Patent Grant
7047695
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.
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. These assessments are 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.
The general object of the present invention is to provide new and improved beam to column connections that reduce stress and/or strain 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 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 concentrations were found to be 4 to 5 times higher than nominal design assumption values for a typical W 27×94 (690×140) beam to W 14×176 (360×262) column connection with no continuity plates. Stress concentrations 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 local stiffnesses and rigidities 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 effects of 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, or alternatively may be positioned entirely within the beam so that the beam web surrounds the slot at both ends, top and bottom. The beam slots are generally horizontally displaced, although they may be inclined. Preferably, one slot is positioned underneath, adjacent and parallel to the upper beam flange, and a second beam slot is positioned above, 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 and may also be referred to as column adjacent slots. For each first beam slot, a second beam slot, each also generally a horizontally oriented slot is cut through the web of the beam and is entirely within the web. 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. These beam web interior beam slots also may be used without the column adjacent beam slots. In this alternate embodiment a predetermined length of beam web separates the end of the beam, with or without a weld access hole, from the end of the beam slot closest to the column flange. The slots may vary in shape, and in their orientation, depending on the analysis results for a particular joint configuration.
The first beam slots and/or the second beam slots, when positioned horizontally in the beam web near the upper and lower beam flanges, allow the beam web and beam flanges to buckle independently, that is, when the beam is subjected to its buckling load, the compression flange of the beam buckles out of its horizontal plane and the web of the beam buckles out of its vertical plane when the beam, as part of a structural frame, is subjected to cyclic or earthquake loadings. These first beam slots and/or second beam slots, of predetermined length when positioned horizontally in the beam web near the beam flanges, also eliminate or reduce the lateral-torsional mode of beam buckling which would result in reduced beam moment capacity. Because they eliminate the lateral-torsional mode of buckling, lateral beam flange braces are not required to insure full plastic beam moment capacity when the beam, as part of a structural frame, is subjected to cyclic or earthquake loadings.
With respect to the second, or interior horizontal beam web slots, they may be incorporated into the frame without the first beam slots, and in the beam web near the compression flange and at a predetermined distance away from the beam to column connection. Use of these beam slots of predetermined length alone can also reduce the moment capacity of the beam from its full moment capacity by allowing the beam compression flange and beam web to buckle independently out of their horizontal and vertical planes, respectively.
And yet another aspect of the present invention, it has also been discovered that the vertical shear force in the beam flanges is very significantly reduced when horizontal beam web slots are located near the end of the beam and near the beam flanges.
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. 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 and stress and strain rate experienced in the beam flanges across a connection in a steel frame structure than are experienced in a conventional beam to column connection during seismic loading.
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:
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
Column Load Plates, Support Plates and Slot Features of the Present Invention
Referring to
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 that stress may be further reduced by use of a slot 44. The column web slot 44, cut longitudinally, is useful at a length range of 5 percent to 25 percent 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 term “beam depth” is used in its conventional sense, and means the total height of the beam. The slot 44 serves to reduce the rigidity of the column flange 42 and allows the column flange 28 center to flex, 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 distributions 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 does not fracture across the column flange 28 during static, impact or dynamic loading conditions. As shown in
In a preferred embodiment, shown in
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
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 41 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
Again referring to
Beam Slots Features of the Present Invention
Also referring to
Referring to
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.
Single and/or 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 would be between D/2 and D where D is the height of the beam. In accordance with the present invention, and as illustrated in
Although not shown in
Referring to another alternate embodiment, shown in
Referring to
Enlarged Shear Plate Feature of the Present Invention
Referring to
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, number, orientation and dimensions will vary from structure to structure. In general, the present invention finds use in the column flange 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 yield strength of the beam, column, or connection elements. 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 the principles of plastic design, analyses using high fidelity finite element models, and full scale prototype tests of typical connections in each welded steel moment frame. They employ, preferably, the finite element program, or equivalent to, Version 5.1 or higher of ANSYS in concert with the pre-and post processing Pro-Engineer program or its equivalent. These models generally comprise four node plate bending elements and/or ten node linear strain tetrahedral or eight node hexahedral 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 and buckling modes 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:
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 the conventional design. With the improvements of the present invention 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 protocol as 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
Referring to
In the preferred embodiment shown in
Referring to
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 groove weld. Any weld that develops the strength of the beam web over the length of the shear plate is an equivalent weld for this feature. Referring to
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
Horizontal Fins Feature
It has also been found that horizontal steel fins preferably of a triangular shape, may also be used advantageously with the slotted beam connection of the present invention. Referring to
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
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
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 determination of the shear plate length, height and thickness. Set forth below are the criteria for design.
First, regarding shear plate length design, use the length necessary to accommodate the number of columns of bolts required. For a single column of bolts use a length of 4 inches (10.16 cm) to 6 inches (15.24 cm). Secondly, regarding shear plate height design, use the maximum height that allows for plate weldment and beam web slots. Typically, the height, hp=T−3 inches (7.62 cm), where T is taken from the AISC Design Manual. For example, for a W36×280 (W920×417) beam, T=31⅛ inches (79.0575 cm). Thus hp=31⅛−3 (79.0575 cm−7.62 cm)=28 inches (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
Mp(beam)=Zbσy
Mpl=Mp(ls/(lb−ls)=Zbσy(ls/(lb−ls))
Mpl=Splσy where Spl=tph2p/6.
Solving for tp:
tp=(6Zblp)/(h2p(lb−lp))
or tp min=⅔×(beam web thickness)
For example:
For a W36×280 (920×417) beam with Ib=168 inches (426.72 cm), lp=6 inches (15.24 cm), and tweb=0.885 inches (2.25 cm)
Zb=1170 in3 (19,172 cm3), hp=28 inches (71.12 cm)
tp=0.33 inches (0.84 cm). Therefore, a shear plate thickness of ⅔×0.885 inches=0.59 inches=approximately 0.625 inches (1.58 cm) should be used.
Determination of Beam Slot Length
Determination of beam slot length involves use of the ATC-24 Moment Diagram as illustrated in
Referring to
For example:
For a W 36×194 (W 920×289) beam with beam flange width of 12 inches (30.48 cm), lp=6 inches (15.24 cm), Zb=767 in3 (12568 cm3), Zf=538 in3 (8816 cm3), Sw=147 in3 (2405 cm3), then the length of the slot based upon the web plastic hinge length is 23.3 inches (59.2 cm). The length of the slot based upon 1.5×beam flange width is 17.5 inches (44.5 cm). The length of the slot based upon 14×beam flange thickness is 14×1.26 inches=17.64 inches (44.8 cm). Therefore use a slot length of 17.5 inches (44.5 cm).
Notes:
In accordance with the principles of the present invention, the preferred beam slot length is the shorter of 1.5×(Nominal Beam Flange Width) or the length of the beam web plastic hinge plus the length of the shear plate or 14 times the thickness of the flange beam flange. These criteria are based upon the following:
As so determined, the beam slots accomplish several purposes and/or functions. First, they allow plastic beam flange and beam web buckling to occur independently in the region of the slot. Second, they move the center of the plastic hinge away from the column face, for example, to approximately one half the beam depth past the end of the shear plate. Third, they 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, they insure plastic beam flange buckling so that the full plastic moment capacity of the beam is developed. This may be expressed as:
ls≦102×tf/(Fy)1/2
In the embodiment shown in
It also has been discovered that when the slot length is limited by fabrication, beam flange buckling, or other connection design issues, shorter slot lengths are effective in reducing the ductility demands on the moment frame connections during seismic loading. In accordance with the principles of this invention the minimum slot length is equal to 3.0 times the beam flange thickness. This criterion is based upon the following:
Finite Element Analysis show that a slot length of 3.0 times the beam flange thickness will typically reduce the Kstress, elastic by a factor of 2.0, which reduces the strain concentration factor, Kstrain, by a factor of 4.0 since Kstress is equal to 1.0 under inelastic loading.
The Effect of Beam Slots on Connection Stiffness
In accordance with the present invention, Finite Element Analyses, 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.
Finite Element Analyses, 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 preNorthridge, 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 SCFs and ductility demand factors (DDFs) 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, beam slots and, optionally, 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 lateral-torsional plastic buckling mode that occurs in the non-slotted connections is very significantly reduced or eliminated. This latter attribute reduces the torsional moment and torsional stresses in the beam flanges and welds at the column flange and eliminates the need of lateral bracing of the beam flanges that may be required in beams that buckle in the lateral-torsional buckling mode.
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.
This is a continuation-in-part of application Ser. No. 08/957,516 filed Oct. 24, 1997 now U.S. Pat. No. 6,237,303 which is a continuation-in-part of Application Ser. No. 08/522,740 filed Sep. 1, 1995, now U.S. Pat. No. 5,680,738, which is a continuation-in-part of application Ser. No. 08/419,671, filed Apr. 11, 1995, now abandoned.
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| Number | Date | Country | |
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| Number | Date | Country | |
|---|---|---|---|
| Parent | 08957516 | Oct 1997 | US |
| Child | 09847446 | US | |
| Parent | 08522740 | Sep 1995 | US |
| Child | 08957516 | US | |
| Parent | 08419671 | Apr 1995 | US |
| Child | 08522740 | US |
