CN120797822A - A fully assembled frame structure system and construction method based on steel connections and UHPC nodes - Google Patents
A fully assembled frame structure system and construction method based on steel connections and UHPC nodesInfo
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- CN120797822A CN120797822A CN202511161541.7A CN202511161541A CN120797822A CN 120797822 A CN120797822 A CN 120797822A CN 202511161541 A CN202511161541 A CN 202511161541A CN 120797822 A CN120797822 A CN 120797822A
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Abstract
本发明公开了一种基于钢连接和UHPC节点的全装配式框架结构体系及施工方法，首先采用干连接，通过梁柱节点的刚连接件相互配合、主次梁节点的对接凹槽和安装件配合，实现节点间快速精准连接，形成稳定的结构体系骨架，再采用湿连接，在梁柱节点的后浇区域浇筑UHPC混凝土，实现节点间的有效搭接和锚固，使节点具有高强度、高刚度和优良的抗震性能，最终形成的结构体系整体稳定可靠。
The present invention discloses a fully assembled frame structure system and construction method based on steel connections and UHPC nodes. First, dry connection is adopted. Through the mutual cooperation of rigid connectors at beam-column nodes and the cooperation of docking grooves and mounting parts at primary and secondary beam nodes, fast and accurate connection between nodes is achieved to form a stable structural system skeleton. Then, wet connection is adopted to pour UHPC concrete in the post-casting area of beam-column nodes to achieve effective overlap and anchoring between nodes, so that the nodes have high strength, high rigidity and excellent seismic performance. The final structural system is stable and reliable as a whole.
Description
Technical Field
The invention relates to the technical field of assembled buildings, in particular to a fully assembled frame structure system based on steel connection and UHPC nodes.
Background
Most components are prefabricated in a factory and transported to the site for hoisting and splicing, so that the construction efficiency and the component quality can be remarkably improved. The chinese patent application published under number CN 109372129A discloses a full assembled concrete frame node, including the precast concrete post of vertical setting, the fixed cover of node region of precast concrete post is equipped with the outsourcing steel pipe of rectangle, the horizontal variable cross section H shaped steel has all been welded to the both sides of outsourcing steel pipe, and the through-hole that is the rectangle and distributes that a plurality of is corresponding has all been seted up to the both sides of outsourcing steel pipe, the inside that is located two through-holes of same horizontal straight line is fixed with same piece to drawing bar, the inside at precast concrete post is preset to drawing bar level, and the both ends of drawing bar overlap welding respectively on the edge of the horizontal variable cross section H shaped steel of outsourcing steel pipe both sides, horizontal variable cross section H shaped steel keeps away from outsourcing steel pipe one end and precast concrete beam pre-buried beam end H shaped steel bolt welds and is connected.
The existing assembly type frame node connection mode is mainly divided into wet connection and dry connection. Wet connection generally needs to reserve longer steel bar overlap joint length in node department, leads to node region reinforcing bar to be unusual intensive, and follow-up concrete placement space is narrow and small, and the construction degree of difficulty is big and the quality is difficult to guarantee. Dry joints, while fast to install, are generally less structurally integrated, shock resistant, and reliable than conventional cast-in-place structures.
Therefore, the assembled frame structure system with high installation speed, reliable node connection, definite force transmission and good overall performance is provided, and the problem to be solved in the field is urgent.
Disclosure of Invention
Aiming at the defects of the prior art, the invention aims to provide a fully assembled frame structure system based on steel connection and UHPC nodes and a construction method thereof, which improve the installation speed and ensure stable and reliable connection.
In order to achieve the aim, the fully assembled frame structure system based on steel connection and UHPC nodes comprises a prefabricated column, a prefabricated girder, a prefabricated secondary girder and a floor slab, wherein the side end of the prefabricated column matched with the prefabricated girder is provided with a column end rigid connecting piece, one end of the column end rigid connecting piece is embedded in the prefabricated column, the other end extends out of the prefabricated column to form a bearing platform, column embedded steel bars are arranged below the column end rigid connecting piece,
The end part of the prefabricated girder is provided with a girder end rigid connecting piece, one end of the girder end rigid connecting piece is embedded in the prefabricated girder, the other end extends out of the prefabricated girder and is erected on the supporting platform to be connected with the column end rigid connecting piece, the lower part of the girder end rigid connecting piece is provided with a girder embedded steel bar, the girder embedded steel bar is connected with a column embedded steel bar, a post-pouring area is formed between the end part of the prefabricated girder and the prefabricated column, UHPC concrete is poured in the post-pouring area,
The middle area of the prefabricated girder is provided with a butt joint groove for being matched with the prefabricated secondary girder, the end part of the prefabricated secondary girder is provided with a mounting piece which is adapted to the butt joint groove, and the top surfaces of the prefabricated girder and the prefabricated secondary girder are respectively provided with girder upper reinforcing steel bars for being matched with a floor slab.
Further, the post end rigid connection piece is connected with the prefabricated post through a split bolt, and the post end rigid connection piece is configured to be of an inverted T-shaped section.
Further, the beam-end rigid connection is configured with a T-shaped cross section.
Further, the butt-joint groove extends in the height direction of the precast main beam.
Further, the floor is formed by a support-free floor, the floor is erected on the prefabricated main beam and the prefabricated secondary beam, a superposed layer is paved above the floor, a reinforcing mesh in the superposed layer is connected with reinforcing steel bars on the upper part of the beam in a binding way, and concrete is poured in the superposed layer.
In order to achieve the above object, the invention provides a construction method of a fully assembled frame structure system based on steel connection and UHPC nodes, comprising the following steps:
The beam column joints are connected in a dry way, a beam end rigid connecting piece at the end part of the prefabricated main beam is erected on a bearing platform at the side end of the prefabricated column, the beam end rigid connecting piece and the column end rigid connecting piece are connected, a post-pouring area is formed between the end part of the prefabricated main beam and the prefabricated column,
The joints of the primary and secondary beams are connected in a dry mode, the mounting piece of the prefabricated secondary beam is embedded into the butt joint groove of the prefabricated main beam, the prefabricated secondary beam and the prefabricated main beam form a frame beam,
Wet-connecting beam-column joints, binding beam embedded bars and column embedded bars in a post-pouring area, pouring UHPC concrete in the post-pouring area to form rigid connection of the beam-column joints,
The frame beam is connected with the slab node in a dry way, the slab is erected on the frame beam, the reinforcing steel bar net of the slab overlapping layer is paved and bound on the slab, the reinforcing steel bars at the upper part of the beam are bound and connected with the reinforcing steel bar net,
And the frame beam is in wet connection with the floor slab node, and concrete is poured in the superposed layer to form an integral floor system.
According to the fully assembled frame structure system based on the steel connection and the UHPC nodes and the construction method, firstly, dry connection is adopted, through the mutual matching of the rigid connection pieces of the beam column nodes and the matching of the butt joint grooves of the primary beam node and the secondary beam node and the mounting piece, rapid and accurate connection between the nodes is realized, a stable structure system framework is formed, then wet connection is adopted, UHPC concrete is poured in a post-pouring area, effective lap joint and anchoring between the nodes are realized, the nodes have high strength, high rigidity and excellent anti-seismic performance, and finally the formed structure system is stable and reliable as a whole.
Drawings
The invention is further described below with reference to the drawings and the detailed description.
FIG. 1 is a schematic diagram of the overall structure of a fully assembled framework structure system based on steel connections and UHPC nodes provided by the invention;
FIG. 2 is a schematic view of a prefabricated column according to the present invention;
FIG. 3 is a schematic view of the structure of the prefabricated main beam according to the present invention;
FIG. 4 is a schematic view of a beam-column joint structure according to the present invention;
FIG. 5 is a schematic view of the structure of a primary and secondary beam node according to the present invention;
Fig. 6 to 12 are flowcharts of the construction method of the fully assembled frame structure system based on steel connection and UHPC nodes provided by the invention.
Description of the drawings:
1. The post-cast building block comprises a prefabricated column, a column end rigid connecting piece, a supporting platform, column embedded bars, a prefabricated main beam, a beam end rigid connecting piece, an upper flange, a beam embedded bar, a butt joint groove, a beam upper reinforcing bar, a prefabricated secondary beam, a mounting piece, a floor slab, a superposed layer, a reinforcing steel bar net and a post-cast area.
Detailed Description
The invention is further described with reference to the following detailed drawings in order to make the technical means, the creation characteristics, the achievement of the purpose and the effect of the implementation of the invention easy to understand.
Referring to fig. 1, there is shown an example of a fully assembled framework architecture based on steel connections and UHPC nodes provided by the present invention.
As can be seen, the fully assembled frame structure system based on steel connection and UHPC nodes of this example comprises prefabricated columns 1, prefabricated main beams 2, prefabricated secondary beams 3 and floor slabs 4.
The prefabricated column 1, the prefabricated main beam 2, the prefabricated secondary beam 3 and the floor slab 4 are mutually matched, quick and accurate connection among nodes is realized through dry connection, a stable structural system framework is formed, wet connection is adopted, effective lap joint and anchoring among the nodes are realized through UHPC concrete, the nodes have high strength, high rigidity and excellent anti-seismic performance, and the structural system formed finally is stable and reliable as a whole.
Referring to fig. 2, the side ends of the prefabricated column 1 and the prefabricated main beam 2 are provided with column end rigid connectors 11, one ends of the column end rigid connectors 11 are buried inside the prefabricated column 1 through split bolts, and the other ends extend out of the prefabricated column 1 and are provided with a supporting platform 12.
Preferably, the post end rigid connection piece 11 is configured to be an inverted T-shaped section and is composed of an inverted T-shaped steel plate, so that a web plate of the inverted T-shaped steel plate can be deeply buried inside the prefabricated post 1, firm anchoring with the prefabricated post 1 is realized through a split bolt, meanwhile, the inverted T-shaped steel plate extends towards the outer side of the prefabricated post 1, and a horizontal lower flange forms a stable and flat supporting platform 12, so that the prefabricated main beam 2 can be lifted and erected on the supporting platform 12, the lifting and lapping process is simplified, and the installation precision and efficiency are improved.
Further, a column embedded bar 13 is arranged below the column end rigid connecting piece 11, the column embedded bar 13 is embedded in the prefabricated column 1 and extends out of the side end of the prefabricated column 1 towards the prefabricated main beam 2, so that the connection with the prefabricated main beam 2 is facilitated, and the connection reliability of beam-column joints is ensured.
In combination with fig. 3 and fig. 4, the end of the prefabricated main beam 2 matched with the prefabricated column 1 is provided with a beam end rigid connecting piece 21, one end of the beam end rigid connecting piece 21 is buried inside the prefabricated main beam 2 through a split bolt, and the other end extends out of the prefabricated main beam 2 to be matched with the column end rigid connecting piece 11.
Preferably, the beam-end rigid connection member 21 is configured as a T-section, and is formed of a T-shaped steel plate, so that the web of the T-shaped steel plate can be deeply buried inside the prefabricated main beam 2, and firm anchoring with the prefabricated main beam 2 is achieved through split bolts, and at the same time, the T-shaped steel plate extends toward the outer side of the prefabricated main beam 2, and the upper flange 22 is used as a mating connection surface with the column-end rigid connection member 11.
Further, longitudinal stress steel bars in the lower region in the prefabricated main beam 2 extend out of the end part of the prefabricated main beam 2 towards the prefabricated column 1 to form beam embedded steel bars 23 which are arranged below the beam end rigid connecting piece 21 and correspond to the column embedded steel bars 13.
In connection with fig. 4, in this way, when the beam-column joint is installed, the beam-end rigid connection piece 21 of the prefabricated main beam 2 can be erected on the supporting platform 12 of the prefabricated column 1, so as to form a stable and rapid support.
Simultaneously, the web plates of the beam end rigid connecting piece 21 and the column end rigid connecting piece 11 are distributed in a staggered mode and are mutually attached, and are mutually connected through high-strength bolts or welding and the like, so that lateral limiting is provided in the horizontal direction, mounting deflection is avoided, and rigid transmission of beam column joints is ensured.
Further, the upper flange 22 of the beam end rigid connecting piece 21 and the lower flange (the bearing platform 12) of the column end rigid connecting piece 11 form bidirectional constraint in the vertical direction, so that the accurate alignment of the prefabricated main beam 2 and the prefabricated column 1 is ensured, and the installation precision and the connection stability of beam column nodes are improved.
Therefore, the post-cast area 5 is formed between the prefabricated column 1 and the prefabricated main beam 2 by the mutually matched column end rigid connecting piece 11 and the beam end rigid connecting piece 21, and the beam embedded bars 23 below the beam end rigid connecting piece 21 and the column embedded bars 13 below the column end rigid connecting piece 11 are distributed in the post-cast area 5 in a staggered manner and are bound and connected, so that the connection strength of beam-column nodes is enhanced, the overlap joint length of the bars is obviously shortened, the problems of crowded bars and difficult construction in the traditional nodes are effectively solved, the difficulty and the workload of field steel bar operation are reduced, the construction efficiency is improved, and the dry connection of the beam-column nodes is realized.
Further, UHPC concrete is poured in the post-pouring area 5, so that the post-pouring area 5 can be completely wrapped by the post-end rigid connecting piece 11, the beam-end rigid connecting piece 21, the post embedded bars 13 and the beam embedded bars 23, and a reinforced concrete structure of a beam-column node is formed after solidification, so that wet connection of the beam-column node is realized.
In the post-pouring area 5, the post-end rigid connecting piece 11 and the beam-end rigid connecting piece 21 can respectively strengthen the local rigidity and bearing capacity of the precast column 1 and the precast main beam 2, provide initial rigidity and accurate positioning for beam-column joints, simultaneously, the column embedded steel bars 13 and the beam embedded steel bars 23 can optimize a force transmission path, realize high-efficiency force transmission of the steel bars through short lap joint, and then cooperate with UHPC concrete with ultra-high mechanical property and adhesive property, the UHPC concrete can effectively fill and compact all gaps in the post-pouring area 5, and form strong adhesion with the steel connecting pieces and the embedded steel bars, thereby improving the bending resistance, shearing resistance and earthquake resistance of the beam-column joints.
The prefabricated column 1 and the prefabricated main beam 2 formed by the method are combined, connected in a dry mode and connected in a wet mode, and the beam column node is comprehensively improved in strength, construction efficiency and earthquake resistance through the combination of accurate positioning of the rigid connecting piece, efficient lapping of embedded bars and high-performance filling of UHPC concrete.
In order to improve the construction efficiency and the connection strength of the primary and secondary beam joints, referring to fig. 3 and 5, the middle region of the prefabricated main beam 2 is preset with a docking groove 24, and the end of the prefabricated secondary beam 3, which is matched with the prefabricated main beam 2, is provided with a mounting piece 31 adapted to the docking groove 24. Preferably, the docking groove 24 extends along the height direction of the prefabricated main beam 2 to form a vertical groove, the mounting piece 31 is embedded inside the prefabricated secondary beam 3, and the end part extends out of the end part of the prefabricated secondary beam 3 to ensure stable anchoring of the mounting piece 31 and the prefabricated secondary beam 3, and is convenient to cooperate with the docking groove 24 to ensure the mounting precision of the primary and secondary beam nodes.
In this way, when the primary and secondary beam nodes are installed, the prefabricated secondary beams 3 vertically fall from the upper part of the prefabricated main beams 2, so that the installation piece 31 accurately enters the opening of the butt joint groove 24 and axially slides to the bottom along the butt joint groove 24, and dry connection of the primary and secondary beam nodes is realized.
The prefabricated secondary beam 3 and the prefabricated main beam 2 formed by the method are quickly and accurately connected through the vertical insertion and axial sliding assembly structure, manual repeated calibration is avoided due to the guiding effect of the butt joint groove 24, quick butt joint is realized, and hoisting and positioning time is effectively shortened.
Meanwhile, the side wall of the butt joint groove 24 can rigidly restrict the horizontal displacement of the mounting piece 31, so that the transverse offset of the main beam node and the secondary beam node after mounting is effectively prevented, the bottom of the butt joint groove 24 is in contact with the bottom surface of the mounting piece 31 to cooperate to limit the vertical displacement of the mounting piece 31, and the elevation consistency of the main beam and the secondary beam is ensured, so that a bidirectional constraint structure is realized, the dry connection structure of the main beam node and the secondary beam node can be ensured to be stable under the condition of no temporary support, and the connection reliability is improved.
After the primary and secondary beam joints are installed, the prefabricated secondary beam 3 and the prefabricated main beam 2 are connected in a dry mode to form a frame beam, and in order to be connected with the floor slab 4 quickly, beam upper reinforcing steel bars 25 are respectively arranged on the top surfaces of the prefabricated secondary beam 3 and the prefabricated main beam 2, and the beam upper reinforcing steel bars 25 are formed by truss reinforcing steel bars distributed along the length direction of the prefabricated secondary beam 3 and the length direction of the prefabricated main beam 2 and are convenient to be connected with the floor slab 4 firmly.
In connection with fig. 1, the floor slab 4 is preferably formed by a free-standing floor slab, for example a prefabricated ribbed floor slab, and a superimposed layer 41 is laid on top of the floor slab 4, in which superimposed layer 41 a reinforcing mesh 42 is distributed.
Like this, when frame roof beam and floor node installation, floor 4 can directly set up on prefabricated sub-beam 3 and prefabricated girder 2, and the reinforcing bar net 42 in the coincide layer 41 is connected with roof beam upper portion reinforcing bar 25 ligature to ensure the wholeness of floor 4 and frame roof beam, realize the dry connection of frame roof beam and floor node.
Further, concrete is poured in the laminated layer 41, and the laminated layer 41, the reinforcing mesh 42, the prefabricated secondary beams 3 and the beam upper reinforcing steel bars 25 on the prefabricated main beams 2 of the floor slab 4 are connected into a whole, so that wet connection of the frame beam and the floor slab node is realized, and the connection reliability of the frame beam and the floor slab node is ensured.
Simultaneously, the prefabricated secondary beams 3 and the prefabricated main beams 2 are stressed together with the post-cast superposed layers 41 respectively to form a T-shaped combined beam, so that the bearing capacity and the rigidity of the whole structure are effectively improved.
Therefore, the fully assembled frame structure system provided by the invention is formed, the prefabricated column 1, the prefabricated main beam 2, the prefabricated secondary beam 3 and the floor slab 4 are quickly formed into a structural framework through the dry connection of each node, so that the installation efficiency is improved, the concrete workload is reduced, the nodes are fixedly connected through wet connection, the connection integrity is ensured, and an integral floor system is formed, so that the construction efficiency is effectively improved, and the connection stability and reliability are ensured.
Further, in the construction stage, the pre-buried rigid connecting piece in the primary and secondary beam nodes can be effectively used as a temporary connecting platform and accurately positioned, and can bear construction load and partial shearing force, after the construction of the whole floor system is completed, the main body connection of the floor system depends on UHPC concrete in the post-pouring area 5, and finally, an integral frame taking a reinforced concrete structure as a main force transmission mode is formed, so that the advantage of convenience in mounting of the steel connecting piece can be exerted, the fact that the final structure is based on a reliable reinforced concrete theory is ensured, and optimization of materials, cost and performance is realized.
When the integral floor system receives vertical load, the load of the floor slab 4 is transferred to the prefabricated main beam 2 and the prefabricated secondary beam 3 through the post-cast superposed layers 41, the prefabricated secondary beam 3 and the prefabricated main beam 2 are stressed together with the post-cast superposed layers 41 respectively to form a T-shaped combined beam, so that the bearing capacity and rigidity are effectively improved, and further, the shear force and bending moment are transferred to the prefabricated column 1 through UHPC concrete and steel connectors in the post-cast areas 5 by the prefabricated main beam 2 and the prefabricated secondary beam 3, and finally, the shear force and the bending moment are transferred to a foundation by the prefabricated column 1, so that the force transfer is clear, and the connection is stable and reliable.
When the integral floor system is subjected to horizontal load, the lateral force resistance of the floor system mainly depends on the rigidity and the ductility of beam column nodes, in the system, post-cast UHPC concrete of the beam column nodes has extremely high compressive strength and excellent bonding performance, the anchoring and lap joint length of the steel bars can be effectively shortened, meanwhile, the high-efficiency transmission of the stress between the steel bars is ensured, the beam embedded steel bars 23 of the precast main beam 2 extending into the beam end post-cast region 5 can fully exert the strength of the steel bars, and reliable plastic hinges are formed under strong shock, so that the integral system has bending resistance, ductility and energy consumption equivalent to those of a cast-in-place structure, and the safety of the structure is ensured.
The invention also provides a construction method of the fully assembled frame structure system based on the steel connection and the UHPC node, and the construction method comprises the following steps:
S1, firstly, installing a prefabricated column 1, reserving a dowel bar position of the prefabricated column 1 on a foundation, hoisting the prefabricated column 1, and calibrating and fixing through temporary support to ensure that the installation position and the verticality of the prefabricated column 1 are stable and reliable, as shown in fig. 6.
And S2, carrying out dry connection of beam column joints, wherein a beam end rigid connecting piece 21 at the end part of the prefabricated main beam 2 is erected on a bearing platform 12 at the side end of the prefabricated column 1 to form stable and rapid support, meanwhile, the beam end rigid connecting piece 21 and a web plate of the column end rigid connecting piece 11 are distributed in a staggered mode and are mutually attached, and are mutually connected through high-strength bolts or welding and the like, so that lateral limit is provided in the horizontal direction, mounting deflection is avoided, rigid transmission of the beam column joints is ensured, dry connection of the beam column joints is realized, and a post-pouring area 5 is formed between the end part of the prefabricated main beam and the prefabricated column, as shown in fig. 7 and 8.
And S3, further, carrying out dry connection on the primary and secondary beam nodes, vertically falling the prefabricated secondary beams 3 from the upper part of the prefabricated main beams 2, enabling the mounting piece 31 to accurately enter the opening of the butt joint groove 24 of the prefabricated main beams, and axially sliding the prefabricated secondary beams 3 to the bottom along the butt joint groove 24 so as to realize dry connection of the primary and secondary beam nodes, thereby forming frame beams, as shown in fig. 5.
And S4, carrying out wet connection on the beam-column nodes, wherein in the post-pouring area 5, beam embedded bars 23 under the beam-end rigid connecting piece 21 and column embedded bars 13 under the column-end rigid connecting piece 11 are distributed in a staggered manner in the post-pouring area 5 and are bound and connected, so that the connection strength of the beam-column nodes is enhanced, and the lap joint length of the steel bars is obviously shortened.
Next, the side mold of the post-cast area 5 is supported, UHPC is poured in the post-cast area 5, and the mixed south is led to the beam height range, so that the rigid connection of the beam column nodes is completed, as shown in fig. 9.
And S5, further, carrying out dry connection of the frame beam and the floor slab node, erecting the floor slab 4 on the frame beam, paving and binding a reinforcing steel bar net 42 of the floor slab superposition layer 41 on the floor slab 4, and binding and connecting the upper beam reinforcing steel bars 25 and the reinforcing steel bar net 42 to ensure the integrity of the floor slab 4 and the frame beam, so as to realize dry connection of the frame beam and the floor slab node, as shown in fig. 10 and 11.
And S6, finally, performing wet connection of the frame beam and the slab joint, pouring concrete in the superposed layer 42, and connecting the superposed layer 41 of the slab 4, the reinforcing mesh 42, the prefabricated secondary beam 3 and the beam upper reinforcing steel bar 25 on the prefabricated main beam 2 into a whole to form an integral floor system, as shown in fig. 12.
And repeating S2 to S6 to construct the previous floor after the concrete in the laminated layer 42 reaches the design strength.
According to the fully assembled frame structure system based on the steel connection and the UHPC nodes and the construction method, firstly, dry connection is adopted, through the mutual matching of the rigid connection pieces of the beam column nodes, the matching of the butt joint grooves of the primary beam nodes and the secondary beam nodes and the matching of the frame beams and the floor nodes, the rapid and accurate connection between the nodes is realized, a stable structure system framework is formed, then wet connection is adopted, UHPC concrete is poured in a post-pouring area, the effective overlapping and anchoring between the nodes are realized, the nodes have high strength, high rigidity and excellent anti-seismic performance, and the whole formed structure system is stable and reliable.
The foregoing has shown and described the basic principles, principal features and advantages of the invention. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, and that the above embodiments and descriptions are merely illustrative of the principles of the present invention, and various changes and modifications may be made without departing from the spirit and scope of the invention, which is defined in the appended claims. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (6)
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| Application Number | Priority Date | Filing Date | Title |
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| CN202511161541.7A CN120797822A (en) | 2025-08-19 | 2025-08-19 | A fully assembled frame structure system and construction method based on steel connections and UHPC nodes |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202511161541.7A CN120797822A (en) | 2025-08-19 | 2025-08-19 | A fully assembled frame structure system and construction method based on steel connections and UHPC nodes |
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