STEEL FRAME STRESS REDUCTION CONNECTION

Abstract: The present invention provides for improvement of strength performance of connections in structural steel buildings made typically with rolled structural shapes, specifically in beam-to-column (306) connections made with bolt or riveted weld web connections and welded flanges, to greatly reduce the very significant uneven stress distribution found in the conventionally-designed connection at the column/beam weld, through use of slots in column (130) and/or beam webs (136) with or without continuity plates (106) in the area of the column between the column flanges, as well as, optionally, extended shear connections (48) with additional columns of bolts for the purpose of reducing the stress concentration factor in the center of the flange welds.

Description: STEEL FRAME STRESS REDUCTION CONNECTION TECHNICAL FIELD The present invention relates broadly to load bearing and moment frame connections. More specifically, the present invention relates to connections formed between beams and/or columns, with particular use, but not necessarily exclusive use, in steel frames for buildings, in new construction as well as modification to existing structures. BACKGROUND ART In the construction of modern structures such as buildings and bridges, moment frame steel girders and columns are arranged and fastened together, using known engineering principles and practices to form the skeletal backbone of the structure. The arrangement of the girders, also commonly referred to as beams, and/or columns is carefully designed to ensure that the framework of girders and columns can support the stresses, strains and loads contemplated for the intended use of the bridge, building or other structure. Making appropriate engineering assessments of loads represents application of current design methodology which is compounded in complexity when considering loads for seismic events, and determining the stresses and strains caused by these loads in structures, are compounded in areas where earthquakes occur. It is well known that during an earthquake, the dynamic horizontal and vertical inertia loads and stresses, imposed upon a building, have the greatest impact on the connections of the beams to columns which constitute the earthquake damage resistant frame. Under the high loading and stress conditions from a large earthquake, or from repeated exposure to milder earthquakes, the connections between the beams and columns can fail, possibly resulting in the collapse of the structure and the loss of life. The girders, or beams, and columns used in the present invention are conventional I-beam, W-shaped sections or wide flange sections. They are typically one piece, uniform steel rolled sections. Each girder and/or column includes two elongated rectangular flanges disposed in parallel and a web disposed centrally between the two facing surfaces of the flanges along the length of the sections. The column is typically longitudinally or vertically aligned in a structural frame. A girder is typically referred to as a beam when it is latitudinally, or horizontally, aligned in the frame of a structure. The girder and/or column is strongest when the load is applied to the outer surface of one of the flanges and toward the web. When a girder is used as a beam, the web extends vertically between an upper and lower flange to allow the upper flange surface to face and directly support the floor or roof above it. The flanges at the end of the beam are welded and/or bolted to the outer surface of a column flange. The steel frame is erected floor by floor. Each piece of structural steel, including each girder and column, is preferably prefabricated in a factory according to predetermined size, shape and strength specifications. Each steel girder and column is then, typically, marked for erection in the structure in the building frame. When the steel girders and columns for a floor are in place, they are braced, checked for alignment and then fixed at the connections using conventional riveting, welding or bolting techniques. While suitable for use under normal occupational loads and stresses, often these connections have not been able to withstand greater loads and stresses experienced during an earthquake. Even if the connections survive an earthquake, that is, don't fail, changes in the physical properties of the connections in a steel frame may be severe enough to require structural repairs before the building is fit for continued occupation. DISCLOSURE OF INVENTION The general object of the present invention is to provide new and improved beam to column connections. The improved connection reduces stress and/or strain in beam to column connections caused by both static and dynamic loading. The improved connection of the present invention extends the useful life of the steel frames of new buildings, as well as that of steel frames in existing buildings when incorporated into a retrofit modification made during repairs to existing buildings. A further object is to provide an improved beam to column connection in a manner which generally evenly distributes static or dynamic loading, and stresses, across the connection so as to minimize high stress concentrations along the connection. Another object of the present invention is to reduce a dynamic loading stress applied between the beam and the column flange connection of a steel frame structure. Yet another object of the present invention is to reduce the variances in dynamic loading stress across the connection between the column and beam. It is yet another object of the present invention to reduce the variances in dynamic loading stress across the beam to column connection by incorporation of at least one, and preferably several slots in the column web and/or the beam web near the connection of the beam flanges to the column flange. It is yet another object of the present invention to reduce the strain rate applied between the beam and column flange of a steel frame structure during dynamic loading. It is yet another object of the present invention to provide a means by which the plastic hinge point of a beam in a steel frame structure may be displaced along the beam away from the beam to column connection, if this feature may be desired by the design engineer. Finally, it is an object of the present invention to reduce the stresses and strains across the connection of the column and beam of a steel frame structure during static and dynamic loadings. The present invention is based upon the discovery that non-linear stress and strain distributions due to static, dynamic or impact loads created across a full penetration weld of upper and lower beam flanges to a column flange in a steel frame structure magnify the stress and strain effects of such loading at the vertical centerline of the column flange. Detailed analytical studies of typical wide flange beam to column connections to determine stress distribution at the beam/column interface had not been made prior to studies performed as part of the research associated with the present invention. Strain rate considerations, rise time of applied loads, stress concentration factors, stress gradients, residual stresses and geometrical details of the connection all contribute to the behavior and strength of these connections. By using high fidelity finite element models and analyses to design full scale experiments of a test specimen, excellent correlation has been established between the analytical and test results of measured stress and strain profiles at the beam/column interface where fractures occurred. Location of the strain gauges on the beam flange at the column face was achieved by proper weld surface preparation. Dynamic load tests confirmed the analytically determined high strain gradients and stress concentration factors. These stress concentration factors were found to be 4 to 5 times higher than nominal design assumption values for a typical W 27 X 94 (68.58 cm x 238.76 cm) beam to W 14 X 176 (35.56 cm x 447.04 cm) column connection with no continuity plates. Stress concentration factors were reduced to between 3 and 4 times nominal stress level when conventional continuity plates were added. Incorporation of features of present invention into the connection reduces the high-non-uniform stress that exists with conventional design theory and has been analyzed and tested. The present invention changes the stiffness and rigidity of the connection and reduces the stress concentration factor to about 1.2 at the center of the extreme fiber of the flange welds. Explained in a different way, the condition of stress at a conventional connection of the upper and lower beam flanges at the column flange, the beam flanges exhibit non-linear stress and strain distribution. As part of the present invention it has been discovered that this is principally due to the fact that the column web, running along the vertical centerline of the column flanges provides additional rigidity to the beam flanges, primarily at the center of the flanges directly opposite the column web. The result is that the rigidity near the central area of the flange at the beam to column connection can be significantly greater than the beam flange rigidity at the outer edges of the column flange. This degree of rigidity varies as a function of the distance from the column web. In other words, the column flange yields, bends or flexes at the edges and remains relatively rigid at the centerline where the beam flange connects to the column flange at the web, thus causing the center portion of each of the upper and lower beam flanges to bear the greatest levels of stress and strain. It is believed that, with the stress and strain levels being non-linear across the beam to column connection, the effect of this non-linear characteristic can lead to failure in the connection initiating at the center point causing total failure of the connection. In addition, the effects of the state of stress described above are believed to promote brittle failure of the beam column or weld material. To these ends, one aspect of the present invention includes use of vertically oriented reinforcing plates, or panels, disposed between the inner surfaces of the column flanges near the outer edges, on opposite sides, of the column web in the area where the upper and lower beam flanges connect to the column flange. The load or vertical panels alone create additional rigidity along the beam flange at the connection. This additional rigidity functions to provide more evenly distributed stresses and strains across the upper and lower beam flange connections to the column flange when under load. The rigidity of the vertical panels may be increased with the addition of a pair of horizontal panels, one on each side of the column web, and each connecting between the horizontal centerline of the respective vertical panels and the column web. With the addition of the panels, stresses and strains across the beam flanges are more evenly distributed; however, the rigidity of the column along its web, even with the vertical panels in place, still results in higher stresses and strains at the center of the beam flanges than at the outer edges of the beam flanges when under load. Furthermore, as another aspect of the present invention, it has been discovered that a slot, preferably oriented generally vertical, cut into, and, preferably, completely through the column web, in the area proximate to where each beam flange connects to the column flange, reduces the rigidity of the column web in the region near where the beam flanges are joined to the column. The column slot includes, preferably two end, or terminus holes, joined by a vertical cut through the column with the slot tangentially connecting to the holes at the hole periphery closest to the column flange connected to the beam. The slot through the column web reduces the rigidity of the center portion of the column flange and thus reduces the magnitude of the stress applied at the center of the beam at the column flange connection. As yet another aspect of the present invention, it has been discovered that, preferably, slots cut into and through the beam web in the area proximate to where both beam flanges connect to the column flange, further reduces the rigidity of the column web in the region where the beam flanges are joined to the column. The beam slots preferably extend from the end of the beam at the connection point to an end, or terminus hole, in the beam web. The beam slots are generally horizontally displaced. Preferably, one slot is positioned underneath, adjacent and parallel to the upper beam flange, and a second beam slot is positioned above, horizontally along, adjacent and parallel to the lower beam flange. The beam slots are located just outside of the flange web fillet area and in the web of the beam. In accordance with conventional practice, it is also desirable to construct, or retrofit, steel frame structures such that the plastic hinge point of the beam will be further away from the beam to column connection than would occur in a conventional beam-to-flange connection structure. In accordance with this practice, it has also been discovered that, preferably, use of upper and lower double beam slots accomplishes this result. The first upper and lower beam slots are as described above. For each first beam slot, a second beam slot, each also generally a horizontally oriented slot is cut through the web of the beam. Each second beam slot is also positioned along the same center line as its corresponding first beam slot which terminates at the beam to column connection. It is preferred that each second beam slot have a length of approximately twice the length of its adjacent first beam slot, and be separated from its adjacent first beam slot by a distance approximately equal to the length of the first beam slot. The slots may vary in shape, and in their orientation, depending on the analysis results for a particular joint configuration. As yet another aspect of the present invention, it has also been discovered that the column slots and/or beam slots of the present invention may be incorporated in structures that include not only the vertically oriented reinforcing plates as described above, but also with structures that include conventional continuity plates, or column-web stiffeners, as is well known in this field. When used in conjunction with conventional continuity plates, or column-web stiffeners, the generally vertically oriented column slots are positioned in the web of the column, such that the first slot extends vertically from a first terminus hole located above and adjacent to the continuity plate which is adjacent and co-planar to, that is, provides continuity to the upper beam flange, and terminates in a second terminus hole in the column web. A second column slot extends vertically downward from the continuity plate adjacent and co-planar to, that is, providing continuity with, the lower beam flange. In this aspect of the present invention, horizontally extending beam slots, whether single beam slots or double beam slots of the present invention, may also be used with steel frame structures that employ conventional continuity plates. As yet another aspect of the present invention, it has also been discovered that, in conjunction with the horizontal beam slots of the present invention, the conventional shear plate may be extended in length to accommodate up to three columns of bolts, with conventional separation between bolts. The combination of the upper and/or lower horizontal beam slots and the conventional and/or lengthened shear plates may be used in conjunction with top down welding techniques, bottom up welding techniques or down hand welding techniques. The present invention vertical plates with, or without, the slots of the present invention, or, the slots with, or without, vertical plates provide for beam to column connections which generally more evenly distribute, and reduce the maximum magnitude of, the stress and strain experienced in the beam flanges across a connection in a steel frame structure than are experienced in a conventional beam to column connection. BRIEF DESCRIPTION OF DRAWINGS The objects and advantages of the present invention will become more readily apparent to those of ordinary skilled in the art after reviewing the following detailed description and accompanying documents wherein: Figure 1 is a perspective view of a first preferred embodiment of the present invention. Figure 2 is an exploded view of the connection for supporting dynamic loading of Figure 1. Figure 3 is a top view of the connection for supporting dynamic loading of Figure l. Figure 4 is a side view of the connection for supporting dynamic loading of the present invention of Figure 1. Figure 5 is a graph of the stress and strain rates caused by dynamic loading in a conventional connection. Figure 6 is a graph of the stress and strain rates caused by dynamic loading in the connection of Figure 1. Figure 7 is a three dimensional depiction of the graph shown in Figure 5. Figure 8 is a three dimensional depiction of the graph shown in Figure 6. Figure 9 is a side view of another preferred embodiment of the present invention including a column and beam connection, a conventional continuity plate, and vertical column slots and upper and lower beam slots of the present invention. Figure 10 is a top view of the Figure 9 embodiment. Figure ll is a detailed, perspective view of the upper, horizontal beam slot of the Figure 9 embodiment. Figure 12 is a detailed view of a column slot of the Figure 9 embodiment. Figure 13 is a side view of another preferred embodiment including a connection of two beams to a single column, upper and lower vertical column slots adjacent each of the two beams, and upper and lower horizontally extending beam slots for each of the two beams. Figure 14 is a side view of another preferred embodiment of the present invention including a column to beam connection with upper and lower, double beam slots and upper and lower vertically oriented column slots. Figure 15 is a side view of another preferred embodiment of the present invention, including a beam to column connection with the enlarged shear plate and column and beam slot. Figure 16 is a graphical display of the displacement, based on a finite element analysis, of the column and beam flange edges of a conventional beam to column connection when under a load typical of that produced during an earthquake. Figure 17 is a side perspective view of the Figure 16 connection. Figure 18 is a graphical display of flange edge displacement, at the beam to column connection, in a connection using a conventional continuity plate and a horizontal beam slot of the present invention, when under a load typical of that produced during an earthquake. Figure 19 is a graphical display of flange edge displacement, at the beam to column connection, for a connection with a column having a conventional continuity plate and incorporating beam and column slots of the present invention when under a load typical of that produced during an earthquake. Figure 20 is a drawing demonstrating buckling in a beam, based on a finite element analysis of a beam with double beam slots of the present invention, when the beam is placed under a load typical of that produced during an earthquake. Figure 21 is a hysteresis loop of a beam to column connection including column and beam slots of the present invention, under simulated seismic loading similar to that resulting from an earthquake. Figure 22 is a perspective view of a conventional steel moment resisting frame. Figure 23 is an enlarged, detailed perspective view of a conventional beam to column connection. Figure 24 is a side view of a beam to column connection illustrating location of strain measurement devices. Figure 25 is a drawing showing stresses in the connection at the top and bottom beam flanges. Figure 26 is a drawing showing stresses in the top beam flange top surface. Figure 27 is a side view of another preferred embodiment of the present invention including a column and beam connection, vertical fins and a weldment of the beam web to the face of the column flange. Figure 28 is a top view of the Figure 27 embodiment. Figure 29 is a side view of another preferred embodiment of the present invention including a column and beam connection with horizontal fins placed at the interface of the column flange and beam web and\or stiffener plate. Figure 30 is a top view of another preferred embodiment of the present invention showing a box column and beam connection. Figure 31 is a side view of another preferred embodiment of the present invention showing a tapered slot. Figure 32 is a diagram of the ATC-24 moment diagram annotated for design of shear plate thickness of the present invention. Figure 33 is a diagram of the ATC-24 moment diagram annotated for design of shear plate length of the present invention. BEST MODE FOR CARRYING OUT THE INVENTION Referring to the Figures, especially 1-4, 9-15, and 22-23, the skeleton steel frame used for seismic structural support in the construction of buildings in general frequently comprises a rigid or moment, steel framework of columns and beams connected at a connection. The connection of the beams to the columns may be accomplished by any conventional technique such as bolting, electric arc welding or by a combination of bolting and electric arc welding techniques. Referring to Figures 22 and 23, a conventional W 14 X 176 (35.56 cm x 447.04 cm) column 282 and a W 27 X 94 (68.58 cm x 238.76 cm) beam 284 are conventionally joined by shear plate 286 and bolts 288 and welded at the flanges. The column 282 includes bolt shear plate 286 welded at a lengthwise edge along the lengthwise face of the column flange 290. The shear plate 286 is made to be disposed against opposite faces of the beam web 292 between the upper and lower flanges 296 and 298. The shear plate 286 and web 292 include a plurality of pre-drilled holes. Bolts 288 inserted through the pre-drilled holes secure the beam web between the shear plate. Once the beam web 292 is secured by bolting, the ends of the beam flanges 296 and 298 are welded to the face of the column flange 290. Frequently, horizontal stiffeners, or continuity plates 300 and 302 are required and are welded to column web 304 and column flanges 290 and 305. It has been discovered that, under seismic impact loading, region 306 of beam to column welded connection experience stress concentration factors in the order of 4.5-5.0 times nominal stresses. Additionally, it has been discovered that non-uniform strains and strain rates exist when subjected to seismic or impact loadings associated primarily with the geometry of the conventional connection. Column Load Plates, Support Plates And Slot Features of the Present Invention In a first preferred embodiment and for asserting in maintaining the structural support of the connection under static, impact or dynamic loading conditions, such as during an earthquake, a pair of load plates 16 and 18 are provided disposed lengthwise on opposite sides of the column web 20 of column 10 between the inner faces 22 and 24 of the column flanges 26 and 28 and welded thereto by a partial penetration weld within the zone where the beam flanges 29 and 30 of beam 12 contact the column flange 28. Respective horizontal plates 32 and 34 are positioned along the lengthwise centerline of the vertical plates 16 and 18, respectively, and connected to the vertical plates 16 and 18, respectively, and the web 20, for added structural support. The support plate surfaces 36 and 38 are, preferably, trapezoidal in shape. Plate 36 has a base edge 40 extending along the lengthwise centerline of the load plate 16, and a relatively narrow top which is welded along and to the web 20. The vertical plates 16 and 18 are preferably positioned along a plane parallel to the web 20 but at a distance from web 20 less than the distance to the respective edges of the column flanges 40 and 42. The preferred distance is such that the rigidity of the column flange is dissipated across its width in the zone where the beam flanges 29 and 30 are connected to the column 10. The horizontal and vertical support plates are, preferably, made of the same material as the column to which they are connected. Experiments have shown that the load plates 16 and 18, by increasing rigidity, function to help average the stresses and strain rates across the beam flanges 29 and 30 at the connections and decrease the magnitude of stress measured across the beam flanges 29 and 30, but do not significantly reduce the magnitude of the stress levels experienced at the center region of the beam flange. The load or column flange stiffener plates 16 and 18 alone, by creating near uniform stress in the connection function adequately to help to reduce fracture at the connection; however, it is also desirable to reduce the magnitude of stress measured at the center of the beam flanges 29 and 30 and may be further reduced by a slot 44. The column web slot 44, cut longitudinally, is useful at a length range of 5 per cent to 25 per cent of beam depth cut at or near the toe 45 of the column fillet 47 within the column web 20 centered within the zone where the beam flanges 29 and 30 are attached proximate to the connection. The slot 44 serves to reduce the rigidity of the column web 20 and allows the column flange 28 center to flex slightly, thereby reducing the magnitude of stress in the center of the beam flanges. The vertical plates 16 and 18 with or without the web slot 44 function to average out the magnitude of stress measured across the beam connection 14. By equalizing, as much as possible, the stress and strain concentrations along the beam flanges 29 and 30, the stress variances within the beam 12 are minimized at the connection. In addition, a thus constructed connection 14 evenly distributes the magnitude of stress across the weld to ensure that the connection 14 is supported across the column flange 28 during static, impact or dynamic loading conditions. As shown in Figure 8, when the load plates 16 and 18 and slot 44 are incorporated in the structure at column 10 proximate to the connection 14, strain rates measured across the beam flanges 29 and 30 appear more evenly distributed, and the magnitude of stress across the beam flange edge 46, has a substantially reduced variation across the beam in comparison to the variation shown in Figure 7. In a preferred embodiment, a conventional W 14 X 176 (35.56 cm x 447.04 cm) column 10 and a W 27 X 94 (68.58 cm x 238.76 cm) beam 12 are conventionally joined by mounting plate 48 and bolts 50 and welded at the flanges. The column 10 includes shear connector plate 48 welded at a lengthwise edge along the lengthwise face of the column flange 28. The mounting plate 48 is made to be disposed against opposite faces of the beam web 52 between the upper and lower flanges 29 and 30. The mounting plate 48 and web 52 include a plurality of pre-drilled holes. Bolts 50 inserted through the pre-drilled holes secure the beam web between the mounting plates. Once the beam web 52 is secured by bolting, the ends of the beam flanges 29 and 30 are welded to the face of the column flange 28. The combination of the bolt and welding at the connection rigidly secures the beam 12 and column 10 to provide structural support under the stress and strain of normal loading conditions. Under the static, impact or dynamic loading of the connection 14, this configuration alone does not provide sufficient support for the stresses and strains experienced under such conditions. For purposes of this invention, stress is defined as the intensity of force per unit area and strain is defined as elongation per unit length, as shown in Figures 5 and 6, a seismic simulation of loads measured at seven equidistant points 70-78 width-wise across the beam flange in psi over time during an earthquake, results in a significantly greater stress magnitude measured at the center 73 of the beam flange. In addition, the slope of increasing stress levels shown in the graph represents uneven acquisition of strain at different points 70-76 along the beam flange. Figure 24 shows the exact location of the strain measurement devices in relation to the center line of the column. As the measurements are taken further away from the center 73 of the column flange along the beam flange edge, the levels of stress are reduced significantly at each pair of measurement points 72 and 74, 71 and 75, 70 and 76, i.e., as the distance extends outward on the beam flange away from the center. The results show that the beam flange 29 at the connection 14 experiences both the greatest level of the stress and the greatest level of strain at the center of the beam web to column flange connection at the centerline of the column web. The connection 14 configuration represents the zone of either or both the upper 29 and lower 30 beam flange. The column web slot 44 cut lengthwise in the column web 20 centered within the zone of the lower beam flange connection 30 is generally about 3/4 of inch (1.905 cm) from the inner face of the column flange near the beam flange connection. In the preferred embodiment, slot widths in the range of 4 to 8 inches (10.16 cm to 20.32 cm) in length are preferred. The best results at 3/4 of an inch (1.905 cm) from the flange were achieved using a 4.5 inch (11.43 cm) length slot with a 0.25 inch (0.635 cm) width. Slots longer than eight inches (20.32 cm) may also be useful. Those skilled in the art will appreciate that the specific configurations and dimensions of the preferred embodiment may be varied to suit a particular application, depending upon the column and beam sizes used in accordance with the test results. The load plates 16 and 18 and the respective support plates 32 and 34 are preferably made from a cut-out portion of a conventional girder section. The load plates comprising the flange surface and the support plates comprising the web of the cut-out portions. Alternatively, a separate load plate welded to a support plate by a partial penetration weld, with thicknesses adequate to function as described herein, would perform adequately as well. The horizontal plates 32 and 34, preferably, do not contact the column flange 28 because such contact would result in an increased column flange stiffness and as a consequence increased stress at that location, during dynamic loading such as occurs during an earthquake. Each support plate base 40 preferably extends lengthwise along the centerline of the respective load plates 16 and 18 to increase the rigidity of the load plate and is tapered to a narrower top edge welded width-wise across the column web 20. The, preferably, trapezoidal shape of the support plates surface provides gaps between the respective column flanges and the edges of the support plates. Such gaps establish an adequate open area for the flange to flex as a result of the slot 44 formed in the web within the gap areas. Column Slots With Conventional Column Continuity Plates Features of the Present Invention Referring to Figure 9, column 100 is shown connected to beam 102 at connection 104, as described above. Upper conventional continuity plate, also commonly referred to as a stiffener, or column stiffener, 106 extends horizontally across web 108 of column 100 from left column flange 110 to right column flange 112. Plate 106 is co-planar with upper beam flange 114, is made of the same material as the column, and is approximately the same thickness as the beam flanges. Referring to the Figure 10 top view, column 100, beam 102, column web 108 and top beam flange 114 are shown. Continuity plate 106, left and right column flanges 110 and 112 are also shown. Again referring to Figure 9, lower continuity plate 116 is shown to be co-planar with lower beam flange 118. Upper column slot 120 is shown extending through the thickness of column web 108, and is, preferably, vertically oriented along the inside of right column flange 112. The lower end, or terminus 122 of the slot 120, and the upper terminus 124 are holes, preferably drilled. In the case when the column is a W 14 X 176 inch (35.56 cm x 447.04 cm) steel column, the holes 120, 124 are preferably 3/4 inch (1.905 cm) drilled holes, and the slot is 1/4 inch (0.635 cm) in height and cut completely through the web. When connected to a W 27 X 94 (68.58 cm x 238.76 cm) steel beam, the preferred length of slot 120 is 6 inches (15.24 cm) between the centers of holes 122 and 124 and are tangential to the holes 122 and 124 at the periphery of the holes closest to the flange. The centers of holes 122 and 124 are also, preferably, 3/4 inch (1.905 cm) from the inner face 126 of right column flange 112. The center of hole 122 is, preferably, 1 inch from the upper continuity plate 106. Positioned below lower continuity plate 106 is lower column slot 130, with upper and lower terminus holes 132 and 134, respectively. Lower column slot 130 preferably has the same dimension as upper column slot 120. Lower slot 130 is positioned in web 108, the lower face 136 of lower continuity plate 116, right column flange 112 and lower beam flange 118 in the same relative position as upper slot 120 is positioned with respect to continuity plate 106 and upper beam flange 114. The holes may vary in diameter depending on particular design application. Beam Slots Features of the Present Invention Also referring to Figure 9 invention is shown. Upper beam slot 136, shown in greater detail in Figure 11, is shown as cut through the beam web and as extending in a direction generally horizontal and parallel to upper beam flange 114. A first end 138 of the beam slot, shown as a left end terminates at the column flange 112. The slot, for a typical W 27 X 94 (68.58 cm x 238.76 cm) steel beam, is preferably 1/4 inch (0.635 cm) wide and is cut through the entire thickness of beam web 103. The second terminus 140 of the upper horizontal beam slot is a hole, preferably, 1 inch (2.54 cm) in diameter in the preferred embodiment. The center of the hole is positioned such that the upper edge 142 of the slot 136 is tangential to the hole, as more clearly shown in Figure 11. Also, for a W 27 X 94 (68.58 cm x 238.76 cm) steel beam, the center line 144 of the slot 136 is 3/8 inch (0.9525 cm) as from the lower surface 146 of the upper beam flange 114, with the center 148 of the hole being 1 7/8 inches (4.7625 cm) from the beam flange surface. The preferred slot length for this embodiment is 6 inches (15.24 cm). Referring to Figure 9, lower, horizontally extending beam slot 150 is shown. The lower beam slot 150 is tangential to the bottom of the corresponding terminus hole 152, and the dimensions of the slot and hole are the same as those for the upper beam slot. The lower beam slot 150 is positioned relative to the upper surface 154 of the lower beam flange 118 by the same dimensions as the upper beam slot 136 is positioned from the lower surface 146 of the upper beam flange 114. Referring to Figure 13, a single column 156 having two connecting beams 158, 160 is shown. The column 156 includes upper column slots 162, 164 and lower column slots 166, 168, as described in greater detail above, adjacent to each of the column flanges 170, 172 connected to each of the two beams 158, 160. Also, each of the two beams is shown with upper beam slots 174, 176 and lower beams slots 178, 180 as described in greater detail above. The column and beam slots associated with the connection of beam 160 to column 156 are the mirror images of the slots associated with the connection of beam 158 to column 156, and have the dimensions as described in connection with Figures 9-12. The slots may vary in orientation from vertical to horizontal and any angle in between. Orientation may also vary from slot to slot in a given application. Furthermore, the shape, or configuration of the slots may vary from linear slots as described herein to curvilinear shapes, depending on the particular application. Double Beam Slots Features of the Present Invention In accordance with conventional practice, many regulatory and/or design approval authorities may require modification of the conventional beam to column connection such that the beam plastic hinge point is moved away from the column to beam connection further along the beam than it otherwise would be in a conventional connection. Typically the minimum distance many in this field consider to be an acceptable distance for the plastic hinge point to be from the connection is D/2 where D is the height of the beam. In accordance with the present invention, and as illustrated in Figure 14, column 182 is shown with beam 184 and continuity plates 186, 188 as described above. Beam 184 has upper beam slots 190 and 192, and lower beam slots 194 and 196. The beam slots immediately adjacent to the column 182 are described in greater detail above. The center lines of second beam slots 192, 196 are positioned to be co-linear with the centerline of the first beam slots 190, 194. The second beam slots 192, 196 function to move the plastic hinge point further away from the beam to column connection. The second beam slots 192, 196 have two terminus holes each, and are oriented in the same fashion as the first beam slot, as shown at 202, 204, 206, 208, respectively. In a W 27 X 94 (68.58 cm x 238.76 cm) steel beam the preferred length of the second beam slot is 12 inches (30.48 cm) from terminus hole 202 center to hole 204 center, with 1 inch (2.54 cm) diameter terminus holes as shown in Figure 14. Also, preferably, the center of the first terminus hole 202 of the second, upper beam slot 112 is a distance of 6 inches (15.24 cm) from the center of the terminus hole 210 of the first, upper beam slot 190. The centerlines of the terminus holes are co-linear to each other just outside the fillet area. The second beam slot is cut just outside the fillet area of the flange and in the web and the terminus holes are tangential to the slot, on the side of the holes closet to the nearest beam flange. The width of the second beam slot is, preferably, 1/4 inch (0.635 cm) and extends through the entire thickness of the beam. Again referring to Figure 14, second lower beam slot 196 is cut to be co-linear to the first lower beam slot 194. The second, lower beam slot 196 has dimensions, preferably, identical to the dimensions of the second, upper beam slot 192, and its position relative to the lower beam flange's upper surface 210 corresponds to the positioning of the second upper beam slot 192 relative to the lower surface 212 of the upper beam flange. Although not shown in Figure 14, the column slots, load plates, and/or support plates as described above may be used with the double beam slots. Enlarged Shear Plate Feature of the Present Invention Referring to Figure 15, column 214, beam 216, continuity plates 218 and 220, upper beam slot 222, lower beam slot 224, upper column slot 226 and lower column slot 228 are shown with enlarged shear plate 230. Conventional shear plates typically have a width to accommodate a single row of bolts 232. In accordance with the present invention, the width of the shear plate 230 may be increased to accommodate up to three rows of bolts 232. The shear plate 230 of the present invention may be incorporated into the initial design and/or retrofitting of a building. In a typical steel frame construction employing a W 27 X 94 (68.5 cm x 238.76 cm) steel beam, a shear plate of approximately 9 inches (22.86 cm) in width would accommodate two columns of bolts. Typically, the bolt hole centers would be spaced apart by 3 inches (7.62 cm) . The enlarged shear plate inhibits the premature breaking of the beam web when the beam initiates a failure under load in the mode of a buckling failure. INDUSTRIAL APPLICABILITY The present invention may be used in steel frames for new construction as well as in retrofitting, or modifying, steel frames in existing structures. The specific features of the present invention, such as column slots and beam slots, and their location will vary from structure to structure. In general, the present invention finds use in the column web to beam flange interfaces where stress concentrations, as well as strain rate effect due to the stress concentrations, during high loading conditions, such as during earthquakes, are expected to reach or exceed failure. Identification of such specific connections in a given structure is typically made through conventional analytical techniques, known to those skilled in the field of the invention. The connection design criteria and design rationale are based upon analyses using high fidelity finite element models and full scale prototype tests of typical connections in each welded steel moment frame. They employ, preferably, program Version 5.1 or higher of ANSYS in concert with the pre-and post processing Pro-Engineer program. These models generally comprise four node plate bending elements and/or ten node linear strain tetrahedral solid elements. Experience to date indicates models having the order of 40,000 elements and 40,000 degrees of freedom are required to analyze the complex stress and strain distributions in the connections. When solid elements are used, sub-modeling (i.e., models within models) is generally required. Commercially available computer hardware is capable of running analytical programs that can perform the requisite analysis. The advantages of the invention are several and respond to the uneven stress distribution found to exist at the beam flange/column flange connections in typical steel structures made from rolled steel shapes. Where previously the stress at the beam weld metal/column interface was assumed to be, for design and construction purposes, at the nominal or uniform level for the full width of the joint, the features of the present invention take into account and provide advantages regarding the following: 1. The stress concentration which occurs at the center of the column flange at the welded connection. 2. The strain levels in both the vertical and horizontal orientations across the welded joint. 3. The very high strain rates on the conventional joints at the center of the joint as compared with the very low strain rates at the edges of the joint. 4. The vertical curvature of the column and its effect on the conventional joint of creating compression and tension across the vertical face of the weld. 5. Horizontal curvature of the column flange and its effect on uneven loading of the weldment. 6. The features of the present invention can be applied to an individual connection without altering the stiffness of the individual connection. 7. Conventional analytical programs for seismic frame analysis are applicable with the present invention because application of the present invention does not change the fundamental period of the structure as compared to conventional design methods. The stress in the conventional design without continuity plates in the column has been measured to 4 to 5 times greater than calculated nominal stress as utilized in design. With the improvements installed at a connection, we have shown a reduction in stress concentration factor at the "extreme fiber in bending" to a level of about 1.2 to 1.5 times the nominal design stress value. An added enhancement in connection performance has been created by elimination of a compression force in the web side of a flange which is loaded in tension. The elimination of this gradient of stress from compression to tension across the vertical face of the weld eliminates a prying action on the weld metal. Example of Use of the Present Invention In Mathematical Models Using a finite element analysis described above, several displacement analyses were performed on beam to column connections incorporating various features of the present invention, as well as on a conventional connection. Displacement of the edges of the column flanges and beam flanges was determined with the ANSYS 5.1 mathematical modeling technique. Referring to Figure 16, a display of the baseline displacement of the beam flange and column flange at a beam to column connection is shown for a conventional beam to column connection under given loading conditions approximating that which would occur during an earthquake. Line 234 represents the centerline of a column flange, with region at 236 being at the connection to a beam flange. Region 238 is near column flange centerline at some vertical distance away from the connection point of the beam to the column. For example, if region 236 represented a connection at an upper beam flange, then region 238 is a region near the column flange vertical centerline above the beam to flange connection. Line 240 represents a column flange outer edge. Line 242 represents the centerline of the connected beam flange and line 244 represents the beam flange outer edge. Referring to Figure 17, a side perspective view of a conventional beam 246 to column 248 connection, the column centerline 234 is shown with region 238 vertically above the connection point center at 236. Similarly, beam flange centerline 242 is shown extending along the beam flange, in this case the upper beam flange, which is at the connection of interest. Outer column flange edge 248 and outer beam flange edge 244 are also shown. The distance "a" between the left vertical line 240 and the right vertical line 234 generally indicates the displacement of the flange edge during imposed loading. Thus, a great distance between the two lines indicates that there is a significant displacement of the edge 240 of the column flange compared to the column flange along its vertical center line 234 during the given loading event. Similarly, the distance "b" between beam center line 242 and the flange edge 244 is a measure of the displacement of the edge 244 of the beam flange from the center line 242 of the beam flange along its length from the column. Figure 16 view shows the displacement for a conventional column 248 to beam 246 connection, not including any features of the present invention. Referring to Figure 18, a view of the displacement for a beam to column connection having a beam slot with a continuity plate is shown. In Figure 18, area 250 represents the beam slot. Line 252 represents the column flange edge, line 254 represents the column center line, line 256 represents the beam flange edge and line 258 represents the beam center line. Distance "c" represents displacement of column flange edge from centerline and distance "d" represents displacement of beam flange edge from beam flange centerline during the loading condition. The distances "c" and "d" represent significant displacements of the edges of the column of angle and beam flanges compared to that of the column and beam centerlines separately. As is readily apparent in comparing the distance "a". Figure 16, to distance "c", Figure 18, and distance "b" to distance "d", the amount of displacement is significantly less in the case where the beam slot is employed in the steel structure. The reduction of displacement in flange edges between the conventional connection and the connection with beam slots indicates the forces imposed during the loading event are more evenly absorbed in the connection with the beam slot. Figure 19 is a view of the displacement of column and beam flange edges in a connection having beam and column slots as well as continuity plate for a W 14 X 176 (35.56 cm x 447.04 cm) column, connected to a W 27 X 94 (68.58 cm x 238.76 cm) beam. Region 260 represents the column slot, as described in greater detail above with reference to Figure 9, 10, and 12 and region 262 represents a beam slot as described more fully above with reference to Figure 9 and 11. Line 264 represents the column flange edge, line 266 represents the column center line, line 268 represents the beam flange edge and line 270 represents the beam flange center line. As is also readily apparent, the distance between the two vertical lines 264 and 266 and the distance between the two generally downwardly sloping, horizontal lines 268, 270, represent significantly less displacement between the edges of the flanges and the center line of the flanges for a connection having a column slot, beam slot and continuity plate than compared to the flange edge displacement in a conventional connection. This reduced displacement, as discussed above, indicates that the connection having beam and column slots with a continuity plate is able to more uniformly absorb the forces applied during the loading than is the conventional connection. Figure 20 illustrates buckling of a beam having the double beam slots of the present invention. Standard W 27 X 94 (68.58 cm x 238.76 cm) beam 272 includes lower first beam slot 274 and second, or double beam slot 276 as shown. Corresponding upper first and second beam slots are included in the analysis, but are not shown in Figure 20 because they would be hidden by the overlapping of the upper beam flange. These double beam slots are as described above in regard to Figure 14. Buckling of the beam is shown at region 278, the plastic hinge, in the upper beam flange, with the flange being deformed downward into a generally U-shape or V-shape. In the web of the beam deformation takes the shape of a region 280 of the web being forced out of its original plane and into a ridge, extending out of the page, as indicated in Figure 20. As shown, the plastic hinge point is in the region of the web above and below the second upper and lower beam slots rather than at the beam to column connection itself. Figure 21 is a graph of a hysteresis of a beam to column connection incorporating upper and lower column slots and upper and lower beam slots of the present invention, as shown in Figure 9. The "hysteresis loop" is a plot of applied load versus deflection of a cantilever beam welded to a column. Referring to Figure 25 and 26, it has been discovered that the column 308 exhibits vertical and horizontal curvature due to simulated seismic loading. Due to the vertical curvature of the column flange 316, the beam 310 is subjected to high secondary stresses in the beam flanges 312 and 314. In addition, it has been discovered that horizontal curvature of the column flange 312 occurs due to the tension and compression forces in the beam flanges 312 and 314. Sharp curvature occurs in the beam flanges 312 and 314, which includes prying action in the beam flange 312 and 314 to column flange 316. The stresses converge toward the column web 318 and are highest in region 320. The purpose of the beam slot is to minimize the contribution of the vertical and horizontal curvature of the column flanges. Beam Web Weld to Column Flange Feature It has been discovered that welding the beam web to the column flange provides additional strength and ductility to the connection of the present invention. The preferred embodiment uses a full penetration weld or a square grove weld. Any weld that develops the strength of the beam web over the length of the shear plate it is an equivalent weld for this feature. Referring to Figures 27 and 28, the connection 400 is shown with beam 402 connected orthogonal to column 404. The beam web is bolted and\or welded to shear plate 406 as well as welded, as shown at 401 to the column flange along the interface. This feature of the slotted beam connection may be used to alleviate and\or avoid the potential of through thickness failure of the column flange. Upper and lower beam slots 410, 412, as described above, are also shown in Figure 27. Vertical Fins Feature It has also been discovered that the slotted beam connection may advantageously use vertical steel fins attached to the beam and column flange interface. Referring to Figure 27, vertical fin 414 is shown placed below the lower beam and column flange interface 418. The vertical fins preferably are steel plates of a triangular configuration, and typically have a thickness of 3/4" (1.905 cm) . Horizontal Fins Feature It has also been found that horizontal steel fins also, preferably of a triangular shape, may also be used advantageously with the slotted beam connection of the present invention. Referring to Figure 29, the connection 420 is shown having beam 422 connected to column 424. Upper horizontal triangular shaped fin 426 and lower horizontal fin 428 are shown welded to the flange of the column 424 and to the shear plate 430 which in turn is welded and\or bolted to the web of beam 422. Horizontal fins are typically 1" (2.54 cm) thick steel plates. The shear plate and horizontal fins may be used on the front and\or the back side of the beam web. Applicability of the Present Invention to Box Columns The slotted connections of the present invention have been illustrated and described for use with I-beam or W- shaped columns. The present invention is useful, however, and in some applications, preferred, when used with a box column. Referring to Figure 30, connection 432 is shown with beam 436 and 438 being connected to box column 440. Preferably, the slotted beam features of the present invention are incorporated into the beam, such as beam 436 and the connection is made to the facing flange 442 of the box column 440. Similarly, on the opposite side, beam 438, incorporating the slot features of the present invention, is connected to flange 434 of the box column 440. Tapered Slot Feature It is also been discovered that tapered, or double width beam slots may be used in connections of the present invention. Referring to Figure 31, for example, a beam slot 440 is shown adjacent to a beam flange 442. Preferably, the slot is relatively narrow in the region shown at 444, near the column flange and, widens along it's length in a direction toward the terminus, and away from the adjacent column flange. This tapered slot feature helps control the amplitude of buckling near the column flange so that out of plane beam flange buckling is less pronounced at the column to beam flange interface than it is along the length of the beam flange above the shear plate. Typical, and preferred, tapered slots may vary from approximately 1/8" to 1/4" (0.3175 cm x 0.635 cm) wide at the column flange, extending approximately to a length equal to the width of the shear plate, for example, 7" (17.78 cm), and then widening to about 3/8" (0.9525 cm) to the slot terminus. Typically the slot terminus is about 1.5 times the beam flange width. Method for Design of Beam to Column Connections in Steel Moment Frames of the Present Invention As part of the present invention a method for the design of the slotted beam to column connections in steel moment frames has been developed. This design method includes a method for shear plate design and for beam slot design. Shear Plate Design The shear plate design includes design or shear plate height, shear plate thickness and length. Set forth below are the criteria for design. First, regarding shear plate height design, use the maximum height that allows for plate weldment and beam web slots. Typically, the height, h p = T - 3" (7.62 cm), where T is taken from the AISC Design Manual. For example, for a W36 x 280 (91.44 cm x 711.2 cm) beam, T=31 1/8" (79.0575 cm). Thus h p = 31 1/8 - 3 (79.0575 cm - 7.62 cm) = 28" (71.12 cm) . Regarding shear plate thickness design, the plate elastic section modulus is used to develop the required beam/plate elastic strength at the column face, using the ATC-24 Moment Diagram as shown in Figure 32 with annotations for shear plate thickness design. For this calculation, M y (beam) = S b σ y p , = M y α./α-.-l,)) = S b σ y (l s /(l b -l 5 )) M p , = S p , σ y where S pI = t p h p /6. Solving for t : t p = (6S b l s )/(h 2 p (l b - 1.)) or t pmin = 1.25 x (beam web thickness) For example: For a W36 x 280 (91.44 cm x 711.2 cm) beam with I b = 168" (426.72 cm), l s = 24" (60.96 cm), S b = 1030 in 3 (16,878.61 cm 3 ) , h p = 28" (71.12 cm) t p = 1.31" (3.3274 cm). Therefore, a shear plate thickness of 1.50" (3.81 cm) should be used. Determination of shear plate length also involves use of the ATC-24 Moment Diagram to develop the plate/beam strength requirements, as illustrated in Figure 33. Referring to Figure 33, M ^ = (S b + S pl )σ y S.F. = Z b /S b = (l b - l p )/(l b - l s ) or l p = l b - S.F. x (l b - Is) For l b = 168" (426.72 cm), l s = 24" (60.96 cm), S.F. = 1.13 then l p = 5.28" (13.4112 cm) Use 8" (20.32 cm) - Recommended l pmin = l s /3 or l pmin = 4" (10.16 cm) . In summary, the method for design of shear plate dimensions is as follows: Plate Height: h p = T - 3" (7.62 cm) Plate Thickness: t p = (6S b l s )/(h 2p (l b - l s ) ) or t pπώl = 1.25 x (beam web) Plate Length : l p = l b - S . F. x (l b - l s ) Recommended l p min = l s /3 or l p min = 4" ( 10. 16 cm) Notes : T from the AISC Steel Design Manual S b = beam section modulus, S.F. = beam shape factor l b — (beam clear span)/2 Method for Determining Beam Slot Dimensions In accordance with the principles of the present invention, the most preferred beam slot length is 1.5 x (Nominal Beam Flange Width) . This criterion is based upon the following: (1) Full scale ATC-24 tests that included beam flange widths of 10" (25.4 cm) to 16" (40.64 cm) . (2) Finite Element Analyses that included plastic beam web and plastic beam flange buckling. The beam slot lengths are designed to accomplish several purposes and\or functions. First, they are designed to allow plastic beam flange and beam web buckling to occur independently in the region of the slot. Second, the slot lengths are designed to move the center of the plastic hinge away from the column face, for example, approximately one half the beam depth past the end of the shear plate. Third, the slot lengths are designed to provide a near uniform stress and strain distribution in the beam flange from near the column face to the end of the beam slot. Fourth, the slot lengths are designed to insure plastic beam flange buckling so that the full plastic moment capacity of the beam is developed. This may be expressed as: l./(3 X t f ) = b f /(2 x t f ) < 65/ (F y )ι/ 2 The beam slot widths, it has been found, are most preferably approximately 1/8" (0.3175 cm) to 1/4" (0.635 cm) wide from the face of the column to the end of the shear plate. From the end of the shear plate to the end of the slot, the most preferred slot width is 3/8" (0.9525 cm) to 1/2" (1.27 cm). It has been discovered that the relatively thin slot at the column face (a) reduces the ductility demand by a factor between 5 to 8 and (b) reduces large beam flange curvature near the face of the column. The deeper slot outboard, that is away from the column, allows the beam flange buckling to occur, but limits the buckle amplitude in the central region of the flange. The Effect of Beam Slots on Connection Stiffness In accordance with the present invention, a Finite Element Analysis, using high fidelity models of the ATC-24 test assemblies have shown that the beam slots of the present invention did not change the assemblies' elastic force-deflection behavior. Standard finite element programs therefore may be used to design steel frames subjected to static and seismic loadings when slotted beams are used. Seismic Stress Concentration and Ductility Demand Factors Ductility and strength attributes of slotted beam-to- column connection designs for steel moment frames of the present invention represent important advances in the state of the art. The slotted beam web designs reduce the Stress Concentration Factor (SCF) at the beam-to-column flange connection from a typical value of 4.6 down to a typical value of 1.4, by providing a near uniform flange/weld stress and strain distribution. This 4.6 SCF, computed by finite element analyses and observed experimentally, exists in the pre-Northridge, reduced beam section (dogbone) , and cover plate connection designs. The typical 4.6 SCF results from a large stress and strain gradient across and through the beam flange/weld at the face of the column. For ductile materials the slotted beam SCF reduction decreases the ductility demand in the material at the column flange/beam flange/weld by about an order of magnitude. The relationship between SCF s and ductility demand factors (DDFs) it may be expressed as follows: SCF = Computed Elastic Stress/Yield Stress. The DDF may be expressed as: DDF = Strain/Yield Strain - 1 = SCF - 1. In comparing SCFs and DDFs for conventional connections to connections of the present invention, the base line, or conventional connection includes CJP beam-to- column welds and no continuity plates. The connection of the present invention includes CJP beam-to-column welds and beam slots and continuity plates as determined by the analysis and methods described above. It is believed that the present slotted beam invention (1) develops the full plastic moment capacity of the beam; (2) moves the plastic hinge in the beam away from the face of the column; and (3) results in near uniform tension and compression stresses in the beam flanges from the face of the column to the end of the slot. Moreover, the slotted beam design of the present invention allows the beam flanges to buckle independently from the beam web so that the amplitude of the lateral-torsional plastic buckling mode that occurs in the non-slotted connections is very significantly reduced. This latter attribute reduces the torsional moment and torsional stresses in the beam flanges and welds at the column flange. While the present invention has been described in connection with what are presently considered to be the most practical, and preferred embodiments, it is to be understood that the invention is not to be limited to the disclosed embodiments, but to the contrary, is intended to cover various modifications and equivalent arrangements included within the spirit of the invention, which are set forth in the appended claims, and which scope is to be accorded the broadest interpretation so as to encompass all such modifications and equivalent structures which may be applied or utilized in such manner to correct the uneven stress, strains and non-uniform strain rates resulting from lateral loads applied to a steel frame.

Claims: CLAIMS 1. A steel framework comprising: a steel column having a first flange, a second flange, and a web therebetween; a steel beam having a lower flange, an upper flange, and a web therebetween; the beam being welded orthogonal to the first flange of the column; and a slot in the beam positioned adjacent to the lower flange of the beam and adjacent to the first flange of the column. 2. A steel framework comprising: a steel column having a first flange, a second flange, and a web therebetween; a steel beam having a first flange, a second flange, and a web therebetween; the beam being welded orthogonal to the first flange of said column; a slot in the beam positioned adjacent to the first flange of the beam and adjacent to the first flange of the column; and a slot in the column positioned adjacent to the column flange and to the beam flange nearest to the beam slot. 3. A steel framework comprising: a steel column having a first flange, a second flange, and a web therebetween; a steel beam having a first flange, a second flange, and a web therebetween; the beam being welded orthogonal to the first flange of the column; a first slot in the beam positioned adjacent to the first beam flange and to the first column flange; and a second slot in the beam positioned adjacent to the second beam flange and to the first column flange. 4. A steel framework comprising: a steel column having a first flange, a second flange, and a web therebetween; a steel beam having a first flange, a second flange, and a web therebetween; the beam being welded orthogonal to the first flange of the column; a first slot in the beam positioned adjacent to the first beam flange and to the first column flange; a second slot in the beam positioned adjacent to the second beam flange and to the first column flange; and a slot in the column positioned adjacent to the column flange and to the beam flange nearest to the first beam slot. 5. A steel framework comprising: a steel column having a first flange, a second flange, and a web therebetween; a steel beam having a lower flange, an upper flange, and a web therebetween; the beam being welded orthogonal to the first flange of said column; a slot in the beam positioned adjacent to the lower flange of said beam and adjacent to the first flange of the column; and a continuity plate extending between the first and second column flanges and being co-planar with the first beam flange. 6. A steel framework comprising: a steel column having a first flange, a second flange, and a web therebetween; a steel beam having a first flange, a second flange, and a web therebetween; the beam being welded orthogonal to the first flange of the column; a slot in the beam positioned adjacent to first flange of the beam and adjacent to the first flange of the column; a slot in the column positioned adjacent to the column flange and to the beam flange nearest to the beam slot; and a continuity plate extending between the first and second column flanges and being co-planar with the first beam flange. 7. A steel framework comprising: a steel column having a first flange, a second flange, and a web therebetween; a steel beam having a first flange, a second flange, and a web therebetween; the beam being welded orthogonal to the first flange of the column; a first slot in the beam positioned adjacent to the first beam flange and the first column flange; a second slot in the beam positioned adjacent to the second beam flange and to the first column flange; and a continuity plate extending between the first and second column flanges and being co-planar with the first beam flange. 8. A steel framework comprising: a steel column having a first flange, a second flange, and a web therebetween; a steel beam having a lower flange, an upper flange, and a web therebetween; the beam being welded orthogonal to the first flange of the column; a slot in the beam positioned adjacent to the lower flange of the beam and adjacent to the first flange of the column; and a shear plate welded on the web of said beam and having a length, height and width dimension extending between the first and second beam flanges, and the width dimension extending perpendicular to the height dimension and along the web of the beam. 9. The framework of claim 1 wherein the slot has a height, a thickness, a first end and a second end and the beam is cut entirely through the thickness of the beam web; the first end being at the edge of the beam web near the welded connection; and the second end being at a predetermined distance from the welded connection. 10. The framework of claim 9 wherein the second end comprises a circular hole having a diameter greater than the height of the slot. 11. The framework of claim 2 further including: the slot in the beam having a width, a thickness and a length dimension; the thickness of the slot in the beam being equal to the thickness of the beam web, and the slot in the beam terminating at one end tangentially to a circular hole having a diameter greater than the width of the beam slot; the slot in the column having a width, a thickness, a length dimension and two ends; and the slot in the column terminating tangentially at the two ends, each end being a circular hole having a diameter greater than the width dimension. 12. The framework of any of claims 1 - ll further including a welded connection of the beam web to the first flange of the column. 13. The framework of any of claims 1 - 12 further including a triangular shaped steel fin attached to the beam and column flange interface. 14. The framework of any of claims 1 - 12 further including a triangular shaped steel fin attached to the column flange and beam web or shear plate interface. 15. The framework of any of claims 1 - 12 wherein each slot is tapered from a relatively narrow slot width near the column and beam interface to a relatively wide slot with near the opposite end of the slot. 16. A steel framework comprising: a steel box column having a first flange, a second flange and a first web and a second web therebetween; a steel beam having a lower flange, an upper flange, and a web therebetween; the beam being welded orthogonal to the first flange of the column; and a slot in the beam positioned adjacent to the lower flange of the beam and adjacent to the first flange of the column. 17. A steel framework structure comprising: a column having a pair of flanges and a web; a steel beam welded to a flange of said column; and a vertically oriented slot in said column positioned adjacent to at least one flange of said beam. 18. A steel framework structure comprising: a column having a pair of flanges and a web; a beam having a pair of flanges and a web; said beam having an end joined to an outer flange surface of said column to form a connection; said column flanges being connected to said column web at inner faces of said column flanges along the lengthwise centerlines of said column flanges; means for uniformly distributing the magnitude of stress and the strain rate across said end of said beam near said connection; and wherein said stress and strain distribution means reduces the mean time between failures of said connection. 19. The framework structure of claim 17 further comprising a vertical plate connected between said column flanges positioned adjacent to at least one of said beam flanges. 20. The framework structure of claim 19 further comprising a horizontal plate connected between said vertical plate and said web positioned adjacent to at least one of said beam flanges, said horizontal plate having a surface trapezoidal in shape. 21. The framework of each of claims 1, 2, 5, 6, 8 and 9 further including a second slot in the beam positioned adjacent the said slot in the lower flange of the beam. 22. The framework of each of claims 3, 4 and 7 further including a third slot in the beam adjacent the first slot and a fourth slot in the beam adjacent the second slot. 23. The framework of each of claims 1 through 11 wherein each slot has a length of 1.5 times the nominal beam flange width. 24. The framework of any of claims 1 - 10 wherein each slot is tapered from a width of about 1/8" (0.3175 cm) at the column flange to a width from about 3/8" (0.9525 cm) to about 1/2" (1.27 cm) at it's opposite end. 25. A method of quantifying stress concentration factors in a welded steel moment frame connection comprising: selecting a high fidelity finite element model including at least 40,000 elements and at least 40,000 degrees of freedom; executing a ANSYS Version 5.1 or higher finite element analysis program in concert with a pre-and post-processing Pro-Engineer program whereby connection design criteria are generated for welded steel moment frames.

Inventors: ALLEN CLAYTON JAY, PARTRIDGE JAMES EDWARD, RICHARD RALPH MICHAEL, ALLEN, CLAYTON, JAY, PARTRIDGE, JAMES, EDWARD, RICHARD, RALPH, MICHAEL
Applicants: ALLEN CLAYTON JAY, PARTRIDGE JAMES EDWARD, RICHARD RALPH MICHAEL, SEISMIC STRUCTURAL DESIGN ASSO, ALLEN, CLAYTON, JAY, PARTRIDGE, JAMES, EDWARD, RICHARD, RALPH, MICHAEL, SEISMIC STRUCTURAL DESIGN ASSOCIATES, INC.
Application year: 1996
Main classification: E06B1
IPC codes: E04B1