WO2020235568A1 - Raccordement d'une colonne de tubes en acier remplis de béton et d'une dalle en béton armé - Google Patents

Raccordement d'une colonne de tubes en acier remplis de béton et d'une dalle en béton armé Download PDF

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Publication number
WO2020235568A1
WO2020235568A1 PCT/JP2020/019815 JP2020019815W WO2020235568A1 WO 2020235568 A1 WO2020235568 A1 WO 2020235568A1 JP 2020019815 W JP2020019815 W JP 2020019815W WO 2020235568 A1 WO2020235568 A1 WO 2020235568A1
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WO
WIPO (PCT)
Prior art keywords
ribs
steel tube
tube column
slab
connection
Prior art date
Application number
PCT/JP2020/019815
Other languages
English (en)
Inventor
Kei Nakagawa
Hisaya Kamura
Takumi Ishii
Takayuki Nanba
Koji Oki
Cuong NGO-HUU
Original Assignee
Jfe Steel Corporation
Hcmut (Ho Chi Minh City University Of Technology, Vnu-Hcm)
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Jfe Steel Corporation, Hcmut (Ho Chi Minh City University Of Technology, Vnu-Hcm) filed Critical Jfe Steel Corporation
Priority to SG11202112849WA priority Critical patent/SG11202112849WA/en
Priority to JP2020560294A priority patent/JP7422085B2/ja
Publication of WO2020235568A1 publication Critical patent/WO2020235568A1/fr
Priority to JP2022188758A priority patent/JP7391172B2/ja

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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/16—Structures made from masses, e.g. of concrete, cast or similarly formed in situ with or without making use of additional elements, such as permanent forms, substructures to be coated with load-bearing material
    • E04B1/165—Structures made from masses, e.g. of concrete, cast or similarly formed in situ with or without making use of additional elements, such as permanent forms, substructures to be coated with load-bearing material with elongated load-supporting parts, cast in situ
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/43—Floor structures of extraordinary design; Features relating to the elastic stability; Floor structures specially designed for resting on columns only, e.g. mushroom floors
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
    • E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
    • E04C5/0645—Shear reinforcements, e.g. shearheads for floor slabs

Definitions

  • CFT columns concrete-filled steel tube columns
  • RC slabs reinforced concrete slabs
  • the disclosure relates to connections of RC slabs as flat slabs and CFT columns penetrating through the slabs.
  • Flat slab structures have been used in architectural structures such as office/residential buildings or warehouses with many external walls, basements, and the like, making use of their advantages in formwork saving, floor height reduction, and so on.
  • Such flat slab structures are generally formed by reinforced concrete columns (RC columns) and RC slabs.
  • RC columns reinforced concrete columns
  • This arrangement requires a structural component called a capital part, which is used for transferring vertical loads on an RC slab to the columns, causing the problems of reduction in ceiling height around the columns and deterioration of construction workability.
  • JPH8109695A (PTL 1) describes a connection comprising: a steel tube column 61; an RC slab 64; four ribs 63 welded to the steel tube column 61 through slits cut in the steel tube column 61, each of the ribs 63 having two parts, one part being located inside the steel tube column 61 and the other part being located inside the RC slab 64; and a horizontal bearing steel plate 62 welded to the steel tube column 61 and having the RC slab 64 mounted thereon.
  • JP2000160685A (PTL 2) describes a connection capable of resisting horizontal loads comprising: a CFT column 71; an RC slab 72; and bearing steel plates 73, 74 joined to the CFT column 71 at positions corresponding to the bottom and top surfaces of the RC slab 72, respectively, so as to surround the CFT column 71.
  • JP2008088639A (PTL 3) describes a connection capable of resisting vertical loads on an RC slab, the connection comprising: a plurality of perforated dowels 82 fixed to the outer circumferential surface of a steel tube column 81, at positions between top and bottom reinforcements 86, 87 constituting slab reinforcements of an RC slab 84, each of the perforated dowels 82 having a largest plane coinciding with a vertical plane; and auxiliary reinforcing bars 83 provided independently from the slab reinforcements 86, 87 and threaded through the perforations 82a in the dowels.
  • PTL 1 JPH8109695A
  • PTL 2 JP2000160685A
  • PTL 3 JP2008088639A
  • connection described in PTL 1 has ribs interfering with slab reinforcements, which prevents sufficient fixation of slab reinforcements at the joining parts.
  • extent to which ribs protrude into a steel tube column is so small that vertical loads imposed on the RC slab cannot be sufficiently transferred to the infilled concrete.
  • connection described in PTL 2 is a structure that is designed focusing on ways to resist horizontal loads, and is thus not able to sufficiently transfer vertical loads imposed on an RC slab to the infilled concrete.
  • connection described in PTL 3 is designed to transfer vertical loads imposed on an RC slab to the infilled concrete in a steel tube column merely by the bond of the steel tube column to the infilled concrete alone, and is thus not able to sufficiently transfer vertical loads imposed on RC slabs to the infilled concrete. Additionally, with the connection described in PTL 3, when large vertical loads are applied to an RC slab and when the plate thickness of the steel pipe or tube is small, plasticization can locally develop in the steel tube column, leading to premature failure of the column.
  • a connection of a steel tube column infilled with concrete and an RC slab wherein a plurality of ribs are connected to the steel tube column through slits provided in the steel tube column, such that the largest planes of the ribs coincide with a substantially vertical plane, each of the ribs having two parts, one part being located inside the steel tube column and the other part being located inside the RC slab, a bearing steel plate is connected to the outer circumferential surface of the steel tube column and to the lower ends of the plurality of ribs, such that the largest plane of the bearing steel plate coincides with a substantially horizontal plane, the RC slab is mounted on the bearing steel plate, and each of the ribs has at least one first through-hole in the one part located inside the steel tube column.
  • each of the ribs has a plurality of the first through-holes along a substantially vertical direction.
  • each of the ribs has at least one second through-hole in the other part located inside the RC slab, an auxiliary reinforcing bar threaded through the second through-hole is arranged inside the RC slab, and at least some of slab reinforcements are U-shaped reinforcing bars, as viewed in a vertical plane, which are arranged such that their U-shaped portions catch and hold the auxiliary reinforcing bar.
  • each of the ribs has a plurality of the second through-holes along a substantially vertical direction.
  • auxiliary reinforcing bar(s) are ring-shaped reinforcing bar(s) threaded through the second through-hole(s) in each of the ribs and extending to surround, as viewed in a horizontal plane, the steel tube column.
  • auxiliary reinforcing bars are at least four linear reinforcing bars arranged to surround, as viewed in a horizontal plane, the steel tube column.
  • connection of a CFT column and an RC slab disclosed herein may resist larger vertical loads imposed on the RC slab.
  • FIG. 1 illustrates a connection 100 according to a first one of the disclosed embodiments, (A) is a vertical cross-sectional view and (B) is a horizontal cross-sectional view;
  • FIG. 2 is a diagram illustrating the positions at which slits 14 are provided in the steel tube column 10 in the connection 100 presented in FIG. 1;
  • FIG. 3 is a diagram illustrating a failure mode of a slab 20 when placed under punching shear force;
  • FIG. 4 is a vertical cross-sectional view of a connection 200 according to a second embodiment;
  • FIG. 5 is a horizontal cross-sectional view of a connection 300 according to a third embodiment;
  • FIG. 6 illustrates a connection 400 according to a fourth embodiment, (A) is a vertical cross-sectional view and (B) is a horizontal cross-sectional view;
  • FIG. 7 illustrates a connection 500 according to a fifth embodiment, (A) is a vertical cross-sectional view and (B) is a horizontal cross-sectional view;
  • FIG. 8 is a horizontal cross-sectional view of a connection 600 according to a sixth embodiment;
  • FIG. 9 is a top view of a connection described in PTL 1;
  • FIG. 10 is an A-A cross-sectional view of FIG. 9;
  • FIG. 11 is a vertical cross-sectional view of a connection described in PTL 2;
  • FIG. 12 is a perspective view of the connection described in PTL 2;
  • FIG. 13(A) is a top view of a connection described in PTL 3; and
  • FIG. 13(B) is an A-A cross-sectional view of FIG. 13(A).
  • a connection 100 of a CFT column and an RC slab according to a first embodiment is described below.
  • a steel tube column 10 (a steel pipe column) is installed to penetrate through an RC slab 20, which makes it possible to reduce the welding work as well as the time and cost for construction, as compared to the case where the steel tube column is divided into sections.
  • the RC slab may be a prestressed concrete slab (PC slab).
  • a plurality of (in this embodiment, eight) slits 14 are provided in the steel tube column 10 infilled with concrete 12.
  • a rib 30, which will be discussed below, is inserted through each slit 14. While the steel tube column 10 is illustrated in FIG. 1 as being a circular steel pipe or tube, it is not so limited and may thus be a square or rectangular steel pipe or tube.
  • a plurality of (in this embodiment, eight) ribs 30 are connected to the steel tube column 10 through the respective slits 14 provided in the column, such that the largest planes of the ribs coincide with a substantially vertical plane.
  • Each of the ribs 30 has two parts, one part being located inside the steel tube column 10 and the other part being located inside the RC slab 20. It should be noted that the phrase "the largest planes of the ribs coincide with a substantially vertical plane" is intended to cover the case where the largest planes of the ribs coincide with the vertical plane, as well as the case where the largest planes of the ribs are at an inclination of 5° or less with respect to the vertical plane.
  • these ribs 30 extend both inside and outside the steel tube column 10, it is possible to reduce out-of-plane bending of the skin plate of the steel tube column 10 and prevent premature plasticization of the skin plate of the steel tube column 10, compared to installing ribs only outside the steel tube column.
  • a bearing steel plate 40 is connected to the outer circumferential surface of the steel tube column 10 and to the lower ends of the plurality of ribs 30, such that the largest plane of the bearing steel plate coincides with a substantially horizontal plane. Then, the RC slab 20 is mounted on the bearing steel plate 40. It should be noted that the phrase "the largest plane of the bearing steel plate coincides with a substantially horizontal plane” is intended to cover the case where the largest plane of the bearing steel plate coincides with the horizontal plane as well as the case where the largest plane of the bearing steel plate is at an inclination of 5° or less with respect to the horizontal plane.
  • each rib 30 has first through-holes 32 penetrating through its surface at positions inside the steel tube column 10. Consequently, the area of contact between the ribs 30 and the infilled concrete 12 increases, with the result that vertical loads transferred from the RC slab 20 may be transferred to the infilled concrete 12 in the steel tube column 10, by means of the bond strength between the ribs 30 and the infilled concrete 12 as well as the bearing capacity of the first through-holes 32 and the lower ends of the ribs 30 and the infilled concrete 12.
  • the connection 100 may resist larger vertical loads imposed on the RC slab 20.
  • a total of eight ribs are arranged in four directions at 90° angles from the steel tube column 10, two ribs for each direction, as viewed in a horizontal plane.
  • This configuration easily avoids interference of ribs with slab reinforcements 22 inside the RC slab 20.
  • the number of ribs is not limited to eight and, for example, a total of four ribs (instead of eight ribs) may be arranged in the four directions, one for each direction.
  • the ribs 30 are made of steel sheets.
  • the thickness of each rib 30 is not particularly limited, yet, for example, the lower limit may be 6 mm and, considering the skin plate thickness (up to 28 mm) for a circular steel tube column, the upper limit may be 32 mm. This is not so limited for a square or rectangular steel pipe or tube.
  • the shape of each rib 30 is not particularly limited, yet the largest plane preferably has a rectangular shape, as illustrated in FIG. 1(A).
  • each rib 30 preferably has a vertical length L v that is 70 % to 90 % of the slab thickness.
  • the part of each rib 30 located outside the steel tube column 10 preferably has a horizontal length that is 50 % to 200 % of the slab thickness.
  • the part of each rib 30 located inside the steel tube column 10 preferably has a horizontal length that is 15 % to 30 % of the diameter of the steel tube column 10, from the perspective of ensuring transfer of vertical loads to the infilled concrete 12.
  • each rib 30 preferably has a plurality of first through-holes 32 along a substantially vertical direction. In this embodiment, each rib 30 has three first through-holes 32. This allows more reliable transfer of vertical loads to the infilled concrete 12.
  • the phrase "along a substantially vertical direction" is intended to mean a state in which adjacent first through-holes at least partially overlap one another in the vertical direction.
  • the bearing steel plate 40 is a ring-shaped steel sheet which extends to surround the steel tube column 10.
  • the bearing steel plate 40 is preferably formed by joining two equal parts together by welding or the like.
  • no particular limitation is placed on the shape of the bearing steel plate 40, insofar as the bearing steel plate 40 extends immediately below all ribs and is large enough to support the RC slab 20.
  • the bearing steel plate 40 preferably has a plate thickness that is approximately 10 % to 20 % of the slab thickness. Embodiments in which the bearing steel plate 40 has different shapes will be discussed later.
  • each rib 30 has three second through-holes 34 arranged along the vertical direction and penetrating through its surface at positions inside the RC slab 20.
  • Three ring-shaped auxiliary reinforcing bars 28 are arranged inside the RC slab 20 such that they are threaded through respective second through-holes positioned at the same heights in each rib 30 and extend to surround, as viewed in a horizontal plane, the steel tube column 10.
  • the U-shaped reinforcing bars 24 can resist any tension applied to the failure surface A, allowing the RC slab 20 to resist larger punching shear force.
  • the above configuration may ensure fixation of the slab reinforcements 22 and achieve reinforcement of the RC slab in the periphery of the joining parts.
  • those reinforcing bars 26 that do not catch and hold any auxiliary reinforcing bars 28 may be common slab reinforcements, i.e., top reinforcements and bottom reinforcements, or U-shaped reinforcing bars, each formed by connecting distal ends of a pair of a top reinforcement and a bottom reinforcement overlapping in the vertical direction.
  • each rib 30 has a plurality of second through-holes 34
  • the through-holes are preferably arranged along a substantially vertical direction.
  • the phrase "along a substantially vertical direction" is intended to mean a state in which adjacent second through-holes at least partially overlap one another in the vertical direction.
  • the connecting of the plurality of ribs 30 to the steel tube column 10 and/or the connecting of the bearing steel plate 40 to the outer circumferential surface of the steel tube column 10 and to the lower ends of the plurality of ribs 30 are preferably performed by fillet welding.
  • Such connecting operation by fillet welding may reduce the time and cost for construction as compared to performing connecting operation by full penetration welding.
  • connection 200 of a CFT column and an RC slab according to a second embodiment is described below.
  • the connection 200 according to this embodiment is similar to the connection 100 according to the first embodiment, except for the shape of each rib 30 and the number of first through-holes 32.
  • the maximum vertical length of one part of each rib 30 located inside the steel tube column 10 is larger than the vertical length of the other part of the rib 30 located inside the RC slab 20.
  • This configuration allows larger vertical loads to be transferred to the infilled concrete 12 in the steel tube column 10.
  • ribs having such shape as illustrated in FIG. 4, it is easy to increase the number of first through-holes.
  • four first through-holes 32 are provided along the vertical direction.
  • connection 300 of a CFT column and an RC slab according to a third embodiment is described below.
  • the connection 300 according to this embodiment is similar to the connection 100 according to the first embodiment, except for the arrangement of auxiliary reinforcing bars 28.
  • As the connection 300 according to this embodiment has a vertical cross-section similar to that illustrated in FIG. 1(A), further illustration is omitted.
  • three linear auxiliary reinforcing bars 28A, three linear auxiliary reinforcing bars 28B, three linear auxiliary reinforcing bars 28C, and three linear auxiliary reinforcing bars 28D are arranged to surround, as viewed in a horizontal plane, the steel tube column 10.
  • the three auxiliary reinforcing bars 28A are threaded through respective second through-holes 34 positioned at the same heights in two ribs 30.
  • the three auxiliary reinforcing bars 28B are threaded through respective second through-holes 34 positioned at the same heights in another two ribs.
  • the three auxiliary reinforcing bars 28C are threaded through respective second through-holes 34 positioned at the same heights in yet another two ribs 30.
  • the three auxiliary reinforcing bars 28D are threaded through respective second through-holes 34 positioned at the same heights in the remaining two ribs 30.
  • U-shaped reinforcing bars 24 are arranged such that their U-shaped portions catch and hold (hook) the auxiliary reinforcing bars 28A, 28B, 28C, 28D.
  • connection 400 of a CFT column and an RC slab according to a fourth embodiment is described below.
  • the connection 400 according to this embodiment is similar to the connection 100 according to the first embodiment, except that it has an auxiliary steel plate 50.
  • the RC slab 20 is mounted on the bearing steel plate 40, and shearing force is applied to the skin plate of the steel tube column 10 and out-of-plane bending occurs.
  • a steel pipe or tube with a small plate thickness may be used, which poses a concern for stress concentration on the skin plate, particularly, at positions above ribs 30, leading to a premature plasticization. Therefore, in this embodiment, a ring-shaped auxiliary steel plate 50 is connected to the outer circumferential surface of the steel tube column 10 and to the upper ends of the ribs 30, such that the largest plane of the auxiliary steel plate coincides with a substantially horizontal plane. This configuration eliminates the aforementioned concern even when a steel pipe or tube with a small plate thickness is used.
  • the connecting operation is preferably performed by fillet welding.
  • connection 500 of a CFT column and an RC slab according to a fifth embodiment is described below.
  • the connection 500 according to this embodiment is similar to the connection 100 according to the first embodiment, except that it has bearing steel plates 40 with a different shape.
  • bearing steel plates 40 are provided, each being arranged immediately below two ribs 30, respectively.
  • bearing steel plates are provided only below ribs to reduce the amount of steel material used.
  • the bearing steel plates have a substantially rectangular shape, which reduces waste in material processing.
  • connection 600 of a CFT column and an RC slab according to a sixth embodiment is described below.
  • the connection 600 according to this embodiment is similar to the connection 100 according to the first embodiment, except that the auxiliary reinforcing bars 28 are arranged as described above for the third embodiment and the shape of the bearing steel plates 40 is as described above for the fifth embodiment.
  • first to sixth embodiments are merely representative of the disclosed connection and should not be taken as limiting the scope of the claims.
  • Other configurations are also possible, including, for example, a connection obtained by combining at least two of the first to sixth embodiments as appropriate.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Electromagnetism (AREA)
  • Joining Of Building Structures In Genera (AREA)

Abstract

L'invention concerne le raccordement d'une colonne de tubes en acier remplis de béton (CFT) et d'une dalle en béton armé (BA) qui peut résister à des charges verticales plus importantes imposées à la dalle en béton armé (BA). L'invention concerne également le raccordement d'une colonne 10 de tubes en acier remplis de béton 12 et d'une dalle 20 en béton armé. Une pluralité de nervures 30 sont reliées à la colonne 10 de tubes en acier par des fentes 14 prévues dans la colonne 10 de tubes en acier, de telle sorte que les plus grands plans des nervures coïncident avec un plan sensiblement vertical. Chacune des nervures 30 a deux parties, une partie étant située à l'intérieur de la colonne 10 de tubes en acier et l'autre partie étant située à l'extérieur de la colonne 10 de tubes en acier. Une plaque 40 d'acier de support est reliée à la surface circonférentielle externe de la colonne 10 de tubes en acier et aux extrémités inférieures des nervures 30, de telle sorte que le plus grand plan de la plaque d'acier de support coïncide avec un plan sensiblement horizontal. La dalle (20) en béton armé est montée sur la plaque 40 d'acier de support. Chacune des nervures 30 a au moins un premier trou traversant 32 dans la partie située à l'intérieur de la colonne 10 de tubes en acier.
PCT/JP2020/019815 2019-05-23 2020-05-19 Raccordement d'une colonne de tubes en acier remplis de béton et d'une dalle en béton armé WO2020235568A1 (fr)

Priority Applications (3)

Application Number Priority Date Filing Date Title
SG11202112849WA SG11202112849WA (en) 2019-05-23 2020-05-19 Connection of concrete-filled steel tube column and reinforced concrete slab
JP2020560294A JP7422085B2 (ja) 2019-05-23 2020-05-19 コンクリート充填鋼管柱と鉄筋コンクリートスラブとの接合構造
JP2022188758A JP7391172B2 (ja) 2019-05-23 2022-11-25 コンクリート充填鋼管柱と鉄筋コンクリートスラブとの接合構造

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
VN1-2019-02688 2019-05-23
VN1201902688 2019-05-23

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WO2020235568A1 true WO2020235568A1 (fr) 2020-11-26

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SG (1) SG11202112849WA (fr)
WO (1) WO2020235568A1 (fr)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113374083A (zh) * 2021-05-24 2021-09-10 哈尔滨工业大学 钢-再生混凝土组合梁与圆钢管高强混凝土柱的节点构造及其施工方法

Citations (5)

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Publication number Priority date Publication date Assignee Title
JPH08109695A (ja) * 1994-10-12 1996-04-30 Kajima Corp 鋼管コンクリート柱とフラットスラブの接合構造
JP2001271366A (ja) * 2000-03-27 2001-10-05 Shimizu Corp フラットスラブとコンクリート充填鋼管柱との接合構造及びフラットスラブの施工方法
JP2008156863A (ja) * 2006-12-22 2008-07-10 Takenaka Komuten Co Ltd 柱とフラットスラブとの接合構造
JP2017066658A (ja) * 2015-09-29 2017-04-06 大和ハウス工業株式会社 Ｃｆｔ柱梁接合構造
JP2018204184A (ja) * 2017-05-30 2018-12-27 鹿島建設株式会社 柱梁接合構造

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JPH03217542A (ja) * 1990-01-23 1991-09-25 Mitsui Constr Co Ltd フラットスラブ構造物における鋼管柱とスラブの接合構造
JP3217542B2 (ja) 1993-06-07 2001-10-09 オリンパス光学工業株式会社 Ｍｏｓ構造の測距装置
JP2002070166A (ja) * 2000-09-05 2002-03-08 Penta Ocean Constr Co Ltd 鋼管柱とフラットスラブの接合構造およびその接合方法
JP2002266433A (ja) * 2001-03-12 2002-09-18 Nkk Corp 鋼管コンクリート柱とフラットスラブとの接合構造
JP2003090096A (ja) * 2001-09-18 2003-03-28 Penta Ocean Constr Co Ltd 鋼管柱とフラットスラブの接合構造およびその接合方法
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Publication number Priority date Publication date Assignee Title
JPH08109695A (ja) * 1994-10-12 1996-04-30 Kajima Corp 鋼管コンクリート柱とフラットスラブの接合構造
JP2001271366A (ja) * 2000-03-27 2001-10-05 Shimizu Corp フラットスラブとコンクリート充填鋼管柱との接合構造及びフラットスラブの施工方法
JP2008156863A (ja) * 2006-12-22 2008-07-10 Takenaka Komuten Co Ltd 柱とフラットスラブとの接合構造
JP2017066658A (ja) * 2015-09-29 2017-04-06 大和ハウス工業株式会社 Ｃｆｔ柱梁接合構造
JP2018204184A (ja) * 2017-05-30 2018-12-27 鹿島建設株式会社 柱梁接合構造

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113374083A (zh) * 2021-05-24 2021-09-10 哈尔滨工业大学 钢-再生混凝土组合梁与圆钢管高强混凝土柱的节点构造及其施工方法

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SG11202112849WA (en) 2021-12-30
JP2023022183A (ja) 2023-02-14
JP7422085B2 (ja) 2024-01-25
JP2021528579A (ja) 2021-10-21

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