CN106836490A - A kind of prestressing force assembled high-performance concrete-filled steel square tubular column concrete girder connection and its construction method - Google Patents
A kind of prestressing force assembled high-performance concrete-filled steel square tubular column concrete girder connection and its construction method Download PDFInfo
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- CN106836490A CN106836490A CN201710136985.4A CN201710136985A CN106836490A CN 106836490 A CN106836490 A CN 106836490A CN 201710136985 A CN201710136985 A CN 201710136985A CN 106836490 A CN106836490 A CN 106836490A
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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
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/30—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts being composed of two or more materials; Composite steel and concrete constructions
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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
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/185—Connections not covered by E04B1/21 and E04B1/2403, e.g. connections between structural parts of different material
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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
- E04B1/38—Connections for building structures in general
- E04B1/58—Connections for building structures in general of bar-shaped building elements
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Abstract
A kind of prestressing force assembled high-performance concrete-filled steel square tubular column concrete girder connection of the present invention, the node includes concrete-filled steel square tubular column, reinforced beam, presstressed reinforcing steel；The presstressed reinforcing steel duct of mutual cooperation is respectively arranged with the concrete-filled steel square tubular column and reinforced beam；The concrete-filled steel square tubular column is connected with inside reinforced beam by the presstressed reinforcing steel through presstressed reinforcing steel duct；The concrete-filled steel square tubular column passes through Bolted angle connection with reinforced beam outside.Its main construction procedure is：（1）Make steel core concrete column；（2）Make beams of concrete；（3）In-site installation.This assembling type node compared with common bean column node, have the advantages that good ductility, easy construction, component easily change, anti-seismic performance it is good.
Description
Technical field
Invention is related to a kind of structure of New Types of Beam column Connections, and in particular to a kind of prestressing force assembled high-performance square steel tube is mixed
Solidifying earth pillar-concrete girder connection and its construction method.
Background technology
Bean column node is also referred to as joint cores, and transmission load is played a part of in the structure and beam column is connected.All previous ground
Shake data shows that structural damage is mostly occurred on bean column node in earthquake, or is drawn by the destruction of bean column node
The total for rising is caved in.Therefore, the switching performance of bean column node plays conclusive effect to the overall performance of structure.Only
Have the intensity and ductility that node is improved by design and construction, prevent node shear and compression brittle break earlier than beam, post it is broken
Bad, the Intensity Design of other components is just of practical significance, and the security and stability of total are just secure.
At present, whether steel core concrete column-concrete girder connection passes through steel core concrete column by its punching component, can be divided into
Non- punching node and the major class of punching node two.Common non-punching node has connections with stiffening ring, ring beam joint, reinforcing bar circulating type
Node etc..Connections with stiffening ring transmits moment of flexure by upper lower steel plate reinforcing ring, while set between two reinforcing rings vertically putting more energy into
Floor, to Transfer of Shear.The steel hoop or short corbel that ring beam joint is welded by steel pipe walls outer patch pass to Shear force within the beam end
Core concrete, the reinforcing bar that beam-ends moment of flexure is anchored in ring beam by the reinforcing bar being partly welded on the bracket edge of a wing and part is transmitted.Steel
The beam steel of muscle circulating type node is bypassed from steel pipe side, effectively to bear moment of flexure, is separately welded with the short corbel in steel pipe as supporting,
To bear shearing.Non- punching node does not have parts through steel pipe, is therefore particularly suitable for the steel core concrete column of minor diameter；But
Node steel using amount is big, processed complex, and Site Welding workload is big, and welding quality requirement is high.
Common punching node has several forms such as bracket punching node, reinforcing bar penetration type node, cross gusset-type joint.Wear
Heart bracket node have bright bracket and hidden bracket point, hidden bracket can be solely subjected to shearing, i.e., usually said bearing pin node,
Shearing and moment of flexure can simultaneously be born.Reinforcing bar penetration type node is, by the perforate in steel pipe walls, to make the vertical muscle of beam through steel pipe column,
To reach the purpose of transmission moment of flexure, shearing is undertaken by the bright bracket or hidden bracket that are directly welded in steel pipe walls.Cross gusset-type joint is
Cross-stiffened plate is set in steel pipe to improve the integral rigidity and bearing capacity of node district.Punching node integral rigidity is larger, but
Complexity is constructed at node, difficulty is poured, exist reduces the risk of columns bearing capacity because steel pipe partial is destroyed.While this two major class
Conventional node form all limits the relative displacement in node, and rigidity is big, but ductility is poor, it is impossible to effectively consumes earthquake and makees
With often being destroyed prior to beam, post, it is difficult to meet the requirement of " strong node ".
The content of the invention
The present invention is based on above-mentioned situation, proposes a kind of prestressing force assembled high-performance concrete-filled steel square tubular column-beams of concrete
Node and preparation method thereof, the node uses prefabricated components assembled in situ, farthest improves efficiency of construction and is easy to matter
Amount control.Auto-reset function under geological process is provided using presstressed reinforcing steel for node simultaneously, the energy dissipation capacity of node is improved,
Enhancing Seismic Behavior, reaches the target of setting up defences of " no damage in small earthquake, middle shake can be repaiied, no collapsing with strong earthquake ", it is ensured that agent structure is on ground
Earthquake centre remains intact substantially, is that people's life security provides safeguard.
Concrete technical scheme of the invention is as follows：
A kind of prestressing force assembled high-performance concrete-filled steel square tubular column-concrete girder connection,
The node includes concrete-filled steel square tubular column, reinforced beam, presstressed reinforcing steel；The concrete-filled steel square tubular column is mixed with reinforcing bar
The presstressed reinforcing steel duct of mutual cooperation is respectively arranged with solidifying soil beam；Inside the concrete-filled steel square tubular column and reinforced beam
Connected by the presstressed reinforcing steel through presstressed reinforcing steel duct；The concrete-filled steel square tubular column passes through angle with reinforced beam outside
Steel is connected.
As preference：The concrete-filled steel square tubular column is the rectangular steel tube of casting concrete, and the rectangular steel tube is by 4 pieces
Steel plate is welded；On every block of steel plate inwall, in setting to steel pipe inner vertical parallel with reinforced beam bonding pad
It is equipped with 2 blocks of trapezoidal steel plates, 2 pieces of trapezoidal steel plate spacing 80mms more than big compared with the height of reinforced beam；The trapezoidal steel
Plate bottom is equal with steel plate width, and is welded with steel plate, and upper bottom width is compared with small more than the 30mm of bottom width；Every block of steel plate two
Hold and be vertically welded with ribbed stiffener between trapezoidal steel plate.
As preference：The thickness of the ribbed stiffener is more than 4mm, wide highly equal to the distance between trapezoidal steel plate in two ends
Degree is highly consistent with trapezoidal steel plate.
As preference：Presstressed reinforcing steel duct on the concrete-filled steel square tubular column is no less than 4, up and down symmetrical cloth
Put in steel pipe and reinforced beam bonding pad；When reserved presstressed reinforcing steel duct number is odd number, middle part should reserve 1 prestressing force
Muscle hole, other presstressed reinforcing steel holes are evenly distributed on around it.
As preference：The two ends of the reinforced beam are provided with steel bushing.
As preference：The presstressed reinforcing steel is unbonded prestressing tendon.
The present invention also provides a kind of prestressing force assembled high-performance concrete-filled steel square tubular column-concrete girder connection described above
Construction method,
The making of a steel core concrete columns：1st, rectangular steel tube is prepared：It is welded by 4 blocks of steel plates；Before welding, every block of steel plate
Upper vertical welding thickness more than 4mm 2 blocks of trapezoidal steel plates, trapezoidal steel plate parallel to reinforced beam, 2 pieces of trapezoidal steel plate spacing
The 80mm high of big reinforced beam, trapezoidal steel plate bottom width is equal with steel core concrete column width, bottom width on trapezoidal steel plate
Degree is compared with small more than the 30mm of bottom width；The 2 of steel plate pieces every block trapezoidal steel plate intermediate vertical throat thickness are put more energy into more than 1 piece of 4mm
Rib, ribbed stiffener is located at steel plate center, and ribbed stiffener is highly equal to the vertical interval between 2 blocks of trapezoidal steel plates, rib width of putting more energy into and ladder
Shape steel plate is highly identical；It is reserved no less than 4 presstressed reinforcing steel ducts in steel pipe and reinforced beam bonding pad, it is right up and down
Claim arrangement, when reserved presstressed reinforcing steel duct number is odd number, middle part should reserve 1 presstressed reinforcing steel hole；Disconnected area top,
Bottom is reserved to be no less than 4 bolt mounting holes holes.4 blocks of steel plates are connected as square steel tube, casting concrete shape by welding manner
Into steel core concrete column, and conserve 28 days；
The making of b reinforced beams：Before precast reinforced concrete beam is made, steel is arranged at the two ends of reinforced beam first
Sleeve and the vertical reserved bolt mounting hole hole at the top and bottom of beam, beam longitudinally reserve presstressed reinforcing steel duct, are poured in factory mixed
Solidifying soil forms precast reinforced concrete beam；
C node installations：Angle steel is installed by bolt on steel core concrete column, hoisting prefabricated reinforced beams of concrete on angle steel,
Installation bolt, presstressed reinforcing steel is penetrated in reserving hole channel carries out tensioning, and the presstressed reinforcing steel after tensioning is anchored at using anchorage
The outside of steel core concrete column.
As preference：In the step b, the method for arranging of the sleeve is in reinforced beam four sides layout thickness
The length of the square plate steel plate more than 4mm be more than 40mm, width respectively with place armored concrete beam widthbIt is identical, use
By two opposite steel plates by being welded to connect, the bar dowel number of plies is no less than 3 layers to bar dowel with diameter greater than 12mm, and every layer is no less than 2
Root；4 blocks of steel plates are connected as entirety by welding manner, arrange that one piece of thickness is more than 2mm, size and reinforced concrete in beam end
Native beam section size identical steel plate, and welded with 4 blocks of steel plates.
As preference：Steel core concrete column is not required to make any with reinforced beam connecting portion in the construction method
Additional treatments.
In the present invention, angle steel is mainly used in positioning and temporary support reinforced beam；
In the present invention, reinforced beam is set to connect and steel core concrete column by tensioned prestressing bar, presstressed reinforcing steel is without viscous
Knot presstressed reinforcing steel.
The technical effects of the invention are that：
1st, node non-rigid joint, it is allowed to which the relative deformation of node district, the stress concentration in component is reduced.In earthquake
During, the deformation of each dissipative member, so as to reduce displacement response, can improve the ductility of node with energy absorption, shake greatly
Under effect, node will not be destroyed suddenly, give people the time that can have escape, it is ensured that the life security of people；
2nd, presstressed reinforcing steel provides the auto-reset function under geological process for node.When geological process reaches to a certain degree, in advance
Stress rib is stretched, and the contact surface of beam column opens, and the dissipative member such as angle steel takes the lead in entering mecystasis to realize consuming energy, and beam column
Deng basic still in elastic range, it is to avoid the damage of main component.After geological process, node is extensive in the presence of presstressed reinforcing steel
Original state is arrived again, so as to greatly reduce residual deformation of the structure under geological process；
3rd, angle steel is mainly used in spacer bar beams of concrete.When coming earthquake, the plastic deformation of angle steel can consume seismic energy, subtract
The deformation failure of small agent structure.After shake, the replacing and reparation of the Accessory Members such as angle steel of damage are also very convenient；
4th, node uses prefabricated components assembled in situ, using dry connection methods such as welding, bolt connections more than joint connection in site, has
Easily and efficiently advantage, increases substantially efficiency of construction, and industrialization degree is high.Prefabricated components are by industrializing pipeline system
Make, substantially increase productivity and be easy to quality control, improve structure precision.The generation of building waste is reduced simultaneously, built
Build discharge, the interference of building noise of sewage.
Brief description of the drawings
Fig. 1 is steel core concrete column positive structure diagram a and profile b；
Fig. 2 is precast reinforced concrete beam positive structure diagram a and profile b；
Fig. 3 is the positive structure diagram of prestressing force assembled high-performance concrete-filled steel square tubular column-concrete girder connection；
Wherein, 1- concrete columns, the trapezoidal steel plates of 2-, 3- ribbed stiffeners, 4- presstressed reinforcing steel ducts, 5- bolt mounting holes hole, 6- weld seams,
7- beams of concretes, 8- steel plates, 9- bar dowels, 10- bolt mounting holes hole, 11- presstressed reinforcing steel ducts, 12- steel plates, 13- angle steel,
14- bolts, 15- bolts, 16- presstressed reinforcing steels, 17- anchorages.
Specific embodiment
With reference to embodiment and accompanying drawing, the present invention will be further described.
Embodiment 1
The making of a steel core concrete columns：Steel pipe is welded by 4 blocks of steel plates.Before welding, vertical welding is thick on every block of steel plate
2 block trapezoidal steel plates of the degree more than 4mm（2）, trapezoidal steel plate（2）Parallel to reinforced beam（7）, 2 blocks of trapezoidal steel plates（2）Spacing
More than deck-moldingh+ 80mm, trapezoidal steel plate（2）Bottom width and steel core concrete column（1）Widthb 1It is equal, trapezoidal steel plate（2）Upper bottom
Width is less thanb 1 -30mm.2 blocks of trapezoidal steel plates（2）1 piece ribbed stiffener of the intermediate vertical throat thickness more than 4mm（3）, ribbed stiffener（3）
Positioned at steel plate center, ribbed stiffener（3）Highly it is equal to 2 blocks of trapezoidal steel plates（2）Between vertical interval, ribbed stiffener（3）Width and ladder
Shape steel plate（2）It is highly identical.In steel pipe and reinforced beam（7）Bonding pad is reserved to be no less than 4 presstressed reinforcing steel ducts（4）,
It is arranged symmetrically up and down, when reserved presstressed reinforcing steel duct number is odd number, middle part should reserve 1 presstressed reinforcing steel hole.Non-
Bonding pad top, bottom are reserved no less than 4 bolt mounting holes holes（5）.4 blocks of steel plates are passed through into welding manner（6）The side of being connected as
Steel pipe, casting concrete forms steel core concrete column（1）, and conserve 28 days.
The making of b reinforced beams：Before precast reinforced concrete beam is made, the two ends cloth of reinforced beam first
Put the steel plate of steel bushing or four sides layout thickness more than 4mm（8）, steel plate（8）Length be more than 40mm, width respectively with place steel
Reinforced concrete beam widthbIt is identical, using the bar dowel with diameter greater than 12mm（9）By two opposite steel plates（2）It is short by being welded to connect
The reinforcing bar number of plies is no less than 3 layers, and every layer is no less than 2；And at the top and bottom of beam vertical reserved bolt mounting hole hole（10）, Liang Zong
To reserved presstressed reinforcing steel duct（11）, precast reinforced concrete beam is formed in factory's casting concrete（7）.By 4 blocks of steel plates（8）It is logical
Cross welding manner and be connected as entirety, arrange that one piece of thickness is more than 2mm, size and Sectional Dimension of Reinforced Concrete Beam size phase in beam end
Same steel plate（12）, and with 4 blocks of steel plates（8）Welding.
C node installations：Pass through bolt on steel core concrete column（14）Angle steel is installed（13）, hoisting prefabricated reinforced concrete
Beam（7）In on angle steel, installation bolt（15）, presstressed reinforcing steel is penetrated in reserving hole channel（16）Tensioning is carried out, and utilizes anchorage
（17）Presstressed reinforcing steel after tensioning is anchored at steel core concrete column（1）Outside.
The steel core concrete column（1）With reinforced beam（7）Connecting portion does not make any additional treatments.
The angle steel（13）It is mainly used in positioning and temporary support reinforced beam.
The reinforced beam（7）With steel core concrete column（1）By tensioned prestressing bar（16）Connection, presstressed reinforcing steel
（16）It is unbonded prestressing tendon.
It should be appreciated that the part that this specification is not elaborated belongs to prior art.
It should be appreciated that the above-mentioned description for preferred embodiment is more detailed, therefore can not be considered to the present invention
The limitation of scope of patent protection, one of ordinary skill in the art, will right of the present invention is not departed under enlightenment of the invention
Ask under protected ambit, replacement can also be made or deformed, each fall within protection scope of the present invention, it is of the invention
Scope is claimed should be determined by the appended claims.
Claims (9)
1. a kind of prestressing force assembled high-performance concrete-filled steel square tubular column-concrete girder connection, it is characterised in that：
The node includes concrete-filled steel square tubular column (1), reinforced beam (7), presstressed reinforcing steel (16)；The Concrete-Filled Square Steel Tube
Post (1) and the interior presstressed reinforcing steel duct (4,11) for being respectively arranged with mutual cooperation of reinforced beam (7)；The square steel tube coagulation
Earth pillar (1) is connected with inside reinforced beam (7) by through the presstressed reinforcing steel (16) of presstressed reinforcing steel duct (4,11)；It is described
Concrete-filled steel square tubular column (1) is connected with outside reinforced beam (7) by angle steel (13).
2. the prestressing force assembled high-performance concrete-filled steel square tubular column-concrete girder connection as described in right 1, it is characterised in that：
The concrete-filled steel square tubular column (1) is the rectangular steel tube of casting concrete, and the rectangular steel tube is welded by 4 blocks of steel plates；Institute
State on every piece of steel plate inwall, steel pipe inner vertical is provided with 2 blocks of trapezoidal steel parallel with reinforced beam (7) bonding pad
Plate (2), height big 80mm more than of 2 pieces of trapezoidal steel plate (2) spacing compared with reinforced beam (7)；The trapezoidal steel plate (2)
Bottom is equal with steel plate width, and is welded with steel plate, and upper bottom width is compared with small more than the 30mm of bottom width；Every block of steel plate two ends
Ribbed stiffener (3) is vertically welded between trapezoidal steel plate (2).
3. the prestressing force assembled high-performance concrete-filled steel square tubular column-concrete girder connection as described in right 2, it is characterised in that：
The thickness of the ribbed stiffener (3) is more than 4mm, highly equal to the distance between the trapezoidal steel plate in two ends (2), width and trapezoidal steel plate
(2) it is highly consistent.
4. the prestressing force assembled high-performance concrete-filled steel square tubular column-concrete girder connection as described in right 1, it is characterised in that：
Presstressed reinforcing steel duct (4) on the concrete-filled steel square tubular column (1) is arranged symmetrically in steel pipe and steel up and down no less than 4
Concrete Beam Reinforced (7) bonding pad；When reserved presstressed reinforcing steel duct (4) number is for odd number, middle part should reserve 1 presstressed reinforcing steel hole
Hole, other presstressed reinforcing steel holes are evenly distributed on around it.
5. the prestressing force assembled high-performance concrete-filled steel square tubular column-concrete girder connection as described in right 1, it is characterised in that：
The two ends of the reinforced beam (7) are provided with steel bushing.
6. the prestressing force assembled high-performance concrete-filled steel square tubular column-concrete girder connection as described in right 1, it is characterised in that：
The presstressed reinforcing steel (16) is unbonded prestressing tendon.
7. a kind of prestressing force assembled high-performance concrete-filled steel square tubular column-concrete girder connection as claimed in claim 1 is applied
Work method, it is characterised in that：
The making of a steel core concrete columns：1st, rectangular steel tube is prepared：It is welded by 4 blocks of steel plates；Before welding, every block of steel plate
2 piece trapezoidal steel plates (2) of the upper vertical welding thickness more than 4mm, trapezoidal steel plate (2) is parallel to reinforced beam (7), 2 pieces of ladders
The 80mm high of the big reinforced beam of shape steel plate (2) spacing (7), trapezoidal steel plate (2) bottom width is wide with steel core concrete column (1)
Degree is equal, and trapezoidal steel plate (2) upper bottom width is compared with small more than the 30mm of bottom width；Hung down in the middle of the 2 of steel plate pieces every block trapezoidal steel plates (2)
Straight 1 piece ribbed stiffener (3) of the throat thickness more than 4mm, positioned at steel plate center, ribbed stiffener (3) is highly equal to 2 pieces of ladders to ribbed stiffener (3)
Vertical interval between shape steel plate (2), ribbed stiffener (3) width is highly identical with trapezoidal steel plate (2)；In steel pipe and armored concrete
Beam (7) bonding pad is reserved to be no less than 4 presstressed reinforcing steel ducts (4), is arranged symmetrically up and down, when reserved presstressed reinforcing steel duct number
During for odd number, middle part should reserve 1 presstressed reinforcing steel hole；It is reserved no less than 4 bolt mounting holes in disconnected area top, bottom
Hole (5).4 blocks of steel plates are connected as square steel tube by welding manner (6), casting concrete forms steel core concrete column (1), and supports
Shield 28 days；
The making of b reinforced beams：Before precast reinforced concrete beam is made, steel is arranged at the two ends of reinforced beam first
Sleeve and the vertical reserved bolt mounting hole hole (10) at the top and bottom of beam, beam longitudinally reserve presstressed reinforcing steel duct (11), in work
Factory's casting concrete forms precast reinforced concrete beam (7)；
C node installations：Angle steel (13), hoisting prefabricated reinforced beams of concrete are installed by bolt (14) on steel core concrete column
(7) on angle steel, installation bolt (15), presstressed reinforcing steel (16) is penetrated in reserving hole channel carries out tensioning, and using anchorage (17)
Presstressed reinforcing steel after tensioning is anchored at the outside of steel core concrete column (1).
8. construction method as claimed in claim 7, it is characterised in that：In the step b, the method for arranging of the sleeve be
Reinforced beam four sides layout thickness more than 4mm square plate (8) steel plate (8) length be more than 40mm, width respectively with
Armored concrete beam width b is identical at place, using the bar dowel (9) with diameter greater than 12mm by two opposite steel plates (2) by welding
Connection, the bar dowel number of plies is no less than 3 layers, and every layer is no less than 2；4 pieces of steel plates (8) are connected as entirety by welding manner,
Beam end arranges that one piece of thickness is more than 2mm, size and Sectional Dimension of Reinforced Concrete Beam size identical steel plate (12), and with 4 blocks of steel
Plate (8) is welded.
9. construction method as claimed in claim 7, it is characterised in that：Steel core concrete column (1) and steel in the construction method
Concrete Beam Reinforced (7) connecting portion is not required to make any additional treatments.
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| CN201710136985.4A CN106836490A (en) | 2017-03-09 | 2017-03-09 | A kind of prestressing force assembled high-performance concrete-filled steel square tubular column concrete girder connection and its construction method |
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Cited By (9)
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| CN107829495A (en) * | 2017-11-15 | 2018-03-23 | 武汉理工大学 | Beam-ends power consumption restricted type prestressing force prefabricated concrete structure and its construction method |
| CN108678217A (en) * | 2018-04-27 | 2018-10-19 | 西安建筑科技大学 | The tilting automatic runback device of presstressed reinforcing steel and concrete-filled steel tubular frame steel plate shear force wall |
| CN108755975A (en) * | 2018-07-13 | 2018-11-06 | 大连理工大学 | A kind of the assembled connecting node and construction method of replaceable Self-resetting |
| CN108978858A (en) * | 2018-08-21 | 2018-12-11 | 长安大学 | The connecting joint structure and construction method of square steel tube concrete column and reinforced beam |
| CN109235639A (en) * | 2018-11-15 | 2019-01-18 | 福建工程学院 | Prestressing without bondn assembling type node and construction method with energy-consuming device |
| CN109252621A (en) * | 2018-11-22 | 2019-01-22 | 福泉市发隆钢构有限公司 | A kind of high load bearing stength steel core concrete column |
| CN109797862A (en) * | 2018-09-12 | 2019-05-24 | 北京工业大学 | A kind of novel pre-stressed connecting node applied to assembled ridge burr support cable dome structure |
| CN112593631A (en) * | 2020-12-27 | 2021-04-02 | 黄旭祥 | Main structure of green assembly type building |
| CN113503038A (en) * | 2021-07-20 | 2021-10-15 | 广州大学 | Processing and mounting method of buttress connecting joint with energy dissipation adjusting function |
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Application publication date: 20170613 |