the like as well as other related extraordinary load phenomena. Of particular concern is the prevention of progressive collapse of a building if there are one or more column failures due to terrorist bomb blast, vehicular and/or debris impact, structural fire, or any other impact and/or heat-induced damaging condition. 
     Column failures due to explosions, severe impact and/or sustained fire, have led to progressive collapse of entire buildings. An example of such progressive collapse occurred in the bombing of the A. P. Murrah Federal Building in Oklahoma City in 1995 and in the aerial attack on the World Trade Center towers in 2001. 
     Following the 1994, Northridge, Calif. earthquake, in addition to the invention set forth in U.S. Pat. No. 5,660,017, a number of other alternatives to resist joint connection failure, were suggested or adopted for use in steel construction design for improved seismic performance. For example, the reduced beam section (RBS), or “dog bone” joint connection has been proposed, in which the beam flanges are narrowed near the joint connection. This alternative design reduces the plastic moment capacity of the beam allowing inelastic hinge formation in the beam to occur at the reduced section of the beam. This inelastic hinge connection is thought to relieve some of the stress in the joint connection between the beam and the column. An example is seen in U.S. Pat. No. 5,595,040, for Beam-to-Column Connection, which illustrates such “dog bone” connections. But, because the plastic moment capacity of the beam is reduced due to the narrowing of the beam flanges, the moment load which can be sustained by the beam is also substantially reduced. 
     Another alternative is illustrated by U.S. Pat. No. 6,237,303, in which slots and holes are provided in the web of one or both of the column and the beam, in the vicinity of the joint connection, in order to provide improved stress and strain distribution in the vicinity of the joint connection. Other post-Northridge joint connections are also identified in FEMA 350—Recommended Seismic Design Criteria for New Steel Moment Frame Building, published by the Federal Emergency Management Agency in 2000. All such post-Northridge joint connections have reportedly demonstrated their ability to achieve the required inelastic rotational capacity to survive a severe earthquake. 
     However, one important consideration to be noted in contrast to the present invention is that none of these alternative joint connections provide independent beam-to-beam structural continuity across a column; such continuity being capable of independently carrying gravity loads under a “double-span” condition resulting from a column being suddenly or violently removed by, for example, explosion, blast, impact or other means, regardless of the damaged condition of the column. Additionally none of these alternatives, except the gusset plates used as taught in U.S. Pat. No. 5,660,017, provide any significant torsion capacity or significant resistance to lateral bending to resist direct explosive air blast impingement and severe impact loads. Torsion demands for the joint are created because while the top flanges of the beams are typically rigidly attached to the floor system of a building against relative lateral movement, the bottom flange of the beam is free to twist when subjected to, for example, direct lateral blast impingement loads caused by a terrorist attack. A structure according to this invention will sustain such “double-span” conditions as well as demands from severe torsion loads; while also providing advantages in savings of material, weight, and labor. Indeed, there are no additional and discrete load paths across the column in the event of column failure or joint connection failure or both. 
     SUMMARY OF INVENTION 
     In view of the deficiencies of the prior joint connection technologies, and the elimination of these deficiencies in the improved current joint connection technology taught in U.S. Pat. No. 5,660,017, an object for this invention is to provide a structure and method for eliminating the need for stub beams and later addition of link beams in order to interconnect adjacent joint connections. 
     The present invention provides a metal frame building with multiple column assemblies each having gusset plates or side plates, with the joint connections including and being interconnected by beam assemblies which are substantially full-length between interconnected column assemblies. That is, no field-welded splices in these full length beam assemblies are required in order to interconnect adjacent joint connections with horizontal beam material. Instead, the joint connections are interconnected by a substantially full-length beam assembly which is welded into each joint connection, forming a unitary structure. 
     In view of the above, the present invention provides an improved building framework comprising: at least a pair of vertical column assemblies; each column assembly of the pair of column assemblies having a vertically elongate column member defining a horizontal dimension and a pair of horizontally spaced vertically and horizontally extending side plate members spanning the horizontal dimension of the column member and projecting generally horizontally toward the other column assembly of the pair; a full-length beam assembly disposed between the pairs of projecting side plates of the pair of column assemblies and including a beam member defining an end gap with each column member, and the full-length beam assembly including a pair of opposite cover plates each extending along an end portion of the beam member at each opposite end of the full-length beam assembly; and each of the pair of cover plates being received between a respective pair of projecting side plates of a respective column assembly. 
     Further, the present invention provides a steel frame building structure utilizing a plurality of such beam-to-column joint structures in a unified or holistic structure mutually supporting one another in the event of structural damage or obliteration of a part of the building structure, so that progressive building collapse is mitigated. 
     This invention provides component parts for making a building structure including a beam-to-column, and beam-to-beam structural joint connection, the component parts comprising: a full-length beam assembly for construction of a building framework, the building framework including a pair of spaced apart column assemblies each including a column member and a pair of laterally spaced apart side plates spanning the column member and projecting toward the other column assembly of the pair of column assemblies, the full-length beam assembly comprising: a beam member for extending between the column members of the pair of spaced apart column assemblies and for defining an end gap with each column member; the full-length beam assembly including an end portion at each opposite end thereof, and each end portion of the full-length beam assembly including a pair of opposite cover plates each extending along the end portion of the beam member, each pair of opposite cover plates including an upper cover plate and a lower cover plate, and at least one of the upper cover plates and the lower cover plates being configured and sized for receipt between a respective pair of projecting side plates of a respective column assembly of the pair of column assemblies. And further including a column assembly module for a building framework, the column assembly comprising: a vertically elongate column member defining a horizontal dimension; and a pair of horizontally spaced vertically and horizontally extending side plate members spanning the horizontal dimension of the column member and projecting together and generally in parallel horizontally therefrom; whereby a full-length beam assembly may be disposed between pairs of projecting side plates of a spaced apart pair of such column assembly modules to be welded thereto providing a beam-to-column joint assembly. 
     Among the advantages of this present invention are a recognition that when a seismic catastrophe occurs, or upon blast or explosion or other disastrous events, support from one or more of the columns of a building steel frame structure may be partially or totally lost. This may be due to loss of the column and/or partial or total failure of the beams-to-column joint connections. In either event, the prior conventional beam-to-column joint connections are then insufficient and unreliable. This is because extreme axial tension and moment demands result from the creation of, and gravity loading of, a “double-span” condition of the two joined beams located on either side of a failed or explosively removed or damaged column, which exerts tremendous tensile pull and vertical moment demand on the beam-to-beam joint connection across the failed or removed column, and adjacent beams-to-column joint connections located a beam span distance away. The joint connections of the present invention are best able to resist this condition. 
     Further, in the present invention the beams-to-column joint connections advantageously includes two improved or optimized gusset plates disposed on opposite sides of the beam and column and providing major elements of the improved joint connection, and connected to both of the beams and thus connect them together. The beam-to-beam connection provided by the improved or optimized gusset plates is sufficiently strong to greatly mitigate the damage from blasts, explosions, earthquakes, tornadoes and other violent disasters. The beams may be co-linear, somewhat angled with respect to each other, or even curved, as in the practice in constructing a curved facade for buildings. 
     In the present invention, as stated above, the gusset plates cover and protect the beams-to-column joint connections which attach one, or two, or more beams to a column. In broad view, the joint connections typically utilize an improved version of the gusset plates connection taught in U.S. Pat. No. 5,660,017, in which the gusset plates are not only welded to the beams (or cover plates on the beams, as the case may be), but, the gusset plates are also, welded directly, in a vertical direction, to the flange tips of the column by fillet welds, thus, creating through the gusset plates substantial moment-resisting connections. However, the present invention offers improvements in labor savings, in material costs, and in erection time requirements in comparison to the prior art. 
     It is therefore an object of this invention to provide an improved joint connection in a metal frame building in which adjacent joint connections are integrally connected by a substantially full-length beam assembly extending between and integrally welded into and forming a part of each of the interconnected joint connections. 
     It is another object of this invention to provide an improved joint connection structure which includes a column assembly with side plates or gusset plated so arranged and positioned that stub beams are not needed, and that once adjacent pairs of such columns are set in a foundation, then full-length beam assemblies may be fitted into the portions of the joint connections carried by the column assemblies and welded in place. 
     Still another object of this invention is to provide a beam-to-beam connection across a column which mitigates the likelihood of progressive collapse of the entire building or similarly heavy structure, upon loss of support from the column; or loss of effective beams-to-column joint connections constructed using conventional prior joint connection technology. 
     It is another object of this invention to provide a beam-to-beam connection at a joint connection of beams to a column, which beam-to-beam connection and the beams can carry the gravity and other loads on the beams upon the loss of column support; or loss of beam-to-columns joint connection constructed using conventional prior joint connection technology. 
     It is another object of this invention to provide a full-length beam assembly for assembly into a joint connection as generally described above, which full-length beam assembly provides for its fitment between an adjacent pair of column assemblies and for welding into a unitary structure. 
     Further objects, features, capabilities and applications of the inventions herein will be apparent to those skilled in the art, from the following drawings and description or particularly preferred embodiments of the invention. 
    
    
     
       BRIEF DESCRIPTION OF THE DRAWING FIGURES 
         FIGS. 1 ,  2 , and  3  are each diagrammatic elevation views of respective: two, three, and four story building frameworks; and each illustrates plural column assemblies and plural interconnecting full-length beam assemblies defining the indicated numbers of levels or floors of a building. These drawing Figures also diagrammatically illustrate beam (or beams)-to-column joint connections according to this invention which are further described herein below; 
         FIGS. 2A and 3A  are more developed or detailed schematic elevation views of the building frameworks seen in  FIGS. 2 and 3 , respectively, and include an illustration of an erection methodology made possible by the present invention; 
         FIG. 4  provides a fragmentary view, partially in cross section, of a column assembly, including a column sandwiched by and welded to a pair of gusset plates (or side plates), with an intentionally introduced root gap being provided preparatory to the welds; 
         FIG. 5  is a fragmentary side elevation view of the column and side plates (or gusset plates) of the column assembly seen in  FIG. 4  after completion of the welds; 
         FIG. 6  illustrates a fragmentary view, partially in cross section, of a column welded to one of a pair of gusset plates (or side plates), and preparatory to placement and welding of the other of the pair of gusset plates (or side plates); 
         FIG. 7  illustrates the column and gusset plates (or side plates) seen in  FIG. 6 , but with the welding operations for each gusset plate (or side plate) completed, and illustrating resultant changes in alignment of the gusset plates (or side plates); 
         FIG. 8  provides an illustration of another embodiment of column assembly according to this invention, along with fragmentary illustration of end portions of two full-length beam assemblies which will be united with the column assembly by welding; 
         FIG. 8A  provides an illustration of a column assembly similar to that seen in  FIG. 8 , except that this column assembly is single-sided, and is intended for construction of a corner or outside wall of a building structure; 
         FIG. 9  provides a side elevation view of an embodiment of a full-length beam assembly according to this invention, with part of the length of the beam broken out for clarity of illustration; 
         FIG. 10  illustrates a plan view of the full-length beam assembly seen in  FIG. 9 , and similarly has part of the length of the beam broken out for clarity of illustration; 
         FIG. 11  provides a fragmentary elevation view of an embodiment of column assembly with particularly configured side plates or gusset plates according to this invention; 
         FIG. 12  illustrates a fragmentary view of an embodiment of a column assembly similar to that of  FIG. 4 , with an intentional root gap introduced into the welded column assembly without the use of gap spacers; 
         FIG. 13  illustrates a fragmentary view of another embodiment of a column according to the present invention, and with a bending outwardly or flaring outwardly of the side plates or gusset plates introduced prior to and somewhat remaining after welding of the side plates to the column; 
         FIGS. 14 and 14A  provide respective side elevation and longitudinal edge views of a particular gusset plate or side plate construction, which is a plate weldment construction; 
         FIGS. 15 and 15A  provide respective side elevation and longitudinal edge views of an alternative construction of gusset plate or side plate, which is also a plate weldment construction according to this invention; 
         FIGS. 16 and 16A  provide respective side elevation and longitudinal edge views of still another alternative construction of gusset plate or side plate, which is also a plate weldment construction according to this invention; 
         FIGS. 17 and 17A  provide respective side elevation and longitudinal edge views of yet another alternative gusset plate or side plate construction, which is also a plate weldment construction according to this invention; 
         FIGS. 18 and 18A  provide respective side elevation and fragmentary plan views of an alternative construction of column assembly in which a continuity plate is especially configured and placed to serve as a reinforcement of a side plate or gusset plate, along with a preferred configuration of weld bead at a gap location of the column assembly; 
         FIG. 19  provides a perspective or isometric view of an end portion of a full-length beam assembly according to one embodiment of this invention; 
         FIG. 20  provides a perspective or isometric view of an end portion of a full-length beam assembly like that seen in  FIG. 19  during the process of joining (as by field welding) of the full-length beam assembly to a column assembly to form a beam-to-column joint assembly according to this invention; 
         FIG. 21  shows a perspective view of an end portion of yet another alternative embodiment of full-length beam assembly preparatory to uniting this beam assembly with a column assembly to form a beam-to-column joint. 
         FIGS. 22-24  show sequential steps in the fitting of a full-length beam assembly to a column assembly, showing initial fit-up, bolting, and finished welding of the full-length beam assembly to a column assembly, forming a beam-to-column joint. 
         FIGS. 25 and 26 , respectively provide diagrammatic illustrations of alternative embodiments of side plates of a column assembly and end portions of full-length beam assemblies, preparatory to and during the formation by welding of beam-to-column joint assemblies according to this invention; 
         FIGS. 27 ,  28 , and  29  respectively provide diagrammatic side elevation, cross sectional, and plan views (the latter also being partially in cross sectional view) of a column assembly and an end portion of a full-length beam assembly according to another embodiment of the present invention, preparatory to the formation by welding of a beam-to-column joint assembly according to this invention; 
         FIGS. 30 ,  31 , and  32  provide fragmentary diagrammatic plan views taken in cross section just above projecting pairs of side plates of column assemblies according to this invention, and preparatory to the uniting with these column assemblies of end portions of full-length beam assemblies showing other alternative embodiments of a beams-to-column joint connection according to this invention; 
         FIGS. 33 and 33A  illustrate yet another alternative embodiment of the present invention, in which a column assembly includes a bracket or shelf for supporting an end portion full-length beam assembly, and the full-length beam assembly includes a stud or fitting for interlocking with this column assembly during erection and preparatory to welding of the full-length beam assembly and column assembly into a unitary whole; and 
         FIGS. 34 and 34A  diagrammatically depict yet another embodiment of a side plate construction according to this invention, which is particularly efficient in its use of steel or other material for construction of the side plate. 
     
    
    
     DETAILED DESCRIPTION OF EXEMPLARY PREFERRED EMBODIMENTS OF THE INVENTION 
     The structural steel commonly used in the steel frameworks of buildings is generally produced in conformance with steel ASTM standards A-36, A-572 and A-992 specifications. On the other hand, high strength aluminum and other high-strength metals might be found suitable for use in this invention under some circumstances. Thus, the invention is not limited to construction of steel frame buildings, but is applicable to construction of building frameworks from metals. It is also recognized that materials other than steel might be used for component parts of a beams-to-column joint according to this invention, particularly in the gusset plates or side plates and, possibly, in other elements of the joint connections. For example, in the gusset plates or side plates, other cross sectional shapes might be used in addition to those illustrated herein. So, the invention is not limited to the precise details of the embodiments shown and described herein. 
     Commonly shown in the drawings herein are fillet welds. However, the mention or illustration of a particular kind of weld herein does not preclude the possibility of other kinds of welds being found suitable by a person skilled in the art, including full-penetration and partial penetration single bevel groove welds. In a particular application, it might well be found suitable to use partial-penetration groove welds, flare-bevel groove welds and even other welds and forms of welding, which will be familiar to those ordinarily skilled in the pertinent arts. 
     Also, this invention is not limited to a particular configuration of or shape of beams and columns. Other shapes of columns or beams may be found suitable and capable of applying the inventions herein described, such as square or rectangular structural tube and box built-up shapes. 
     In broad overview,  FIG. 1  provides a fragmentary diagrammatic front elevation view of a framework  10  for a building. The framework is three dimensional although the front elevation view does not illustrate this fact. In this instance, the framework  10  provides for a ground floor  12 , and a second floor  14 . This framework or building structure includes plural column assemblies  16 ,  18 ,  20 , and  22  each embedded into or supported upon a foundation (not seen in the drawing Figures but indicated as a ground plane). Extending between adjacent column assemblies are plural full-length beam assemblies  24 - 36  for supporting the second floor and roof of the building. Joining the column assemblies  16 - 22  and full-length beam assemblies  24 - 36  are plural beam-to-column joint assemblies according to this invention (each indicated with the numeral  38 ), which upon completion of field-welding operations (to be described) become integral parts of and integrally join the column assemblies and full-length beam assemblies into a unitary whole. Again, although  FIG. 1  is shown only in front elevation view, it is to be understood that the structure of building framework  10  is three-dimensional (i.e., extending away from the viewer into the plane of the drawing Figure) and the un-seen remainder of the building structure is similarly constructed. 
     In similar broad overview,  FIG. 2  provides a fragmentary diagrammatic front elevation view of a framework  40  for a building. In this instance, the framework  40  provides for a ground floor  42 , a second floor  44 , and a third floor  46 . This framework or building structure  40  includes plural column assemblies  48 ,  50 ,  52 , and  54  each embedded into or supported upon a foundation (not seen in the drawing Figures—but indicated by a ground plane). Extending between adjacent column assemblies are plural full-length beam assemblies  56 - 72  for supporting the second floor, third floor, and roof of the building. Joining the column assemblies  48 - 54  and full-length beam assemblies  56 - 72  are plural beam-to-column joint assemblies according to this invention (each indicated with the numeral  74 ), which upon completion of field-welding operations (to be described) become integral parts of and integrally join the full-length beam assemblies and column assemblies into an integral whole. Again, although shown only in front elevation view, it is to be understood that the structure of  FIG. 2  is three-dimensional and the remainder of the structure is similarly constructed. 
       FIG. 3  similarly provides a fragmentary diagrammatic front elevation view of a framework  76  for a building. In this instance, the framework  76  provides for a ground floor  78 , a second floor  80 , a third floor  82 , and a fourth floor  84 . Upon consideration of  FIG. 3A  it will be noted immediately that because the column assemblies of this embodiment are perhaps too long to be shipped in their full length to a construction site, or too heavy to be moved about the construction site within crane limitations if they were full length, these column assemblies are each made of two pieces, and are field-welded together as is indicated at column joints  86 . 
     This framework or building structure  76 , viewing  FIG. 3 , includes plural column assemblies  88 - 94  at the lower level, and  96 - 102  at the upper level, with the upper level resting upon and being joined at field-welded column joints  86  to the lower level. Further, the column assemblies  88 - 94  of the lower level are each embedded into or supported upon a foundation (again not seen in the drawing Figures—but indicated by a ground plane). In the diagrammatic illustration of  FIG. 3 , the field welds to make column joints  86  have already been completed. And, extending between adjacent column assemblies  88 - 102  are plural full-length beam assemblies  104 - 126  for supporting the second, third, and fourth floors, and roof of the building to be finished on framework  76 . Joining the column assemblies  88 - 102  and full-length beam assemblies  104 - 126  are plural beam-to-column joint assemblies according to this invention (each indicated with the numeral  128 ), which upon completion of field-welding operations to be described become integral parts of and integrally join the full-length beam assemblies and the column assemblies. Again, although shown only in front elevation view, it is to be understood that the structure of  FIG. 3  is three-dimensional and the remainder of the structure is similarly constructed. 
       FIGS. 2A and 3A  diagrammatically illustrate a methodology for fitting full-length beam assemblies between pre-set (i.e., substantially immovable) column assemblies, preparatory to making the field welds which unite these full-length beam assemblies with the column assemblies to define and form the beam-to-column joints described above. In the case of  FIG. 2 , it is seen that the column assemblies have been set at their design locations and alignments into a foundation for the building. Again,  FIGS. 2A and 3A  illustrate an erection or construction methodology utilized in placing full-length beam assemblies between placed or set column assemblies according to this invention. It will be noted in the following description that in each case, the full-length beam assemblies are moved into an alignment between column assemblies to be connected, and then are moved vertically relatively to the column assemblies either upwardly or downwardly to engage the full-length beam assemblies with the column assemblies preparatory to field welding that will permanently unite these assemblies into unitary structures defining beam-to-column joints according to this invention. Further, it is to be noted that these column assemblies include side plates (or gusset plates) extending toward next-adjacent column assemblies. And again, the gusset plates (or side plates) are referred to with either term (or with both terms) as one term has to do with the function of the plates as reinforcement or strengthening for a beam-to-column joint, and the other term has to do with the location of the plates on the sides of the columns and beams. But, at the time the column assemblies are set on a building foundation, or on a lower level of column assemblies, the column assemblies are not yet interconnected by full-length beam assemblies. And, because the beam assemblies are full-length (i.e., stub beams are not employed as parts of the beam-to-column joint assemblies), these full-length beam assemblies are too long to be moved horizontally between the column assemblies at the level of the extending side plates or gusset plates which will form parts of beam-to-column joints, as described above. 
     However, the full-length beam assemblies can be moved horizontally between the column assemblies at levels above or below the projecting gusset plates or side plates (as will be explained), and can then be lowered or raised into position with their opposite end portions received or sandwiched between the extending and spaced apart gusset plates or side plates. One way of picturing this operation is to imagine the extending side plates as jaws between which the end portions of full-length beams are moved vertically in preparation to being united by field-welding operations.  FIG. 3A  illustrates that in that particular embodiment of the invention, the full-length beam assemblies are each positioned at a level above the projecting side plates or gusset plates, and are then lowered downwardly into place, as is to be further described, preparatory to the field welding which will complete the beam-to-column joints. Also, as will be further described, the column assemblies my include a bracket or shelf upon which the end portions of the full-length beams may set preparatory to welding of the beam-to-column joint assemblies. 
     Similarly,  FIG. 3A  illustrates that the column assemblies  88 - 94  for the ground floor and for the second and third floors as well, have been set into place and aligned on the building foundation. Again, these column assemblies include side plates or gusset plates extending toward next-adjacent column assemblies. But, the column assemblies are not yet interconnected by full-length beam assemblies  104 - 114 . And again, because the beam assemblies are full-length (i.e., stub beams are not employed), they are too long to be moved horizontally between the column assemblies at the level of the projecting side plates or gusset plates which will form parts of beam-to-column joints, as described above. However, as is seen in  FIG. 3A  the full-length beam assemblies can be moved horizontally between the column assemblies at levels above or below the gusset plates or side plates, and then can be lowered or raised into position with their opposite end portions sandwiched between the extending gusset plates or side plates.  FIG. 3A  illustrates that in the illustrated embodiment of the invention, the full-length beam assemblies  104 - 126  are most preferably positioned at a level below the projecting side plates or gusset plates of the column assemblies, and are then raised upwardly into place between the side plates or gusset plates of the column assemblies, as is to be further described, preparatory to the field welding which will complete the beam-to-column joints. 
     As  FIG. 3A  also illustrates, the building frame  76  also includes a fourth floor and roof level of connecting full-length beams. The most preferred methodology or sequence of erection of this building frame is to erect the column assemblies and full-length beam assemblies (as was described immediately above) for the second and third floors, and then to erect on this base the column assemblies  96 - 102  for higher floors by making the field welds at column assembly joints  86 . Next, the interconnecting (i.e., interconnecting the column assemblies) full-length beam assemblies for the higher floors are fitted into place, and the field welds for these higher floors are completed, uniting the framework  76  into a unitary whole. It will be understood that for building frameworks having a greater number of floors or levels, the methodology is simply extended upwardly for the additional floors or levels of the building framework. 
     That is, those ordinarily skilled in the pertinent arts will understand in view of  FIGS. 3 and 3A , that the same methodology can be used for building frames of a greater number of levels or floors than are illustrated in the present drawing Figures. It will be noted that many of the beam-to-column joint connections provide for load transfer and connection among at least two full-length beam assemblies and a column assembly. On the other hand, joint connections at a building corner or at an outside face of the building, or at an interior location of a building  10 ,  40 , or  76  may also be similar although they may connect together a differing disposition and number of full-length beam assemblies and a column assembly. A column assembly for such a outside wall or corner location of a building framework is described below. 
     In view of the above, it will be appreciated that in order to fit a full-length beam assembly between the projecting side plates or gusset plates of a set (i.e., essentially immovable) column assembly, it is necessary to have a certain amount of clearance both between the ends of the full-length beam assembly and the column assemblies, and between the end portion of the full-length beam assembly and the spaced apart side plates or gusset plates of the column assemblies to be interconnected. In other words, some working space or “rattle” space must exist for the construction personnel to fit parts into, and this is true both with respect to the length of the full-length beam assemblies and to the fitting of their end portions between projecting gusset plates (or side plates). 
     Stated differently again, there must be a gap to a column assembly in the length direction of a full length beam assembly. In fact, the present invention employs such a gap for structural reasons, so the term “full-length beam assembly” means a beam assembly with welded components that extends substantially from and between two adjacent column assemblies, and defines an end gap of only a few inches with respect to each column assembly. On the other hand, with respect to fitting the end portions of the full-length beam assemblies between the projecting side plates or gusset plates, there must be a certain amount of lateral “rattle” space into which the end portion of a full-length beam assembly can move (i.e., upwardly or downwardly as explained above) with at least some clearance in order to allow construction personnel to fit together the full-length beam assemblies to the set column assemblies preparatory to field welding of the beam-to-column joints. 
       FIG. 4  illustrates one embodiment of a column assembly  130  (seen in cross sectional plan view taken just above a pair of side plates  132 ,  134  (or gusset plates) for a beam-to-column joint connection).  FIG. 5  illustrates a fragmentary elevation view of this same column assembly  130  looking toward the H-section column  136  and between the projecting side plates (or gusset plates)  132 ,  134 . Viewing  FIG. 4 , it is seen that the H-section column  136  includes a central web  138  and a pair of spaced apart opposite flanges  140 ,  142 . The flanges each have flange tips or end surfaces, indicated with the numerals  144 . At these flange tips  144 , the side plates or gusset plates  132 ,  134  are attached by welding, with the welding operation resulting in multi-pass weld beads  146 . Those ordinarily skilled in the pertinent arts will understand that when the welds  146  are placed and cool, the weld metal contracts as it cools and tends to pull the outer ends  132   a ,  134   a  of the side plates (or gusset plates)  132 ,  134  toward one another, as is indicated by arrows on  FIG. 4 . Depending on the skill of the welder and variables in dimensions for the column  136 , it would be possible for this “weld pulling” to influence or change the spacing between the side plates  132 ,  134  (i.e., moving or pulling the side plates toward one another) to result in a spacing  150  between these side plates at their out ends which is too small to accept an end portion of a full-length beam assembly during erection of a building frame at a construction site. 
     In order to offset this effect described above, and insure sufficient “rattle” room between the side plates  132 ,  134  all along their projecting length, the present invention according to one embodiment utilizes an intentionally introduced or created root gap between the tips of the column flanges  140 ,  142  and the side plates  132 ,  134  preparatory to welding. As is seen best in  FIG. 4 , a spacer item, such as a small spacer, steel block, or length of welding rod or wire  143  is inserted between each flange tip  144  and the side plate  132  or  134 , creating a gap (or root gap)  148  illustrated on  FIG. 4 . This intentional root gap is not so large as to prevent the weld beads from spanning this gap. But, the root gap  148  does slightly space apart the side plates  132 ,  134  at their attachments to the column flange tips  144  by a dimension that slightly exceeds the width of the column  136 . The result is that even if the outer ends of the side plates pull together as a result of the welding operation, there is still sufficient spacing  150  between these side plates at their outer ends that an end portion of a full-length beam assembly can be moved vertically (i.e., upwardly or downwardly) between these side plates during the building frame erection process. 
     Those ordinarily skilled in the pertinent arts will recognize that the spacers  143  may be certified structural material (such as certified welding rod or wire) in which case they may be left in place as seen in  FIG. 4 . On the other hand, a less expensive steel may also be used to make the spacers  143 , and may be removed after the tacking of welds  146  is completed. Alternatively, the desired intentional root gap may be achieved by using a different expedient that does not use metal spacers interposed between surfaces to be welded. That is, a fixture, or holder may be used to space the column member and side plates preparatory to welding. 
       FIGS. 6 and 7  illustrate an alternative embodiment of the present invention, in which a different expedient is employed to make sure that there is sufficient “rattle” space between the outer ends of the spaced apart side plates after welding, so that an end portion of a full-length beam assembly can be fitted between these side plates. 
       FIG. 6  illustrates a column assembly  136   b  (seen in cross sectional plan view taken just above a pair of side plates  132   b ,  134   b  (or gusset plates) for a beam-to-column joint connection. This column assembly  136   b  includes an H-section column  136   a . In  FIG. 6  it will be noted that the upper (in this view) side plate  132   b  has not yet been welded into place, and that this side plate is not truly straight. That is, the end portions of the side plate have been displaced slightly out of plane, so that the side plate ends flare away from the opposite side plate  134   b . However, the lower (in this view) side plate  134   b  has been completely welded (weld beads being illustrated at  146   a ) to the tips of the column flanges, recalling the description above. As a result, the previously slightly cambered or displaced side plate  134   b  has been pulled by cooling weld contraction forces into a position of being straight, or nearly so, as is indicated by arrows on  FIG. 6 . 
       FIG. 7  illustrates a cross sectional plan view like  FIG. 6 , but showing both the side plates  132   b  and  134   b  with completed welds uniting these side plates with the H-section column  136   a . In solid lines are shown the pre-welding shapes and positions of the outer ends of the side plates  132   b ,  134   b , while the dashed lines indicate the shapes and positions of the outer ends of these side plates after completion of the welds  146   a . As is seen best in  FIG. 7  the weld metal has contracted as it cools and pulls the outer ends of the side plates (or gusset plates)  132   b ,  134   b  toward one another. As a result, the side plates  132   b ,  134   b  are essentially parallel and equally spaced apart along their length. The end result is a spacing between these side plates at their out ends (and along their length from these outer ends to the column  136   a ) which provides sufficient “rattle” space or room (i.e., extra lateral space) between the side plates  132   b ,  134   b  all along their projecting length so that an end portion of a full-length beam assembly can be moved vertically (i.e., upwardly or downwardly) between these side plates during the building frame erection process. 
       FIG. 8  is an exploded elevation view, showing a column assembly  130   d  setting on and secured in place to a foundation or ground plane. Thus, the column assembly  130   d  should be considered to be essentially immovable. This column assembly  130   d  is configured for supporting the second and third floors (i.e., along with other similar column assemblies) of a building structure, and for addition on top of this column assembly of an additional column assembly (or assemblies) for still higher floors of a building framework. For this purpose, the column assembly  130   d  includes two vertically spaced apart pairs of side plates (or gusset plates), with only the side plate  132   d  and  132   e  closest to the viewer being visible in  FIG. 8 . The side plates  134   d  and  134   e  spaced away from the viewer are not visible in  FIG. 8 . 
     The column assembly  130   d  includes an H-section column  136   d  having a central web and opposite flanges (as described above) and to which the side plates are welded in spaced apart pairs (also as described above. However, the side plates  132   d  and  132   e  (and  134   d ,  134   e ) embody an alternative embodiment of the present invention, which is particularly efficient in its use of steel. That is, the side plates illustrated in  FIG. 8  have an extraordinarily low steel utilization (i.e., a considerable material saving), and yet achieve outstanding strength and stiffness for a beam-to-column (or beams-to-column) joint connection, as is further explained below. As a first consideration, it is to be noted that the side plates  132   d  and  132   e  (and  134   d ,  134   e ) are essentially fabricated of comparatively thin, flat plate construction requiring considerably less steel to make than would be taught by the conventional technology, and that only at the most highly stressed locations (as will be explained) are these rather thin flat plates reinforced by addition of (in this case) localized, welded-on reinforcing features, such as lugs, plate members, bars, or surface applied weld metal (further disclosed below). 
     As a predicate to understanding the advantages of the side plate constructions seen in  FIG. 8 , it is to be noted that end portions (each indicated with the numeral  152   a ) of full length beam assemblies  152 , are each seen in the positions these beam assemblies will occupy preparatory to their being lifted vertically upward so that the end portion  152   a  is received between the projecting side plates  132   d ,  134   d  (or between plates  132   e ,  134   e ) of the column assembly. Those ordinarily skilled in the pertinent arts will recognize that the full length beam assemblies  152  (further described below with reference to  FIGS. 9 and 10 ) have end portions  152   a  at each of their opposite ends, and also have a length just slightly less than the spacing distance between the column members of the column assemblies which these full-length beam assemblies will interconnect. As a result, the full-length beam assemblies define a slight gap “G” with each column member. 
     Giving further attention to  FIG. 8 , it is seen that the side plates  132   d ,  134   d  (and  132   e ,  134   e ) each have a number of (in this case, three) through holes  133  aligned generally vertically and located near the outer or distal ends of these side plates. Also, the side plates  132   d ,  132   e  each have two vertically aligned pairs of reinforcing members  154 . These reinforcing members are disposed generally near the top and bottom edges ( 156 ,  158 ) of the side plates  132   d ,  132   e , and span across the gap “G.” The column assembly  130   d  also includes vertically spaced apart pairs of continuity plates  160  (or horizontal shear plates) which are welded to the web of the H-section column member, and into the space between the flanges of this H-section column member  136   d . These continuity plates are welded to the column web, and are optionally welded as well to the column flanges. The continuity plates  160  are also welded to the side plates  132   d ,  132   e.    
     As is seen in  FIG. 8  at the right-hand side, and as is also seen in  FIGS. 9 and 10 , the full-length beam assemblies  152  have a beam portion  152 ′, and a pair of opposite end portions  152   a . The beam portion  152 ′ generally is a hot-rolled steel structural member, most preferably of I-beam configuration (although the invention is not so limited), and may have a depth of about 18 inches to about 44 inches or more, and a width of from about 6 inches to 16 inches, or more. Accordingly, it will be appreciated that the drawing Figures are not to scale, and that in several Figures length or proportion of parts and components has been reduced or rearranged for clarity and ease of illustration. Each end portion  152   a  includes an elongate cover plate  162  welded to the upper flange of the beam  152 ′, and another elongate cover plate  164  similarly welded to the lower flange of the beam  152 ′. In addition, on each side of the end portion  152   a , the beam assembly  152  includes a pair of brackets, indicated with the numeral  166 , only the one of which is on the side facing the viewer is visible in  FIG. 8 and 9 . This bracket  166  may be L-shaped as illustrated, although the invention is not so limited. 
     As is indicated in  FIGS. 8 and 9 , the bracket  166  includes a leg or side  166   a , which is generally coextensive in a vertical alignment at its outer face with a corresponding side edge of one or both of the cover plates  162 ,  164 . This bracket leg  166   a  also has a number of (three in this case) vertically spaced holes  168 , which align with the holes  133  of the side plates  132 ( d  &amp;  e ),  134 ( d  &amp;  e ) when the end portion  152   a  is placed between these side plates. As will be explained, at that stage of the erection process, temporary support members will be placed into the holes  133 ,  168  so that the full-length beam assembly  152  is supported between the aligned columns by the projecting side plates. 
       FIG. 8A  provides a fragmentary side elevation view of a column assembly  174  which is similar in many respects to that seen in  FIG. 8 , except that the column assembly  174  is for installation at an outside wall (i.e., outside face) or corner of a building framework, or at the end of an exterior or interior building framework. For this reason, the side plates of the column assembly seen in  FIG. 8A  extend only in a single direction from the column, although they span across the horizontal dimension of the column itself and sandwich this column between the welded-on side plates. Viewing  FIG. 8A , it is seen that this column assembly  174  is configured for supporting the second and third floors (i.e., along with other similar column assemblies) of a building structure, and for addition on top of this column assembly of an additional column assembly (or assemblies) for still higher floors of a building framework. For this purpose, the column assembly  174  includes two vertically spaced apart pairs of side plates (or gusset plates), with only the side plate  176   a  and  178   a  closest to the viewer being visible in  FIG. 8A . The side plates  176   b  and  178   b  spaced away from the viewer are not visible in  FIG. 8 . This column assembly  174  (like column assembly  130   d  of  FIG. 8 ) includes an H-section column  180  having a central web and opposite flanges (as described above) and to which the side plates are welded in spaced apart pairs (also as described above. Also similarly to that illustrated in  FIG. 8 , the side plates  176   a  and  176   b  (and  178   a ,  178   b ) embody the alternative embodiment of the present invention seen in  FIG. 8 . So, it is to be understood that plural column assemblies of  FIG. 8  and of  FIG. 8A  could be employed together in a building framework to mutually support full-length beam assemblies extending between and joined by welding to these column assemblies. Again, the side plates  176 ,  178  are essentially or can be fabricated as comparatively thin, flat plate constructions requiring considerably less steel to make than would be taught by the conventional technology. 
     Turning now to  FIG. 11 , a fragmentary side elevation view is provided of an alternative embodiment of column assembly  182  and side plate  184  configuration. As seen in  FIG. 11 , the column assembly  182  includes a column member  182   a  which is of the now-familiar H-section configuration. However, the side plates  184   a ,  184   b  are each of a configuration which in section (or end elevation view) as seen in  FIG. 11 , is of a shallow U-shape. Each side plate  184  includes a rather or comparatively thin central section  184 ′ and an upper and lower thicker section, each indicated with the numeral  184 ″. In the column assembly  182  of  FIG. 11 , it is to be noted that the shallow U-shape of the side plates  184  faces the column member  182   a , and that the thicker sections  184 ″ are welded to the flange tips of the H-shaped column member  182   a  by weld beads  186 . Also seen in  FIG. 11  is a support bracket  187  which is secured to the column member  182  between the side plates  184   a ,  184   b , and provides a support ledge  187   a  at approximately the lower extent of these side plates. This support bracket  187  may be employed when full-length beam assemblies are to be lowered between side plates (recalling  FIGS. 2 and 2A ). In that assembly method, the end portions of the full-length beam assemblies rest upon the support brackets  187  (i.e., after placing the full-length beam assembly and removing support from a crane) preparatory to the field welding of the beam assemblies to the column assemblies, resulting in the formation of the beam-to-column joints, as described herein. 
       FIG. 12  provides a diagrammatic illustration of an alternative method of providing a spacing (or root gap at the welds of a column member to a pair of projecting side plates. Recalling the embodiment and method disclosed with reference to  FIGS. 4 and 5 , it will be remembered that in that embodiment small spacer blocks of steel or lengths of weld wire were utilized in preparation to welding the side plates to the column member as part of the process of making a column assembly. In the embodiment of  FIG. 12 , no such spacer blocks are employed. Instead, a spacing or root gap, indicated with an arrowed numeral  188  is created between the column member  190  and each side plate  192 ,  194  preparatory to welding, and is so maintained by fixing or supporting devices (not seen in the drawing Figure—but possibly including a fixture or jig, for example) during the welding process. The welding process produces weld beads  196  seen in  FIG. 12 . The result is that the side plates  192 ,  194  are spaced apart adjacent to the column member  190  by a dimension “D” extending from the column member  190  to the full extent of each side plate  192 ,  194 , which is greater than the size of the column member itself. 
     Turning now to  FIG. 13 , an alternative method of providing for sufficient “rattle” space between projecting side plates of a column assembly is diagrammatically illustrated. Viewing  FIG. 13 , it is seen that in this case, similarly to that illustrated and described above with reference to  FIGS. 6 and 7 , the side plates  198  are intentionally cambered, or displaced from being truly straight such that the projecting distal end portions  198   a  of the side plates  198  angle away from one another. However, while in the embodiment of  FIGS. 6 and 7 , the contractions of weld beads were utilized to bring bowed side plates into or nearly into parallel alignment with one another, in the embodiment of  FIG. 13 , the finished welded side plates  198  are still angulated so that they diverge away from one another as they project outwardly from a column member  200 . The result is a wedge shaped, or keystone shaped gap  202  between the projecting distal end portions  198   a  of side plates  198 , as is seen in  FIG. 13 . A full-length beam assembly which is especially configured and constructed to be used in cooperation with column assemblies as illustrated in  FIG. 13  is depicted herein (i.e.,  FIG. 30 ), and is described below. 
     Turning now to  FIGS. 14 and 14A  considered together, an alternative embodiment of construction for a side plate  204  according to this invention is illustrated. Again, this alternative embodiment is a plate weldment construction, including a relatively or comparatively thin plate portion  206  with distal end portions  206   a  which will project beyond and away from a column member (not seen in  FIGS. 14 and 14A ). Adjacent to the distal ends of the plate portions, the side plates define a row of vertically extending holes  208  or perforations for temporary and permanent fixing or supporting of a full-length beam assembly during erection of a building framework, as will be further described. As described above, the full-length beam assemblies to be used with these side plates will be somewhat shorter then the spacing between set and aligned column assemblies, so that a gap dimension will be defined between the end of the full-length beam and the column member of the column assembly. The side plates  204  will span across this gap dimension. For purposes of illustration, in  FIGS. 14 and 14A , the gap dimension and location is illustrated with the character “G” and dashed lines across the side plate  204 . It is to be noted in  FIGS. 14 and 14A  that adjacent their upper and lower edges, and spanning the gap “G”, the side plates  204  include reinforcement features or members, indicated with the numeral  210 . In the embodiment of  FIGS. 14 and 14A , these reinforcement features or members take the form of localized, rather thin, blocks or areas of steel welded onto or deposited onto (as by welding with multiple passes leaving multiple unified weld beads) the side plate member  206 . These blocks or reinforcing features are preferably rectangular in side elevation view of the side plate, and may be rectangular or trapezoidal shape in elevation view, as is best seen in  FIG. 14A . Although not shown in  FIGS. 14 and 14A , it is to be noted that the reinforcing members are not limited to being located within the outline of the side plates, but may extend or project outside of the outside edges of the side plates in order to more effectively add moment area or moment capacity about a neutral axis to the side plates. An embodiment of such a reinforcement is disclosed herein (see  FIGS. 18 ,  18 A). 
     Considering  FIGS. 15 and 15A , another alternative embodiment of construction for a side plate  212  according to this invention is illustrated. This alternative embodiment is a plate weldment construction, including a relatively or comparatively thin plate portion  214  with distal end portions  214   a  which will project beyond and away from a column member (not seen in  FIGS. 15 and 15A ). Adjacent to the distal ends of the plate portions, the side plates define a row of vertically extending holes  216  or perforations for temporary and permanent fixing or supporting of a full-length beam assembly during erection of a building framework, as will be further described. Again, a gap dimension is illustrated in  FIGS. 15 and 15A , and is located and illustrated with the character “G” and dashed lines across the side plate  214 . Again, it is to be noted in  FIGS. 15 and 15A  that adjacent their upper and lower edges, and spanning the gap “G”, the side plates  214  include reinforcement features or members, indicated with the numeral  218 . In the embodiment of  FIGS. 14 and 14A , these reinforcement features or members take the form of blocks of steel welded onto the side plate member  214 . These blocks are rectangular in side elevation view of the side plate and include a recess (or fish mouth)  218 a. The fish mouth blocks  218  may be rectangular in elevation view, as is best seen in  FIG. 15A . 
       FIGS. 16 and 16A  illustrate still another alternative embodiment of construction for a side plate  220  according to this invention. This embodiment for a side plate is also a plate weldment construction, including a relatively or comparatively thin plate portion  222  with distal end portions  222   a  which will project beyond and away from a column member (not seen in  FIGS. 16 and 16A ). Adjacent to the distal ends of the plate portions, the side plates define a row of vertically extending holes  224  or perforations for temporary and permanent fixing or supporting of a full-length beam assembly during erection of a building framework, as will be further described. Again, a gap dimension is defined with respect to the side plate  220 , and is illustrated with the character “G” and dashed lines across the side plate  220 . Again, it will be noted in  FIGS. 16 and 16A  that adjacent their upper and lower edges, and spanning the gap “G”, the side plates  220  include reinforcement features or members, indicated with the numeral  226 . In the embodiment of  FIGS. 16 and 16A , these reinforcement features or members take the form of plural beads of weld metal placed onto the side plate member  222 , and built up and out (i.e., possibly in plural layers or passes of weld metal) by successive welding passes in order to provide a sufficient depth and surface area of reinforcement of the side plate member at the location indicated. It will be noted in  FIGS. 16 and 16A  that the lines or beads of weld metal extend in a direction generally parallel with the length of the side plate member  222 , while providing a body or mass of weld metal that has a vertical orientation (as viewed in side elevation view), although the invention is not so limited. In other words, the lines or beads of weld metal placed on the plate member  222  could extend transverse to the length of the plate member or in some other direction within the scope of this invention. 
     Turning now to  FIGS. 17 and 17A  yet another alternative embodiment of a side plate  228  according to this invention is illustrated. Again, this alternative embodiment is a plate weldment construction, including a relatively or comparatively thin plate portion  230  with distal end portions  230   a  which will project beyond and away from a column member (not seen in  FIGS. 17 and 17A ). Adjacent to the distal ends of the plate portions, the side plates define a row of vertically extending holes  232  or perforations for temporary and permanent fixing or supporting of a full-length beam assembly during erection of a building framework, as will be further described. A gap dimension “G” is indicated on  FIG. 17  with dashed lines across the side plate  228 . Again, adjacent their upper and lower edges, and spanning the gap “G”, the side plates  228  include reinforcement features or members, indicated with the numeral  236 . In the embodiment of  FIGS. 17 and 17A , these reinforcement features or members take the form of oval or elliptical blocks of steel welded onto the side plate member  230 . These oval or elliptical blocks are rectangular in elevation view, as is best seen in  FIG. 17A . 
       FIGS. 18 and 18A  illustrate yet another alternative construction of a reinforcement for a side plate member (and for a beam, or beams, to column joint). Viewing first  FIG. 18 , it is seen that a column assembly  238  includes a column member  238   a  of H-section configuration, which will be familiar to the reader in view of the disclosure above. The column assembly  238  carries a pair of side plates  240   a ,  240   b , only the first of these side plates ( 240   a ) being visible in  FIG. 18 . The other side plate,  240   b , is located directly behind side plate  240   a  as seen in the side elevation view of  FIG. 18  (i.e., seen in the plan view of  FIG. 18A ) A full-length beam assembly  242  is associated with column assembly  238 , and defines an end gap “G” therewith, as will also by now be familiar in view of the disclosure above. However, in this embodiment, the column assembly  238  also carries continuity plates (or horizontal shear plates)  244  (only one of which is seen in  FIG. 18 ) which are each inset into the space between the flanges of the H-section column member  238   a  on opposite sides of the web of this column member, and are joined to the column assembly as by welding. The continuity plates are in this embodiment generally of T-shaped configuration, as is best seen in  FIG. 18   a , and include a leg portion (or pair of such leg portions)  236  which are extended along the adjacent surface (i.e., the top surface as seen in  FIGS. 18 and 18   a ) of the side plate  240   a  and across the gap “G”. The continuity plate projects somewhat across the top of the side plate  240   a , and is welded thereto along the length of the continuity plate  244  by a fillet weld indicated with arrowed numeral  248  which weld extends across the gap “G”. Thus, the side plate  240   a  and continuity plate  244  are united into a unitary structure by the weld  248 . However, as is also seen in  FIG. 18 , additional weld beads (indicated at  250 ) are also extended across the gap “G” and adjacent to the weld  248 . The additional weld beads may be seen as an expansion of the weld area deposited on the side plate  240   a ,  240   b . Thus, the leg portion  246  and welds  248 ,  250  reinforce the side plate  240   a  in the area of gap “G”. 
     Turning now to  FIG. 19 , a fragmentary view of a full-length beam assembly  254 , and particularly of the end portion  254   a  of this beam assembly is illustrated. As is seen in  FIG. 19 , this full-length beam assembly  254  includes a steel structural beam member  254   b  generally of I-beam sectional shape. That is, the member  254   b  may have a width of from about 6 inches to about 16 inches, and may have a vertical depth of from about 18 inches to as much as 44 inches or more, depending on the specifics of the building structure of which this beam assembly makes up a part. At the end portion  254   a  of this full-length beam assembly, a pair of cover plates  256  and  258  are joined to (i.e., welded to) the beam member  254   b . As is seen in  FIG. 19 , the upper cover plate  256  is narrower than the lower cover plate  258 , although these cover plates have the same (or about the same) length along the beam member  254   b , extending from its end a distance along its length. The cover plates are united with the beam  254  by welding along their length, as is seen in  FIG. 19 . 
       FIG. 20  now illustrates a method of joining a full-length beam assembly  254  as seen in  FIG. 19  to a set column assembly, indicated generally with the numeral  260 . It will be recalled that the column assembly  260  includes side plates  262   a ,  262   b , projecting therefrom toward the next-adjacent column assembly, and that the full-length beam assembly defines an end gap “G” with these column assemblies. Recalling  FIG. 3A , in which the full-length beam assemblies were first moved into alignment between spaced apart column assemblies, and then are moved vertically upwardly between the projecting side plates of these column assemblies, it will be seen in  FIG. 20 , that this method has been used to position the end portion  254   a  of the beam assembly  254  between the side plates  262   a ,  262   b . In this position, the beam assembly  254  is temporarily supported (as will be further explained) while fillet welds  264  are used to unite the upper cover plate  256  to the side plates  262   a ,  262   b  adjacent to the inside upper extent of these side plates. Similarly, fillet welds  266  are employed to unite the lower cover plate  258  to the outside lower extent of the side plates  262   a ,  262   b  (only one of the welds  266  being shown in  FIG. 20 ). Viewing  FIG. 20  it is to be noted that these welds  264 ,  266  are each applied in a generally downward direction, indicated by arrow  268 , which indicates generally the orientation of the welding torch used to place the welds  264 ,  266 . Thus, it will be appreciated that the welds  264 ,  266  are easy to place with field welding equipment and techniques. Once the welds  264 ,  266  are placed at each end of the beam assembly, the full-length beam assembly  254  unites the adjacent column assemblies and the beam assembly into an integral structure, including a beam-to-column joint assembly (indicated with numeral  270 ) at each column assembly, and at each end portion of the full-length beam assembly. It will further be understood that for simplicity of illustration, some components of the joint assembly  270  have been omitted or are not yet installed on this joint assembly at the time of illustration in  FIG. 20 . 
     Turning now to  FIG. 21 , an embodiment of full-length beam assembly  272  which provides for simplified and expedient temporary (and permanent) support of the beam assembly during and after erection of a building framework is illustrated. It will be appreciated that  FIG. 21  is a fragmentary perspective view showing the beam member  272   a , and only one end portion  272   b  of a full-length beam assembly  272 , and that the beam assembly will have a similar or identically configured end portion at its other end (not seen in  FIG. 21 ). Viewing  FIG. 21 , it is seen that the end portion  272   b  includes upper ( 274 ) and lower ( 276 ) cover plates, which will be familiar in view of the disclosure above. As illustrated in  FIGS. 19 and 20 , the upper cover plate  274  is narrow enough to go between a pair of projecting side plates at a column assembly, while the lower cover plate  276  is wide enough to span those side plates and be welded to those side plates at the outside lower extent of the side plates, as illustrated in  FIG. 20 . However, the end portion  272   b  also includes a vertically extending shear and support bracket member, indicated with the arrowed numeral  278 . This bracket member  278  includes a first leg  278   a , which is welded to the web of beam member  272   a  as indicated at arrowed numeral  280 . A second leg  278   b  of the bracket member  278  extends generally parallel with the length of the beam assembly  272 , and is provided in this embodiment with vertically spaced apart and aligned holes  278   c  (three such holes  278   c  are shown for illustration, although the invention is not so limited). Most preferably, the second leg  278   b  defines an outer face or surface  278   d , which aligns vertically with the tip or outer edge of the upper cover plate  274 . Also, preferably, the beam assembly  272  includes such a shear and support bracket member  278  on each of its opposite sides, as will be better understood in view of the following description. 
     Turning now to  FIGS. 22 ,  23 , and  24 , considered together and generally in numerical sequence, it is seen in  FIG. 22  that the end portion  272   b  of the full-length beam assembly  272  has been lifted vertically upwardly between the extending side plates of a column assembly, recalling the illustrations and descriptions of the column assemblies seen in  FIGS. 8  and  8 A. This lifting or vertical movement of the full-length beam assembly is continued until it reaches its designed location, with the top face or surface of the lower cover plate  276  in contact with the bottom edge of the side plates  132 . As is seen in  FIG. 22 , a side-to-side rattle space “R” exists between the side plates and the upper cover plate  274 . Thus, the full-length beam assembly can be positioned in alignment with the column assemblies and at a level just below the bottom edges of side plates  132 , and can then be lifted without interference vertically upwardly into place between the side plates  132 , until the lower cover plates contact the bottoms of the side plates  132 . 
     In  FIGS. 22-24  for clarity and ease of illustration, the number of holes in the shear and support bracket members (and in the side plates  132 —recalling  FIG. 8 ) has been shown to be two (2), although the invention is not so limited. That is, the shear and support brackets and side plates may have any number of bolt holes according to necessity and design requirements. But, viewing  FIG. 22 , it is seen that the full-length beam assembly is “self shoring,” and that as a first temporary support for the full-length beam assembly (while it is still supported by a crane), a pair of spud wrenches have been inserted at their tapered handle ends  282  through the holes  133  of the side plates  132  and into the holes  278   c  of the shear and support brackets  278 . Thus, it is understood that these spud wrench handles and the brackets  278  serve as a first temporary support and stabilization for the full-length beam assembly  272  while being placed into its design position between aligned set column assemblies. Also, as is seen in  FIG. 22 , a worker has installed a pair of bolts  284  through the other holes  278   c  and  133 , and has attached a pair of nuts to these bolts (i.e., on the outside face of side plates  132 ). Subsequently, before support to the full-length beam assembly  272  from a crane is removed, another pair of bolts  284  (best seen in  FIG. 23 ) is placed as described above, in substitution for the spud wrench handles. This is done at both ends of the full-length beam assembly  272 . The bolts  284  serve as a second temporary support for the full-length beam assembly  272 . As thus secured, the crane support can be removed from the beam assembly  272 . Further, floor decking (not seen in the drawing Figures) can now be placed upon the full length beam assembly, allowing workmen to walk on this floor decking and considerably improving the safety of the working conditions for these workmen. 
     In  FIG. 23 , it is seen that the bolts securing the side plates  132  to brackets  278  have been tightened, drawing the rattle space “R” closed, and bringing the side plates into contact or close proximity with the sides of the top cover plate  274 . 
     In  FIG. 24 , it is seen that weld beads  286  have been placed, uniting the beam assembly  272  with a column assembly, and producing a beam-to-column joint assembly  288  in accordance with this invention. An additional option is shown also in  FIG. 24 , in which weld bead  290  further unites brackets  278  with side plates  132 . This welding of brackets  278  to the side plates  132  provides additional shear capacity in the beam-to-column joint assembly. 
       FIG. 25  illustrates an alternative structure and method for drawing together a pair of side plates  132  of a column assembly after an end portion of a full-length beam assembly has been placed between these side plates. By way of example, it is seen that the end portion of the full length beam assembly may be configured like that seen in  FIG. 19 . In this case, a large C-clamp type of apparatus  300  has been placed on the side plates  132 , with the rattle space “R” still existing. In preparation to welding the side plates  132  to the top and bottom cover plates of the full-length beam assembly, the clamp  300  is tightened, bringing the side plates into contact or close proximity with the top cover plate. As so clamped and while still supported by a crane or other support device, at least a portion of the weld between the top cover plate and side plates is placed. Preferably, at least a portion of the weld between the lower cover plate and side plates is also placed before support from a crane or other support device is removed from the beam assembly. Once such a full-length beam assembly has been “tacked” (i.e., partially welded) in place at both ends in this way, the welds may be finished without support from a crane or other support device, resulting in a beam-to-column joint assembly in accord with this invention. 
     Considering now  FIG. 26 , another alternative structure and method is depicted for drawing together a pair of side plates  302  of a column assembly after an end portion of a full-length beam assembly  304  has been placed between these side plates. Again, it is seen that the end portion of the full length beam assembly may be configured like that seen in  FIG. 19 . But, in this case, the side plates  302  have each been provided with a sacrificial tab, ear, or bracket  306 . After the full-length beam assembly  304  is placed at its end portion between the side plates (recalling the disclosure above) a tie bolt  308  is inserted through the tabs  306 , as seen in  FIG. 26 . It will be appreciated that when the tie bolt  308  is drawn tight, the side plates  302  are drawn together, eliminating the rattle space between the side plates and the top cover plate of the beam assembly. Subsequently, weld material  310  is placed at the cover plate to side plate locations, as is seen in  FIG. 26 . Again, once such a full-length beam assembly has been welded in place at both ends in this way a beam-to-column joint assembly in accord with this invention is formed. 
     Turning now to  FIGS. 27 ,  28 , and  29 , considered together and generally in numerical sequence, it is seen in  FIG. 27  that the end portion  314   a  of a full-length beam assembly  314  has been lifted vertically upwardly between the extending side plates  316  of a column assembly  318 . The column assembly  318  may be like that shown in  FIGS. 8  or  8 A, or may be of another configuration having extending side plates. Recalling the description above, it will be understood that a side-to-side “rattle” space “R” exits between the side plates  316  and the upper cover plate  320  of the full-length beam assembly. Thus, the full-length beam assembly  318  can be positioned in alignment with two spaced apart column assemblies at a level just below the bottom edges of side plates  316 , and can be lifted without interference vertically upwardly into place between the side plates, until the lower cover plates  322  contact the bottoms of the side plates  316 , as is seen in  FIGS. 27 and 29 . 
     It will be seen in  FIGS. 27 ,  28 , and  29 , that the web  314   b  of the beam member end portion  314   a  of the full length beam assembly  314  defines a through hole  324 . Similarly, the side plates  316  each define similar through holes  326 , which align with the hole  324  when the end portion  314   a  is placed between the side plates  316  in its design position. This alignment of the holes  324  and  326  is best seen in  FIG. 27 . As  FIGS. 28 and 29  show, a tension rod or bolt  328  is placed through the aligned holes  324  and  326 . The pair of brackets  325  (only one bracket shown in  FIG. 27 ) are omitted in the partial plan view of  FIG. 28  for clarity. When the tension rod  328  is tightened, the “rattle” space “R” between the side plates  316  and the edges of the top cover plate  320  is substantially eliminated, by drawing the side plates  316  toward one another. In this condition, the cover plate  320  is welded to the upper inside portion of the side plates  316 , and the lower cover plate  322  is welded to the lower outer extent of the side plates  316 , recalling the description of  FIGS. 22-26  above. 
     Turning now to  FIGS. 30 ,  31 , and  32 , alternative embodiments of column assemblies  330 ,  332 , and  334  are diagrammatically illustrated in cross sectional view taken transverse to the column assemblies and immediately above projecting pairs of side plates  336 ,  338 , and  340 , respectively. Comparing the illustrations of  FIGS. 30 ,  31 , and  32  to those of  FIGS. 4 ,  5 , and  12 , it is seen that an intentional root gap (recalling  FIGS. 4 ,  5 , and  12 ) is not employed. On the other hand, flaring or displacing the side plates away from one another at their distal ends ( FIGS. 6 ,  7 ,  13 ) may be employed, as is seen in  FIG. 30 . However, the expedient employed in the embodiments of column assembly and full length beam assemblies seen in  FIGS. 30 ,  31 , and  32  (i.e., an expedient allowing full-length beams to be assembled between projecting side plates with a sufficient rattle space, and preparatory to welding), is to fit at least the upper cover plate, or at least the lower cover plate, of a full-length beam assembly to the spacing actually existing between the projecting side plates such that a sufficient “rattle” space “R” is provided. In  FIG. 30 , it is seen that the projecting side plates  336  flare away from one another so that they are spaced further apart at their distal ends than they are at the column member  330   a . Consequently, the end portion  342   a  of the full-length beam  342  is provided with a cover plate  344  which is generally “keystone” shaped, having a narrower end  344   a  proximate to the column member  330   a , and a wider end  344   b  spaced from the column member  330   a . The width of the cover plate  344  is made to match the spacing between the side plates such that a sufficient “rattle” space “R” exists for fitting of the end portion  342   a  between the side plates  336 , and such that this rattle space can be substantially eliminated by drawing the side plates slightly (i.e., sufficiently) toward one another preparatory to welding of the side plates to the end portion of the full-length beam assembly  342  to provide a beam-to-column joint according to this invention. 
     In  FIG. 31 , it is seen that the projecting side plates  338  are either substantially parallel or that perhaps they even converge slightly toward one another so that they are spaced less far apart at their distal ends than they are at the column member  332   a . Consequently, the end portion  346   a  of the full-length beam  346  is in this embodiment provided with a cover plate  348  having an end  348   a  proximate to the column member  332   a , and an end  348   b  spaced from the column member  332   a . The width of the cover plate  348  again is made to match the spacing between the side plates  338  such that a sufficient “rattle” space “R” exists for assembly of the end portion  346   a  between the side plates  338 . In this case, the cover plate  348  is made with end  348   a  the same width (i.e., rectangular), or narrower, or even wider, than end  348   b . And again, this rattle space “R” can be substantially eliminated by drawing the side plates toward one another preparatory to welding of the side plates to the end portion of the full-length beam assembly  346 . 
       FIG. 32  illustrates an embodiment of the invention in which the side plates  340  are allowed to converge significantly and visually, as is seen in this drawing Figure somewhat exaggerated for clarity of illustration. So, at their distal ends, the projecting side plates  340  converge toward one another so that they are spaced less far apart at their distal ends than they are at the column member  334   a . Consequently, in this embodiment the end portion  350   a  of a full-length beam  350  is provided with a cover plate  352  which is noticeably “keystone” shaped, but which is tapered in the opposite direction from the embodiment seen in  FIG. 30  (i.e., cover plate end  350   a  is wider than end  350   b ). However, even though the cover plate  352  of  FIG. 32  could not be fitted horizontally between the projecting side plates  340 , it will fit with sufficient rattle space when the end portion  350   a  of full-length beam assembly  350  is moved vertically from below or vertically from above the projecting side plates either upwardly or downwardly between the pair of projecting side plates  340 . 
       FIGS. 33 and 33A  illustrate yet another alternative embodiment of the present invention, in which a column assembly includes a bracket or shelf for supporting an end portion full-length beam assembly, and the full-length beam assembly includes a stud or fitting for interlocking with this column assembly during erection and preparatory to welding of the full-length beam assembly and column assembly into a unitary whole. Viewing  FIG. 33 , it is seen that a column assembly  354  includes a pair of projecting side plates, generally indicated with arrowed numeral  356 . Adjacent to the lower extent of the projecting side plates, and positioned generally between these side plates (as is best seen in  FIG. 33A ), the column assembly  354  includes a bracket or shelf member  358 . Most preferably, this bracket or shelf member  358  may be formed of sufficiently heavy angle iron or plate that it is strong enough to support an end portion of a full-length beam assembly preparatory to welding of the full-length beam assembly to the column assembly at the side plates. 
     As is illustrated in  FIG. 33A , the bracket member  358  preferably includes a vertically extending through hole  358   a . Also as is seen in  FIG. 33A , the end portion  360   a  of a full-length beam assembly  360  includes a downwardly projecting stud or stem  360   b , which when the full-length beam assembly  360  is positioned adjacent to the column assembly preparatory to being lowered between the projecting side plates  356 , aligns with the hole  358   a . Thus, it will be understood that when the full-length beam assembly  360  is lowered between the projecting side plates  356 , the stud or stem  360   b  is received into the hole  358   a  (i.e., at each end of the full-length beam assembly), as the full-length beam assembly comes to rest upon the projecting bracket  358 . Those ordinarily skilled in the pertinent arts will recognize that support from a construction site crane can then be removed, and further preparations for bringing the side plates  356  sufficiently close to the cover plates of the full-length beam assembly can be carried out. Thus, welding of the full-length beam assembly to the column assembly to provide a beam-to-column joint according to this invention can be carried out without the further need for support from a construction site crane. 
     Turning now to  FIGS. 34 and 34A , it is seen that these Figures diagrammatically depict yet another embodiment of a side plate construction according to this invention, which is similar in some respects to those depicted and described above. However, the embodiment of side plate illustrated in  FIGS. 34 and 34A  is particularly efficient in its use of steel (or other material) for construction of the side plate: Viewing now  FIGS. 34 and 34A  together, it is seen that is side elevation view, the side plate  362  is generally rectangular, and may form a part of and span across the horizontal dimension of a column member  364  (indicated by dashed lines) of a column assembly (not seen in  FIG. 34 ). As mentioned and explained above, the side plate  362  may include holes  362   a  or perforations near the distal ends of this side plate for purposes explained above. Importantly, as is best seen in  FIG. 34A , the side plate is not of uniform shape considered vertically in end view or cross section. That is, the side plate  362  includes an upper and a lower portion  366 ,  368  which are larger in cross section (i.e., thicker) than the remainder of the side plate  362 , and provide a significant increase in the stiffness of side plate  362  about its neutral axis, as well as a comparatively large moment capacity about a neutral axis of the side plate  362 . Accordingly, it is seen that the side plate  362  includes a central portion  370  which is comparatively thin, and provides a comparatively smaller moment about a neutral axis of the side plate. However, where the side plate  362  is to span a gap “G” as has been discussed above, still greater area and moment capacity about a neutral axis of the side plate  362  is desired. To this end, the side plate  362  includes added on reinforcement members  372 , which will be familiar to the reader by this point in the disclosure of the present invention. 
     While the present invention has been illustrated and described by reference to preferred exemplary embodiments of the invention, such reference does not imply a limitation on the invention, and no such limitation is to be inferred. Rather, the invention is limited only by the spirit and scope of the appended claims giving full cognizance to equivalents in all respects.