Full bolt connection row concrete filled steel tube structure system
By replacing welding or grouting sleeve connections with fully bolted connections, and adopting a precast steel pipe concrete structure system, the problems of slow construction speed, difficulty in guaranteeing quality, and poor economy in existing technologies are solved, and a highly efficient, economical, and seismically resistant prefabricated structure connection is achieved.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2026-01-16
- Publication Date
- 2026-04-10
AI Technical Summary
In existing prefabricated structures, the construction quality of grouting sleeve connections is difficult to guarantee, the cost is high, the error tolerance of straight thread sleeve connections is low, the safety risks of welded connections are high, and the precision requirements of all bolted connections are high, resulting in slow construction speed, difficulty in guaranteeing quality, and poor economy.
Instead of welding or grouting sleeve connections, all-bolted connections are used. Through a precast steel pipe concrete structure system, precast concrete beams, walls and columns are connected by bolts, and fixed with threaded steel bars, transverse anchor plates and nuts, achieving efficient connection without welding.
It improved construction speed and quality, reduced costs, enhanced seismic performance, ensured the rationality of stress distribution in the joint area and the reliability of the reinforcing steel, and improved the ductility and deformation capacity of the structure.
Smart Images
Figure CN121827457A_ABST
Abstract
Description
Technical Field
[0001] This invention relates to the field of building structure technology, and more particularly to prefabricated structures, specifically to a fully bolted steel pipe concrete structure system. Background Technology
[0002] When prefabricated components are installed on site, welding is avoided or wet work is minimized. The connection method mainly uses bolts or mechanical sleeves for assembly. This is an important characteristic of whether a prefabricated structure truly achieves assembly.
[0003] Currently, prefabricated structures in China generally employ either prefabricated concrete structures or prefabricated steel structures. Prefabricated concrete structures typically use grouted sleeve connections, while prefabricated steel structures generally use welded connections or a hybrid bolted-welded connection, with some projects using all-bolted connections. However, both of these structures still have the following shortcomings:
[0004] Prefabricated concrete structures:
[0005] 1) Grouting sleeves: Construction quality is difficult to guarantee, and the cost is high. Grouting sleeves are a wet connection, and the joints only have load-bearing capacity after the grout has reached the required strength. Temporary supports are required, which limits the construction speed. Grouting is a concealed project, and there may be incomplete grouting in the sleeves. Moreover, there are no effective means to test the density of the grout, and it is difficult to effectively control the risks by relying solely on visual inspection.
[0006] 2) Straight threaded sleeve connection: Low error tolerance, making it impossible to connect precast components on-site. The diameter of the reinforcing bar at the joint is significantly reduced due to rib stripping and thread rolling, potentially lowering the structural load-bearing capacity. If the sleeve material has insufficient elongation or the thread end is over-processed, the joint's deformation performance will not meet standards, making it prone to brittle fracture under load. Requires skilled technicians, has high technical requirements, and results in higher sleeve costs.
[0007] 3) Extrusion sleeve: The equipment has a large operating space, exerts extrusion pressure on the reinforcing bars, and the precast components deform after construction, failing to meet structural deformation requirements. Construction speed is slow, specialized hydraulic equipment is required, the sleeve is expensive, and strict requirements are placed on reinforcing bar alignment.
[0008] Prefabricated steel structure connection:
[0009] 1) Welding Connections: Welding is the primary method for on-site connections of steel structure components in China. The main reason for favoring welding is its low cost, requiring only a small amount of electricity and gas welding wire, and the availability of inexpensive welders domestically. However, on-site welding is significantly more difficult than bolted connections, especially during on-site installation. Welders must carry a large welding machine at heights, posing substantial safety risks. Furthermore, welding at heights can result in poor weld quality and affect the connection quality of steel structure nodes. On-site full welding or bolted welding connections are difficult to guarantee in terms of quality, have long construction periods, high labor intensity, and high construction safety risks. During welding, the steel melts and then bonds, and post-weld shrinkage and deformation are difficult to control. This fails to achieve the "two increases and two reductions" (referring to improvements in efficiency and cost reduction), contradicting the original intention of prefabricated buildings.
[0010] 2) Fully bolted connection: Fully bolted connections place higher demands on processing and construction precision, involve a large number of bolts, and are costly. The problem that column splicing (especially end spans) cannot fully match the functions of residential buildings has not yet been completely resolved. When beam-column splicing uses end plate connections, high processing precision is required for the beams and columns; if horizontal plate connections are used, the amount of bolts and steel plates used is large, resulting in poor economic efficiency. Summary of the Invention
[0011] In view of the shortcomings of the existing technology, this invention proposes a fully bolted steel pipe concrete structure system, which replaces welding or grouting sleeve connection with bolted connection. It has the advantages of high quality, good economy and fast construction speed, and provides a guarantee for the high-quality and rapid implementation of prefabricated structures.
[0012] The technical solution of the present invention is as follows:
[0013] A fully bolted steel pipe reinforced concrete structural system includes:
[0014] A precast steel-tube concrete wall includes a precast steel-tube concrete composite wall body and threaded steel bars extending outwards on one and / or both sides of the wall body. The precast steel-tube concrete composite wall body is formed by spaced precast steel-tube concrete columns encased in reinforced concrete. The precast steel-tube concrete composite wall body is vertically connected and fixed through vertical connection nodes of the precast steel-tube concrete columns and vertical connection nodes of the reinforced concrete outer casing.
[0015] A precast steel-concrete composite column includes a precast steel-concrete composite column body and threaded steel bars extending outward on one and / or both sides of the column body. The precast steel-concrete composite column body is formed by encasing reinforced concrete in a precast steel-concrete composite column body. The precast steel-concrete composite column body is vertically connected and fixed through vertical connection nodes of the precast steel-concrete composite column body.
[0016] A precast concrete beam includes a precast concrete beam body and threaded steel bars extending outwards at one and / or both ends, wherein the threaded steel bars in the beam body are alternately arranged with the threaded steel bars in the wall body and the threaded steel bars in the column body; and
[0017] A transverse anchoring steel plate is installed between the precast steel pipe concrete composite wall and / or the precast steel pipe concrete composite column and the precast concrete beam. Through holes are alternately opened on the plate corresponding to the threaded steel bars of the wall and / or the threaded steel bars of the column and the threaded steel bars of the beam. The threaded steel bars of the wall and / or the threaded steel bars of the column and the threaded steel bars of the beam are inserted into the through holes and fastened with nuts. Concrete or high-strength grout is then poured.
[0018] In some feasible embodiments, the threaded steel bars in the wall body include upper steel bars, shear steel bars and lower steel bars, the shear steel bars are located between the upper steel bars and the lower steel bars, the upper steel bars and the lower steel bars pass through one or more precast steel-concrete composite columns in the wall body, and the shear steel bars pass through one precast steel-concrete composite column in the wall body.
[0019] The threaded steel bars in the column body include upper steel bars, shear steel bars and lower steel bars. The shear steel bars are located between the upper steel bars and the lower steel bars. The upper steel bars, shear steel bars and lower steel bars all penetrate the precast steel-concrete composite column within the column body.
[0020] The threaded steel bars in the beam body include upper steel bars, shear steel bars, and lower steel bars, with the shear steel bars located in the middle of the precast concrete beam body.
[0021] In some feasible embodiments, the threaded steel bars in the wall and column are provided along their entire length and extend beyond the wall and column; or,
[0022] The threaded steel bars in the wall and column are set in sections. The internal threaded steel bars are broken at the edges of the wall and column and connected to the external threaded steel bars through straight threaded sleeves.
[0023] In some feasible embodiments, the upper, shear, and lower reinforcing bars of the wall, column, and beam threaded steel bars are arranged in multiple rows vertically and in single or double rows horizontally.
[0024] In some feasible embodiments, the upper reinforcement, shear reinforcement, and lower reinforcement of the threaded steel bars in the beam are arranged in three vertical rows; the upper reinforcement, shear reinforcement, and lower reinforcement of the threaded steel bars in the wall and the column are arranged in two vertical rows, and are respectively arranged between the upper reinforcement, shear reinforcement, and lower reinforcement of the adjacent threaded steel bars in the beam.
[0025] In some feasible embodiments, the transverse anchoring steel plate is a rectangular steel plate, or multiple strip steel plates corresponding to the upper reinforcing bars, shear reinforcing bars and lower reinforcing bars; the through holes are alternately opened at intervals on the rectangular or strip steel plates.
[0026] In some feasible embodiments, the bearing capacity of the threaded steel bars in the wall and column is more than 20% higher than that of the threaded steel bars in the beam.
[0027] The thickness of the transverse anchoring steel plate shall not be less than 0.6 times the diameter of the threaded steel bars in the wall, column, and beam.
[0028] In some feasible embodiments, the threaded steel bars of the wall, column, and beam are inserted into the through holes on the transverse anchoring steel plates and secured with nuts. The nuts of the lower steel bars are adjusted to generate preload, and the nuts of the shear steel bars are adjusted to generate equal preload, thereby achieving pre-camber of the precast concrete beam and ensuring that the walls and columns on both sides of the precast concrete beam do not tilt due to additional horizontal forces.
[0029] In some feasible embodiments, the vertical connection node of the precast steel-concrete composite column in the wall body includes:
[0030] The upper and lower cover plates are welded and fixed to the ends of the upper and lower precast steel-concrete columns of the wall, respectively;
[0031] Upper and lower conversion steel plates, multiple upper and lower conversion steel plates are arranged in a circular array between the upper and lower cover plates and are welded and fixed to the upper and lower cover plates respectively;
[0032] Connecting steel plates, multiple connecting steel plates are connected and fixed one by one with high-strength bolts, and then concrete or high-strength grout is poured;
[0033] In some feasible embodiments, the vertical connection node of the reinforced concrete outer cladding of the wall includes:
[0034] The longitudinal reinforcement of the edge members is exposed at the end of the wall and closed into a U-shaped section. Transverse shear reinforcement is set inside the U-shaped section, and nuts are set at the ends of the shear reinforcement. Concrete or high-strength grout is then poured.
[0035] Longitudinal reinforcement bars of non-edge members are exposed at the ends of the wall, directly lapped, and then poured with concrete or high-strength grout.
[0036] In some feasible embodiments, the vertical connection node of the precast steel-concrete composite column includes:
[0037] The upper and lower cover plates are welded and fixed to the ends of the upper and lower precast steel tube concrete columns, respectively.
[0038] Upper and lower conversion steel plates, multiple upper and lower conversion steel plates are arranged in a circular array between the upper and lower cover plates and are welded and fixed to the upper and lower cover plates respectively;
[0039] Connecting steel plates, multiple connecting steel plates are connected and fixed one-to-one with the upper and lower conversion steel plates by high-strength bolts;
[0040] Vertical anchoring steel plates are installed between the ends of the upper and lower precast steel-concrete composite columns. Threaded steel bars extend from the ends of the upper and lower precast steel-concrete composite columns. The threaded steel bars at the upper and lower ends are arranged alternately. Through holes are alternately opened on the vertical anchoring steel plates corresponding to the threaded steel bars at the upper and lower ends. The threaded steel bars at the upper and lower ends are inserted into the through holes and secured with nuts. Concrete or high-strength grout is then poured.
[0041] In some feasible embodiments, the lower cover plates of the precast steel pipe concrete composite wall and the precast steel pipe concrete composite column are pre-set with air holes at their centers.
[0042] In some feasible embodiments, the upper and lower transition steel plates of the precast steel pipe concrete composite wall are arranged in a circular array of four vertical strip steel plates;
[0043] The upper and lower transition steel plates of the precast steel-concrete composite column are arranged in a circular array of four vertical L-shaped steel plates.
[0044] In some feasible embodiments, the vertical anchoring steel plate is a ring-shaped steel plate with the through holes alternately spaced on the ring-shaped steel plate.
[0045] The advantages of this invention compared to existing technologies are as follows: This invention proposes a fully bolted steel pipe concrete structure system, replacing welding or grouting sleeve connections with bolted connections. This offers advantages such as high quality, good economy, and fast construction speed, ensuring high-quality and rapid implementation of prefabricated structures. Specifically, it can be better understood from one or more of the following aspects:
[0046] (1) Precast concrete beams and columns are connected by threaded steel bars + transverse anchor steel plates + nuts / washers + post-cast concrete. There is no welding operation on site, only threaded steel bars are anchored to each other. The construction is simple and quick, and the steel bars have good ductility and seismic performance. After the nuts are connected, the precast components can bear the construction load, and the precast concrete beams do not need vertical support.
[0047] (2) When used as a frame beam, the joint area is an elastic stress area, and the end of the precast concrete beam body is the seismic plastic hinge area of the frame beam. The joint area adopts strengthening measures to ensure that the seismic plastic hinge is moved to the end of the precast concrete beam body: a) The bearing capacity of the threaded steel bars of the precast concrete wall column should be more than 20% higher than the bearing capacity of the threaded steel bars of the precast concrete beam; b) High-strength grouting material is used for the post-cast concrete; In addition, the mechanical connection of the steel bars in the joint area is convenient for testing, reliable for stress, and the steel bars are free from welding damage, which can ensure the seismic performance of the joint area.
[0048] (3) The threaded steel bars include the top steel bars, shear steel bars, and bottom steel bars, all of which pass through the precast concrete steel pipe precast column inside the precast concrete wall column. The top and bottom steel bars bear the tensile and compressive forces of the top and bottom steel bars of the precast concrete beam and transfer them to the inside of the wall column. The shear steel bars bear the vertical shear force of the precast concrete beam and transfer it to the inside of the wall column. The joint stress is reasonable, there are no steel webs inside the wall column, which facilitates the connection of stirrups inside the joint, the concrete is poured densely, and the anchorage performance of the steel bars is reliable.
[0049] (4) For the horizontal connection nodes of wall, column and beam, the upper reinforcement, shear reinforcement and lower reinforcement of the threaded steel bars are arranged in multiple rows in the vertical direction. In this way, the threaded steel bars of the beam body and the corresponding threaded steel bars of the wall body and / or the threaded steel bars of the column body are staggered in the horizontal direction, which can increase the ductility and deformation capacity of the precast concrete beam and improve its seismic resistance. For the vertical connection nodes of wall and column, the upper column reinforcement and the lower column reinforcement are staggered by mutual anchor steel plates. The mutual anchor steel plates are subjected to bending deformation, which can increase the lateral deformation capacity of the wall and column and increase ductility.
[0050] (5) After the threaded steel bars of the precast concrete wall columns and precast concrete beams are fixed by the transverse anchor steel plates, the nuts of the lower steel bars and shear steel bars are adjusted to generate a reverse bending moment in the precast concrete beam body, thereby achieving the pre-camber of the precast concrete beam body and ensuring that the wall columns on both sides of the precast concrete beam do not bear additional horizontal forces and tilt.
[0051] (6) In the height direction, the precast concrete wall column is connected to the steel pipe concrete precast column by upper and lower cover plates, upper and lower conversion steel plates, connecting steel plates and high-strength bolts. The precast concrete wall adopts reasonable connection methods for the longitudinal reinforcement of edge members and non-edge members at the outer reinforced concrete. The precast concrete column adopts the connection method of vertical mutual anchor steel plates and nuts at the outer reinforced concrete. This is because the steel pipe concrete precast column is precast in the factory and the concrete inside the pipe in the node area is disconnected. In order to ensure the reliable force transmission of the steel pipe concrete precast column, the steel conversion bolt connection scheme is adopted. In addition, the round steel pipe has a strong restraining effect on the concrete inside the steel pipe. The actual bearing capacity of the concrete inside the pipe is very high. The post-cast concrete in the node area is difficult to meet the bearing capacity requirements of the concrete inside the pipe. After the cover plate is adopted, the bearing capacity of the steel pipe concrete precast column is increased to meet the bearing capacity requirements of the steel pipe concrete precast column.
[0052] It should be understood that the implementation of any embodiment of the present invention does not mean that it will simultaneously possess or achieve multiple or all of the above-mentioned beneficial effects. Attached Figure Description
[0053] To more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings in the following description are merely exemplary, and those skilled in the art can derive other embodiments based on the provided drawings without creative effort.
[0054] The structures, proportions, sizes, etc. illustrated in this specification are only for the purpose of assisting those skilled in the art in understanding and reading the content disclosed herein, and are not intended to limit the conditions under which the present invention can be implemented. Therefore, they have no substantial technical significance. Any modifications to the structure, changes in the proportions, or adjustments to the size, without affecting the effects and objectives that the present invention can produce, should still fall within the scope of the technical content disclosed in the present invention.
[0055] Figure 1 This is a schematic elevation view of an all-bolted steel pipe concrete structure system according to an embodiment of the present invention;
[0056] Figure 2 This is a schematic plan view of an all-bolted steel pipe concrete structure system according to an embodiment of the present invention;
[0057] Figure 3 This is a schematic diagram of a precast steel pipe concrete wall structure according to an embodiment of the present invention, wherein (a) is an elevation view, (b) is section 1-1 in (a), and (c) is section 2-2 in (a);
[0058] Figure 4 This is a schematic diagram of a precast steel-concrete composite column structure according to an embodiment of the present invention, wherein (a) is an elevation view and (b) is a plan view;
[0059] Figure 5 This is a schematic diagram of a precast steel-concrete composite column structure according to another embodiment of the present invention, wherein (a) is an elevation view and (b) is a plan view;
[0060] Figure 6 This is a schematic elevation view of a precast concrete beam according to an embodiment of the present invention;
[0061] Figure 7 This is a plan view of a precast concrete beam according to an embodiment of the present invention;
[0062] Figure 8 This is a schematic diagram of a transversely anchored steel plate structure according to an embodiment of the present invention, wherein (a) is Figure 1 Section 1-1 in the figure, (b) is a schematic diagram of the elevation of the three inter-anchored steel plates, and (c) is a schematic diagram of the side of the three inter-anchored steel plates;
[0063] Figure 9 This is an elevation view of a precast steel pipe concrete wall vertical connection node according to an embodiment of the present invention, wherein (a) is a steel pipe concrete precast column connection node, (b) is a vertical edge member reinforcement closed connection, and (c) is a vertical non-edge member reinforcement lap connection.
[0064] Figure 10 This is a plan view of a vertical connection node of a precast steel pipe concrete wall according to an embodiment of the present invention, wherein (a) is... Figure 9 Section 1-1 of (a) and (b) are Figure 9 Section 2-2 of (a) and (c) are Figure 9 Section 3-3 of (a);
[0065] Figure 11 This is a schematic elevation view of a vertical connection node of a precast steel-concrete composite column according to an embodiment of the present invention.
[0066] Figure 12 This is a plan view of a vertical connection node of a precast steel-concrete composite column according to an embodiment of the present invention, wherein (a) is Figure 11 Section 1-1 in (a) is shown in (b), which is a plan view of the vertical interlocking steel plates in (a), and section (c) is shown in (c). Figure 11 Section 2-2 in the middle, (d) is Figure 11 Section 3-3 in the middle;
[0067] Figure 13 This is a schematic diagram of a hybrid beam in the prior art;
[0068] Figure 14 This is a schematic diagram of a composite beam in the prior art;
[0069] Figure 15 This is a schematic diagram of a steel beam in the prior art.
[0070] Marked in the image:
[0071] 10 Precast steel pipe concrete wall, 101 Precast steel pipe concrete column of wall body, 102 Threaded steel bar of wall body, 1021 Upper steel bar, 1022 Shear steel bar, 1023 Lower steel bar, 103 Upper and lower cover plates of wall body, 104 Upper and lower transition steel plates of wall body, 105 Connecting steel plate of wall body, 106 Longitudinal reinforcement of edge members, 107 Longitudinal reinforcement of non-edge members, 108 Transverse shear reinforcement;
[0072] 20 Precast steel-concrete composite column, 201 Precast steel-concrete composite column body, 202 Threaded steel bar in column body, 203 Straight threaded sleeve, 204 Upper and lower cover plates on column body, 205 Upper and lower transition steel plates on column body, 206 Connecting steel plate in column body, 207 Vertical anchoring steel plate, 208 Threaded steel bar at column end, 209 Vent hole.
[0073] Precast concrete beam 30, precast concrete beam body 301, threaded steel bar 302, stirrup 303, web reinforcement 304;
[0074] Horizontal anchoring steel plate 40, through hole 401, nut 402, washer 403.
[0075] The same or corresponding marks in the diagram indicate the same or corresponding parts. Detailed Implementation
[0076] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the embodiments of the present invention will be further described in detail below with reference to the accompanying drawings. Here, the illustrative embodiments and descriptions of the present invention are used to explain the present invention, but are not intended to limit the present invention.
[0077] In this invention, unless otherwise explicitly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.
[0078] It should be understood that the terms "comprising / including," "consisting of," or any other variations are intended to cover non-exclusive inclusion, such that a product, apparatus, process, or method that comprises a list of elements includes not only those elements but may also include, where necessary, other elements not expressly listed, or elements inherent to such a product, apparatus, process, or method. Without further limitation, an element defined by the phrases "comprising / including," "consisting of," does not exclude the presence of additional identical elements in the product, apparatus, process, or method that includes said element.
[0079] It should also be understood that the terms "upper", "lower", "front", "rear", "left", "right", "top", "bottom", "inner", "outer", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device, component or structure referred to must have a specific orientation, be constructed or operated in a specific orientation, and should not be construed as a limitation of the present invention.
[0080] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this invention, "a plurality of" means two or more, unless otherwise explicitly specified.
[0081] This invention employs a fully bolted steel pipe concrete structure system, replacing welding or grouting sleeve connections with bolted connections. This offers advantages such as high quality, good economy, and fast construction speed, ensuring high-quality and rapid implementation of prefabricated structures. The system is factory-produced, facilitating transportation, hoisting, and installation. It can be widely applied to various low-rise, multi-story, high-rise, and super high-rise buildings, including residential, office, hotel, and commercial buildings, representing a high-quality prefabricated industrial structure.
[0082] The implementation of the present invention will be described in detail below with reference to preferred embodiments.
[0083] Overall Figure 1 , Figure 2 As shown, this embodiment of the invention provides a fully bolted steel-tube concrete structure system, including: precast steel-tube concrete walls 10, precast steel-tube concrete columns 20, precast concrete beams 30, and transverse anchoring steel plates 40 and necessary post-cast concrete or high-strength grouting material. The precast steel-tube concrete walls 10 and precast steel-tube concrete columns 20 are both designed based on precast steel-tube concrete columns. The upper and lower layers of precast steel-tube concrete walls 10 and precast steel-tube concrete columns 20 are connected and fixed in height through their respective vertical connection nodes, and in planar plane, they are connected and fixed to the precast concrete beams 30 through transverse connection nodes formed by the transverse anchoring steel plates 40, thus forming the structural system of this invention.
[0084] like Figure 3As shown, a precast steel-concrete composite wall 10 is provided according to an embodiment, including a precast steel-concrete composite wall body. The precast steel-concrete composite wall body is formed by spaced precast steel-concrete columns 101 and encased in reinforced concrete. The precast steel-concrete columns 101 are made of round steel pipes and are formed by cast-in-place or precast concrete pouring inside them. Their diameter and the spacing between them in the wall body are determined according to design requirements. In this embodiment of the invention, one and / or both sides of the precast steel-concrete columns 101 have threaded steel bars 102 extending outward. One end of the threaded steel bar 102 extends into the wall body and is anchored and fixed, while the other end extends out of the wall body and is threaded within a certain length range at the end for subsequent connection and fixation with the beam end.
[0085] In this embodiment, the threaded steel reinforcement 102 in the wall includes an upper reinforcement 1021, a shear reinforcement 1022, and a lower reinforcement 1023. It is easy to understand that the upper reinforcement 1021 and the lower reinforcement 1023 are located at the upper and lower parts of the wall, respectively, i.e., near the top and bottom of the wall. The shear reinforcement 1022 is located between the upper reinforcement 1021 and the lower reinforcement 1023, for example, in the middle of the wall. Here, the upper reinforcement 1021 and the lower reinforcement 1023 bear the tensile and compressive forces of the upper and lower reinforcements of the precast concrete beam and transmit them to the interior of the wall. Figure 3 As shown in (b) and (c), the upper reinforcing bars 1021 and lower reinforcing bars 1023 require higher anchorage strength. The anchorage length of the reinforcing bars is approximately 40 times the diameter of the reinforcing bars. Both are connected to one or more precast concrete-tube steel columns 101 within the wall, i.e., the two outermost precast concrete-tube steel columns 101 closest to the end of the wall in the figure. The shear reinforcing bars 1022 bear the vertical shear force of the precast concrete beam and transfer it to the wall. The anchorage length of the shear reinforcing bars 1022 is relatively short, approximately 15 times the diameter of the reinforcing bars, and is only connected to the outermost precast concrete-tube steel column 101 at the end of the wall. In practice, holes can be pre-drilled in the steel pipes of the precast concrete-tube steel columns 101 to insert threaded reinforcing bars.
[0086] Here, within the precast concrete wall-column joint area, the upper and lower reinforcing bars penetrate the precast steel-concrete composite column, providing good corrosion and fire resistance, and reliable anchorage performance. If steel joints were used, the steel flanges would need to be welded to the steel pipes, resulting in extensive welding, wasted steel, and difficult construction. For smaller wall-column cross-sections, the concrete cover around the steel would be less than 50mm, making it difficult to guarantee the steel's fire resistance. Shear reinforcement is used in the middle to transfer shear force, and there is no steel web within the wall-column, facilitating the connection of stirrups within the joint and ensuring dense concrete pouring. If steel joints were used, welding the steel web to the steel pipe would sever the horizontal stirrups and the concrete in the joint area. Welding the severed stirrups to the steel web would be difficult, as would pouring the severed concrete in the joint area, resulting in poor overall stress distribution.
[0087] Here, the preferred thread length is 50~200mm.
[0088] like Figure 4 , Figure 5 As shown, a precast steel-concrete composite column 20 is provided in one embodiment, similar to the precast steel-concrete composite wall 10, including a precast steel-concrete composite column body and threaded steel bars 202 extending outward on one and / or both sides of the column body. The precast steel-concrete composite column body is formed by encasing the precast steel-concrete composite column 201 in reinforced concrete.
[0089] Unlike the precast steel-concrete composite columns 101 in the wall, which are arranged at intervals within the wall, the precast steel-concrete composite columns 201 in the column body consist of only one column. The threaded steel bars 202 in the column body also include upper bars, shear bars, and lower bars. The upper bars and lower bars are located at the upper and lower parts of the column body, respectively. However, it is easy to understand that the upper and lower parts here do not represent the top and bottom of the column body, but rather the upper and lower parts of the section corresponding to the beam end section of the precast concrete beam. The shear bars are located between the upper bars and the lower bars.
[0090] Similar to the threaded steel bars in the wall, here, the upper and lower steel bars bear the tensile and compressive forces of the upper and lower steel bars of the precast concrete beam and transmit them to the inside of the column. The shear steel bars bear the vertical shear force of the precast concrete beam and transmit it to the inside of the column.
[0091] In this embodiment, the upper, shear, and lower reinforcing bars of the threaded steel bar 202 all penetrate the precast steel-concrete composite column 201 within the column body, and the threaded steel bar 202 can be installed continuously and extend beyond the column body. That is, the upper, shear, and lower reinforcing bars are constructed using a single threaded steel bar that penetrates the precast steel-concrete composite column 201. Figure 4 As shown; the threaded steel bars 202 in the column body can also be installed in sections, such as... Figure 5 As shown, the internal threaded steel bars also penetrate the precast concrete-steel tube column 201 but are interrupted at the column edge, not protruding from the outer edge of the column. A straight threaded sleeve 203 is pre-embedded, and after the column concrete is poured, the external threaded steel bars are connected through the straight threaded sleeve 203. This avoids the threaded steel bars being exposed when the precast column concrete is poured, and the precast column formwork can be greatly simplified.
[0092] It is easy to understand that the two methods of setting the threaded steel bar 202 in the column are also applicable to the setting of the threaded steel bar 102 in the wall, and will not be described again.
[0093] See also Figure 6 , Figure 7A precast concrete beam 30 is provided in one embodiment, including a precast concrete beam body 301 and threaded steel bars 302 extending outward at one and / or both ends of the beam body. The precast concrete beam body 301 may be a composite concrete beam, and stirrups 303, web reinforcement 304, etc. are provided inside the beam body.
[0094] In this embodiment, the wire-threaded steel bars 302 in the beam body, the wire-threaded steel bars 102 in the wall body, and the wire-threaded steel bars 202 in the column body are arranged alternately. That is, unlike the traditional method, the steel bars at the beam end and their corresponding wall and column sides are not directly opposite each other, but are staggered. This will be explained in detail in the subsequent section on the transverse anchoring steel plates.
[0095] Similarly, the 302 threaded steel bars in the beam also include top reinforcement, shear reinforcement, and bottom reinforcement. The top and bottom reinforcement are located at the top and bottom of the beam, respectively, near the top and bottom of the beam. The shear reinforcement is located between the top and bottom reinforcement, for example, in the middle of the beam. Here, the top and bottom reinforcement bear the bending moment of the precast concrete beam, while the shear reinforcement bears the vertical shear force and torque of the precast concrete beam.
[0096] like Figure 6 , Figure 7 As shown, the upper and lower reinforcing bars of the 302 threaded steel bars in the beam body are set along the entire length of the beam body as the main reinforcement of the beam and are threaded within a certain length range at both ends, while the shear reinforcement is only set locally at the beam ends, with one end extending into the beam body and the other end threaded.
[0097] To achieve an effective connection between the precast steel-concrete composite wall 10, the precast steel-concrete composite column 20, and the precast concrete beam 30, this invention provides transverse anchoring steel plates 40. The transverse anchoring steel plates 40 are positioned between the precast steel-concrete composite wall body, the precast steel-concrete composite column body, and the precast concrete beam body 301. It should be noted that both ends of the precast concrete beam body 301 can be simultaneously connected to the precast steel-concrete composite wall 10, or simultaneously connected to the precast steel-concrete composite column 20, or one end can be connected to the precast steel-concrete composite wall 10 and the other end to the precast steel-concrete composite column 20, depending on the arrangement of the structural system.
[0098] like Figure 8 As shown, since the threaded steel bars 302 in the beam, 102 in the wall, and 202 in the column are arranged alternately, through holes 401 are alternately opened on the transverse anchoring steel plate 40 corresponding to the threaded steel bars 102 in the wall, 202 in the column, and 302 in the beam. The threaded steel bars 102 in the wall, 202 in the column, and 302 in the beam pass through the through holes 401 and are fastened by nuts 402, followed by pouring concrete or high-strength grout. Considering the size error of the through holes 401, shims 403 can be added to the through holes 401 as needed before being fastened by nuts 402.
[0099] In this invention, the upper reinforcement, shear reinforcement, and lower reinforcement of the threaded steel bars 102 in the wall, 202 in the column, and 302 in the beam are all arranged in multiple rows vertically. Figure 8 As shown in (b), green indicates the through holes connecting the threaded steel bars 302 in the beam, and red indicates the through holes connecting the threaded steel bars 102 in the wall and / or the threaded steel bars 202 in the column. The upper, shear, and lower reinforcing bars of the threaded steel bars 302 in the beam are arranged in three vertical rows. At the same time, the upper, shear, and lower reinforcing bars of the threaded steel bars 102 in the wall and / or the threaded steel bars 202 in the column are arranged in two vertical rows. The two rows of threaded steel bars 102 in the wall and / or the threaded steel bars 202 in the column are respectively arranged between the adjacent threaded steel bars 302 in the beam. In this way, the threaded steel bars 302 in the beam and their corresponding threaded steel bars 102 in the wall and / or the threaded steel bars 202 in the column are horizontally staggered. The threaded steel bars in precast concrete beams and precast concrete walls / columns are connected by staggered transverse anchored steel plates. These anchored steel plates form finite-stiffness connection nodes, increasing the ductility and deformation capacity of the precast concrete beams and improving their seismic resistance. In contrast, ordinary steel bars are connected using sleeves, resulting in a direct center-to-center connection with limited deformation capacity. In this invention, the steel bars are connected by staggered anchored steel plates, which deform under the influence of the staggered reinforcement. Therefore, the connection method of this invention provides a stronger ultimate deformation capacity for precast concrete walls / columns, improving ductility. From a seismic perspective, the most important structural capability is deformation capacity, i.e., ductility. The seismic design philosophy of this invention is to minimize rigidity and maximize ductility.
[0100] In addition, the upper, shear, and lower reinforcing bars of the threaded steel bars 102 in the wall, 202 in the column, and 302 in the beam are arranged in single or double rows in the transverse direction. Figure 8 The diagram shows a double-row arrangement to ensure sufficient connection strength at the top, middle, and bottom of the beam.
[0101] The precast concrete beam 30 and its connection method with the wall column provided by this invention, compared with other precast concrete beams:
[0102] 1) Hybrid beam (steel joint + precast concrete composite beam)
[0103] like Figure 13 As shown, the reinforcing bars of the precast concrete composite beam are welded to the steel section joints, making it difficult to guarantee the quality of the welded bars; welding damages the reinforcing bars, making them prone to brittle fracture under seismic loads; the steel section joints connect to the reinforcing bars in the plastic hinge zone of the frame beam, and the plastic deformation capacity of the frame beam cannot meet the ductility requirements of the frame beam; the steel section joints require a large amount of steel and welding, resulting in a high overall cost.
[0104] 2) Precast composite beams
[0105] like Figure 14 As shown, the precast composite beams use a connection method of steel bar anchorage + post-cast concrete. During construction, the joints have no load-bearing capacity, so vertical supports need to be added. The construction site is chaotic and the construction is complicated.
[0106] 3) Steel beams
[0107] like Figure 15 As shown, the steel beams were connected on-site using a hybrid bolting and welding method, which involved a large amount of welding and made quality control difficult.
[0108] As can be seen, compared with the composite beam with steel joint, the present invention eliminates the welding operation of the upper and lower flanges, saving labor; compared with the composite beam, the shear reinforcement of the present invention directly bears the construction load, eliminating the need for vertical support; compared with the all-bolted connection node of steel beam, the present invention only requires transverse anchoring steel plates and nuts / washers, which is more economical.
[0109] Structurally, the bearing capacity of the threaded steel bars 102 in the wall and 202 in the column should be at least 20% higher than that of the threaded steel bars 302 in the beam. The upper reinforcement, shear reinforcement, and lower reinforcement are arranged vertically in rows to ensure that the precast concrete beam can vertically penetrate the threaded steel bars of the precast concrete wall and column during construction. The thickness of the transverse anchoring steel plate 40 is not less than 0.6 times the diameter of each threaded steel bar; the nuts 402 can be arranged on one or both sides of the transverse anchoring steel plate 40.
[0110] In addition, the transverse anchoring steel plate 40 can be a single rectangular steel plate, the size of which matches the beam end section, or multiple strip steel plates corresponding to the upper reinforcement, shear reinforcement, and lower reinforcement, such as... Figure 8 As shown in (b) and (c), three strip steel plates are set for the upper reinforcement, shear reinforcement and lower reinforcement. The width of the strip steel plate matches the width of the beam end section, and the height is sufficient to set two rows of through holes 401. The upper and lower rows of through holes 401 are alternately opened on it.
[0111] In particular, this invention employs a pre-cambering process during assembly. The threaded reinforcing bars 102 in the wall, 202 in the column, and 302 in the beam are inserted into the through holes 401 on the transverse anchoring steel plates 40 and secured with nuts 402. The nuts on the lower reinforcing bars are adjusted to generate pre-pressure, while the nuts on the shear reinforcing bars are adjusted to generate pre-tension equal to that of the lower reinforcing bars. This causes the precast concrete beam 301 to generate a reverse bending moment. The purpose is to achieve pre-cambering of the precast concrete beam 301 and ensure that the walls and columns on both sides of the precast concrete beam 301 do not tilt due to additional horizontal forces. Pre-cambering solves the problem of cambering in composite concrete beams, allowing the precast concrete beam to maintain its vertical deformation after the floor slab is poured without vertical support, thus avoiding the problem of excessive floor slab thickness caused by excessive vertical deformation of the precast concrete beam.
[0112] The above structural system is constructed as follows: Transverse anchor plates are pre-installed inside the threaded reinforcing bars of precast concrete walls, columns, or beams. After the precast steel-pipe concrete walls and columns are constructed on-site, the precast concrete beams are hoisted to the position above or below the threaded reinforcing bars of the precast concrete walls and columns. The precast concrete beams are vertically raised / lowered until the threaded reinforcing bars of the wall columns and beams are crossed and positioned. The transverse anchor plates are then pushed into the threaded reinforcing bars on the other side. Simultaneously, the transverse anchor plates connect the threaded reinforcing bars of the precast concrete walls, columns, and beams. Nuts / washers are screwed into the threaded reinforcing bars. It is advisable to connect the shear reinforcement of the precast concrete walls, columns, and beams first. After completion, the hoisting hooks can be removed, followed by the connection of the upper and lower reinforcing bars of the precast concrete walls, columns, and beams.
[0113] Pre-cambering process: After the threaded steel bars of the precast concrete wall columns and precast concrete beams are fixed by transverse anchoring steel plates and nuts / washers, the nuts of the lower steel bars are adjusted to generate pre-compression in the lower steel bars. At the same time, the nuts of the shear steel bars are adjusted to generate pre-tension in the shear steel bars, which is equal to that of the lower steel bars. Through the above method, the precast concrete beam body generates a reverse bending moment, realizing the pre-cambering of the precast concrete beam body and ensuring that the wall columns on both sides of the precast concrete beam do not tilt due to additional horizontal forces.
[0114] Advantages of the above structural system:
[0115] (1) The threaded steel bars of precast concrete beams and columns do not require welding, the processing is simple, the steel bars have good ductility and good seismic performance; the formwork of precast concrete beams and columns is simple, production is convenient and economical.
[0116] Precast concrete beams only have threaded steel bars protruding from the ends, simplifying the threading process and reducing the complexity of the end formwork. This results in convenient production and good economic efficiency. During production, only the ends have exposed steel bars, simplifying end formwork setup. Furthermore, the exposed threaded steel bars can be fixed to the end formwork with nuts, further simplifying the precast concrete beam production process. The threading length is precisely controlled down to the thread thread level.
[0117] The threaded steel bars are disconnected at the edge of the wall column using a straight threaded sleeve connection scheme, which can avoid the threaded steel bars being exposed when the precast concrete wall column is poured, and the formwork of the precast concrete wall column can be greatly simplified.
[0118] (2) The node connection adopts the method of horizontal mutual anchoring steel plates + nuts / washers + post-poured concrete. There is no welding work on site, only threaded steel bars are mutually anchored and connected with nuts, making construction simple and quick. After the nut connection, the precast components can bear the construction load, and the precast concrete beams do not require vertical support. The connection only requires horizontal mutual anchoring steel plates and nuts / washers, which is economical. It has high precision, with no welding deformation of steel bars, threads, etc., and no welding deformation of steel plates.
[0119] (3) When used as a frame beam, the connection points of the threaded steel bars through transverse anchor plates and nuts / washers are elastic stress zones, while the ends of the precast concrete beams are seismic plastic hinge zones. Similar to steel beams, reinforcement measures are required to ensure that the seismic plastic hinges are moved to the ends of the precast concrete beams: a) The bearing capacity of the threaded steel bars in the precast concrete walls and columns should be at least 20% higher than that of the threaded steel bars in the precast concrete beams; b) High-strength grouting material should be used for the post-cast concrete. In addition, the mechanical connection of the reinforcement in the joint area is convenient for inspection, reliable for stress, and free from welding damage, which can ensure the seismic performance of the joint area.
[0120] (4) The threaded steel bars of the precast concrete beams and precast concrete wall columns are connected by cross-linked transverse anchored steel plates. The cross-linked anchored steel plates are finite stiffness connection nodes, which can increase the ductility and deformation capacity of the precast concrete beams and improve their seismic resistance.
[0121] (5) After the precast concrete beam is connected to the precast concrete wall column shear reinforcement, it can directly bear the construction load without vertical support, and the construction is simple. Compared with the bolted and welded connection node of steel beam, the welding operation is eliminated while ensuring that the precast concrete beam bears the construction load. Compared with the fully bolted connection node of steel beam, only the transverse anchor steel plate and nut / washer are required, which is economical. Compared with the composite beam, the shear reinforcement directly bears the construction load, eliminating the need for vertical support. Compared with the steel joint hybrid beam, the welding operation of the upper and lower flanges is eliminated, saving labor.
[0122] (6) In the precast concrete wall-column joint area, shear reinforcement is used to transfer shear force, and there is no steel web, which facilitates the connection of stirrups in the joint and the concrete is poured densely; if steel joint is used, the steel web is welded to the steel pipe, which will cut off the horizontal stirrups and the concrete in the joint area. It is difficult to weld the broken stirrups to the steel web, and it is difficult to pour the broken concrete in the joint area, resulting in poor overall stress.
[0123] (7) In the precast concrete wall-column joint area, the upper and lower reinforcing bars pass through the precast steel pipe concrete column, which has good anti-corrosion and fireproof performance and reliable anchorage performance. If steel section joint is used, the steel section flange plate and the steel pipe need to be welded together, which involves a large amount of welding, wastes steel, and makes construction difficult. For smaller wall-column cross sections, the concrete protective layer of the steel section is less than 50mm, and the fireproof performance of the steel section is difficult to guarantee.
[0124] (8) The threaded steel bars of the precast concrete wall columns and the precast concrete beams are arranged horizontally and vertically in parallel. During construction, the threaded steel bars of the wall columns can be used as vertical limiting measures for the threaded steel bars of the precast concrete beams. During construction, the precast concrete beams can be lifted vertically from top to bottom, which reduces the difficulty of adjusting the horizontal error of the precast concrete beams and speeds up the hoisting speed of the precast concrete beams.
[0125] (9) Pre-arching process can be implemented on precast concrete beams. Under the conditions of eliminating the need for vertical support of precast concrete beams and ensuring that the walls and columns on both sides of the precast concrete beams do not tilt, the top of the beams can be made flat during the construction of the floor slab, thus avoiding excessive thickness of the floor slab concrete.
[0126] The above describes the lateral connection nodes in the structural system. To achieve reliable vertical connections between precast concrete walls and columns, please refer to [further details]. Figure 9 , Figure 10 This invention provides an embodiment of a precast steel-concrete composite wall that is connected and fixed via a vertical connection node for precast steel-concrete columns. The vertical connection node for the precast steel-concrete columns includes:
[0127] The upper and lower cover plates 103 of the wall, including the upper cover plate and the lower cover plate, are welded and fixed to the ends of the upper and lower precast steel pipe concrete columns 101 of the wall respectively;
[0128] The upper and lower conversion steel plates 104 of the wall include an upper conversion steel plate and a lower conversion steel plate. Multiple upper and lower conversion steel plates are arranged in a circular array corresponding to the upper and lower cover plates 103 of the wall and are welded and fixed to the upper and lower cover plates 103 of the wall respectively.
[0129] The wall connecting steel plate 105, multiple wall connecting steel plates 105 are connected and fixed one by one to the upper and lower conversion steel plates 104 of the wall by high-strength bolts, and then concrete or high-strength grout is poured.
[0130] This invention employs a cover plate and a conversion steel plate for vertical connections. Because the concrete inside the precast steel-concrete composite column is prefabricated in the factory, the concrete inside the tube is disconnected at the joint area. To ensure reliable force transmission in the precast steel-concrete composite column, a steel conversion bolt connection scheme is adopted. In addition, the round steel tube has a strong restraining effect on the concrete inside the steel tube, and the actual bearing capacity of the concrete inside the tube is very high. The post-poured concrete at the joint area is difficult to meet the bearing capacity requirements of the concrete inside the tube. By using a cover plate, the bearing capacity of the steel tube is increased to meet the bearing capacity requirements of the steel-concrete composite column.
[0131] Specifically, the upper and lower transition steel plates 104 of the precast steel-concrete composite wall are arranged in a circular array of four vertical strip steel plates, such as... Figure 10 As shown.
[0132] In addition, the precast steel pipe concrete composite wall is also connected and fixed through vertical connection nodes of reinforced concrete on the outside of the wall. The vertical connection nodes of reinforced concrete on the outside of the wall include:
[0133] The edge member longitudinal reinforcement 106 includes upper closed reinforcement and lower closed reinforcement. The upper closed reinforcement and lower closed reinforcement are exposed at the end of the wall and closed into a U-shaped section. Transverse shear reinforcement 108 is set in the U-shaped section. Nuts are set at the ends of the transverse shear reinforcement 108, and then concrete or high-strength grout is poured.
[0134] The non-edge member longitudinal reinforcement 107 includes upper lapped reinforcement and lower lapped reinforcement. The upper lapped reinforcement and lower lapped reinforcement are exposed at the end of the wall body, directly lapped, and then concrete or high-strength grout is poured.
[0135] Here, the vertical reinforcing bars of the reinforced concrete outer wall are not connected using interlocking steel plates because the wall reinforcement bars are too thin, generally 8-12mm in diameter, while the smallest diameter of the sleeve bolts used in the project is 16mm. Furthermore, since the steel pipes are connected by bolts, the overall height of the post-cast section is sufficient for the anchorage length of the thinner reinforcing bars, allowing for direct lap splicing. The anchorage length of U-shaped reinforcing bars is approximately 30 times the length of the reinforcing bar, and for straight lap splices, it is 50 times the length of the reinforcing bar. The post-cast section is approximately 400mm high, which meets the above requirements for the anchorage length of the reinforcing bar lap splices.
[0136] The vertical connection nodes of the aforementioned precast concrete steel-tube columns in the wall body shall be constructed as follows:
[0137] When hoisting the precast steel pipe concrete wall, after the upper and lower connections are completed, the connecting steel plates on both sides of the transition steel plate are installed and fixed with high-strength bolts; after the U-shaped section reinforcement of the edge members is lapped, transverse shear reinforcement is passed through it, and nuts are screwed into both sides of the transverse shear reinforcement. The reinforcement of non-edge members is connected by direct lap splicing.
[0138] See also Figure 11 , Figure 12 This invention provides an embodiment of a precast steel-concrete composite column body connected and fixed by a vertical connection node for the precast steel-concrete composite column body. The vertical connection node for the precast steel-concrete composite column body includes:
[0139] The upper and lower cover plates 204 of the column body, including the upper cover plate and the lower cover plate, are welded and fixed to the ends of the upper and lower precast steel tube concrete columns 201, respectively.
[0140] The column body has upper and lower conversion steel plates 205, including upper and lower conversion steel plates. Multiple upper and lower conversion steel plates are arranged in a ring array between the upper and lower cover plates 204 and are welded and fixed to the upper and lower cover plates respectively.
[0141] The column body is connected by steel plates 206. Multiple connecting steel plates 206 are connected and fixed one by one to the upper and lower conversion steel plates 205 by high-strength bolts.
[0142] Vertical anchoring steel plates 207 are installed between the ends of the upper and lower precast steel-concrete composite columns. Threaded steel bars 208 extend from the ends of both columns, with the upper and lower bars arranged alternately. Through holes are alternately formed on the vertical anchoring steel plates 207 corresponding to the threaded steel bars 208. The threaded steel bars 208 are inserted into these through holes and secured with nuts before concrete or high-strength grout is poured. The through holes and the tightening method of the nuts / washers are similar to those used at the beam ends.
[0143] Similarly, the upper and lower precast steel-concrete composite columns are connected by staggered vertical anchor plates 207. The vertical anchor plates 207 are finite stiffness connection nodes, which can increase the ductility and deformation capacity of the precast steel-concrete composite columns and improve their seismic resistance.
[0144] Specifically, the vertical anchoring steel plate 207 uses a ring-shaped steel plate with alternating through holes at intervals, such as... Figure 12 As shown in (b) in the figure, green indicates the through hole for connecting the threaded steel bar 208 at the upper column end, and red indicates the through hole for connecting the threaded steel bar 208 at the lower column end.
[0145] Here, the upper and lower transition steel plates 205 on the column are arranged in a circular array of four vertical L-shaped steel plates, with the four L-shaped steel plates facing each other back to back. Figure 12 As shown in (a), L-shaped steel plates can provide greater connection strength compared to strip steel plates.
[0146] In addition, the lower cover plate of the precast steel-concrete composite column has a pre-set air hole 209 at its center. It is easy to understand that the lower cover plate of the precast steel-concrete composite wall also has a pre-set air hole at its center.
[0147] The vertical connection nodes of the aforementioned precast steel-concrete composite columns shall be constructed as follows:
[0148] After the upper and lower sections of the precast steel-concrete composite column are hoisted and connected, the connecting steel plates on both sides of the transition steel plate are installed and fixed with high-strength bolts. The transition steel plate is pre-installed on the ends of the threaded reinforcing bars of the precast column. After the threaded reinforcing bars are in place, the transition steel plate is pushed into the threaded reinforcing bars on the other side. The transition steel plate simultaneously connects the threaded reinforcing bars of the upper and lower precast columns, and nuts / washers are screwed into the threaded reinforcing bars. The lower column cover plate is equipped with air holes, allowing concrete to flow into the lower precast steel-concrete composite column during the pouring of concrete in the joint area, ensuring that the concrete at the top of the lower column is poured densely.
[0149] Compared with existing practices, the above-mentioned vertical connection nodes have the following advantages:
[0150] 1) The longitudinal reinforcing bars of precast concrete wall columns are all welded without any welding operations, making processing simple, and the reinforcing bars have good ductility and seismic performance; the end formwork of precast concrete wall columns is simple, making production convenient and economical. Precast concrete wall columns only have end protruding reinforcing bars, and threading and bending the reinforcing bars are simple and easy. The end formwork of precast concrete wall columns is simple, making production convenient and economical.
[0151] 2) The precast column joint reinforcement connection adopts the mutual anchoring steel plate + nut / washer plate method. There is no welding work on site. Only the threaded steel bars are mutually anchored and connected with nuts, which makes the construction simple and quick.
[0152] 3) The precast wall node reinforcement connection adopts the lap connection method, which eliminates the need for on-site welding work and only involves reinforcement lap splicing, making construction simple and quick.
[0153] 4) After the precast concrete wall column conversion steel plate and connecting steel plate are connected with nuts, the precast component can bear the construction load. The precast concrete wall column does not require lateral support, and the construction is simple and safe.
[0154] 5) When the strength of the concrete inside the pipe is high but the strength of the concrete poured afterward does not meet the bearing capacity requirements, the bearing capacity of the transfer steel plate can be increased to ensure the realization of the concept of strong joints and weak components; and to ensure the flexibility of using ultra-high performance concrete in steel-concrete composite pipes.
[0155] In summary, this invention employs a fully bolted steel pipe concrete structure system, replacing welding or grouting sleeve connections with bolted connections. This offers advantages such as high quality, good economy, and fast construction speed, ensuring high-quality and rapid implementation of prefabricated structures. The system is factory-produced, convenient for transportation, hoisting, and installation, and can be widely applied to various low-rise, multi-story, high-rise, and super high-rise buildings, including residential, office, hotel, and commercial buildings. It represents a high-quality prefabricated industrial structure.
[0156] There are three main advantages to using bolted connections on construction sites: First, the labor intensity of workers is much lower than that of welding, the precision is guaranteed, and the quality is more reliable; second, construction supports are not required, construction is quick, and the construction period is short; third, when an earthquake occurs, the ductility and energy dissipation capacity of bolted connections are stronger than that of welding, making it easier to achieve no damage in small earthquakes, repairable in moderate earthquakes, and no collapse in large earthquakes.
[0157] This system features rationally designed and reliable node connections, requiring minimal on-site work and a smaller workforce. Construction is simpler, and inspection is transparent, aligning with the characteristics of prefabricated buildings. Precast components are precisely machined in the factory, simplifying formwork. From a life-cycle perspective, it offers convenient assembly and disassembly, resulting in significant long-term benefits. The nodes exhibit excellent corrosion and fire resistance, as well as good seismic performance, achieving excellent structural load-bearing and seismic performance at a relatively low project cost. The all-bolted steel-tube concrete structure system utilizes the advantages of both bolted and sleeve connections in steel structures, offering superior seismic performance and durability, reducing overall project costs, saving materials, and minimizing energy consumption. Compared to prefabricated steel structures, it boasts superior corrosion and fire resistance, better durability and comfort, lower material costs, no welding deformation, and higher production precision. Compared to prefabricated concrete structures, it allows for visualized operation and inspection of nodes, ensuring reliable connection performance, lower overall cost, less wet work, and direct provision of load-bearing capacity to components, reducing construction measures and saving costs. The fully bolted steel pipe concrete structure system is highly compatible with the national policy on building industrialization. It is a high-quality prefabricated industrial structure and represents the future direction of industrialization.
[0158] The various embodiments of the present invention have been described above. These descriptions are exemplary and not exhaustive, nor are they limited to the disclosed embodiments. Many modifications and variations will be apparent to those skilled in the art without departing from the scope and spirit of the described embodiments.
Claims
1. A fully bolted steel pipe concrete structure system, characterized in that, include: A precast steel-tube concrete wall includes a precast steel-tube concrete composite wall body and threaded steel bars extending outwards on one and / or both sides of the wall body. The precast steel-tube concrete composite wall body is formed by spaced precast steel-tube concrete columns encased in reinforced concrete. The precast steel-tube concrete composite wall body is vertically connected and fixed through vertical connection nodes of the precast steel-tube concrete columns and vertical connection nodes of the reinforced concrete outer casing. A precast steel-concrete composite column includes a precast steel-concrete composite column body and threaded steel bars extending outward on one and / or both sides of the column body. The precast steel-concrete composite column body is formed by encasing reinforced concrete in a precast steel-concrete composite column body. The precast steel-concrete composite column body is vertically connected and fixed through vertical connection nodes of the precast steel-concrete composite column body. A precast concrete beam includes a precast concrete beam body and threaded steel bars extending outwards at one and / or both ends, wherein the threaded steel bars in the beam body are alternately arranged with the threaded steel bars in the wall body and the threaded steel bars in the column body; and A transverse anchoring steel plate is installed between the precast steel pipe concrete composite wall and / or the precast steel pipe concrete composite column and the precast concrete beam. Through holes are alternately opened on the plate corresponding to the threaded steel bars of the wall and / or the threaded steel bars of the column and the threaded steel bars of the beam. The threaded steel bars of the wall and / or the threaded steel bars of the column and the threaded steel bars of the beam are inserted into the through holes and fastened with nuts. Concrete or high-strength grout is then poured.
2. The all-bolted steel pipe concrete structure system according to claim 1, characterized in that, The threaded steel bars in the wall body include upper steel bars, shear steel bars and lower steel bars. The shear steel bars are located between the upper steel bars and the lower steel bars. The upper steel bars and the lower steel bars pass through one or more precast steel-concrete composite columns in the wall body. The shear steel bars pass through one precast steel-concrete composite column in the wall body. The threaded steel bars in the column body include upper steel bars, shear steel bars and lower steel bars. The shear steel bars are located between the upper steel bars and the lower steel bars. The upper steel bars, shear steel bars and lower steel bars all penetrate the precast steel-concrete composite column within the column body. The threaded steel bars in the beam body include upper steel bars, shear steel bars, and lower steel bars, with the shear steel bars located in the middle of the precast concrete beam body.
3. The all-bolted steel pipe concrete structure system according to claim 2, characterized in that, The upper, shear, and lower reinforcing bars of the threaded steel bars in the walls, columns, and beams are arranged in multiple rows vertically and in single or double rows horizontally.
4. The all-bolted steel pipe concrete structure system according to claim 2, characterized in that, The transverse anchoring steel plate is a rectangular steel plate, or multiple strip steel plates corresponding to the upper reinforcing bars, shear reinforcing bars and lower reinforcing bars; the through holes are alternately opened on the rectangular or strip steel plates.
5. The all-bolted steel pipe concrete structure system according to claim 2, characterized in that, The bearing capacity of the threaded steel bars in the wall and column is more than 20% higher than that of the threaded steel bars in the beam. The thickness of the transverse anchoring steel plate shall not be less than 0.6 times the diameter of the threaded steel bars in the wall, column, and beam.
6. The all-bolted steel pipe concrete structure system according to claim 2, characterized in that, The threaded steel bars in the wall, column, and beam are inserted into the through holes on the transverse anchoring steel plates and secured with nuts. The nuts of the lower steel bars are adjusted to generate preload, while the nuts of the shear steel bars are adjusted to generate equal preload, thus achieving pre-cambering of the precast concrete beam and ensuring that the walls and columns on both sides of the precast concrete beam do not tilt due to additional horizontal forces.
7. The all-bolted steel pipe concrete structure system according to claim 1, characterized in that, The vertical connection nodes of the precast steel-concrete composite columns in the wall body include: The upper and lower cover plates are welded and fixed to the ends of the upper and lower precast steel-concrete columns of the wall, respectively; Upper and lower conversion steel plates, multiple upper and lower conversion steel plates are arranged in a circular array between the upper and lower cover plates and are welded and fixed to the upper and lower cover plates respectively; Connecting steel plates, multiple connecting steel plates are connected and fixed one by one with high-strength bolts, and then concrete or high-strength grout is poured; The vertical connection nodes of the reinforced concrete outer cladding of the wall include: The longitudinal reinforcement of the edge members is exposed at the end of the wall and closed into a U-shaped section. Transverse shear reinforcement is set inside the U-shaped section, and nuts are set at the ends of the shear reinforcement. Concrete or high-strength grout is then poured. Longitudinal reinforcement bars of non-edge members are exposed at the ends of the wall, directly lapped, and then poured with concrete or high-strength grout.
8. The all-bolted steel pipe concrete structure system according to claim 1, characterized in that, The vertical connection nodes of the precast steel-concrete composite column include: The upper and lower cover plates are welded and fixed to the ends of the upper and lower precast steel tube concrete columns, respectively. Upper and lower conversion steel plates, multiple upper and lower conversion steel plates are arranged in a circular array between the upper and lower cover plates and are welded and fixed to the upper and lower cover plates respectively; Connecting steel plates, multiple connecting steel plates are connected and fixed one-to-one with the upper and lower conversion steel plates by high-strength bolts; Vertical anchoring steel plates are installed between the ends of the upper and lower precast steel-concrete composite columns. Threaded steel bars extend from the ends of the upper and lower precast steel-concrete composite columns. The threaded steel bars at the upper and lower ends are arranged alternately. Through holes are alternately opened on the vertical anchoring steel plates corresponding to the threaded steel bars at the upper and lower ends. The threaded steel bars at the upper and lower ends are inserted into the through holes and secured with nuts. Concrete or high-strength grout is then poured.
9. The all-bolted steel pipe concrete structure system according to claim 7 or 8, characterized in that, The upper and lower transition steel plates of the precast steel pipe concrete composite wall are arranged in a circular array of four vertical strip steel plates. The upper and lower transition steel plates of the precast steel-concrete composite column are arranged in a circular array of four vertical L-shaped steel plates.
10. The all-bolted steel pipe concrete structure system according to claim 8, characterized in that, The vertical anchoring steel plate is a ring-shaped steel plate with the through holes alternately spaced on it.