CN102209817B - Column-beam connection structure - Google Patents

Abstract

Bending moment applied to a beam causes out-of-plane deformation to a panel when the panel zone is hollow, and thereby a load bearing by a web cannot be expected in an elastic region. Since the section modulus of a beam end is limited to the section modulus of only the flange not including the web, the beam end has a low strength. Therefore, a beam larger in size which bears bending moment on the entire section of the beam must be used and an extra beam depth is required, thus causing an increase in the weight of a steel beam. As the result of various studies, it has been found that various problems could be resolved by increasing the plate thickness of a diaphragm, applying a backing plate to the top surface or the bottom surface of a beam flange, increasing the strength of the material of the beam flange, increasing the thickness of the diaphragm or the backing plate, notching a web, or hot working the bottom surface of the beam to impart prestress thereto.

Description

Column-beam joint structure

technical field

The present invention relates to the structure of the column-beam joint, which, in the steel structure, will be unable or insufficient to share the bending moment applied to the beam web due to the cavity or arc-shaped gap in the plate area, The beam ends are strengthened by compensating for the strengthening of the beam end flanges, thereby reducing the beam height.

Background technique

In the case of the column-beam joint structure of the building steel frame structure using the penetrating partition form of the rectangular cross-section column, as shown in Fig. 1, the beam flange 4F is welded 7 to the partition 1 protruding from the column 5, and the beam web 3 is welded 3W to the plate 2. There is also a form of this separator, that is, an inner separator form using a separator inserted into the column instead of a column penetrating through it. In this case, both the beam flange 4F and the web 3 are welded to the plate 2 . As shown in Figure 2, the cross-section of the column-beam junction in the case of a penetrating partition is usually provided with an arc-shaped notch 11, so that the plate 2, the welding line 6 of the partition 1, the beam flange, and the installation welding of the partition Line 7 does not cross. In addition, generally for all welding, the backing plate 10 is installed by assembly welding 8 . In addition, as shown in FIG. 3 , as the non-arc notch method, there is also a form in which the column-beam joint is welded without an arc notch. In addition, as shown in FIG. 4 , there is also a method in which the bulkhead 1 is not protruded from the outside of the column but is stopped at the outside of the column without an arc-shaped notch, and a beam flange is joined to the end of the bulkhead.

In addition, as described in Patent Document 1, there is a method in which the partition is made into a column-through-type penetrating partition method, the protrusion of the partition from the column is removed, and the welding of the partition and the column and the welding of the partition and the beam flange are superimposed. And make the welding part become one.

In addition, as described in Patent Document 2, an application for a welded joint structure of a column and a beam using a cover plate that also serves as a backing plate has been proposed. This Patent Document 2 reinforces the butt-welded joints of the column and beam flanges with arc-shaped notches. The structure is as follows: the cover plate is spliced with the beam flange and fixed by fillet welding, a bevel is set at the end of the cover plate on the side of the steel column, and the cover plate is fixed on the side plate of the steel column through butt welding around the beam flange.

prior art literature

patent documents

Patent Document 1: JP-A-2005-264709

Patent Document 2: JP-A-2000-110237

Problems to be solved by the present invention

As shown in Fig. 4, in the existing construction method, in the case of using the plate 2 to support the beam bending moment M, the moment 13 at the end of the beam becomes larger as it separates from the neutral position of the beam 4, and becomes Maximum, but in the case of a cavity in the plate zone 2Z, the out-of-plane deformation 12 of the plate 2 occurs in terms of the bending moment related to the beam, which becomes smaller at the web position in the elastic region, and the bearing of the bending moment 13N cannot be expected. In addition, as shown in FIG. 11 , in the case where the panel zone 2Z is bolted to the web, the web cannot be expected to bear the bending moment involving the beam. For this reason, since the section modulus of the beam end is only the section modulus of the flange except for the web, the strength of the beam end is lower than that of the central part, so use a dimension larger than the entire section of the beam that bears the bending moment. The weight of the steel frame increases.

If there is a backing plate for preventing welding burn-through, gaps will be generated between the backing plate and the beam flange, and between the backing plate and the partition plate, stress concentration will occur, the strength will decrease, and the ultrasonic flaw detection test from the back will be hindered. The repair welding between the beam and the partition can use the method of installing the cover plate outside the H-shaped steel beam. This method is used to strengthen the welded joint when the beam flange and the partition are staggered, and the bending moment of the beam is involved. In other words, the plate 2 undergoes an out-of-plane deformation 12, which cannot be expected to be carried by the web in the elastic region. In addition, ultrasonic flaw detection inspection of the body beam flange becomes difficult.

If the bracketless method of integrating the beam bracket and the central beam is used, and the backing plate is installed on the column side in advance, the beam web will become an obstacle while keeping the span which is the distance between the columns at a constant value according to the design drawing. Beams cannot be mounted on columns.

If only the thickness of the diaphragm is increased and this part is welded to the beam web, only the thickness of the beam web will have the effect of bearing the bending moment. In this case, the effect of making the separator thicker is reduced by its weight increase.

In addition, in Patent Document 1, the protrusion of the partition plate from the column is removed to relieve the stress concentration thereof, and the arc-shaped notch is removed to relieve the stress concentration thereof. However, as far as the bending moments are concerned with the beam, out-of-plane deformation 12 of the plate 2 cannot be expected in the elastic region by the web.

In addition, in Patent Document 2, it is used for reinforcement of a welded joint in the presence of an arc-shaped notch of the welded joint of the beam flange and the bulkhead, while the plate 2 produces out-of-plane deformation 12 in terms of the bending moment related to the beam, Web bearing cannot be expected in the elastic region. In Patent Document 2, a cover plate that also serves as a backing plate is used. In order to serve as both, there is a slit in the center for sandwiching the web, and the shape of the cover plate becomes complicated, requiring laborious processing.

In addition, in Patent Document 2, the column side welding of the beam flange is a partial penetration or full penetration butt welding. In penetrating butt welding, root shoveling is carried out by gouging, and there are gouging, a groove generated by gouging, and welding to fill the groove, which is accompanied by an increase in welding man-hours and large welding deformation.

In addition, in Patent Document 2, since the cover plate installed by splicing with the beam flange is not on the in-plane extension line of the partition plate, the force in the direction of the beam axis applied to the cover plate is not supported by the partition plate. Therefore, since the diaphragm can only bear the part of the beam flange, the plate of the column-beam joint produces out-of-plane deformation 12 shown in Fig. 4 in terms of the bending moment related to the beam, and the beam web cannot be expected to bear in the elastic region.

In addition, in Patent Document 2, the length in the beam axis direction of the cover plate serving also as the backing plate is set to 100 to 150 mm, which is several times the length in the beam axis direction of the conventional backing plate. The non-bearing influence of the bending moment of the plate relative to the web end reaches about 1/2 of the height of the web defined as the width in the height direction of the web, and the section modulus and section moment of inertia of the cracked web in this range lower than the original value for the entire section of the beam. Therefore, when the length in the beam axis direction of the cover plate also serving as the backing plate is 100 to 150 mm which is several times the length in the beam axis direction of the conventional backing plate, the web height of 300 mm or more is insufficient.

In addition, in Patent Document 2, the flange-side joint of the cover plate is a fillet weld, and since the maximum force in the beam axis direction can only be expected to be 1/√3 of the thickness of the weld seam, that is, the thickness of the cover plate, the joining efficiency is poor.

In addition, in Patent Document 2, since the cover plate is spliced with the beam flange, there is no gap between the cover plate and the beam flange, and it is difficult to penetrate through the welding of the column side of the cover plate and the fillet welding of the beam flange side, and the welding gas at the root Poor drainage, prone to welding defects.

Contents of the invention

The present invention has been made in view of the above circumstances, and an object of the present invention is to increase the strength of beam ends, reduce the height of beams, and reduce the weight of steel frames in a column-beam joint structure of a steel frame structure.

method used to solve the problem

As a result of conducting various researches on each of these issues, it has been found that it can be solved by increasing the plate thickness of the partition plate toward the belly side of the beam, and installing a steel backing plate or Improve the strength of the material, or increase the thickness of the beam flange and the steel backing plate, or set a cutout in the center of the beam web, or perform pre-deformation on the underside of the beam by hot wire processing, or set up welding bead welding, etc.

That is, by adding a steel backing plate to the inner side of the upper and lower beam flanges during factory welding, the steel backing plate is attached to the inner side of the upper beam flange and the outer side of the upper beam flange during field welding, and the upper and lower beam flanges are attached to the steel backing plate. One side of the steel backing plate is welded, and the other side is welded with a bevel on the beam center side flange, and the bending moment of the flange is replaced by the increase of the bending moment of the flange due to the effect of increasing the plate thickness of the beam flange. bear. As a result, the yield strength of the beam end is increased, the section moment of inertia and section modulus of the beam are increased, the necessary beam section is reduced, the height of the beam is reduced, and the weight of the building steel frame is reduced. In addition, the so-called girder height demonstrated here means the height from the bottom of the lower flange of an H-shaped steel girder to the upper surface of an upper flange.

In the present invention described in claim 1, the protrusion 1A of the partition plate from the column shown in FIG. Joining, and in the factory welding, the thickened part of the partition plate, which is increased in thickness (preferably more than 5mm) than the thickness of the steel plate backing plate on the beam flange on the beam belly side, and the backing plate and the beam The web is welded, and at least the end portion of the backing plate on the beam center side is welded to the beam flange by groove processing. In field welding, only the thickened part of the partition plate whose thickness is increased (preferably 5 mm or more) compared with the outer side (lower side) of the beam flange with the plate thickness of the steel plate backing plate on the lower side of the beam flange, and the pad The plate and the web are joined by welding, and at least the end portion of the backing plate on the side of the beam center is welded to the beam flange by groove processing.

According to the first structure of the present invention described in claim 1, by removing the protrusion 1A of the partition from the column shown in FIG. The embrittlement caused by the multiple thermal influences of the welded portion 7 of the plate facilitates the machining of the beam ends when the plate thickness of the separator plate is increased. If the partition plate is thickened from the protruding part of the column and the plate thickness of the partition plate to the beam belly side, it is necessary to cut into the beam flange and the beam web when processing the beam end, forcing complicated processing. In order to remove the protrusion 1A of the separator from the column, it is necessary to prevent lamellar spalling caused by the welding of the separator, and to reduce the sulfur content to 0.008% or less. It is preferred to reduce its sulfur fraction to below 0.004%. Then, the welded portion of the column shaft and the separator and the welded portion of the beam flange and the separator are overlapped and joined, and the thickened portion of the increased separator is welded to the web. Otherwise, in order to separate the heat-affected parts of these welded parts, the welded part of the column shaft and the separator and the welded part of the beam flange and the separator are separated, thereby increasing the thickness of the separator 1 and increasing the weight of the separator. This is even if the beam weight is reduced by deliberately lowering the beam height, making it less effective. In addition, the scope of the present invention is that even if the protrusion 1A of the separator from the column is removed, it does not protrude by 25 to 30 mm as in the past, but protrudes to a maximum of about 10 mm according to the diameter of the column in consideration of the production accuracy of the column.

The second structure of the present invention according to claim 1 is that, during factory welding, the inner sides of the upper and lower flanges at the end of the column side beam are closely attached to the quadrangular steel backing plate, or, during on-site welding, the upper and lower flanges of the beam end are The inner side of the flange is close to the quadrilateral steel backing plate, and the outer side of the lower flange of the beam end is close to the quadrilateral steel backing plate. The quadrilateral steel backing plate is located inside the beam flange, and the beam web does not need to be cut off in order to install the backing plate, but is divided into both sides of the beam web and installed. The existing backing plate exists to prevent the burn-through of welding, but in the present invention described in claim 1, instead of the existing backing plate, the steel backing plate of the new concept of the present invention is used as a through-partition plate It is a novelty to utilize the components that bear the stress. In addition, in field welding, the backing plate is attached to the lower side of the upper flange through the partition plate, and the lower flange is attached to the lower side of the lower flange, so that it can be welded in a downward position at the construction site. Construction, at this point, is novel. That is, even in factory welding construction, it is novel to install a steel backing plate on the side where the bead width of the upper side and the lower side of the beam end flange welding is smaller in the construction site process.

The third structure of the present invention described in claim 1 is as follows: the thickness of the partition plate is increased on the side of the girder than the thickness of the girder flange plus the thickness of the steel plate backing plate (preferably 5mm or more), because , is required as the minimum value at which the weld bead can be placed in the welding of the beam flange 4F and the bulkhead and the allowable value of the mounting accuracy that can mount the beam flange 4F on the bulkhead 1 . The thicknesses of the upper and lower partitions are equal to or greater than the thickness of the beam flange plus the thickness of the steel backing plate, and from the thickness of the beam flange plus the thickness of the steel backing plate (preferably 5 mm or more). ) starts to thicken, which is novel here. In addition, it is novel in that the steel backing plate is directly connected to the bulkhead of the thickened part. Among the parts bearing the bending moment applied to the web, the direct connection between the diaphragm and the web and the portion of the length of the web corresponding to the thickness of the column flange combined with the diaphragm can be used as the bending moment of the web. bear and add.

In a fourth configuration of the present invention described in claim 1, one side of the backing plate is welded to the beam center side of the beam flange by beveling, and the other side of the backing plate is welded to the beam flange by beveling. Beam end side diaphragm or column. This increases the plate thickness of the beam flange or increases the thickness of the beam web in the width direction of the flange, thereby increasing the yield strength at the flange end of the beam or at the web end of the beam, and can withstand a larger load than the beam. Bending moments are taken up, so that beams of correspondingly smaller heights can be used. In this way, at least the longitudinal beam end side of the steel backing plate is welded to the beam flange end and the bulkhead end, and the longitudinal beam central side end is welded to the beam flange, especially groove welding is performed on the beam central side of the beam flange. novelty. Furthermore, in the case of the use of a thickened inner bulkhead, the connection of the beam flange and the backing plate to the bulkhead via the column flange thickness in the plane of the inner bulkhead is novel. As shown in Fig. 2, in the existing working method, since the thickness of the inner partition is set to correspond to the thickness of the beam flange, it is not conceivable to install a backing plate inside the beam flange. The difference between the backing plate and the steel backing plate is that the backing plate has a width of about 25 mm in the length direction of the beam and its two ends are partially assembled and welded in the width direction of the beam. The web height or the girder height is about 1/8 to 1/2 or more long, and both ends of the steel backing plate in the longitudinal direction are welded with grooves over the entire width. And, functionally, the purpose of the backing plate is to prevent burn-through of beam welding, etc., and the purpose of the steel backing plate is to bear the bending moment as a substitute for the bending moment applied to the web of the beam. In addition, the backing plate is generally attached to the component, and the feature of the steel backing plate is that it is separated from the component by about 0.5 to 3mm in order to ensure good welding penetration, good discharge of welding gas, and prevent welding defects. In addition, as shown in FIGS. 23 to 28 , the shape of the steel backing plate can be a free shape such as a quadrangle or more polygon. In addition, in the present invention, one or both of the side surfaces of the steel backing plate can be welded over a part or the entire length. By welding the side surfaces in this way, buckling of the steel backing plate can be effectively prevented.

The width and thickness of the square steel backing plate are not fixed to the width of the beam, and the yield strength of the beam end can be arbitrarily increased. In addition, the central side of the beam flange of the steel backing plate is beveled at the end of the backing plate, and fillet welding is added to the butt welding to ensure the thickness of the weld seam in the plate thickness portion of the backing plate.

The first structure is known, and by combining it with the second, third, and fourth structures, a new function is added: According to the first and third structures, it is easy to attach a quadrangular steel plate base plate. The reason why this quadrangular steel plate is easy to attach is that if the partition plate does not protrude from the column, the column surface becomes flat and easy to attach. There is a method of setting longitudinal ribs at the beam web position in the slab area so that the beam web bears the bending moment, but this method is technically extremely difficult to weld the longitudinal ribs inside the closed slab area, so it is unrealistic.

In the present invention described in claim 2, H-shaped steel is used for the column described in claim 1 instead of a square steel pipe or a round steel pipe, and other structures are the same as in claim 1. In the present invention, also in the H-shaped steel column, an existing backing plate is utilized as a steel backing plate which is a stress-bearing member, which is novel here.

The structure of the present invention described in claim 3 is based on the structure of the present invention described in claim 1 or 2, and is characterized in that: the beam adjacent to the beam of the invention of claim 1 or 2 and has a smaller height Beam haunches are processed so that the beam heights at the beam ends of the column-beam joints in the same slab area are consistent. The height of the beam is increased by carrying out the beam haunch processing, and the lower flange of the beam with the smaller beam height is attached to the lower side of the bulkhead on which the lower flange with the larger beam height is attached. If it is installed on the lower side of the bulkhead of the lower flange with a large beam height, the beam web can be expected to bear the bending moment due to the increase in the beam height and the thick plate effect of the bulkhead with the lower flange of a large beam height. In addition, there is no need to install a small beam on the lower flange of a large beam height, and if the moment received by the end of the small beam is a sufficient value, it can be installed on any position of the partition without necessarily being the partition. the underside of the board.

The structure of the present invention described in claim 4 is based on the structure of the present invention described in any one of claims 1 to 3, and is characterized in that: the flange at the beam end or the backing plate or both, use ratio Beam flanges with high stress intensity or large plate thickness are allowed at the center of the beam. If a square plate plate is installed on the inside of the beam flange to increase the thickness of the beam flange, and a material with a higher allowable stress intensity than the center of the beam is used for the beam bracket, the stress concentration of the beam flange can be reduced with a thinner plate. It is safer and can increase the yield strength. In addition, if a quadrangular backing plate made of a steel plate with a high allowable stress strength is attached to the inside or outside of the beam flange, the stress concentration of the thinner plate against the beam flange can be made safer. In addition, the yield strength of the beam end flange can be further increased by directly using a beam flange having a large plate thickness. In the case of using a steel backing plate, it is novel that the yield strength can be improved by increasing the material strength and increasing the thickness of the beam flange for a local portion of the beam end.

The structure of the present invention described in claim 5 is based on the structure of the present invention described in any one of claims 1 to 4, and is characterized in that: the flat steel is joined by welding on or below the central part of the beam length, The vertical plate or section steel, or the beam is pre-deformed upward by hot-wire processing the lower surface of the central part of the beam length, or the beam is pre-deformed upward by adding a welding bead, thereby suppressing the bending of the beam.

The structure of the present invention described in claim 6 is based on the structure of the present invention described in any one of claims 1 to 5, and is characterized in that: leave 0.5～ A gap of about 2mm. Thereby, the weld penetration of the steel backing plate is improved, the discharge of welding gas from the root of the weld is improved, and welding defects can be prevented.

The structure of the present invention described in claim 7 is based on the structure of the present invention described in any one of claims 1 to 6, and is characterized in that: welding is performed from the opposite side of the beam flange to which the welding groove is applied, so that The weld bead is exposed on the groove side and is welded on the groove side without root removal to join the beam flange with steel backing plate to the end of the bulkhead or the outside of the column with a full penetration weld. Therefore, if the column is placed horizontally and the beam flange is erected vertically for welding, the backing plate and the arc starter plate are unnecessary.

The structure of the present invention described in claim 8 is based on the structure of the present invention described in any one of claims 1 to 7, and is characterized in that: install on the inner surface of the column and leave a gap of 0.5 to 4 mm between the inner surface of the column and the inner surface of the column. The backing plate is welded to the through partition that does not protrude from the column and the end of the column with a narrow groove with a welding root gap of 0 to 4 mm.

The structure of the present invention described in claim 9 is based on the structure of the present invention described in any one of claims 1 to 8, and it is characterized in that: install on the inner surface of the column and leave a gap of 0.5 to 4mm between the inner surface of the column Backing plate, and use solid steel, that is, a solid piece to form the column-beam joint plate portion, and weld the solid piece and the end of the column with a narrow groove with a gap of 0-4mm at the welding root. In the structure of the present invention, the yield strength of the beam can be further improved by adding together the bending moment bearing of the beam web caused by the use of the solid plate portion and the bending moment bearing of the steel backing plate installed on the beam flange. novelty.

The effect of the invention

According to the invention according to claims 1 and 2, it is simple because of the following effects: (1) the effect of increasing the plate thickness of the partition; (2) the effect of removing the protrusion of the partition from the column; (4) The effect of welding the column and the beam web; (5) The effect of installing a quadrilateral steel backing plate on the inside or outside of the beam flange; (6) The length direction end of the welding joint steel backing plate, Its beam end side is directly connected to the bulkhead or welded in-plane to the column through the thickness of the column in the plane of the bulkhead; and (7) the steel backing plate can be installed with the same feel and feel as the existing backing plate Time to install. Due to the synergistic effect of these effects, the bending moment bearing effect at the beam end is greatly exerted. It is especially effective for the case where the beam end web cannot bear the bending moment due to out-of-plane deformation of the column flange, that is, the skin plate, even if the beam end web is welded.

Only in the above-mentioned effect (1), there is only a disadvantageous factor of weight increase, but if it is combined with a square steel plate backing plate, it has the effect of transmitting stress from the beam flange. In (2), there is an effect of suppressing an increase in the weight of the partition and an effect of facilitating the processing of the beam end. If the thickness of the partition is increased toward the belly of the beam in a state where the partition protrudes from the column, then It is necessary to cut into the beam flange and the beam web, forcing complicated processing. In (3), there is an effect of suppressing the weight increase of the separator and preventing embrittlement caused by overlapping of thermal influence of the separator, and in (4) to (6), according to making the thickened part of the separator with The synergistic effect of the effect of the beam web welding joint has the effect of bearing the bending moment. Thereby, the effect of transmitting the stress applied to the web to the column can be replaced.

If only the diaphragm is thickened and this part is welded to the web, only the thick web portion directly welded to the diaphragm will exert a bending moment bearing effect. In this case, the moment bearing effect caused by the thickening of the partition is reduced due to its increased weight. By attaching a square steel plate inside the beam flange and increasing the thickness of the diaphragm due to the effect of increasing the thickness of the beam flange, the effect of increasing the thickness of the beam web is achieved at the thickened portion of the diaphragm. Thus, partition thickening works effectively. That is, the effect of claim 1 is that a larger bending moment bearing effect is brought to the beam than the effect of increasing the thickness of the bulkhead alone, the effect of the web welding alone, and the effect of the square steel backing plate alone. In other words, since the various structures alone can only bring a little bit of beam bending moment to bear. According to these effects, the weight of the overall building steel frame can be reduced by 5-15%. For example, if the total building area is 10,000 square meters and the weight of the steel frame is 1,000 tons, the weight can be reduced by about 100 tons. Considering the building size of houses and the annual production demand of about 7 million tons of construction steel frames in Japan, it can be judged that this reduction in weight can achieve an extremely large effect.

In the inventions described in claims 1 and 2, regarding the mounting of the beam flange to the column, in claim 7, the column is kept horizontal and the beam flange is erected perpendicularly to the column to perform horizontal welding, or the beam flange is horizontally welded. Vertical welding is performed by sticking to the column, and both sides welding without gouging is performed without existing backing plate. This work is to facilitate installation of the beam by flattening the column surface without the bulkhead protruding from the column.

According to the invention according to claims 1 and 2, there are the following effects. That is, there are degrees of freedom in the width, thickness, and length of the quadrilateral steel plate backing plate, and the shape of the beam center side end of the backing plate increases the degree of freedom without being affected by the beam web. Control can be performed to increase the strength of the beam central portion or to increase the strength of the beam end sides. If the width of the steel backing plate is made larger than the width of the girder, the stress concentration at the flange end of the girder end can be further reduced. The first and second structures are known, and are characterized in that the third structure becomes more effective by adding a new function of a quadrangular steel backing plate for easy attachment of the first and second structures by combining them with the third structure. The reason is that, if the partition board protrudes from the column as in the past, it is necessary to use a backing board for welding or additional grooving work to completely penetrate and weld the square steel plate backing board and the partition board, which takes extra effort.

According to the invention of claim 3 , in addition to the effects of the invention of claim 1 or 2 , the following effects are obtained. By using beam haunches, it is possible to omit the bulkhead attached to the lower flange of the beam on the side with the smaller beam height and its welding, and the beam lower flange at the column-to-beam joint is concentrated on one bulkhead to change the appearance The beam is well obtained, and the beam haunch is used to increase the beam height, the section modulus of the beam end, and the yield strength. When using a beam haunch, it is necessary to adopt a sufficient length so that the beam haunch end on the center side of the beam does not exceed the allowable stress of the beam. This pair of steel backing plates is also the same length.

According to the invention of claim 4 , in addition to the effects of the invention of claim 1 , 2 or 3 , the following effects are obtained. By making the allowable stress intensity of beams or steel backing plates higher, even if these plates can be thinned or can withstand higher stress intensities, there is a problem that if the allowable stress intensities are low, the relative stress concentration exceeds The possibility of allowing stress intensity can also become safer with respect to stress concentration parts. In the column-beam junction, by increasing the allowable stress intensity of the beam flange, the yield strength of the beam with a larger beam height can be approached or equal or higher without increasing the beam height.

According to the invention of claim 5 , in addition to the effects of the invention of claim 1 , 2 , 3 , or 4 , the following effects are obtained. Welding flat steel, vertical plates, or section steel on the top or bottom of the center of the beam length, or performing hot-wire processing or surfacing welding on the bottom of the center of the beam length can deform the beam upward in advance and suppress the bending of the beam. There is an effect of preventing an increase in bending of the beam caused by a decrease in the height of the beam.

Description of drawings

Fig. 1 is an external view of a conventional column-beam joint.

Fig. 2 is a detailed sectional view of a beam end joint using an arc-shaped notch of a conventional column-beam joint.

3 is a detailed cross-sectional view of a beam end joint without an arc notch that does not use the arc notch of a conventional column-beam joint.

Fig. 4 is a cross-sectional view illustrating out-of-plane deformation of a column-beam joint plate.

Fig. 5 is a cross-sectional view of a state where a rectangular steel backing plate is attached to the inner side of a beam.

Fig. 6 is a cross-sectional view of the installation and welding of the quadrangular steel backing plate to the inner side of the beam.

Fig. 7 is a cross-sectional view of a butt-welding installation of a square steel backing plate to a beam flange at the center end of the beam inner side.

Fig. 8 is a cross-sectional view showing how a square steel backing plate is attached to the inner side of a beam when groove welding is employed as the column attachment method.

Fig. 9 is a cross-sectional view showing how a square steel backing plate is attached to the inner side of a beam when a drop-in inner partition is used as a column mounting method.

Fig. 10 is a horizontal cross-section of the central part of the beam web of the column-beam junction showing the installation state of the steel backing plate.

Fig. 11 is a cross-sectional view of an embodiment in the case where on-site welding is performed.

12 is a plan view, a front view, and a side view showing an example of attaching a steel backing plate to a beam flange attached to a penetrating bulkhead on the strong axis side of an H-shaped steel column.

13 is a plan view, a front view, and a side view showing an example of attaching a steel backing plate to a beam flange attached to a penetrating partition plate on the weak axis side of an H-shaped steel column.

14 is a plan view, a front view, and a side view showing an example of attaching a steel backing plate to the beam flange attached to the strong axis side of the H-shaped steel column plate of the inner bulkhead system.

Fig. 15 is a cross-sectional view illustrating a beam end lower flange in which beam haunches are processed at the beam end and a plurality of column-beam junctions are mounted on the same bulkhead.

Fig. 16 is an explanatory diagram for preventing bending of a member using a steel central girder.

Fig. 17 is an explanatory diagram for preventing bending by surfacing welding of a steel central girder or the like.

Fig. 18 is an explanatory view of bending prevention by surfacing welding of the steel center girder, that is, an explanatory cross-sectional view of a case where a flat steel, a vertical plate, or a section steel is welded to the upper or lower face of the girder at the center of the girder length.

Fig. 19 is a cross-sectional view of a state of attachment and welding of a square steel backing plate to the inner side of the beam leaving a gap.

Fig. 20 is a cross-sectional explanatory view of attaching a backing plate while leaving a gap with respect to the inner surface of the column during column assembly.

Fig. 21 is a cross-sectional explanatory view of a case where a solid plate is used for column assembly.

Fig. 22 is an explanatory diagram of assembling a column-beam junction by cutting only the center of the beam web to a length equivalent to the length of a square steel plate backing plate and penetrating the beam flange at the cut-in portion on site.

Fig. 23 is an explanatory diagram of the size of a quadrangular steel backing plate attached below the lower flange.

Fig. 24 is an explanatory diagram of the shape of the steel backing plate attached below the lower flange and the shape of the steel backing plate attached inside the beam flange.

Fig. 25 is an explanatory diagram of the shape of the steel backing plate attached below the lower flange and the shape of the steel backing plate attached inside the beam flange.

Fig. 26 is an explanatory diagram of the shape of the steel backing plate attached below the lower flange and the shape of the steel backing plate attached inside the beam flange.

Fig. 27 is an explanatory view of the shape of the steel backing plate attached below the lower flange and the shape of the steel backing plate attached inside the beam flange.

Fig. 28 is an explanatory diagram of the shape of the steel backing plate attached below the lower flange and the shape of the steel backing plate attached inside the beam flange.

Fig. 29 is an explanatory diagram of ultrasonic flaw detection inspection of welded joints of beam end flanges and steel backing plates with bulkheads.

Fig. 30 is a cross-sectional view in which a steel backing plate is preliminarily bent toward the beam flange and attached to the inside of the beam flange.

Fig. 31 shows that when the steel backing plate is attached to the beam flange, the width of the steel backing plate is made narrower than the width of the beam flange, so that the steel backing plate does not reach the side of the beam flange when the steel backing plate is welded to the center side of the beam. Illustrating.

Figure 32 is such that when the steel backing plate is attached to the beam flange, even if the width of the steel backing plate is made to be the same as the width of the beam flange, the steel backing plate does not reach the side of the beam flange when the steel backing plate is welded to the center side of the beam. An explanatory diagram of .

Fig. 33 is made to install the steel backing plate to the beam flange, even if the corner of the beam center side of the steel backing plate is cut off, the width of the steel backing plate is made to be the same as the width of the beam flange, and the steel backing plate An explanatory diagram of a plate that does not reach the side of the beam flange when it is welded on the center side of the beam.

Detailed ways

Embodiments of the present invention will be described below.

Fig. 5 shows an example of the embodiment of the present invention described in claim 1. In the joint of building steel frame columns and beams, the protrusion of the partition plate 1 from the column 5 is removed, and the plate thickness 1t of the partition plate 1 is increased, so that the column The welded part of the shaft 5 and the partition plate 1 and the welded part 7 of the beam flange 4F and the partition plate 1 are overlapped and joined, and the plate thickness is increased by 5 mm or more than the plate thickness of the beam flange on the beam belly side, preferably adding a steel plate backing plate. At least this thickened part of the partition 1 is welded to the web. In addition, FIG. 5 shows the structure of the column-beam joint. The structure of the column-beam joint is characterized in that the backing plate 10RP made of a rectangular steel plate is closely attached to both sides of the beam web 3 on the inside of the upper and lower flanges 4F at the beam end, and Increase the plate thickness 1t of the partition plate to the inner side of the upper and lower flanges by more than the plate thickness of the backing plate 10RP, and weld the backing plate 10RP to at least the center side and the beam end side of the beam flange, thereby reducing the bending moment applied to the beam. A part bears on the beam web or the beam web and the quadrilateral steel plate backing plate 10RP. In this embodiment, the method of welding is not particularly specified, but generally, the welding 7 of the beam end flange is made as two-sided butt welding without a backing plate. As shown in FIG. And the installation and welding of the partition is made of butt welding with groove. In addition, the mounting welding 9W of the backing plate 10RP made of steel plate to the center side of the beam can also be set as the fillet welding 9W. In addition, as shown in FIG. 7 , when the mounting welding of the backing plate 10RP made of steel plate is made at a groove angle of 35 degrees to 55 degrees, the weld seam thickness is 9t with a plate thickness of 10t or more. In this case, the same tensile strength as that of a butt welded joint having a plate thickness of 10 t was obtained in the joint tensile test. In addition, the width of the backing plate 10RP made of a steel plate is not particularly limited, but is generally equal to or smaller than 1/2 of the beam flange 4F, or larger. The side surfaces of the rectangular or trapezoidal quadrilateral steel plate 10RP can also be fillet-welded to the beam flange 4F. In addition, it is preferable that the plate thickness 10t of the rectangular steel plate 10RP is 15% or more of the plate thickness of the beam flange 4F. Usually, the length in the beam axis direction of 10RP of the square steel plate is 1/8 or more of the beam height, preferably 1/2 or more of the beam web height or the beam height. This quadrangular steel plate backing plate 10RP is a so-called backing plate enlarged, and its both ends are welded so that the stress applied to the beam flange can be sufficiently transmitted.

In this embodiment, it is convenient because of the following effects: (1) the effect of increasing the plate thickness of the partition; (2) the effect of removing the partition protruding from the column; The effect of welding the column and the beam web; (5) the effect of installing a quadrilateral steel backing plate on the inside or outside of the beam flange; and (6) the effect of installing with the same feeling and effort as the existing backing plate installation. Due to the synergistic effect of these effects, the bending moment bearing effect is greatly exerted.

In this embodiment, the attachment welding of the beam end to the bulkhead is butt welding, but it can also be performed by two-side welding or one-side welding. In the case of welding on both sides, gouging may or may not be performed, both. In addition, a rectangular or trapezoidal quadrilateral steel backing plate 10RP can be installed at the beam end in advance in the factory, and then the steel plate backing plate 10RP can be welded and joined at the construction site, or a square steel plate can be installed in advance on the partition plate at the factory. The backing plate 10RP is fabricated and then welded to join the bulkhead and beam flange and the beam flange and steel plate backing plate 10RP at the construction site. By leaving a gap of about 0.5 to 2 mm, preferably about 1 mm, between the beam flange and the quadrangular steel backing plate, the front end of the quadrangular backing plate becomes free and the welding of the quadrangular backing plate and the beam flange can be easily penetrated, In addition, it is easy to discharge welding gas from this gap, and welding defects such as porosity and insufficient penetration are difficult to occur. In addition, by shifting the front end of the quadrangular backing plate on the beam end side by about 1 to 4 mm from the beam end to the beam center side, the welding penetration of the beam end flange becomes good, and insufficient penetration hardly occurs.

The thickness of the backing plate is generally preferably at least 6 mm in view of weldability and a thickness capable of ultrasonic flaw detection. In addition, the plate thickness of the backing plate may be about 20% of the beam flange if only the bending moment of the entire cross-section of the web is carried. The reason is that if it is 20%, it can be seen from the calculation of the finite element method that the bending moment bearing of the web can be supplemented. In addition, in order to increase the yield strength of the bending moment applied to the beam end above the bending moment bearing part of the entire cross section of the web, a plate thickness of 9 mm to 15 mm is used. In this case, the thickening of the bulkhead to the inside of the beam flange, according to the thickness of the backing plate that is welded on the beam flange plus the thickness of the steel backing plate and the height of the welded stack, is preferably at least 5mm. The upper limit is 20% of the plate thickness of the separator plus the value of the welding pile height. The height of the beam web is the value obtained by subtracting the thickness of the beam flange from the height of the beam. The length of the steel backing plate in the direction of the beam axis is effectively about 1/8 of the height of the beam, preferably 1/8 of the height of the beam web. 2 or about 1/2 of the beam height. The reason is that from the non-bearing state of the beam web bending moment at the beam end, that is, only the section modulus and section moment of the beam flange, to the state of the section modulus and section inertia of the entire beam section, the height of the beam web About 1/2 needs to reach the center of the beam.

Fig. 8 shows an example of the embodiment of the present invention described in claim 1, has shown the following method: make diaphragm 1U into interior diaphragm 1U, and this interior diaphragm 1U is to square steel pipe column or circular steel pipe column The method of inserting about 1 to 10mm inside, welding the groove-shaped groove surrounded by the end of the separator 1 and the end of the square steel pipe, and welding the column 5P and the separator 1U at the same time (called the grooving method), and, with the column It overlaps with the welding part 9S of the partition, and butt-welds the beam flange 4F and the steel backing plate 10RP. Fillet welding or butt welding with grooves is performed on the beam center side end of the steel backing plate 10RP with the beam flange.

FIG. 9 shows an example of an embodiment of the present invention described in claim 1 . In this embodiment, the partition is made into an inner partition 1U, and the inner partition 1U is dropped into the height position of the beam flange inside the square steel pipe column or the circular steel pipe column, and is closely attached to the back of the partition 1U. The backing plate 10 is welded, and the beam flange 4F and the steel backing plate 10RP are butt-welded in the plane of the internal partition. Fillet welding or butt welding 9W with grooves is performed on the beam center side end of the steel backing plate 10RP with the beam flange.

Fig. 10 shows an example of an embodiment of the present invention according to claim 1, and shows a horizontal cross section of a beam web central part of a column-beam junction showing the installation state of a steel backing plate 10RP. Both ends of the steel backing plate 10RP are welded 9W on the column side and the beam center side. The side surfaces of the steel backing plate 10RP can also be welded as needed.

Fig. 11 shows an example of the embodiment of the present invention according to claim 1, showing the following example: a quadrangular steel backing plate is closely attached to the inner side of the upper flange of the beam end, and is closely attached to the outer side of the lower flange of the beam end. Four-sided steel backing plate. Fig. 11 is a cross-sectional view of an embodiment in the case of performing on-site welding using a steel backing plate 10RP. In this example, it is shown in the figure below: On the center side of the beam, the steel backing plate 10RP is installed in advance at the factory on the lower side of the upper flange and the lower side of the lower flange, and on the construction site under the steel backing plate 10RP On-site welding is carried out against the backing plate. As an application in this case, the following method can be adopted: the steel backing plate 10RP is butt-welded on the column or partition in advance in the factory, and the steel backing plate 10RP is used as a backing plate at the construction site, and the The beam flange end is loaded on top, and after the beam center side of the steel backing plate 10RP is welded to the beam flange, butt welding 7 of the column 5P and the beam end 4F is performed.

12 to 14 show an embodiment of the present invention described in claim 2 . These figures show the structure of the steel-framed column-beam joint that overlaps each other so that the penetrating bulkhead 1 that does not protrude from the column is joined to the welded portion on the H-shaped steel column 5H and the bulkhead The welded part of the welded part is joined to the welded part on the H-shaped steel beam flange, or the beam flange is directly welded to the H-shaped steel column, or the inner partition is joined to the H-shaped steel column and the H-shaped steel beam flange is joined to the partition On the in-plane extension line of the slab, the structure of the steel-framed column-beam joint is characterized in that a quadrilateral steel backing plate is adhered to the inner side of the upper and lower flanges at the end of the column side beam, or the plate thickness of each upper and lower partition plate is Make the thickness equal to or greater than the plate thickness of the beam flange and the backing plate, at least one side of the backing plate is welded to the beam center side of the beam flange, and the other side of the backing plate is welded to the beam end side bulkhead or column welded joint, so that among the bending moments applied to the beam, a part or all or more of the bending moment that should be borne by the web of the beam end is determined by the beam end flange and the quadrilateral steel backing plate bear.

FIG. 12 shows an example in which a steel backing plate 10RP is attached to the beam flange 4 attached to the penetrating partition plate 1 on the strong axis side of the H-shaped steel column 5H. In this example, the web 3 of the column 5H and the web 3 of the beam 4 exist in the same plane, and the web of the beam can bear the bending moment. By installing the steel backing plate 10RP, a larger cross-section is secured in the beam 4 modulus. In addition, even when the beam 4 has an arc-shaped notch, the section modulus of the beam above the arc-shaped notch can be ensured.

Fig. 13 shows an example of attaching a steel backing plate to a beam flange attached to a penetrating bulkhead on the weak axis side of an H-shaped steel column. In this example, the reinforcing plate 18 of the column 5H and the web 3 of the beam 4 of the column 5H exist in the same plane, and the web of the beam can bear the bending moment. Large section modulus. In addition, even when the beam 4 has an arc-shaped notch, the section modulus of the beam above the arc-shaped notch can be ensured.

Fig. 14 shows an example of attaching a steel backing plate to the beam flange attached to the strong axis side of the H-shaped steel column plate of the inner bulkhead system. An example of attaching a steel backing plate 10RP to the beam flange 4 attached to the inner partition plate 1U on the strong axis side of the H-shaped steel column 5H is shown. In this example, the web 3 of the column 5H and the web 3 of the beam 4 exist in the same plane, and the web of the beam can bear the bending moment. By installing the steel backing plate 10RP, a larger section modulus. In addition, even when the beam 4 has an arc-shaped notch, it is possible to ensure the section modulus of the beam not exceeding the arc-shaped notch.

Fig. 15 shows an example of an embodiment of the present invention according to claim 1 or 2, showing a column-beam joint structure characterized in that the same column-beam joint and one of the larger The beam 4 of the other smaller height adjacent to the beam 4L is subjected to beam haunch processing, and a plurality of beam end lower flanges of the column-beam junction are attached to the same bulkhead 1 . Due to the increased beam height of the beam to which the haunches are applied, the section modulus increases and there are cases where steel backing plates are not required, but in the case of insufficient section modulus, according to claim 1 or 2, at the beam flange Install steel backing plate inside or outside.

As an embodiment of the present invention described in claim 4, in the invention described in claim 1, 2, or 3, the flange at the end of the beam or the backing plate or both of them use an allowable stress intensity ratio of, for example, 400N/ mm level ² steel is even higher, such as 490 ~ 600N/mm level ² high-strength steel. It is also possible to replace a part of the beam flange 4F at the beam end with a beam flange 4B whose plate thickness is larger than that of the beam center, or to replace the entire beam bracket 4K with a thick plate beam flange 4B.

As an embodiment of the present invention described in claim 5, FIG. 16 shows a column-beam junction structure fabricated as follows, in the invention described in any one of claims 1 to 4, above or below the central portion of the beam length , Weld the members such as flat steel, vertical plate, section steel 16, etc., or perform hot wire processing or additional weld bead 19 on the lower part of the beam length central part, so that the beam is deformed upward in advance. Fig. 17 adds and subtracts the amount of overlay welding bead 19 according to the degree of bending deformation. As shown in Fig. 16 and Fig. 17, the structure of the present invention described in claim 5 is based on the inventions described in claims 1 to 4, and is characterized in that: the upper surface or the lower surface of the beam 4C at the center of the beam length is welded. Flat steel, vertical plate, and section steel 16 are joined, or the lower surface of the center portion of the beam is hot-wired, or the beam is deformed upward in advance by overlay welding, thereby suppressing the bending of the beam. In the case of installation of these components on the beam flange, it is also possible to use the concrete fixing of the floor slab in the center of the beam width. If these components are installed under the beam flange, only the beam ends in the direction of the beam axis can be welded, so the most labor-saving.

As an embodiment of the present invention according to claim 6, FIG. 18 shows the structure of the column-beam joint. In the invention according to any one of claims 1 to 5, the structure of the column-beam joint is characterized in that: A gap A of about 0.5 to 2 mm is left between 4F and the square steel backing plate 10RP. If the gap A is absent or small, the penetration of the weld to the root of the weld will be poor, and if it is too large, it will be difficult to form a weld bead. If the gap A is about 0.5 to 2 mm, preferably about 1 mm, it is easy to ensure the penetration of the weld to the root of the weld, and it is easy to discharge welding gas from the gap, so that defects in the welded part are less likely to occur.

As an embodiment of the present invention described in claim 7, FIG. 19 shows a column-beam joint structure manufactured as follows. Welding 9W is performed on the opposite side, that is, the side of the steel backing plate 10RP to expose the bead surface to the groove side, and then weld 7 on the groove side without shoveling to join the steel backing plate 10RP with complete penetration welding. The beam flange 4F and the end of the bulkhead 1 or the outside of the column 5 .

As an embodiment of the present invention according to claim 8, FIG. 20 shows a column-beam joint structure based on the invention according to any one of claims 1 to 7, and is characterized in that: Leave a gap of 0.5 to 4 mm with the inner surface of the column 5, preferably a gap of about 2 mm. After installing the backing plate 10U on the inner surface of the column, the welding joint does not protrude from the column while ensuring a gap of 0 to 5 mm at the root of the weld, preferably about 3 mm. The through bulkhead and the end of the column.

As an embodiment of the present invention according to claim 9, FIG. 21 shows a column-beam joint structure based on the invention according to any one of claims 1 to 8, and is characterized in that: After installing the backing plate 10U with a gap of 0.5-4mm between the inner surface of the column and the inner surface of the column, form the plate part of the column-beam joint with solid steel 20, and weld the solid piece with a narrow groove with a gap of 0-4mm at the root of the weld 20 and the column end 2. The solid part can be any one of rolled steel plate, forged material, and cast material, and the solid part can also be fabricated by assembling a plurality of components that are welded and integrated.

In the invention according to claim 1, in the welding construction at the construction site, a column beam using a quadrilateral steel plate backing plate that is attached to the column side in advance on the inside of the upper and lower flanges at the beam end and on both sides of the beam web is used. In the case of the manufacturing method of the joint part, when the beam is inserted between the columns in the on-site construction method, the quadrangular steel plate comes into contact with the web of the beam, which causes difficulty. In addition, if the rectangular steel plate is welded in advance on the inner side of the beam flange, the welding gap between the column and the beam end becomes too large, and the amount of welding increases. In the case of attaching the quadrangular steel plate backing plate 10RP to the bulkhead at the factory in advance, and welding the bulkhead and the beam flange and the beam flange and the steel plate backing plate 10RP at the construction site, since the square steel plate backing plate 10RP is separated from the beam Therefore, as shown in FIG. 22, only the center of the beam web is cut into the length of the quadrilateral steel plate backing plate 10RP. On site, the column-beam joint is assembled through the beam flange at the cut-in portion.

In the invention of claim 1, the steel plate 9 attached to the lower side of the lower flange may be larger or smaller than the width of the beam flange 4F as shown in FIG. 23 .

In the invention according to claim 1, the steel plate backing plate 10RP attached to the inner side of the upper and lower flanges and the steel plate backing plate 9 attached to the lower side of the lower flange can be made as shown in FIGS. 24 to 28 . Arbitrary polygons.

In the inventions of claims 1 to 9, as shown in the explanatory diagram of the ultrasonic flaw detection inspection of the welded joints 7 and 9W between the beam end flange 4F and the steel backing plate 10RP and the bulkhead in FIG. There is no backing plate and cover plate, so the ultrasonic beam 22 will not be obstructed, so that the ultrasonic flaw detection test inspection can be easily performed through the welded part.

In the invention according to claims 1 to 9, the thickness 10t and the length 10L of the steel backing plate 9 are set as follows: The generated stress is smaller than the average stress alone of the beam flange 4F at the edge of the welded portion of the beam center side end of the steel backing plate 9 . In this way, buckling of the beam flange 4F at the beam end and the steel backing plate 9 is less likely to occur.

In the invention according to claims 1 to 9, as shown in FIG. 30 , when the bending of the "へ" character is performed on the steel backing plate 9K, the gap between the beam flange 4F and the beam flange 4F is maintained at both ends by 1 to 2 mm. If welding is performed, even if the steel backing plate 9K bears a compressive load, the deformation occurs on the beam flange side, so buckling of the steel backing plate 9K separated from the beam flange does not easily occur. In addition, the bending process of the "へ" character can be bent more than two times, and it can also be processed into a circular arc or an ellipse.

In the invention according to claims 1 to 9, as shown in FIG. 31 , when the steel backing plate 9 is attached to the beam flange 4F, the width of the steel backing plate 9 is made smaller than the width of the beam flange 4F. , and make it so that it does not reach the side of the beam flange 4F when the steel backing plate 9 is welded to the beam central side. This is to prevent the sides of the beam flange from cutting off due to the heat of the weld.

In the inventions according to claims 1 to 9, as shown in FIG. 32, when the steel backing plate 9 is attached to the beam flange 4F, even if the width of the steel backing plate 9 is made to be the same as the width of the beam flange 4F, It is also made so that the steel backing plate 9 does not reach the side of the beam flange 4F when it is welded to the beam central side. This is to prevent the sides of the beam flange from cutting off due to the heat of the weld.

In the inventions according to claims 1 to 9, as shown in FIG. 33, when the steel backing plate 9 is attached to the beam flange 4F, the corner of the beam center side of the steel backing plate 9 is cut off. The backing plate 9 has the same width as the beam flange 4F, and is also made so that the steel backing plate 9 does not reach the side of the beam flange 4F when the steel backing plate 9 is welded to the beam center side. This is to prevent the sides of the beam flange from cutting off due to the heat of the weld. In addition, instead of cutting off the corners of the steel backing plate 9, a blunt cut is provided near the weld on the beam center side of the steel backing plate 9, so that the beam flange side end of the weld on the beam center side of the plate 9 can be relieved. stress concentration.

Symbol Description

1-partition, 1A-protrusion of the partition, 1U-inner partition, 2-plate, 2Z-combined partition and column short tube in the plate area, 3-beam web, 3a-beam web non-bearing Length, 3b-beam web bearing length, 3W-beam web installation welding part, 3tW-beam web thickness, 4-beam, 4B-thick plate beam flange, 4bf-beam flange width, 4C-central beam, 4F-beam flange, 4L- Large beams, 4M-beam bending moment distribution, 4H-beam flange for beam haunch processing, 4K-beam bracket, 4tf-beam flange plate thickness, 5-column shaft, 5P-square or round steel pipe column, 5H- H-shaped steel column, 6-column, bulkhead welded part, 7-beam flange, bulkhead welded part, 7B-welded part of thick plate beam flange and thin plate beam flange, 7F-welded part of thick plate beam flange and beam web, 7U-inner Welding part inside partition and column, 8-Assembly welding, 9-Steel backing plate installed on beam flange, 9K-Steel backing plate bent into へ shape, 9W-Welding part of steel backing plate, 9S-Slot Welding part, 9t-steel backing plate weld seam thickness, 10-backing plate, 10U-backing plate, 10RP-steel backing plate installed on the inside of the beam flange, 10FP-steel backing plate installed on the outside of the beam flange, 10t - plate thickness of the steel backing plate, 10L - length of the steel backing plate, 11 - arc notch, 11N - no arc notch, 12 - out-of-plane deformation, 13 - in the case of using the plate to support the beam bending moment Stress flow at the end of the beam, 14-beam flange with beam haunch treatment, 15-thickened beam flange, 16-members such as flat steel, vertical plate or section steel welded to the upper or lower part of the length center, 17-angle Bracing plate, 18-strengthening plate, 19-surfacing welding bead, 20-solid part, that is, solid part, 21-ultrasonic probe, 22-ultrasonic beam direction, 23-ultrasonic probe wire.

Claims (9)

1. A column-beam joint structure, characterized in that, Overlapping the welded portion of the through partition plate that does not protrude from the column on the square steel pipe column or the round steel pipe column, and the welded portion of the partition plate welded to the flange of the H-shaped steel beam, or the inner partition The plate is welded to the square steel pipe column or circular steel pipe column and the H-shaped steel beam flange is joined to the in-plane extension of the partition, The upper and lower flanges of the column side beam end are attached to the steel backing plate on or under the beam as the welding root side, Make the thickness of the upper and lower bulkheads equal to or greater than the thickness of the beam flange and the backing plate, At least one side of the backing plate is beveled and welded to the beam center side of the beam flange, and the other side of the backing plate is beveled and welded to the column on the beam end side partition or its in-plane extension. face, A portion of the bending moment applied to the web end of the beam is borne by the above-mentioned steel backing plate. 2. A column-beam joint structure, characterized in that, Overlap the welded portion of the H-shaped steel column that joins the penetrating bulkhead that does not protrude from the column, and the welded portion that joins the welded portion of the bulkhead to the flange of the H-shaped steel beam, or directly welds the beam flange to the H-shaped beam flange. on a steel column, or with the inner partition joined to the H-shaped steel column and the H-beam flange joined to the H-shaped steel column face on the in-plane extension of the partition, The upper and lower flanges of the beam end of the column side are attached to the upper or lower surface of the beam as the welding root side, and the quadrilateral steel backing plate is closely attached, Make the thickness of the upper and lower bulkheads equal to or greater than the thickness of the beam flange and the thickness of the steel backing plate, At least one side of the backing plate is beveled and welded to the beam center side of the beam flange, and the other side of the steel backing plate is beveled and welded to the beam end side partition or its in-plane extension on the cylinder, A portion of the bending moment applied to the web end of the beam is borne by the above-mentioned steel backing plate. 3. The column-beam joint structure according to claim 1 or 2, characterized in that, Beams of smaller height adjacent to one beam at the same column-beam joint are subjected to beam haunch processing, and a plurality of beam end lower flanges of the column-beam joint are attached to the same bulkhead. 4. The column-beam joint structure according to claim 1 or 2, characterized in that, For the flange at the end of the beam, the steel backing plate, or both, use a steel material with a higher allowable stress intensity or a thicker plate than that at the center of the beam. 5. The column-beam joint structure according to claim 1 or 2, characterized in that, The beam is pre-deformed upward by welding flat steel, vertical plate or section steel above or below the center of the beam length, or by performing hot wire processing or adding a weld pass below the center of the beam length. 6. The column-beam joint structure according to claim 1 or 2, characterized in that, Leave a gap of 0.5 to 2 mm between the beam flange and the quadrilateral steel backing plate. 7. The column-beam joint structure according to claim 1 or 2, characterized in that, Welding is performed from the opposite side of the beam flange with the welding groove without an existing backing plate, so that the bead is exposed on the groove side, and the groove side is welded without removing the root, and the joint is joined by full penetration welding Beam flanges with steel backing plate to bulkhead end or outside of column. 8. The column-beam joint structure according to claim 1 or 2, characterized in that, A backing plate with a gap of 0.5 to 4 mm is installed on the inner surface of the column, and the through partition that does not protrude from the column and the end of the column is welded with a narrow groove with a gap of 0 to 4 mm at the root of the welding. 9. The column-beam joint structure according to claim 1 or 2, characterized in that, A solid steel material is used to form the plate part of the column-beam junction, and the solid part and the end of the column are welded with a narrow groove with a welding root gap of 0-4mm.

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