CN105649215A - Connecting joint for outer sleeve pipe type concrete filled steel tubular column and steel girder end plate - Google Patents

Connecting joint for outer sleeve pipe type concrete filled steel tubular column and steel girder end plate Download PDF

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Publication number
CN105649215A
CN105649215A CN201510494387.5A CN201510494387A CN105649215A CN 105649215 A CN105649215 A CN 105649215A CN 201510494387 A CN201510494387 A CN 201510494387A CN 105649215 A CN105649215 A CN 105649215A
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China
Prior art keywords
steel
plate
joint
tubular column
bolt
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CN201510494387.5A
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Inventor
刘坚
周观根
高奎
王永梅
任达
毛捷
方颖强
李高辉
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Guangzhou University
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Guangzhou University
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Abstract

The invention discloses a connecting joint for an outer sleeve pipe type concrete filled steel tubular column and a steel girder end plate. The connecting joint comprises the concrete filled steel tubular column, a steel girder, an end plate, high-strength unidirectional self-fastening bolts and an outer sleeve pipe, wherein the edge of the outer sleeve pipe is welded to the outer side of a steel tubular column wall in the lap joint position of the steel girder and the concrete filled steel tubular column, and the end plate is located on the outer side of the outer sleeve pipe; the end of the steel girder is welded to the end plate; the unidirectional self-fastening bolts are inserted into bolt holes reserved in the end plate, the outer sleeve pipe and the steel tubular column wall from outside to inside; the heads of the unidirectional self-fastening bolts have a self-supply function, and riveting heads are formed on the inner side of the concrete filled steel tubular column; concrete is poured into the concrete filled steel tubular column. The connecting joint has good stress and anti-seismic properties, is simple in structure, definite in force transmission and fast in construction and facilitates structure layout. The problems that high-strength bolts are difficult to construct in a joint area, and the steel tubular column wall at the connecting joint of the unidirectional self-fastening bolts is prone to protrude outwards and deform due to lack of protection are solved. The connecting joint is a novel semi-rigidity connecting joint for the concrete filled steel tubular column and the steel girder.

Description

Outer sleeve-type steel tube concrete earth pillar and girder steel end plate connecting node
Technical field
The invention belongs to Structural Engineering and connect node field, be specifically related to a kind of outer sleeve-type steel tube concrete earth pillar and girder steel end plate connecting node.
Technical background
Before the eighties in last century, the Highrise buildings of China adopts skeleton construction form mostly, but along with the increase of height and the number of plies, the use of building function is also increasingly sophisticated, and concrete structure or pure steel structure can not meet the requirement of using function. In the face of huge challenge high-rise, superelevation layer, concrete filled steel tube is applied in high building structure with what the performance of its excellence got more and more. But the research of concrete filled steel tube and steel beam joint does not far have the so thorough of steel column and steel beam connecting joint research, so the type of attachment of research more reasonably steel tube concrete earth pillar and girder steel, it is an emphasis of following engineering circle.
Current steel tube concrete earth pillar and girder steel connect more complicated, for meeting load bearing requirements, the main method adopting welding and bolt to weld, the interior strengthening ring that such as specification proposes connects and outer annular-stiffer connects, but these nodes to be carried out a large amount of welding in construction process, working conditions is subject to ectocine, and under big shake effect commissure easily produce stress concentrate and there is brittle rupture. Another kind is welded on girder steel on end plate exactly, connect by running through the bolt of whole steel pipe, this kind of method of attachment, it is more difficult that construction is got up, and the impact by steel tube concrete note section form, due to the restriction of tie-bolt, to want all to connect girder steel in steel tube concrete earth pillar all directions more difficult. Along with monolateral from the invention of tight high-strength bolt, solve the complicacy of end plate connecting node structure, but the bolt owing to being built in steel pipe lacks and concrete anchoring, significantly outer convex distortion can be there is in the Steel Cylindrical Column wall in nodes domains owing to being subject to the pulling force effect of bolt, this not only lowers the supporting capacity of node, and the destruction of Steel Cylindrical Column wall will accelerate integrally-built destruction, hinder the steel pipe concrete column-steel beam connection node that unidirectional self-locking bolt connects and enter engineering practice.
In prior art, publication number is the patent of invention of CN1884751A, disclose one " end plate type steel pipe concrete column-steel beam connection node " its structure relatively reasonable, but, infringement do not strengthened being vulnerable to by its nodes domains Steel Cylindrical Column wall, and the initial stiffness of node is smaller in succession, and yield strength is lower, hysteresis loop is full not, and anti-seismic performance performance is remarkable not enough.
Summary of the invention
It is an object of the present invention to provide a kind of outer sleeve-type steel tube concrete earth pillar and the monolateral end plate connecting node of girder steel, simple structure, power transmission is clear and definite, facilitate structure layout, quick construction, in node area there is a difficult problem that outer convex modification causes node to destroy and need not scene welding in not easy working nodes domains Steel Cylindrical Column wall to solve high-strength bolt, it is easy to disassembles and changes.
The technical solution adopted for the present invention to solve the technical problems is as follows:
A kind of outer sleeve-type steel tube concrete earth pillar and girder steel end plate connecting node, comprising:
Steel tube concrete earth pillar, girder steel, end plate, high-strength unidirectional self-locking bolt, outer tube, wherein:
Outer tube edge is welded on girder steel in the outside of steel tube concrete earth pillar lap-joint Steel Cylindrical Column wall, and end plate is positioned at outside outer tube; The end of girder steel is welded on end plate; Unidirectional self-locking bolt from outer to inner inserts in the reserved bolt hole of end plate, outer tube and Steel Cylindrical Column wall; Unidirectional self-locking bolt head forms confession function, self-forming riveting head inside steel tube concrete earth pillar; Pouring concrete in steel tube concrete earth pillar, forms a kind of novel outer sleeve-type steel tube concrete earth pillar and the unidirectional self-locking bolt end plate connecting node of girder steel.
Optionally, described bolt is high-strength unidirectional self-locking bolt.
Optionally, described girder steel cross section is H type or I type.
Working conditions of the present invention does not limit by factors such as places, and joint form does not limit by concrete filled steel tube column section, reduces node construction expense, solves high-strength bolt and not easily constructs in node area and the difficult problem of outer convex modification easily occurs nodes domains Steel Cylindrical Column wall.
Compared with prior art, the present invention has following advantage:
(1) stress performance is good, and deformation performance is superior. Due to the existence of outer tube; protect nodes domains Steel Cylindrical Column wall well; making the unidirectional self-locking bolt end plate connecting node of band sleeve type steel pipe concrete post-girder steel in loading process, can not there is bigger outer convex distortion in nodes domains Steel Cylindrical Column wall, avoids causing whole node junction to be damaged. Self-locking bolt end plate connecting node contrast unidirectional with not band sleeve pipe, band sleeve type steel pipe concrete post-girder steel unidirectional self-locking bolt end plate connecting node has higher initial stiffness and bending bearing capacity. Plastic hinge occurs in beam-ends, reaches the requirement of the weak component of strong ties.
(2) anti-seismic performance is good. Nodal analysis method is carried out finite element analysis, and existing technology to carry out contrasting its hysteresis performance more superior, and destroy and mostly occur at beam-ends, prove that it has good anti-seismic performance.
(3) quick construction, is convenient to dismounting and changes. Node construction process need not on-the-spot welding, execution conditions do not limit by on-the-spot and weather condition, and complexity when decreasing conventional steel pipe concrete column-steel beam node construction.
Accompanying drawing explanation
Fig. 1 a is embodiment of the present invention structural representation;
Fig. 1 b is the longitudinal sectional view of Fig. 1;
Fig. 1 c is the transverse sectional view of Fig. 1;
Fig. 1 d is embodiment of the present invention end plate and outer sleeve structure schematic diagram;
Fig. 2 is low all CYCLIC LOADING system curves of model;
When Fig. 3 is loaded into 4 �� y, outer sleeve-type steel tube concrete earth pillar and girder steel end plate connecting node and rounded section publication number are the Stress Map of the end plate connecting node that proposes of 1884751A patent and steel pipe;
Fig. 4 is outer sleeve-type steel tube concrete earth pillar and girder steel end plate connecting node and rounded section publication number is the loading hysteresis loop comparison diagram of 1884751A end plate connecting node.
Embodiment
As shown in Fig. 1 a��Fig. 1 d, steel tube concrete earth pillar and steel beam connecting joint, comprise steel tube concrete earth pillar 1, girder steel 2, end plate 3, unidirectional self-locking bolt 4, outer tube 5, wherein outer tube 5 edge is welded on girder steel and the outside of steel tube concrete earth pillar 1 Steel Cylindrical Column wall lap-joint, and end plate 3 is positioned at the outside of outer tube 5; Girder steel 2 cross section is H type or I type, and its end is welded on end plate 3; High-strength unidirectional self-locking bolt 4 from outer to inner inserts in the reserved bolt hole of the steel pipe walls of end plate 3, outer tube 5 and steel tube concrete earth pillar 1, and unidirectional self-locking bolt 4 bolt head has confession function, self-forming riveting head inside steel tube concrete earth pillar 1; Pouring concrete in steel tube concrete earth pillar 1, forms steel pipe concrete column-steel beam connection node.
Processing and the construction of this connection node are as follows:
(1) hole (bolt hole is row two four row altogether no, and outer tube, end plate perforate situation are the same with Steel Cylindrical Column wall) left by Steel Cylindrical Column wall;
Outer tube opens hole;
Hole opened by end plate;
Girder steel side is welded on end plate.
(2) outer tube 5 edge is welded on girder steel and the outside of steel tube concrete earth pillar 1 Steel Cylindrical Column wall lap-joint
(3) being inserted from outside to inside by a kind of unidirectional self-locking bolt 4 in Steel Cylindrical Column wall 1, the end plate 3 being welded on girder steel 2 side and outer tube 5 Steel Cylindrical Column wall 1, reserved bolt hole, bolt head has from encircleing function, automatically forms riveting head inside steel pipe.
(4) in steel pipe, casting concrete forms node.
This connection node is being connected and installed in process, it is noted that ensure hole aligning, should also be noted that and just twist and twist operation steps eventually when installing high-strength bolt.
The embodiment of the present invention is from the angle strengthening nodes domains Steel Cylindrical Column wall. Propose novel outer sleeve-type steel tube concrete earth pillar and the unidirectional self-locking bolt end plate connecting node of girder steel; itself and conventional unidirectional self-locking bolt steel pipe concrete column-steel beam connection node are the difference is that the Steel Cylindrical Column wall overcoat reinforced pipe in nodes domains; its objective is protection nodes domains Steel Cylindrical Column wall, prevent it in the lower outside convex distortion of situation by power. Joint's connection fabrication is more simple, power transmission is clear and definite, quick construction, the outer sleeve-type steel tube concrete earth pillar that the present invention proposes and steel beam connecting joint have higher setting accuracy and speed of application, execution conditions do not limit by factors such as places, joint form does not limit by concrete filled steel tube column section, reduce node construction expense, solve high-strength bolt in node area not easy working difficult problem.
It is that the simultaneous test of the connecting joint structure finite element model of CN1884751A is as follows that the connecting joint structure of the present embodiment (only analyzes) publication number in finite element model and background technology for extended end plate:
1, specimen Design
A, sample specimens are a kind of steel pipe concrete column-steel beam connection node of above-described embodiment.
2, finite element model is built
According to sample specimens and the physical size and the detail structure that compare test specimen, adopt large-scale general finite element software ABAQUS, conventionally build the finite element model of sample specimens and reference substance test specimen respectively.
As shown in drawings, Fig. 3 a is outer sleeve-type round steel pipe coagulation note earth pillar and girder steel end plate connecting node finite element model; Fig. 3 b is rounded section publication number is the overhanging connection node finite element model of 1884751A. ?ery (11) plant Huaihe River ? San and fall taro mire ? ? Pan ? Fei N1884751A " node, nodes domains Steel Cylindrical Column wall there occurs serious outer convex distortion, and this not only greatly reduces the bearing capacity of node, and structure is easily under severe earthquake action, occurs to destroy because of connecting portion and collapses. Band outer tube node, nodes domains Steel Cylindrical Column wall does not change, and makes it that outer convex distortion not occur under strained condition so the existence of outer tube well protects nodes domains Steel Cylindrical Column wall.
Hereinafter the main points building two finite element models are briefly described.
2.1 specimen Design
According to " Code for design of steel structures " (GB50017), " seismic design provision in building code " (GB50011), " Technical Specification for Steel Structure of Tall Buildings " (JGJ99) and " gate-type rigid frame steel structure of light-weight building technical regulation " (CECS102), and with reference to pertinent literature, carry out size design from aspect alignment flush endplate nodes such as bolt, end plate, nodes domains and detailing requiments.
The steel pipe column cross-section size selected is respectively 0 200 �� 10, beam section is of a size of the HN250 �� 125 �� 9 �� 6 long 1.6m of its central sill, post height 1.6m, and interior strengthening ring thickness is that 18mm, Liang Zhu, strengthening ring all adopt Q345 level steel. Bolt specification selects M20,10.9 grades of frictional high-strength bolts.
(1) steel all adopt Q345 level, and yield strength is fy=345N/mm2, tensile strength is fu=600N/mm2, elastic modulus E=2.06 �� 105N/mm2, tangent modulus Et=0.03E. Bolt adopts 10.9 grades of M20 frictional high-strength bolts, and yield strength is fy=940N/mm2, fu=1040N/mm2, Et=0.02E. Stirrup adopts HRB335 level. Steel structure material Poisson's ratio is all taken as 0.3, adopts VonMises yield criteria, adopts servo-actuated the hardening rule after material yield.
Steel pipe inner concrete adopts plasticity Damage Constitutive Model, and strength grade is C60 level, E=3.00 �� 104N/mm2, Poisson's ratio is 0.3, and divergence cone angle is 35, and excentricity is 0.1, and the ratio of initial equivalence biaxial compression yielding stress and initial single shaft resistance to compression yielding stress is 1.16, k=0.667, and viscosity factor is 0.0001. Concrete material parameter sees the following form:
2.1.1 bolt design
1. tension design
The design of bolt tension should meet following formula
n t N t b γ R E ≥ N f b - - - ( 2 - 1 )
And n t N t u b ≥ βA f b f u - - - ( 2 - 2 )
In formula, ntTension bolt sum is arranged in flange of beam both sides first;
Single bolt tensile bearing capacity design load, namelyP is bolt pretension;
NfbBeam-ends edge of a wing equivalence axle power design load;
The limit tensile bearing capacity of single bolt,Wherein AeffFor bolt thread place effective cross-sectional area, it it is the ultimate tensile strength minimum value of bolt;
��RENodes domains bearing capacity antidetonation regulation coefficient, gets 0.75;
�� consider prying force effect regulation coefficient, have and get 1.2 during stiffening web, without time get 1.3;
Afb��fuBeam-ends single edge of a wing effective cross-sectional area and ultimate tensile strength minimum value thereof.
2. shear Design
nN v b γ R E ≥ V - - - ( 2 - 3 )
And n ( N v u b , N c u b ) m i n ≥ 0.58 h w b t w b f u - - - ( 2 - 4 )
In formula, n bolt sum;
The shear-carrying capacity design load of single bolt,Wherein, Nt=Nfb/nt, �� is frictional coefficient;
V Shear force within the beam end design load;
Bolt is cut ultimate bearing capacity,
The limit bearing pressure of institute's attaching plate elements,Wherein d is bolt diameter, tminFor relatively sheet member thickness in institute's attaching plate elements,For plate limit bearing resistance, it is similar to and gets 1.5fu;
fuThe ultimate tensile strength minimum value of plate;
hwb��twbThe height of soffit of girder plate and thickness.
3. bolt topological design
The alignment placement of bolt should simply standardized, make every effort to compact, constructability.Owing to member section can be produced certain weakening effect by the existence of bolt hole, therefore in bolt, distance should not be excessively little. But pitch of bolts from excessive can be again contact surface undertighten, easily make moisture infiltrate gap in plate and produce corrosion.
Pitch of bolts designs by following formula,
(1.5d0,35mm)��ef��3d0(2-5a)
(2d0,ef)��et��(4d0,8tmin)(2-5b)
3d0��eb��(8d0,12tmin)(2-5c)
(1.5d0,35mm)��ew��(3d0,0.4bfb)(2-5d)
1.5d0��es��(4d0,8tmin)(2-5e)
In formula, d0For bolt hole diameter, tminFor relatively sheet member thickness in institute's attaching plate elements, all the other letter representation pitch.
2.1.2 end plate design
1. height and width
According to bolt alignment placement, and the factors such as composite beam section size, opposite end plate height presses following formula design
End plate height, hep=hb+2(et+ef)(2-6)
End plate width, bep=twb+2(es+ew)(2-7)
And bfb��bep��bfc(2-8)
2. thickness
End plate thickness adopts both sides support class and designs according to the following formula
t e p ≥ 6 e f e w N t 1 [ e w b e p + 2 e f ( e f + e w ) ] f / γ R E - - - ( 2 - 9 )
And t e p ≥ 4 e f e w N t 2 [ e w b e p + 2 e f ( e f + e w ) ] f u - - - ( 2 - 10 )
In formula, tepEnd plate thickness;
Nt1-single the bolt tension force that calculates by beam-ends moment-curvature relationship, Nt1=M/ (nth1);
Nt2����
Single bolt tension force N corresponding when forming plastic hinge by beamt2=1.2 �� Mpb/(nth1), 1.2 is ultimate bearing capacity of joints regulation coefficient, MpbFor beam section plasticity moment of flexure;
f��fuThe tensile strength design load of end plate and ultimate tensile strength minimum value thereof.
2.2 finite element modelings
Carrying out ABAQUS finite element solid modeling, the parts such as beam, post, end plate, high-strength bolt all adopt Solid (entity) form. High-strength bolt adopts Revolution mode to launch to be formed outside 3D model, remaining part all adopts Extrusion mode to carry out three-dimensional modeling, shaped steel, concrete floor etc. adopt C3D8R unit, model adopts 8 node hexahedron Reduced Integral solid elements, this type of unit can avoid the shear lo cking problem that complete integral unit easily occurs, and can reduce the unit that complete integral unit may cause and cross just and calculated the problems such as amount of deflection is less than normal; Unit algorithm adopts Medialaxis axis algorithm, and the cell configuration of this algorithm is more regular and computing velocity is faster.
Contact in the following ways:
(1) for ease of stress and strain model, the pre-stressed bolt of round end nut is adopted, wherein connection employing implicit algorithm plane-plane contact mode (Surface-to-surfacecontact) of nut and end plate, steel pipe walls. Selecting light face screw rod, ignore screw thread to the impact of component, the contact of screw rod and end plate, angle steel, the steel post edge of a wing and steel beam flange web is selected to tie up and is connect in succession (Tie).
In order to draw objective and accurate experimental result, nodal finite element modeling of the present invention and contrast piece nodal finite element modeling adopt same procedure.
3, test loads
(1) according to the relevant regulations of " building aseismicity test method code " (JGJ101), beam end displacement control mode is adopted to load. During low week CYCLIC LOADING, before test specimen surrender, point level Four loads, and every grade is followed with regard to ring one week, according to yield displacement �� after surrenderyMultiple multistage loadings, every grade circulation two weeks. Low all CYCLIC LOADING systems of test specimen model are as shown in Figure 2. Outer tube node has the bearing capacity of better anti-seismic performance and Geng Gao relative to patent " CN188457A " described node as can be seen from Figure 4.

Claims (3)

1. an outer sleeve-type steel tube concrete earth pillar and the unidirectional self-locking bolt end plate connecting node of girder steel, it is characterized in that comprising: steel tube concrete earth pillar, girder steel, end plate, high-strength unidirectional self-locking bolt, outer tube, wherein: outer tube edge is welded on girder steel and the outside of steel tube concrete earth pillar lap-joint Steel Cylindrical Column wall, and end plate is positioned at outside outer tube; The end of girder steel is welded on end plate; Unidirectional self-locking bolt from outer to inner inserts in the reserved bolt hole of end plate, outer tube and Steel Cylindrical Column wall;Unidirectional self-locking bolt head has confession function, self-forming riveting head inside steel tube concrete earth pillar; Pouring concrete in steel tube concrete earth pillar.
2. outer sleeve-type steel tube concrete earth pillar according to claim 1 and girder steel end plate connecting node, it is characterised in that: described bolt is high-strength unidirectional self-locking bolt.
3. outer sleeve-type steel tube concrete earth pillar according to claim 1 and girder steel end plate connecting node, it is characterised in that: described girder steel cross section is H type or I type.
CN201510494387.5A 2015-08-12 2015-08-12 Connecting joint for outer sleeve pipe type concrete filled steel tubular column and steel girder end plate Pending CN105649215A (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN107558610A (en) * 2017-09-20 2018-01-09 沈阳建筑大学 Square set justifies Concrete-filled Double Skin Steel Tube Columns and steel beam connecting joint and construction method

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Publication number Priority date Publication date Assignee Title
JP2005248623A (en) * 2004-03-05 2005-09-15 Nippon Steel Corp High tension bolt joint structure of column and beam having h-shaped cross section
CN1884751A (en) * 2006-06-16 2006-12-27 清华大学 End plate type steel pipe concrete column-steel beam connection node
CN201535015U (en) * 2009-07-31 2010-07-28 宝山钢铁股份有限公司 Connecting node of outer sleeve-type square and rectangular steel pipe column and H-shaped steel beam
CN101942866A (en) * 2010-09-19 2011-01-12 南京工业大学 Rectangular steel pipe column and I-steel beam sleeve steel plate bolt connecting node
CN201738458U (en) * 2010-08-31 2011-02-09 武汉长丰赛博思钢结构工程有限公司 Novel assembly type end-plate connecting node of cold-bending rectangular steel pipe column and H type steel beam
CN202730969U (en) * 2012-08-31 2013-02-13 宝钢建筑系统集成有限公司 Connecting structure of the rectangular column and H-type steel beam
CN203034615U (en) * 2013-01-19 2013-07-03 北京亚太可建钢结构技术研发有限公司 Novel outer sleeve tube type connecting node of cold-bending rectangular steel tube column and H-shaped steel girder
CN104179256A (en) * 2014-09-16 2014-12-03 福州大学 Rectangular concrete filled steel tube column and steel beam single-side bolt connecting joint and construction method thereof
CN204059610U (en) * 2014-09-16 2014-12-31 福州大学 Rectangular steel-tube concrete column and the monolateral bolt connection node of girder steel

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2005248623A (en) * 2004-03-05 2005-09-15 Nippon Steel Corp High tension bolt joint structure of column and beam having h-shaped cross section
CN1884751A (en) * 2006-06-16 2006-12-27 清华大学 End plate type steel pipe concrete column-steel beam connection node
CN201535015U (en) * 2009-07-31 2010-07-28 宝山钢铁股份有限公司 Connecting node of outer sleeve-type square and rectangular steel pipe column and H-shaped steel beam
CN201738458U (en) * 2010-08-31 2011-02-09 武汉长丰赛博思钢结构工程有限公司 Novel assembly type end-plate connecting node of cold-bending rectangular steel pipe column and H type steel beam
CN101942866A (en) * 2010-09-19 2011-01-12 南京工业大学 Rectangular steel pipe column and I-steel beam sleeve steel plate bolt connecting node
CN202730969U (en) * 2012-08-31 2013-02-13 宝钢建筑系统集成有限公司 Connecting structure of the rectangular column and H-type steel beam
CN203034615U (en) * 2013-01-19 2013-07-03 北京亚太可建钢结构技术研发有限公司 Novel outer sleeve tube type connecting node of cold-bending rectangular steel tube column and H-shaped steel girder
CN104179256A (en) * 2014-09-16 2014-12-03 福州大学 Rectangular concrete filled steel tube column and steel beam single-side bolt connecting joint and construction method thereof
CN204059610U (en) * 2014-09-16 2014-12-31 福州大学 Rectangular steel-tube concrete column and the monolateral bolt connection node of girder steel

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN107558610A (en) * 2017-09-20 2018-01-09 沈阳建筑大学 Square set justifies Concrete-filled Double Skin Steel Tube Columns and steel beam connecting joint and construction method

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