Column-beam connection and its manufacturing method

Abstract

To provide a column-beam connection and its manufacturing method that inhibits occurrence of cavities in concrete at the column-beam connection in which multiple steel beams are connected to a reinforced-concrete column at their vertical positions different from each other.SOLUTION: A column-beam connection manufacturing method forms a connection by inserting multiple steel beams into a reinforced-concrete column. In the column-beam connection manufacturing method: the multiple steel beams are connected to the reinforced-concrete column at their vertical positions different from each other; holes are arranged in the part of webs of the steel beams that is inserted into the reinforced-concrete column; and vibrators are inserted into the holes to assist the casting by ejecting residual air bubbles, which remain in the concrete filled in spaces below webs of the steel beam among the spaces parted to the upper and the lower with the webs that penetrate into the reinforced-concrete column, through the holes arranged in the part of the aforesaid webs of the steel beams that is inserted into the reinforced-concrete column.SELECTED DRAWING: Figure 1

Description

[Technical Field]

[0001] The present invention relates to a beam-column joint between a reinforced concrete column and a steel beam, and a method for manufacturing the same. [Background technology]

[0002] The structural format of the building is an RCS structure, with columns made of reinforced concrete and beams made of steel. The RCS structure is a rational structure, as it uses reinforced concrete members that are strong against compression for the columns and lightweight steel members that are strong against bending and shear for the beams. In other words, the steel beams allow for long spans, while the reinforced concrete columns economically increase the rigidity of the building and can reliably support the weight of the building. Due to its characteristics, the RCS structure is particularly suitable for buildings with large spans and heavy loads, specifically logistics facilities and stores.

[0003] In RCS structures, the type of structure used for the column-beam joints is key to ensuring the structural performance of the entire building.The most common type of column-beam joint in RCS structures is one in which the end of the steel beam penetrates from one side of the reinforced concrete column to the opposite side (hereinafter referred to as the beam penetration type).

[0004] Here, when there is a step on the floor surface, such as in a logistics warehouse with truck berths on the second floor or above, or when the steel beams joined to the reinforced concrete columns have different beam depths, a step in the height direction will occur between two or more steel beams joined to the reinforced concrete column.

[0005] Patent Document 1 discloses a beam-column joint structure that allows for easy formation of a step between steel beams joined to a reinforced concrete column in an RCS structure. Specifically, a connecting member is provided to connect the upper steel beam and the lower steel beam at the embedded portion where the upper steel beam and the lower steel beam are embedded in the reinforced concrete column. The connecting member is joined to the flanges of the upper steel beam and the lower steel beam so that at least a portion of the connecting member is located between the web of the upper steel beam and the web of the lower steel beam.

[0006] Furthermore, Non-Patent Documents 1 to 3 disclose the structure of beam-column joints in RCS structures when the heights of the top ends of two or more steel beams joined to a reinforced concrete column are different, or when the heights of the top ends of two or more steel beams are the same but the beam depths are different. [Prior art documents] [Patent documents]

[0007] [Patent Document 1] Japanese Patent Application Laid-Open No. 2018-162645 [Non-patent literature]

[0008] [Non-Patent Document 1] Takayuki Sagawa and three others, "Experimental and Analytical Study on the Structural Performance of Frames Composed of Reinforced Concrete Columns and Steel Beams with Stepped Beams," Proceedings of the Japan Concrete Institute, Vol. 37, No. 2, February 2015, pp. 1045-1050 [Non-patent document 2] Naoki Arakane and three others, "Structural Performance of RC Column / S Beam Mixed Structure: Parts 4-6," Proceedings of the Annual Meeting of the Architectural Institute of Japan, Architectural Institute of Japan, July 2013, pp. 1467-1472 [Non-patent document 3] Masatoshi Harada et al., "Structural Performance of Cross-Shaped Beam-Column Joints in RC Column / S Beam Mixed Structures with Beam Eccentricity and Beam Step Differences, Part 1-2," Proceedings of the Annual Meeting of the Architectural Institute of Japan, Architectural Institute of Japan, July 2018, pp. 1457-1460 Summary of the Invention [Problem to be solved by the invention]

[0009] When concrete is poured into a reinforced concrete column of an RCS structure at a construction site, it is done while the reinforced concrete column 2 is in an upright position, as shown in Figure 9. That is, concrete is poured by dropping concrete 23 into the top of the reinforced concrete column 2, or by pressurizing concrete 23 upward from the bottom of the reinforced concrete column 2. In the reinforced concrete column 2, concrete 23 may be poured integrally at the column-beam joint 1 where the steel beams 3 and 4 penetrate, and in other parts, or concrete 23 may be poured separately.

[0010] In this way, when pouring concrete into the beam-column joint 1 between the reinforced concrete column 2 and the steel beams 3 and 4 of an RCS structure while the reinforced concrete column is standing upright, the concrete 23 is poured around the flanges of the steel beams 3 and 4, as shown by the arrows in Figure 10. This makes it difficult to impede the pouring of the concrete.

[0011] In contrast, when the column-beam joints between reinforced concrete and steel beams in an RCS structure are fabricated using a precast construction method, concrete 23 is poured with the reinforced concrete column 2 laid on its side, as shown in Figures 11(a) and 11(b). At this time, as shown in Figure 12, the portions of the reinforced concrete column 2 into which the steel beams 3, 4 penetrate are separated from each other by the webs 31, 41 of the steel beams 3, 4 (and the tie plates 6 that join the steel beams 3, 4 to each other). For this reason, air bubbles 23a remain inside the concrete 23 that is filled in the space below the webs 31, 41 of the steel beams 3, 4 (and the tie plates 6), making it easy for voids to form inside the concrete 23. In particular, as shown in Figure 12, when multiple steel beams 3, 4 are joined to a reinforced concrete column 2 so that their positions in the height direction differ from each other, the area separated vertically by the webs 31, 41 of the steel beams 3, 4 and the tie plates 6 at the column-beam joint becomes larger. This causes air bubbles 23a to remain inside the concrete 23, and the problem of voids easily occurring inside the concrete 23 becomes more pronounced.

[0012] The present invention has been made to solve the above-mentioned problems, and aims to provide a column-beam joint and a manufacturing method thereof, in which multiple steel beams are joined by penetrating a reinforced concrete column so that they are at different height positions, and which can prevent voids from occurring inside the concrete when manufacturing the column-beam joint using a precast construction method. [Means for solving the problem]

[0013] The means for solving the above problems are as follows. [1] A column-beam joint in which multiple steel beams are joined so that they penetrate a reinforced concrete column, wherein the multiple steel beams are joined to the reinforced concrete column so that they are positioned at different heights from each other, and holes are provided in the webs of the steel beams at the parts that penetrate the reinforced concrete column.

[0014] Here, "different height positions" of multiple steel beams means that the heights of the upper or lower ends of the multiple steel beams or the beam depths of the multiple steel beams are different from each other. [2] A column-beam joint as described in [1], wherein the lower end of the upper steel beam among the plurality of steel beams is higher than the upper end of the lower steel beam, the lower flange of the upper steel beam and the upper flange of the lower steel beam are joined by a connecting plate, and a hole is provided in the connecting plate. [3] A column-beam joint as described in [1] or [2], wherein the hole is provided at the corner of the part of the web of the steel beam that penetrates the reinforced concrete column, and the hole diameter is 30 mm or more.

[0015] Here, the corner portion refers to the area within 150 mm in the height and width directions from the corner of the portion of the web of the steel beam that penetrates the reinforced concrete column. [4] A column-beam joint as described in [1] or [2], wherein the holes are provided at positions that do not overlap with the main reinforcement of the reinforced concrete column when the web of the steel beam is viewed from the front, and the hole diameter is 60 mm or more. [5] A column-beam joint as described in [1] or [2], in which a cover plate is provided to surround the side of the reinforced concrete column up to the surface position of the web of the steel beam, in the height range between the upper flange of the highest steel beam among the plurality of steel beams and the lower flange of the lowest steel beam, and a hole is provided in the cover plate. [6] A column-beam joint as described in [3], in which a cover plate is provided to surround the side of the reinforced concrete column up to the surface position of the web of the steel beam within the height range between the upper flange and the lower flange of the steel beam, and a hole is provided in the cover plate. [7] A column-beam joint as described in [4], in which a cover plate is provided to surround the side of the reinforced concrete column up to the surface position of the web of the steel beam within the height range between the upper flange and the lower flange of the steel beam, and a hole is provided in the cover plate. [8] A column-beam joint as described in [5], wherein the hole in the cover plate is positioned so as not to overlap with the main reinforcement of the reinforced concrete column when the web of the steel beam is viewed from the front, the hole diameter is 100 to 160 mm, and the cover plate has a welding allowance of 30 mm or more around the hole in the cover plate. [9] A column-beam joint as described in [6], wherein the hole in the cover plate is positioned so as not to overlap with the main reinforcement of the reinforced concrete column when the web of the steel beam is viewed from the front, the hole diameter is 100 to 160 mm, and the cover plate has a welding allowance of 30 mm or more around the hole in the cover plate.

[10] A column-beam joint as described in [7], wherein the hole in the cover plate is positioned so as not to overlap with the main reinforcement of the reinforced concrete column when the web of the steel beam is viewed from the front, the hole diameter is 100 to 160 mm, and the cover plate has a welding allowance of 30 mm or more around the hole in the cover plate.

[11] A method for manufacturing a column-beam joint as described in [5], comprising providing a concrete inlet and a concrete outlet in the formwork of the reinforced concrete column so as to sandwich the portion of the reinforced concrete column where the cover plate is to be installed, laying the reinforced concrete column on its side and tilting it so that the height of the concrete inlet is higher than the height of the concrete outlet, and pouring concrete into the reinforced concrete column.

[12] The method for manufacturing a beam-column joint according to

[11] , wherein the gradient of the inclination is 1 / 50 to 1 / 100.

[13] A method for manufacturing a beam-column joint as described in

[11] , which includes confirming from the hole in the cover plate that concrete has been filled in the space below the web of the steel beam that penetrates the reinforced concrete column, among the spaces separated vertically by the web of the steel beam that penetrates the reinforced concrete column, when pouring concrete into the column, then sealing the hole in the cover plate, and further pouring concrete into the space above the web. [Effects of the Invention]

[0016] According to the column-beam joint and its manufacturing method of the present invention, in a column-beam joint in which multiple steel beams are joined by penetrating a reinforced concrete column so that their vertical positions differ from each other, when this is manufactured using a precast construction method, it is possible to prevent voids from occurring inside the concrete. [Brief explanation of the drawings]

[0017] [Figure 1] Figures 1(a) and 1(b) are a longitudinal cross-sectional view and a perspective view, respectively, showing a column-beam joint according to a first embodiment of the present invention, and Figure 1(c) is a perspective view showing a main part of the column-beam joint shown in Figures 1(a) and 1(b). [Figure 2] FIG. 2 is a side view of a beam-to-column joint according to the first embodiment of the present invention. [Figure 3] FIG. 3 is a side view showing a method for manufacturing a beam-column joint according to the first embodiment of the present invention. [Figure 4] 4(a) and 4(b) are a longitudinal sectional view and a perspective view, respectively, showing a beam-column joint according to a second embodiment of the present invention. [Figure 5] 5(a) and 5(b) are a longitudinal sectional view and a perspective view, respectively, showing a beam-column joint according to a third embodiment of the present invention. [Figure 6] 6(a) and 6(b) are a vertical cross-sectional view and a perspective view, respectively, showing a beam-column joint according to a fourth embodiment of the present invention. [Figure 7] 7(a) and 7(b) are a longitudinal sectional view and a perspective view, respectively, showing a beam-column joint according to a fifth embodiment of the present invention. [Figure 8] Figures 8(a) and 8(b) are longitudinal cross-sectional views showing a beam-column joint according to a sixth embodiment of the present invention, and Figure 8(c) is a perspective view of the beam-column joint shown in Figures 8(a) and 8(b). [Figure 9] FIG. 9 is a vertical cross-sectional view that schematically shows a situation in which concrete is being poured for a reinforced concrete column of an RCS structure at a construction site. [Figure 10]FIG. 10 is a perspective view that schematically shows a situation in which concrete is being poured for reinforced concrete columns of an RCS structure at a construction site. [Figure 11] 11(a) and 11(b) are respectively an end view and a side view that schematically show how a column-beam joint between a reinforced concrete column and multiple steel beams is constructed using a precast construction method. [Figure 12] FIG. 12 is an enlarged cross-sectional view that schematically shows how a beam-column joint between a reinforced concrete column and two or more steel beams is constructed by a precast construction method. DETAILED DESCRIPTION OF THE INVENTION

[0018] Hereinafter, embodiments of the beam-column joint and the manufacturing method thereof according to the present invention will be specifically described with reference to the drawings. (First embodiment) 1(a) and 1(b) show a longitudinal cross-sectional view and a perspective view of a column-beam joint 1A according to a first embodiment of the present invention. Also, FIG. 1(c) shows a perspective view of a main part of the column-beam joint 1A according to the first embodiment of the present invention. Furthermore, FIG. 2 shows a side view of the column-beam joint 1A according to the first embodiment.

[0019] As shown in Figures 1(a) to 1(c), a beam-column joint 1A of the first embodiment is a beam-column joint in which four steel beams 3A, 3C, 3D, and 4 made of H-shaped steel are joined to a reinforced concrete column 2 so that they penetrate the column. The four steel beams 3A, 3C, 3D, and 4 are joined to the reinforced concrete column 2 so that their positions in the height direction are different from each other. Specifically, the height of the upper ends of the steel beams 3A, 3C, and 3D is different from the height of the upper end of the steel beam 4, and the lower ends of the upper three steel beams 3A, 3C, and 3D are higher than the upper end of the steel beam 4 in the lower row. In other words, the beam depth of the steel beam 3A in the main direction among the upper steel beams 3A, 3C, and 3D is: B D1 (mm), beam depth of lower steel beam 4: B D2 (mm), Center distance between upper steel beam 3A and lower steel beam 4: B If H (mm), the step ratio of steel beams 3A and 4 is 2 B H / ( B D1+B D2)>1.

[0020] The bottom flange 33 of one steel beam 3A of the three upper steel beams 3A, 3C, and 3D is joined to the top flange 42 of the lower steel beam 4 by a tie plate 6. The tie plate 6 is arranged in the same plane as the webs 31, 41 of the upper steel beam 3A and the lower steel beam 4 that are joined by this tie plate 6.

[0021] As shown in Figures 1(b) and 1(c), the two steel beams 3C, 3D joined to both sides of the reinforced concrete column 2 in the orthogonal direction are actually composed of a single H-shaped steel that is arranged to penetrate the reinforced concrete column 2. Of the steel beams 3A, 4 arranged in the main direction, the upper steel beam 3A is arranged to penetrate the H-shaped steel that constitutes the two orthogonal steel beams 3C, 3D, and is welded to both sides of this H-shaped steel.

[0022] 1(a) and 1(c), on both sides of the portion where the lower steel beam 4 of the steel beams 3A, 4 arranged in the main direction penetrates the reinforced concrete column 2, anchoring portions 44 for holding cover plates 24 (described later) are arranged so as to penetrate the H-shaped steel that constitutes the lower steel beam 4, and are welded to both sides of this H-shaped steel and to connecting plates 6 (described later) that are arranged in the same plane as the webs of the steel beams 3C, 3D. The anchoring portions 44 are made of H-shaped steel that has the same beam depth as the steel beam 4.

[0023] The bottom flanges 33 of two of the three upper steel beams 3A, 3C, and 3D that are arranged in an orthogonal direction are joined to the upper flanges of the H-shaped steel that constitutes the anchoring portion 44 by connecting plates 6. The connecting plates 6 are arranged in the same plane as the webs 33 of the steel beams 3C and 3D that are joined by the connecting plates 6 and the webs of the steel beams that constitute the anchoring portion 44.

[0024] As shown in FIG. 1(b), in a beam-column joint 1A of the first embodiment, a cover plate 24 made of a steel plate is provided to surround concrete (not shown) poured continuously from the upper and lower reinforced concrete columns 2 of the beam-column joint 1A within the joint 1A. Specifically, the cover plate 24 is provided in the height range between the upper flange 32 of the upper steel beam 3A, 3C, 3D, and the lower flange 43 of the lower steel beam 4 among the four steel beams 3A, 3C, 3D, and 4, completely covering the side of the reinforced concrete column 2 up to the surface of the webs 31 and 41 of the steel beams 3A, 3C, 3D, and 4. The side edges of the cover plate 24 are fixed to the webs 31 and 41, the upper flanges 32 and 42, and the bottom flanges 33 and 43 of the steel beams 3A, 3C, 3D, and 4 by welding.

[0025] 1(a), in the beam-column joint 1A of the first embodiment, holes 31a, 41a are provided in the webs 31, 41 of the steel beams 3A, 3C, 3D, 4 at the portions where they penetrate the reinforced concrete column 2. Also, a hole 6b is provided in a connecting plate 6 that connects one steel beam 3A of the three upper steel beams 3A, 3C, 3D to the lower steel beam 4.

[0026] The holes 31a, 41a formed in the webs 31, 41 of the steel beams 3A, 3C, 3D, 4 are formed in the corners of the portions of the webs 31, 41 of the steel beams 3A, 3C, 3D, 4 that penetrate into the reinforced concrete column 2, and the diameter of the holes is 30 mm or more. Here, the corners refer to the areas within 150 mm in the height and width directions from the corners of the portions of the webs 31, 41 of the steel beams 3A, 3C, 3D, 4 that penetrate into the reinforced concrete column 2.

[0027] When the beam-column joint 1A of the first embodiment is fabricated by a precast construction method, concrete 23 is poured with the reinforced concrete column 2 laid on its side, as shown in FIGS. 11(a) and 11(b). At this time, as shown in FIG. 12, the portions of the reinforced concrete column 2 where the steel beams 3A, 3C, 3D, and 4 penetrate are separated vertically by the webs 31 and 41 of the steel beams 3A, 3C, 3D, and 4 and the tie plates 6. Therefore, air bubbles 23a tend to remain inside the concrete 23 filled in the space below the webs 31 and 41 of the steel beams 3A, 3C, 3D, and 4 and the tie plates 6. In the beam-column joint 1A of the first embodiment, holes 31a and 41a functioning as air vents are provided in the corners of the webs 31 and 41 of the steel beams 3A, 3C, 3D, and 4 where the webs penetrate the reinforced concrete column 2, which are areas where air bubbles 23a tend to remain.

[0028] Furthermore, the holes 6b formed in the tie plate 6 are positioned so as not to overlap with the main reinforcements 21 of the reinforced concrete column 2 when the webs 31, 41 of the steel beams 3A, 3C, 3D, and 4 are viewed from the front, and the hole diameter is 60 mm or more. Since the shear force acting on the tie plate 6 is smaller than the shear force acting on the webs 31, 41 of the steel beams 3A, 3C, 3D, and 4, the hole diameter of the holes 6b formed in the tie plate 6 can be larger than the hole diameter of the holes 31a, 41a formed in the webs 31, 41 of the steel beams 3A, 3C, 3D, and 4.

[0029] When the beam-column joint 1A of the first embodiment is fabricated by a precast construction method, as described above, air bubbles 23a are likely to remain inside the concrete 23 filled in the space below the tie plate 6. Therefore, in the beam-column joint 1A of the first embodiment, holes 31a, 41a are provided in the corners of the webs 31, 41 of the steel beams 3A, 3C, 3D, 4 where they penetrate the reinforced concrete column 2, and a hole 6b is also provided in the tie plate 6.

[0030] Furthermore, as shown in Figures 1(b) and 2, in the beam-column joint 1A of the first embodiment, holes 24a are provided in the cover plate 24 (only some of the holes 24a provided in the cover plate 24 are shown in Figure 1(b)). The holes 24a provided in the cover plate 24 are provided in positions that do not overlap with the main reinforcements 21 of the reinforced concrete column 2 when the webs 31, 41 of the steel beams 3A, 3C, 3D, 4 are viewed from the front, and the hole diameter is 100 to 160 mm. A weld allowance of 30 mm or more is provided around the holes 24a provided in the cover plate 24.

[0031] When the column-beam joint 1A of the first embodiment is manufactured using a precast construction method, it can be confirmed from the holes 24a provided in the cover plate 24 that no air bubbles 23a remain inside the concrete 23 filled in the space below the webs 31, 41 and connecting plate 6 of the steel beams 3A, 3C, 3D, 4.

[0032] 2, in the beam-column joint 1A of the first embodiment, it is preferable that the position of the hole 24a formed in the covering plate 24 be aligned with the position of the hole 6b formed in the connecting plate 6. In this way, a vibrator for filling concrete can be inserted into the hole 24a formed in the covering plate 24 and the hole 6b formed in the connecting plate 6, and it is possible to more reliably prevent air bubbles 23a from remaining inside the concrete 23 and causing voids.

[0033] The column-beam joint 1A of the first embodiment has a step ratio of 2 between the steel beams 3A, 3B, and 4. B H / ( B D1+ B It is preferable to apply when D2)≦1.25.

[0034] In addition, the column-beam joint 1A of the first embodiment has a beam depth ratio of the steel beams 3A and 4 in the main direction. B D2 / B D1( B D1≧ B It is preferable to apply this when D2) is within the range of 0.5 to 1.0. In addition, among the upper steel beams 3A, 3C, and 3D, the beam depth of the steel beams 3C and 3D in the orthogonal direction is:B If D3 (mm), the beam depth ratio of the main direction steel beam 3A and the perpendicular direction steel beams 3C and 3D is B D3 / B It is preferably applied when D1 is within the range of 0.5 to 1.0.

[0035] FIG. 3 shows a side view of a method for manufacturing a beam-column joint according to one embodiment of the present invention.

[0036] The method for manufacturing a beam-column joint according to the first embodiment is a method for manufacturing the beam-column joint 1A described above by a precast construction method. Specifically, as shown in FIG. 3, a concrete inlet 8a and a concrete outlet 8b are provided in a formwork 8 for a reinforced concrete column 2, sandwiching a portion of the reinforced concrete column 2 where a cover plate 24 will be installed. Then, as shown in FIGS. 11(a) and 11(b), the reinforced concrete column 2 is laid horizontally on a support 9. The support 9 is configured to incline the reinforced concrete column 2 so that the height of the concrete inlet 8a is higher than the height of the concrete outlet 8b. The inclination of the reinforced concrete column 2 due to the support 9 is preferably 1 / 50 to 1 / 100. In the example shown in FIG. 3, the inclination of the reinforced concrete column 2 due to the support 9 is 1 / 70. In this state, concrete 23 is poured into the reinforced concrete column 2. In this way, when the concrete 23 is poured at an angle so that the height of the concrete inlet 8a is higher than the height of the concrete outlet 8b, the weight of the concrete 23 promotes the filling of the concrete 23 inside the column-beam joint 1A, and the occurrence of voids inside the concrete 23 can be suppressed.

[0037] When pouring concrete 23 into reinforced concrete column 2, first, of the spaces separated vertically by webs 31, 41 and tie plates 6 of steel beams 3A, 3C, 3D, 4 that penetrate reinforced concrete column 2, concrete 23 is filled into the spaces below webs 31, 41 and tie plates 6. Then, it is confirmed through holes 24a in closing plate 24 that the spaces below webs 31, 41 and tie plates 6 have been sufficiently filled with concrete 23.

[0038] If the space below the webs 31, 41 and the tie plate 6 is not sufficiently filled with concrete 23, a vibrator (not shown) is inserted into the hole 24a in the covering plate 24 and the hole 6b in the tie plate 6 as necessary to promote filling of the concrete 23, level the top surface of the concrete 23, and allow it to harden completely.

[0039] Next, as shown in FIG. 3 , a temporary blocking plate (not shown) is placed over the hole 24a in the blocking plate 24 to temporarily block it, and the space below the webs 31, 41, and the tie plate 6 is completely filled with concrete 23. Furthermore, concrete 23 is poured into the space above the webs 31, 41, and the tie plate 6. After the concrete 23 filled in the space above and below the webs 31, 41, and the tie plate 6 has sufficiently hardened, the temporary blocking plate is removed from the hole 24a in the blocking plate 24, and a blocking plate (not shown) is placed over the hole 24a in the blocking plate 24 and welded to close it. The width and height of the blocking plate are preferably approximately 20 mm larger than the width and height of the hole 24a in the blocking plate 24. For example, if the width and height of the hole 24a in the blocking plate 24 are 150 mm, the width and height of the blocking plate are preferably approximately 170 mm. As described above, the cover plate 24 has a welding allowance of 30 mm or more around the hole 24a formed in the cover plate 24, and the outer periphery of the blocking plate is fillet welded to the cover plate 24 using this welding allowance.

[0040] In this way, by confirming that the space below the webs 31, 41 and tie plate 6 is sufficiently filled with concrete 23 before filling the space above the webs 31, 41 and tie plate 6 with concrete 23, it is possible to prevent voids from occurring inside the concrete 23. (Second embodiment) 4(a) and 4(b) show a longitudinal sectional view and a perspective view of a beam-column joint 1B according to a second embodiment of the present invention.

[0041] As shown in Figures 4(a) and 4(b), the beam-column joint 1B of the second embodiment is a beam-column joint in which four steel beams 3A, 3C, 3D, and 4 made of H-shaped steel are joined to a reinforced concrete column 2 so that they penetrate the column. The four steel beams 3A, 3C, 3D, and 4 are joined to the reinforced concrete column 2 so that their positions in the height direction are different from each other. Specifically, the height of the upper ends of the steel beams 3A, 3C, and 3D is different from the height of the upper end of the steel beam 4, and the lower ends of the upper three steel beams 3A, 3C, and 3D are lower than the upper end of the lower steel beam 4. In other words, the beam depth of the steel beam 3A in the main direction among the upper steel beams 3A, 3C, and 3D is: B D1 (mm), beam depth of lower steel beam 4: B D2 (mm), Center distance between upper steel beam 3A and lower steel beam 4: B If H (mm), the step ratio of steel beams 3A and 4 is 2 B H / ( B D1+ B D2)<1.

[0042] As shown in Figure 4(b), the two steel beams 3C, 3D joined to both sides of the reinforced concrete column 2 in the orthogonal direction are actually composed of a single H-shaped steel that is arranged to penetrate the reinforced concrete column 2. Of the steel beams 3A, 4 arranged in the main direction, the upper steel beam 3A is arranged to penetrate the H-shaped steel that constitutes the two orthogonal steel beams 3C, 3D, and is welded to both sides of this H-shaped steel.

[0043] 4(a), on both sides of the portion where the lower steel beam 4 of the steel beams 3A, 4 arranged in the main direction penetrates the reinforced concrete column 2, anchoring portions 44 for holding the cover plates 24 are arranged so as to penetrate the H-shaped steel that constitutes the lower steel beam 4 and are welded to both sides of this H-shaped steel. The anchoring portions 44 are made of H-shaped steel with a beam depth equal to the difference in height between the bottom end of the upper steel beam 3A and the bottom end of the lower steel beam 4.

[0044] As shown in Figure 4(a), in the second embodiment of the beam-column joint 1B, holes 31a, 41a are provided in the webs 31, 41 of the steel beams 3A, 3C, 3D, 4 at the portions that penetrate into the reinforced concrete column 2.

[0045] Of the holes 31a, 31b, 41a provided in the webs 31, 41 of the steel beams 3A, 3C, 3D, 4, the holes 31a, 41a are provided at the corners of the portions of the webs 31, 41 of the steel beams 3A, 3C, 3D, 4 that penetrate into the reinforced concrete column 2, and the hole diameter is 30 mm or more.

[0046] In other respects, the column-beam joint 1B of the second embodiment is configured similarly to the column-beam joint 1A of the first embodiment.

[0047] According to the column-to-beam joint 1B of the second embodiment, the same effects as those of the column-to-beam joint 1A of the first embodiment can be obtained. (Third embodiment) 5(a) and 5(b) show a vertical cross-sectional view and a perspective view of a beam-column joint 1C according to a third embodiment of the present invention.

[0048] As shown in Figures 5(a) and 5(b), a beam-column joint 1C of the third embodiment is a beam-column joint in which four steel beams 3A, 3C, 3D, and 4 made of H-shaped steel are joined to a reinforced concrete column 2 so that they penetrate the column. The four steel beams 3A, 3C, 3D, and 4 are joined to the reinforced concrete column 2 so that their positions in the height direction are different from each other. Specifically, the height of the upper ends of the steel beams 3A, 3C, and 3D is different from the height of the upper end of the steel beam 4, and the bottom flanges 33 of the upper three steel beams 3A, 3C, and 3D are at the same height as the top flange 42 of the lower steel beam 4. In other words, the beam depth of the steel beam 3A in the main direction among the upper steel beams 3A, 3C, and 3D is: B D1 (mm), beam depth of lower steel beam 4: B D2 (mm), Center distance between upper steel beam 3A and lower steel beam 4: B If H (mm), the step ratio of steel beams 3A and 4 is 2 B H / ( B D1+ B D2)=1.

[0049] As shown in Figure 5(b), the two steel beams 3C, 3D joined to both sides of the reinforced concrete column 2 in the orthogonal direction are actually composed of a single H-shaped steel that is arranged to penetrate the reinforced concrete column 2. Of the steel beams 3A, 4 arranged in the main direction, the upper steel beam 3A is arranged to penetrate the H-shaped steel that constitutes the two orthogonal steel beams 3C, 3D, and is welded to both sides of this H-shaped steel.

[0050] 5(a), on both sides of the portion where the lower steel beam 4 of the steel beams 3A, 4 arranged in the main direction penetrates the reinforced concrete column 2, anchoring portions 44 for holding the cover plates 24 are arranged so as to penetrate the H-shaped steel that constitutes the lower steel beam 4 and are welded to both sides of this H-shaped steel. The anchoring portions 44 are made of H-shaped steel that has the same beam depth as the steel beam 4.

[0051] As shown in FIG. 5(a), in the beam-column joint 1C of the third embodiment, holes 31a, 41a are provided in the webs 31, 41 of the steel beams 3A, 3C, 3D, 4 at the portions that penetrate into the reinforced concrete column 2.

[0052] The holes 31a, 41a provided in the webs 31, 41 of the steel beams 3A, 3C, 3D, 4 are provided at the corners of the parts of the webs 31, 41 of the steel beams 3A, 3C, 3D, 4 that penetrate the reinforced concrete column 2, and the hole diameter is 30 mm or more.

[0053] In other respects, the column-beam joint 1C of the third embodiment is configured similarly to the column-beam joint 1A of the first embodiment.

[0054] In the beam-column joint 1C of the third embodiment, the holes 31a, 41a provided in the webs 31, 41 of the steel beams 3A, 3C, 3D, 4 have a diameter of 30 mm or more and cannot be used to insert a vibrator for filling concrete. Apart from this, the beam-column joint 1C of the third embodiment provides the same effects as the beam-column joint 1A of the first embodiment. (Fourth embodiment) FIG. 6(a) and FIG. 6(b) show a vertical cross-sectional view and a perspective view of a beam-column joint 1D according to a fourth embodiment of the present invention.

[0055] As shown in Figures 6(a) and 6(b), a beam-column joint 1D of the fourth embodiment is a beam-column joint in which four steel beams 3B-3D, 5A made of H-shaped steel are joined to a reinforced concrete column 2 so that they penetrate the column. The four steel beams 3B-3D, 5A are joined to the reinforced concrete column 2 so that their positions in the height direction are different from each other. Specifically, the beam depth of the steel beam 5A is smaller than the beam depth of the steel beams 3B-3D. The steel beams 3B, 5A are joined to the reinforced concrete column 2 in the main direction, and two steel beams 3C, 3D are joined to the reinforced concrete column 2 in the orthogonal direction. The heights of the upper ends of the steel beams 3B-3D, 5A are equal to each other, and the lower ends of the steel beams 3B-3D are lower than the lower end of the steel beam 5A. In other words, the beam depth of the steel beam 3B in the main direction: B D1 (mm), beam depth of steel beam 5A: B If D2 (mm), B D1> B It's D2.

[0056] As shown in Figure 6(b), the two steel beams 3C and 3D connected to both sides of the reinforced concrete column 2 in the orthogonal direction are actually composed of a single H-shaped steel that is arranged to penetrate the reinforced concrete column 2. Steel beams 3B and 5A arranged in the main direction are welded to both sides of the H-shaped steel that constitutes the two orthogonal steel beams 3C and 3D.

[0057] As shown in FIG. 6(a), in a beam-to-column joint 1D of the fourth embodiment, holes 31a are provided in the portions of the webs 31, 51 of the steel beams 3B to 3D, 5A that penetrate into the reinforced concrete column 2.

[0058] Of the holes 31a, 31b provided in the webs 31, 51 of the steel beams 3B to 3D, 5A, hole 31a is provided at the corner of the part of the web 31, 51 of the steel beams 3B to 3D, 5A that penetrates the reinforced concrete column 2, and its hole diameter is 30 mm or more.

[0059] In other respects, the column-to-beam joint 1D of the fourth embodiment is configured similarly to the column-to-beam joint 1A of the first embodiment.

[0060] According to the beam-column joint 1D of the fourth embodiment, the same effects as those of the beam-column joint 1A of the first embodiment and the beam-column joint 1B of the second embodiment can be obtained. (Fifth embodiment) 7(a) and 7(b) show a vertical cross-sectional view and a perspective view of a beam-column joint 1E according to a fifth embodiment of the present invention.

[0061] As shown in Figures 7(a) and 7(b), the beam-column joint 1E of the fifth embodiment is a beam-column joint in which four steel beams 3A, 3B, 5C, and 5D made of H-shaped steel are joined to a reinforced concrete column 2 so that they penetrate the column. The four steel beams 3A, 3B, 5C, and 5D are joined to the reinforced concrete column 2 so that their height positions are different from each other. Specifically, the beam depth of the steel beams 5C and 5D is smaller than the beam depth of the steel beams 3A and 3B. Two steel beams 3A and 3B are joined to the reinforced concrete column 2 in the main direction, and two steel beams 5C and 5D are joined to the reinforced concrete column 2 in the orthogonal direction. The heights of the upper ends of the steel beams 3A, 3B, 5C, and 5D are equal to each other, and the lower ends of the steel beams 3A and 3B are lower than the lower ends of the steel beams 5C and 5D. That is, the beam depth of the steel beams 3A and 3B in the main direction: B D1 (mm), Beam depth of steel beams 5C and 5D in the orthogonal direction: B If D3 (mm), B D1> B It's D3.

[0062] As shown in Figure 7(b), two steel beams 5C and 5D joined to both sides of the reinforced concrete column 2 in the orthogonal direction are actually composed of a single H-shaped steel that is arranged to penetrate the reinforced concrete column 2. Steel beams 3A and 3B arranged in the main direction are welded to both sides of the H-shaped steel that constitutes the two steel beams 5C and 5D.

[0063] 7(a), on both sides of the portions of the steel beams 3A, 3B arranged in the main direction that penetrate the reinforced concrete columns 2, anchoring portions 34 for holding the cover plates 24 are arranged so as to penetrate the H-shaped steel that constitutes the steel beams 3A, 3B in the main direction, and are welded to both sides of the H-shaped steel and to the bottom flanges 53 of the steel beams 5C, 5D in the orthogonal direction. The anchoring portions 34 are made of steel plates with a height that is the difference between the beam depth of the steel beams 3A, 3B in the main direction and the beam depth of the steel beams 5C, 5D in the orthogonal direction.

[0064] As shown in FIG. 7(a), in a beam-to-column joint 1E of the fifth embodiment, holes 31a are provided in the portions of the webs 31, 51 of the steel beams 3A, 3B, 5C, 5D that penetrate into the reinforced concrete column 2.

[0065] The holes 31a provided in the webs 31 of the steel beams 3A and 3B and the holes (not shown) provided in the webs 51 of the steel beams 5C and 5D are provided at the corners of the portions of the webs 31 and 51 of the steel beams 3A, 3B, 5C and 5D that penetrate the reinforced concrete column 2, and the hole diameter is 30 mm or more.

[0066] In other respects, the column-beam joint 1E of the fifth embodiment is configured similarly to the column-beam joint 1A of the first embodiment.

[0067] According to the beam-column joint 1E of the fifth embodiment, the same effects as those of the beam-column joint 1C of the third embodiment can be obtained. (Sixth embodiment) 8(a) and 8(b) show longitudinal cross-sectional views of a beam-column joint 1F according to a sixth embodiment of the present invention, and Fig. 8(c) shows a perspective view of the beam-column joint 1F according to the sixth embodiment of the present invention.

[0068] As shown in FIGS. 8(a) to 8(c), a beam-column joint 1F of the sixth embodiment is a beam-column joint in which five steel beams 3A, 4, 5A, 5C, and 5D made of H-shaped steel are joined to a reinforced concrete column 2 so that they penetrate the column. The five steel beams 3A, 4, 5A, 5C, and 5D are joined to the reinforced concrete column 2 so that they are positioned at different heights. In the main direction, the steel beams 3A and 5A are joined to one side of the reinforced concrete column 2 so that they are lined up above and below, and a steel beam 4 is joined to the other side of the reinforced concrete column 2. In the orthogonal direction, two steel beams 5C and 5D are joined to the reinforced concrete column 2. The beam depths of the steel beams 3A and 4 are equal, and the beam depth of the steel beam 5A is smaller than the beam depth of the steel beams 3A and 4. The beam depth of steel beams 5C and 5D is smaller than the beam depth of steel beams 3A and 4, but larger than the beam depth of steel beam 5A.

[0069] In addition, the height of the upper end of the steel beam 3A is different from the height of the upper ends of the steel beams 4, 5A, 5C, and 5D, and the lower end of the upper steel beam 3A is higher than the upper ends of the lower steel beams 4, 5A, 5C, and 5D. In other words, the beam height of the upper steel beam 3A among the steel beams 3A, 4, and 5A arranged in the main direction is: B D1 (mm), beam depth of lower steel beam 4: B D2 (mm), Center distance between upper steel beam 3A and lower steel beam 4: B If H (mm), the step ratio of steel beams 3A and 4 is 2 B H / ( B D1+ B D2)>1.

[0070] Of the steel beams 3A, 4, and 5A arranged in the main direction, the bottom flange 33 of the upper steel beam 3A and the top flange 42 of the lower steel beam 4 are joined by a tie plate 6. The tie plate 6 is arranged in the same plane as the webs 31 and 41 of the upper steel beam 3A and the lower steel beam 4 joined by this tie plate 6.

[0071] As shown in Figures 8(a) to 8(c), the two steel beams 5C and 5D joined to both sides of the reinforced concrete column 2 in the orthogonal direction are joined to both sides of the portion where the lower steel beam 4 of the steel beams 3A, 4, and 5A arranged in the main direction penetrates the reinforced concrete column 2. Specifically, the two steel beams 5C and 5D arranged in the orthogonal direction are arranged so as to penetrate the steel beam 4 arranged in the main direction, and are welded to both sides of the steel beam 4.

[0072] 8(a) to 8(c), on both sides of the portion where the upper steel beam 3A of the steel beams 3A, 4 arranged in the main direction penetrates the reinforced concrete column 2, anchoring portions 34 for holding the cover plates 24 are arranged so as to penetrate the steel beam 3A and are welded to both sides of the steel beam 3A. The anchoring portions 34 are made of H-shaped steel having the same beam depth as the steel beam 3A.

[0073] The lower flange of the H-shaped steel constituting the anchoring portion 34 and the upper flanges 52 of the steel beams 5C and 5D arranged in the perpendicular direction are joined by a connecting plate 6. The connecting plate 6 is arranged in the same plane as the webs of the H-shaped steel constituting the anchoring portion 34 joined by this connecting plate 6 and the webs 51 of the steel beams 5C and 5D.

[0074] Furthermore, as shown in Figure 8(a), on both sides of the portion where the lower steel beam 4 of the steel beams 3A, 4, 5A arranged in the main direction penetrates the reinforced concrete column 2, at a position below the steel beams 5C, 5D in the orthogonal direction, anchoring portions 45 for holding the cover plates 24 are arranged so as to penetrate the steel beam 4, and are welded to both sides of the steel beam 4 and to the bottom flanges 53 of the steel beams 5C, 5D in the orthogonal direction. The anchoring portions 45 are made of steel plates with a height that is the difference between the beam depth of the steel beam 4 in the main direction and the beam depth of the steel beams 5C, 5D in the orthogonal direction.

[0075] 8(a) and 8(b), in the beam-column joint 1F of the sixth embodiment, holes 31a, 41a are formed in the portions of the webs 31, 41 of the steel beams 3A, 4 that penetrate the reinforced concrete column 2, the webs of the H-shaped steel that constitute the anchorage 34, and the steel plates that constitute the anchorage 45. In addition, holes 6b are formed in the tie plate 6 that joins the upper steel beam 3A arranged in the main direction to the lower steel beam 4, and in the tie plate 6 that joins the lower steel beams 5C, 5D that are arranged in a direction perpendicular to the H-shaped steel that constitutes the anchorage 34.

[0076] The holes 31a, 41a in the webs 31, 41 of the steel beams 3A, 4 are provided at the corners of the portions of the webs 31, 41 of the steel beams 3A, 4 that penetrate the reinforced concrete column 2, and the diameter of the holes is 30 mm or more. The holes 6b in the tie plate 6 are provided at positions that do not overlap with the main reinforcements 21 of the reinforced concrete column 2 when the webs 31, 41, 51 of the steel beams 3A, 4, 5C, 5D are viewed from the front, and the diameter of the holes is 60 mm or more.

[0077] In other respects, the column-beam joint 1F of the sixth embodiment is configured similarly to the column-beam joint 1A of the first embodiment.

[0078] The beam-column joint 1F of the sixth embodiment provides the same effects as the beam-column joint 1A of the first embodiment. [Explanation of symbols]

[0079] 1A~1F Column beam joint 2. Reinforced concrete columns 21 Main reinforcement 22 Stirrup 23 Concrete 23a Bubbles 24 Covering board 24a hole 3A~3D, 4, 5A, 5C, 5D steel beam 31, 41, 51 Web 31a hole 32, 42, 52 Upper flange 33, 43, 53 Lower flange 34, 44, 45 Fixing section 6 Connecting board 6b hole 8. Formwork 8a Concrete inlet 8b Concrete outlet 9 Mounting stand

Claims

1. A method for manufacturing a beam-column joint in which a plurality of steel beams are joined so as to penetrate a reinforced concrete column, comprising the steps of: The plurality of steel beams are joined to the reinforced concrete column so that their positions in the height direction are different from each other, A hole is provided in the web of the steel beam at a portion where the web penetrates into the reinforced concrete column, The holes are provided at positions that do not overlap with the main reinforcement of the reinforced concrete column when the web of the steel beam is viewed from the front, and the hole diameter is 60 mm or more, A method for manufacturing a beam-column joint, comprising inserting a vibrator into the hole to expel air bubbles remaining inside the concrete filled in the space below the web of the steel beam that penetrates the reinforced concrete column, among the spaces separated vertically by the web of the steel beam that penetrates the reinforced concrete column, through the hole provided in the part of the web of the steel beam that penetrates the reinforced concrete column, thereby facilitating the filling of the space below with concrete.

2. The lower end of an upper steel beam among the plurality of steel beams is higher than the upper end of a lower steel beam, The lower flange of the upper steel beam and the upper flange of the lower steel beam are joined by a connecting plate, The method for manufacturing a beam-column joint according to claim 1 , wherein the tie plate has holes formed therein.

3. 2. A method for manufacturing a beam-column joint as described in claim 1, wherein a cover plate is provided to surround the side of the reinforced concrete column up to the surface position of the web of the steel beam in the height range between the upper flange of the uppermost steel beam and the lower flange of the lowermost steel beam among the plurality of steel beams, and a hole is provided in the cover plate.

4. 3. A method for manufacturing a beam-column joint as described in claim 2, wherein a cover plate is provided to surround the side of the reinforced concrete column up to the surface position of the web of the steel beam in the height range between the upper flange of the uppermost steel beam and the lower flange of the lowermost steel beam among the plurality of steel beams, and a hole is provided in the cover plate.

5. The holes provided in the cover plate are provided at positions that do not overlap with the main reinforcement of the reinforced concrete column when the web of the steel beam is viewed from the front, and the hole diameter is 100 to 160 mm; 4. The method for manufacturing a column-to-beam joint according to claim 3, wherein the cover plate has a welding allowance of 30 mm or more around the periphery of the hole provided in the cover plate.

6. The holes provided in the cover plate are provided at positions that do not overlap with the main reinforcement of the reinforced concrete column when the web of the steel beam is viewed from the front, and the hole diameter is 100 to 160 mm; 5. The method for manufacturing a column-to-beam joint according to claim 4, wherein the cover plate has a welding allowance of 30 mm or more around the periphery of the hole provided in the cover plate.

7. The method for manufacturing a beam-column joint according to any one of claims 1 to 6, wherein the holes are provided at corners of the web of the steel beam where the web penetrates the reinforced concrete column, and the hole diameter is 30 mm or more.

8. A column-beam joint in which a plurality of steel beams are joined so as to penetrate a reinforced concrete column, The plurality of steel beams are joined to the reinforced concrete column so that their positions in the height direction are different from each other, A hole is provided in the web of the steel beam at a portion where the web penetrates into the reinforced concrete column, The holes provided in the web of the steel beam are provided at positions that do not overlap with the main reinforcement of the reinforced concrete column when the web of the steel beam is viewed from the front, and have a hole diameter of 60 mm or more; The lower end of an upper steel beam among the plurality of steel beams is higher than the upper end of a lower steel beam, The lower flange of the upper steel beam and the upper flange of the lower steel beam are joined by a connecting plate, A hole is provided in the connecting plate, A cover plate is provided to surround the side of the reinforced concrete column up to the surface position of the web of the steel beam within a height range between the upper flange of the uppermost steel beam and the lower flange of the lowermost steel beam among the plurality of steel beams, and a hole is provided in the cover plate; the positions of the holes provided in the blocking plate are aligned with the positions of the holes provided in the connecting plate; The holes provided in the cover plate are provided at positions that do not overlap with the main reinforcement of the reinforced concrete column when the web of the steel beam is viewed from the front, and the hole diameter is 100 to 160 mm; The cover plate has a welding allowance of 30 mm or more around the periphery of the hole provided in the cover plate.

9. 9. The beam-column joint according to claim 8, wherein the holes provided in the web of the steel beam are provided at corners of the portions of the web of the steel beam that penetrate into the reinforced concrete column, and the hole diameter is 30 mm or more.

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