CN114215179B - Wet construction method for center pillar joint of steel beam floor system and steel frame wallboard system - Google Patents
Wet construction method for center pillar joint of steel beam floor system and steel frame wallboard system Download PDFInfo
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- CN114215179B CN114215179B CN202111544184.4A CN202111544184A CN114215179B CN 114215179 B CN114215179 B CN 114215179B CN 202111544184 A CN202111544184 A CN 202111544184A CN 114215179 B CN114215179 B CN 114215179B
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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
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
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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
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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
本发明公开了一种钢梁楼板体系与钢框墙板体系的中柱节点湿式施工方法，钢框墙板体系的钢框墙板模块边柱端面固定两端伸出边柱厚度外的墙柱连接构件、对应层高位置处固定梁柱连接构件，墙板的竖向钢筋两端伸出；钢梁楼板体系的钢梁楼板模块的钢梁长度小于楼板长度，楼板的纵向钢筋两端伸出。中柱节点装配时，梁柱连接构件插入梁板端部的缺口中后将梁柱连接构件和钢梁的竖向和水平向锁紧；在钢梁、墙柱连接构件和梁柱连接构件上设置联板架，联板架两端先与钢梁锁紧；吊装上层墙板模块，将上下边柱下端的墙柱连接构件及联板架锁紧；最后将梁板模块与墙板模块之间及墙板模块之间的间隙处支模浇筑混凝土形成稳定的整体，提高中柱节点处的承载力和刚度。
The invention discloses a wet construction method for a central column joint of a steel beam floor system and a steel frame wall panel system. Connecting members and beam-column connecting members are fixed at the corresponding storey heights, and both ends of the vertical steel bars of the wall panel are protruding; . When the center column joint is assembled, the beam-column connecting member is inserted into the gap at the end of the beam plate to lock the vertical and horizontal directions of the beam-column connecting member and the steel beam; The plate frame, the two ends of the plate frame are locked with the steel beam first; the upper wall panel module is hoisted, and the wall column connecting members and the plate frame at the lower end of the upper and lower side columns are locked; Concrete is poured with formwork at the gap between the wall panel modules to form a stable whole, which improves the bearing capacity and stiffness of the central column node.
Description
Technical Field
The invention belongs to the field of fabricated buildings, and particularly relates to a wet construction method for a center pillar node of a steel beam floor system and a steel frame wallboard system.
Background
With the development of the construction industry, the current assembly type steel structure building becomes a main form of the construction industry, and the vigorous development of the assembly type steel structure building is an important carrier for promoting the continuous development of the construction industry. The assembled steel structure is mainly characterized in that all the parts are prefabricated and processed in a factory, and the integral structure is formed by bolt splicing or welding on site.
The frame center column is a main stressed component of an assembly type steel structure, and due to the limitation of hoisting and transportation conditions, the assembly type component is generally limited in size in the prefabrication process; the node of the assembly type steel frame structure is a weak part, the stress is complex, and the analysis of a force transmission path is difficult. At present, the connection of column-column joints of the fabricated constructional engineering generally adopts the modes of steel bar sleeve grouting connection, slurry anchor connection, mechanical connection, bolt connection, welding mixed connection and the like. Because the precision requirement is higher when job site node assembly, the following problem generally exists in present connection mode: the concrete wet operation has high requirements on construction equipment and construction technology, and the pouring quality of the connecting point cannot be ensured; the traditional steel structure node has a complex structure and is complex in stress and difficult to standardize; the hoisting and positioning of the steel frame column are inaccurate, and manual matching adjustment and positioning are needed when mechanical hoisting bolting is carried out; high-altitude welding wastes time and energy, has larger construction risk, influences the whole construction quality and the assembly construction efficiency, and is not suitable for large-area operation. The above-described joint construction and construction defects have restricted the development of fabricated steel frames.
Disclosure of Invention
The invention aims to provide a wet construction method for a center pillar node of a steel beam floor system and a steel frame wall plate system, which has high assembly efficiency and low field construction difficulty.
The invention provides a wet construction method for a center pillar node of a steel beam floor system and a steel frame wallboard system, wherein the steel frame wallboard system is formed by splicing a plurality of steel frame wallboard modules through fasteners; the steel frame of the steel frame wallboard module comprises two side columns and a connecting beam between the two side columns, wherein the connecting beam corresponds to the layer height position; after the wallboard of the steel frame wallboard module is prefabricated and molded, the upper surface of the wall column connecting component at the upper end of the side column is flush with the upper surface of the connecting beam, and the wall column connecting component at the lower end is positioned outside the wallboard; the vertical steel bar both ends of steel frame wallboard module wallboard reinforcing bar rack have respectively and stretch out the section. The steel beam floor system is formed by splicing a plurality of steel beam floor modules through fasteners; the length of two steel beams of the steel beam floor slab module is less than that of a floor slab between the two steel beams, and two ends of a longitudinal steel bar of the floor slab steel bar net rack are respectively provided with an extending section; when the steel frame wallboard modules are assembled, the side columns of the adjacent modules are jointed and aligned, and meanwhile, the wall column connecting members of the two modules are jointed and aligned, and the column beam connecting members are jointed and aligned; when the adjacent steel beam floor modules are assembled, the steel beams of the two modules are attached and aligned.
The assembling steps at the node of the center pillar are as follows:
(1) the column-beam connecting member of the steel frame wallboard module is inserted into a gap formed by the length difference between the steel beam of the steel beam floor slab module and the floor slab, and the upper surface of the column-beam connecting member is flush with the upper surface of the steel beam;
(2) clamping and locking the vertical direction of the two column beam connecting members and the two steel beams through two clamping plates and fasteners;
(3) the bottom of the steel beam is provided with a base plate and a fastener to lock the two steel beams and the two column beam connecting members horizontally;
(4) the top surface of the steel beam floor slab module and the upper surface of the wall column connecting member of the lower layer steel frame wall slab module are provided with a yoke plate frame, two ends of the yoke plate frame are respectively arranged on the column beam connecting member and the steel beam at two sides, and the yoke plate frame, the column beam connecting member and the steel beam are connected and locked through fasteners;
(5) placing the wall column connecting member at the lower end of the side column of the upper layer steel frame wallboard module on the upper surface of the connecting plate frame, aligning the wall column connecting member with the wall column connecting member at the upper end of the lower layer steel frame wallboard module, and then connecting and locking the connecting plate frame and the upper and lower wall column connecting members through fasteners;
so far, a gap of the extension length of the wall column connecting member is formed between the end part of the steel beam floor slab module and the upper end of the lower layer steel frame wallboard module, and the gap between the upper layer steel frame wallboard module and the lower layer steel frame wallboard module is the sum of the thicknesses of the connecting plate frame and the wall column connecting member at the lower end of the side column of the upper layer steel frame wallboard module;
(6) and erecting a formwork at the gap between the steel beam floor slab module and the steel frame wallboard module and the gap between the upper steel frame wallboard module and the lower steel frame wallboard module, and pouring concrete by taking the steel bars extending out of the end parts of the steel beam floor slab module and the steel frame wallboard module as frameworks to enable all modules at the node to form a whole.
In one embodiment of the above method, the side columns are channel steel-shaped structures, the connecting beam is an i-beam-shaped structure, the web is arranged perpendicular to the ground, and two ends of the web are welded in the notches of the side columns.
In one embodiment of the above method, the wall column connecting member is a rectangular plate, the outer side of the rectangular plate in the length direction is flush with the web plate of the channel steel, two ends of the rectangular plate in the length direction symmetrically extend out of the wing plates of the channel steel, the extending sections are symmetrically provided with bolt mounting holes, and the width of the rectangular plate is greater than that of the wing plates of the channel steel.
In one embodiment of the above method, the column-beam connecting member is a channel steel structure, and is arranged in a manner that the direction of the notch is the same as that of the notch of the side column, and the web is flush with the web of the side column, and is symmetrically welded to the wing plate of the side column at the position corresponding to the connecting beam, and the wing plate and the web are respectively provided with bolt mounting holes for connecting the steel frame wallboard module and the steel beam floor slab module.
In one embodiment of the method, the steel beams of the steel beam floor slab module are of a channel steel structure, the width of the notches of the steel beams on two sides is larger than the thickness of the floor slab, the floor slab is prefabricated at the upper part between the notches of the two steel beams, bolt mounting holes are respectively formed in the lower parts of two ends of a web plate of the steel beams and two ends of a lower wing plate, and a high-strength screw is vertically arranged on an upper wing plate.
In one embodiment of the above method, the clamping plate is a rectangular plate, and the two end sections of the clamping plate are respectively provided with bolt mounting holes corresponding to the web of the column-beam connecting member and the web of the steel beam floor module.
In one embodiment of the above method, the length of the backing plate is the same as that of the clamping plate, and bolt mounting holes corresponding to the upper flange of the column-beam connecting member and the upper flange of the steel beam floor module are respectively formed in the two end sections of the backing plate.
In one embodiment of the above method, the yoke plate frame is shaped like a Chinese character 'zhong', wherein a length of a middle section of the yoke plate frame is equal to a length of the wall column connecting member, a width of the middle section of the yoke plate frame is twice as large as a width of a wing plate of the column beam connecting member, the middle section of the yoke plate frame is arranged on upper surfaces of two wall column connecting members at a node, two end sections of the yoke plate frame are arranged on upper surfaces of end sections of the column beam connecting member and the steel beam, and mounting holes corresponding to high-strength screws on the wall column connecting member, the column beam connecting member and the steel beam are respectively arranged on the middle section and the two end sections of the yoke plate frame.
In one embodiment of the method, the wall column connecting member at the lower end of the side column of the upper layer steel frame wallboard module is arranged on the upper surface of the middle section of the connecting plate frame, and the connecting plate frame, the wall column connecting member, the column beam connecting member and the steel beam are respectively connected through the high-strength bolt and locked through the high-strength nut and the gasket.
Wall column connecting members are respectively arranged at two ends of side columns of a wallboard module at a node of the invention, column beam connecting members are arranged at positions corresponding to the layer heights, and splicing grooves are respectively arranged at two ends of steel beams of the floor slab module. When the node is assembled with the wallboard module on the same floor, the side column laminating of two modules, post roof beam connecting element laminating back support is fixed, when wallboard module and wallboard module assembled, post roof beam connecting element inserts in the inserting groove of girder steel tip, then through a pair of splint with the vertical centre gripping of post roof beam connecting element of two wallboard modules and the girder steel of two wallboard modules and through the fastener connection locking of high strength, the level of rethread backing plate with two girder steels and post roof beam connecting element is to connecting locking, when guaranteeing the levelness of floor module, guarantee the wholeness of two girder steels assembling into the post roof beam. After the floor slab module and the wallboard module are assembled, a middle-shaped yoke plate frame is laid on the upper surface of the node, the middle section of the yoke plate frame covers the wall column connecting member, the two end sections respectively cover the column beam connecting member on the two sides of the wallboard module and the steel beam end part of the floor slab module, and the two end sections of the yoke plate frame are respectively connected and locked through high-strength fasteners, so that the floor slab module and the wallboard module on the same floor are assembled, and preparation is made for assembling the wallboard module on the upper floor. When the upper layer of wallboard module is assembled, the wall column connecting component at the lower end of the side column is aligned with the middle section of the connection plate frame, and finally, the upper wall column connecting component and the lower wall column connecting component are connected and locked with the connection plate frame through the high-strength fastener. After the assembly of center pillar node department is accomplished, with the clearance between floor module and the wallboard module and the clearance formwork support between the wallboard module of upper and lower floor pour concrete simultaneously, make each module of node department form wholly. A small amount of wet operation of pouring on site utilizes local cast in situ concrete parcel steel node, has guaranteed the connection quality of node when improving structure corrosion resistance, and the installation is convenient high-efficient. After all modules at the nodes are cast in place to form a whole, the stability and reliability of the structure are improved, the bearing capacity and rigidity of the nodes of the middle column are improved, meanwhile, the splicing operation is convenient, the assembly standardization and the assembly precision of a steel structure system are promoted, the integrated design and installation of the beam and the column are realized, and the further construction of a heat insulation layer and a decoration layer at the later stage is facilitated; meanwhile, zero welding operation on site is realized, and the construction difficulty of high-altitude operation is reduced.
Drawings
Figure 1 is a schematic structural view of one embodiment of the present invention (cast in place concrete at the gap between modules and tie beams at the upper end of the wallboard modules are not shown).
Fig. 2 is a schematic structural view of a steel frame of the steel frame wallboard module in fig. 1.
Fig. 3 is a schematic assembly view of adjacent beam steel frame wall panel modules in fig. 1.
Fig. 4 is a schematic view of an assembly structure of the adjacent steel girder floor modules in fig. 1.
Fig. 5 is a schematic view a-a of fig. 4 (the rebar grid is not shown).
Fig. 6 is an enlarged schematic view of a simplified cross-sectional structure of the beam-slab prefabricating module according to the embodiment.
FIG. 7 is a right side view of the left side steel beam of FIG. 6.
Fig. 8 is a side view of fig. 1.
Fig. 9 is a schematic structural view of an upper layer steel frame wallboard module at a node of a center pillar when the upper layer steel frame wallboard module is not assembled.
Detailed Description
As shown in fig. 1, in the wet construction method for the center pillar joint of the steel beam floor system and the steel frame wall panel system disclosed in this embodiment, the steel frame wall panel system is formed by assembling a plurality of steel frame wall panel modules 1 (hereinafter referred to as wall panel modules 1) by fasteners, and the steel beam floor system is formed by assembling a plurality of steel beam floor panels 2 (hereinafter referred to as floor panels 2) by fasteners. The wall panel module 1 is shown as a two-story high structure.
As shown in fig. 2 and 3, the wall panel module 1 is an integrated structural member of a steel frame and a wall panel in an inner cavity thereof, wherein the steel frame comprises two side columns 11 and a connecting beam 12 between the two side columns at a position corresponding to the story height.
The side columns 11 are made of channel steel, the connecting beam 12 is made of I-shaped steel, and the width of a wing plate of the connecting beam 12 is smaller than the width of a notch of the side columns 11.
Column beam connecting members 14 are respectively welded on the two wing plates of the side column 11 at positions corresponding to the connecting beam 12.
The column beam connecting component 14 is made of channel steel sections, when the channel steel sections are welded and fixed on the side column 11, the outer surface of a web is flush with the outer surface of the web of the side column, the direction of a notch is the same as that of the side column, bolt mounting holes are respectively formed in an upper wing plate, a lower wing plate and the web, the mounting holes in the web are used for mounting bolts to connect and fix steel frames of adjacent wallboard modules, and the mounting holes in the upper wing plate and the lower wing plate are used for mounting bolts to connect precast beam slab modules.
When the steel frame is assembled, the two side columns 11 are oppositely arranged in the form of notches, the positions between the two side columns corresponding to the column beam connecting members 14 are respectively welded and fixed on the connecting beam 12, the web plate of the connecting beam is perpendicular to the ground, the upper surface of the rectangular plate 13 is flush with the upper surface of the connecting beam 12, and the rectangular plate 13 at the lower end is positioned outside the wall plate.
After the wall panel 15 of the wall panel module is prefabricated and formed, the two ends of the vertical steel bars of the wall panel steel bar net rack are respectively provided with an extension section (not shown in the figure).
When two adjacent wallboard modules are assembled, the two modules are attached by the side column web on one side of the steel frame, the webs of the column beam connecting members on the side columns are also attached, then high-strength bolts are inserted into the bolt mounting holes on the webs, and then the high-strength bolts are locked by the high-strength gaskets and the high-strength nuts, so that the splicing seams of the two modules form stable I-shaped steel columns.
As shown in fig. 4 to 7, the floor module 2 is an integrated structural member of a steel beam 21 and a reinforced concrete floor 22 between the two steel beams, two ends of the wall plate symmetrically extend out of the steel beams, and two ends of the longitudinal steel bars of the steel bar net rack in the wall plate respectively extend out of the wall plate (not shown in the figure).
The steel beam 21 adopts a channel steel 211 as a main body, a longitudinal stiffening rib plate 212 is welded at the upper part of the inner side of a web plate of the channel steel, the length of the longitudinal stiffening rib plate 212 is slightly shorter than that of the channel steel, the width of the longitudinal stiffening rib plate is larger than that of a wing plate, a plurality of groups of transverse stiffening rib plates 213 are respectively welded between the longitudinal stiffening rib plate and the upper wing plate and between the longitudinal stiffening rib plate and the lower wing plate, and the inner sides of the transverse stiffening rib plates are welded with the web plate. And selecting the specific specification and model of the channel steel according to calculation.
Of course, other embodiments of the steel beam body may employ other structural sections, such as i-section/H-section.
The transverse stiffener between the longitudinal stiffener 212 and the upper wing is provided with a central hole in which an anchor rod 214 is welded perpendicularly, so that the transverse stiffener 213 and the anchor rod 214 form a cross-shaped anchor member.
The distance between the longitudinal stiffening rib plates 212 and the wing plates on the channel steel 211 is determined according to the thickness of the floor slab.
The end parts of two ends of a web plate of the channel steel 211 are respectively provided with a bolt mounting hole, and the lower parts of two ends of the web plate of the channel steel 211 are provided with bolt mounting holes for assembling between adjacent beam slab prefabricated modules and connecting with a wallboard system.
And the end parts of two ends of the upper wing plate of the channel steel 211 are symmetrically and vertically fixed with bolts 215 which are used for assembling and fixing the body system and the node of the wall plate system.
Bolt mounting holes are respectively formed in the end portions of the two ends of the lower wing plate of the channel steel 211.
The longitudinal stiffening rib plates 212 and the transverse stiffening rib plates 213 welded on the inner sides of the channel steel webs form a frame body to improve the strength of a steel beam, the anchoring rods 214 vertically connected with the transverse stiffening rib plates between the longitudinal stiffening rib plates and the channel steel upper wing plates form cross-shaped members to be anchored in floor slab concrete, the longitudinal displacement of the floor slab along the steel beam can be restrained, the shearing force of the steel beam and a floor slab interface is transmitted, and the common working performance of the steel beam and the floor slab is improved.
The two steel beams 21 are arranged in parallel with the notches of the channel beams 211 facing each other, and then a reinforcing bar net frame of the reinforced concrete floor 22 is arranged between the two channel beams.
The reinforcing steel bar net rack has an upper layer and a lower layer, two ends of a transverse reinforcing steel bar 221 of the lower reinforcing steel bar net rack are respectively fixed on the upper surfaces of the longitudinal stiffening rib plates 212 on two sides, and the longitudinal reinforcing steel bar 222 is fixed on the upper side of the transverse reinforcing steel bar.
The two ends of the transverse steel bar of the upper steel bar net rack are respectively fixed on the lower surfaces of the upper wing plates of the channel steels on the two sides, and the longitudinal steel bar is fixed on the lower surface of the transverse steel bar.
When the steel bar net rack is laid, two ends of the steel bar net rack extend out of the channel steel.
And after the two layers of reinforced bar net racks are fixed on the upper part between the two steel beams, concrete is poured to form an integrated structure with the steel beams.
An upper layer of steel bar net rack and a lower layer of steel bar net rack are arranged in the reinforced concrete floor as frameworks, the two sides of the reinforced concrete floor in the width direction are respectively fixed with an upper wing plate of the channel steel and a longitudinal stiffening rib plate 212 on the inner side of a web plate of the channel steel, and the integral working performance of the beam plate module can be improved after concrete pouring is carried out. The two layers of reinforcing steel bar net racks are criss-cross reinforcing steel bar fixing frames, and the two-way rigidity consistency of the floor slab can be ensured.
In order to further reduce the workload of the construction site, in this embodiment, when the reinforced concrete floor slab is prefabricated in the factory, a ground leveling layer 223 is poured on the surface of the concrete structure layer, and then a finishing layer 224 is laid on the upper surface of the ground leveling layer.
It can be seen from combining fig. 1, fig. 8 and fig. 9 that when center pillar node girder steel floor module 2 is assembled with steel frame wallboard module 1, need set up on-the-spot connection structural component: a clamping plate 3, a backing plate 4 and a yoke frame 5.
The clamping plates 3 are used for connecting a steel beam web plate of the steel beam floor slab module 2 and a web plate of the column beam connecting member 14 of the steel frame wallboard module 1, the two clamping plates are respectively inserted into the inner lower part of the web plate of the spliced steel beam of the adjacent floor slab module and the lower part of the web plate of the column beam connecting member to clamp the two steel beam web plates and the web plate of the two column beam connecting member, and then the two steel beam web plates and the web plate of the two column beam connecting member are locked through high-strength bolts, high-strength gaskets and high-strength nuts, so that two ends of a steel beam of the steel beam floor slab module are respectively fixed with the steel frame wallboard module in a horizontal state.
In order to further guarantee the stability of node floor module, set up backing plate 4 in the tip bottom surface of concatenation girder steel, the length of backing plate 4 is unanimous with splint length, and the width is two girder steel pterygoid lamina width sums. The base plate is connected through the high-strength bolt, the high-strength gasket and the high-strength nut to lock the two steel beams to form the I-shaped main beam, and the integrity of the assembled steel beam floor slab module is improved.
After floor module 2 and wallboard module 1 assembled, assemble the last layer wallboard module 1 of node:
the rectangular plates 13 and the column-beam connecting members 14 at the upper ends of the side columns of the two wallboard modules at the joints and the steel beams of the floor slab modules are paved with the connecting plate frames 5 shaped like Chinese characters 'Zhongji', so the length and the width of the middle part of the connecting plate frames 5 correspond to the length and the width of the two rectangular plates 13, the width of the two end sections is the sum of the widths of wing plates of the connecting members of the two column beams, the length of the two end sections always crosses over the positions of the tie bars on the steel beams, bolt mounting holes of the two end sections of the connecting plate frames penetrate through the tie bars at the end parts of the steel beams, and the bolt mounting holes are locked by high-strength gaskets and high-strength nuts.
And aligning the rectangular plate at the lower end of the side column of the wallboard module on the upper layer with the middle section of the yoke plate frame, and connecting and locking the upper rectangular plate, the lower rectangular plate and the yoke plate frame through high-strength bolts, high-strength gaskets and high-strength nuts.
And the joint of the central column is assembled, a gap of the length of a wing plate of the column-beam connecting member is formed between the floor slab module at the joint and the wall slab module on the same floor, and a gap of the sum of the thicknesses of the connecting plate frame and the rectangular plate is formed between the upper wall slab module and the lower wall slab module.
The steel bars extending out of the floor slab and the wallboard are respectively arranged in the gap to serve as frameworks, and the formwork is erected at the gap so that after the concrete is poured by taking the extending steel bars as the frameworks, a stable integral structure is formed at the node.
Claims (9)
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| CN202111544184.4A CN114215179B (en) | 2021-12-16 | 2021-12-16 | Wet construction method for center pillar joint of steel beam floor system and steel frame wallboard system |
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| CN202111544184.4A CN114215179B (en) | 2021-12-16 | 2021-12-16 | Wet construction method for center pillar joint of steel beam floor system and steel frame wallboard system |
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| CN117344900B (en) * | 2023-12-06 | 2024-02-20 | 中建六局建设发展有限公司 | Novel fully-assembled floor system and construction method |
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| CN105544799A (en) * | 2015-12-08 | 2016-05-04 | 智房科技股份有限公司 | Fabricated horizontal external wall panel module, wall body, and assembling method |
| CN205591347U (en) * | 2016-05-10 | 2016-09-21 | 北京大工简筑科技有限公司 | Light steel assembled composite wall panel and light steel frame thereof |
| CN106088324A (en) * | 2016-06-22 | 2016-11-09 | 北京工业大学 | A kind of difunctional node of the light steel of the formula that is linked and packed light wall floor |
| WO2020096526A1 (en) * | 2018-11-08 | 2020-05-14 | Lin Wenjun Vincent | Prefabricated volumetric module design, fabrication, assembly and installation method |
| CN111677136A (en) * | 2020-07-03 | 2020-09-18 | 中冶建筑研究总院有限公司 | Wet-type connecting joint and connecting method for assembled floor slabs |
| CN113431222A (en) * | 2021-07-01 | 2021-09-24 | 重庆大学 | Assembled steel bar clamping groove type composite shear wall and splicing method thereof |
| CN113202219A (en) * | 2021-07-07 | 2021-08-03 | 中冶建筑研究总院有限公司 | Fully prefabricated assembled steel-concrete composite floor system and design calculation method |
| CN113216484A (en) * | 2021-07-07 | 2021-08-06 | 中冶建筑研究总院有限公司 | Steel-concrete composite beam connection structure and design calculation method |
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