CN108678164B

CN108678164B - Connecting beam type assembled building structure

Info

Publication number: CN108678164B
Application number: CN201810527079.1A
Authority: CN
Inventors: 吕方武
Original assignee: Hubei Peihan Construction Co ltd
Current assignee: Hubei Peihan Construction Co ltd
Priority date: 2018-05-29
Filing date: 2018-05-29
Publication date: 2020-10-02
Anticipated expiration: 2038-05-29
Also published as: CN108678164A

Abstract

The invention provides a connecting beam type assembled building structure, wherein the joint position of an upright post is positioned between floors, sleeve steel pipes are arranged in the upright post, and the sleeve steel pipes of all the floors are mutually connected; the periphery of the sleeved steel pipe is provided with an upright post reinforcement, concrete is poured inside and outside the sleeved steel pipe, and the ends of the sleeved steel pipe and the upright post reinforcement are exposed outside at the position of the end of the upright post in the hoisting process; at least one group of longitudinal and transverse shear walls are arranged between the upright columns; a bracket support is arranged in the middle of the upright posts, and the cross beam is positioned on the bracket support between the upright posts; the cross beams are prestressed beams, all the cross beams are connected through connecting and tensioning steel wire ropes, and prestressed tensioning holes are formed in corresponding positions of the stand columns; the inner layer and the outer layer of the upright post, the cross beam and the shear wall are prefabricated members. The invention can solve the problems of poor compressive strength of an assembled structure and poor seismic performance of a cast-in-place concrete frame structure, and has little influence on the construction straight-line construction period.

Description

Connecting beam type assembled building structure

Technical Field

The invention relates to a spliced construction, in particular to a connecting beam type spliced building structure.

Background

The fabricated building in the prior art mostly adopts fabricated column, beam and wallboard structures, and all fabricated components are fixedly connected into a whole through connecting pieces. However, this prefabricated structure has insufficient lateral stiffness in high-rise buildings. In the cast-in-place construction process of the building, a construction method of pouring the columns and the beams into a whole is adopted, but the construction method has the defects of slow construction progress and poor earthquake resistance.

Chinese patent document CN106193292A describes a steel frame-assembled integral reinforced concrete shear wall structure system, which adopts a steel frame and prefabricated wall panels composed of steel columns and steel beams and a cast-in-place reinforced concrete shear wall structure, and can realize standardization and modularization of building structural components and improve the efficiency of site construction. However, in this structure, the steel frame has problems of insufficient corrosion resistance, insufficient compressive strength, large self weight, and high raw material cost. And all the components are connected by the connecting piece, so that the connecting piece is difficult to maintain in the later period, and the connecting piece is easy to become a vulnerable part with concentrated stress.

Disclosure of Invention

The invention aims to provide a connecting beam type assembled building structure, which can improve the field construction efficiency, solve the problems of insufficient corrosion resistance, insufficient compressive strength and high raw material cost of a steel frame in the prior art, achieve balance among the construction efficiency, the production cost and the component strength, and particularly improve the quakeproof grade.

In order to solve the technical problems, the technical scheme adopted by the invention is as follows: a connecting beam type assembled building structure is characterized in that joint positions of upright columns are positioned between floors, sleeve steel pipes are arranged in the upright columns, and the sleeve steel pipes of all the floors are connected with each other;

the periphery of the sleeved steel pipe is provided with an upright post reinforcement, concrete is poured inside and outside the sleeved steel pipe, and the ends of the sleeved steel pipe and the upright post reinforcement are exposed outside at the position of the end of the upright post in the hoisting process;

at least one group of longitudinal and transverse shear walls are arranged between the upright columns;

a bracket support is arranged in the middle of the upright posts, and the cross beam is positioned on the bracket support between the upright posts;

the cross beams are prestressed beams, all the cross beams are connected through connecting and tensioning steel wire ropes, and prestressed tensioning holes are formed in corresponding positions of the stand columns;

the inner layer and the outer layer of the upright post, the cross beam and the shear wall are prefabricated members.

The prefabricated upright post is provided with a reserved transverse steel bar at the position where the shear wall reinforcement is required to be connected, the upright post reinforcement is also connected with the transverse steel bar, the transverse steel bar is connected with the reinforcement of the shear wall through welding or a sleeve, and the joint position of the shear wall and the upright post is integrally cast, so that the shear wall can better bear horizontal tensile stress and horizontal compressive stress;

in the preferred scheme, the sleeved steel pipes are mutually connected through steel pipe connecting pieces, the steel pipe connecting pieces are of tubular structures, the steel pipe connecting pieces are sleeved in the sleeved steel pipes, flanges with the diameters larger than those of the sleeved steel pipes are arranged in the middle of the steel pipe connecting pieces, and the sleeved steel pipes are welded and connected in the positions of the flanges.

In the preferred scheme, the position of the sleeved steel pipe covering the steel pipe connecting piece is provided with an adjusting opening, and an adjusting base plate is arranged between the inner wall of the sleeved steel pipe and the outer wall of the steel pipe connecting piece from the position of the adjusting opening.

In the preferred scheme, the two ends of the steel pipe connecting piece are provided with the grout stopping strips, and polymer mortar is filled between the sleeved steel pipe and the steel pipe connecting piece.

In the preferred scheme, the upright post reinforcement at the joint position is welded or connected by a sleeve, and the joint position is coated with cast-in-place concrete;

the column reinforcing bars are also connected with transverse reinforcing bars, and the transverse reinforcing bars are connected with the reinforcing bars of the shear wall through welding or sleeves.

In the preferred scheme, a groove is formed in the end of the cross beam, the tensioning anchor base is positioned in the groove, a connecting sleeve is arranged at the end connected with the tensioning steel wire rope, and the connecting sleeve is in threaded connection with the prestressed tendon of the cross beam;

the connecting tension steel wire rope is connected with the adjacent cross beams on the circumference by bypassing the sleeve steel pipe of the upright post.

In the preferred scheme, the cross beam is of a T-shaped structure, the cross beam prestressed tendons are arranged along the length direction of the cross beam, the number of the cross beam prestressed tendons close to the lower part of the cross beam is more than that of the cross beam prestressed tendons close to the upper part of the cross beam, and at least one group of cross beam prestressed tendons are in an arc shape which is bent upwards.

In the preferred scheme, the cross beam is of an n-shaped structure, the cross beam prestressed tendons are arranged along the length direction of the cross beam, and the number of the cross beam prestressed tendons positioned on the side wall of the cross beam is more than that of the cross beam prestressed tendons above the cross beam;

the bottom of the cross beam is also provided with a steel structural member partially wrapping the side wall, and an extension wing of the steel structural member is connected with the side wall through a connecting anchor;

or the bottom of the steel structural member is connected with the bottom of the cross beam through the vertical reinforcing bars.

In the preferred scheme, an arc-shaped bulge is arranged on the upper end surface of the bracket support, an arc-shaped groove is correspondingly arranged at the end of the cross beam, and a buffer layer is arranged between the arc-shaped bulge and the arc-shaped groove;

the cross beam is fixedly connected with the upright post through an angle connecting piece.

In the preferred scheme, a floor slab is laid between the cross beams, and the floor slab is a prestressed floor slab;

the bottom of floor is equipped with a plurality of recesses, and floor prestressing tendons is located along length direction's recess lateral wall and top, and the floor prestressing tendons quantity that is located the recess lateral wall is more than the floor prestressing tendons quantity that is located the top.

According to the connecting beam type assembled building structure, the problems that an existing assembled structure is poor in compressive strength and prone to stress concentration can be solved, the problem that a cast-in-place concrete frame structure is poor in anti-seismic performance can be solved, influence on construction straight line construction period is small, and conveying cost of concrete formworks is greatly reduced by adopting the scheme of partial prefabricated parts. The structure of the invention decomposes the vertical pressure and the horizontal force of the whole structure of the building, wherein, the horizontal stress is decomposed by the tensile stress and the compressive stress, different stresses are respectively distributed to different components, wherein, the structures of the upright post and the cross beam mainly bear the vertical force, the structure of the shear wall mainly bears the horizontal compressive stress and partial horizontal tensile stress, the connecting structure of the soft connecting beam mainly bears the horizontal tensile stress, and enough relative movement clearance is provided between the upright post and the cross beam, thus greatly improving the anti-seismic performance. Because each structure bears different stress, the structure checking difficulty is also simplified. The stand adopts the structure that sets up the joint in the middle of the layer, can be convenient for hoist and mount and set up the shear wall structure of being reliably connected with the stand, also be convenient for modular prefab hoist and mount installation. Although the positions of the vertical columns and the shear walls on each layer need to be cast in situ, the cast-in-situ volume of the positions is small, the construction of formwork erection and formwork removal is rapid, the shear walls do not need formwork erection, the quality is easy to guarantee, the influence on the linear working period is small, and the construction of other positions is not influenced by the current construction. In a preferable scheme, the diameter of the circumscribed circle of the upright column can be greatly reduced by the structure of the sleeved steel pipe in the embodiment. The prestressed beam structure can greatly increase span, reduce inner upright columns and reduce space waste. The adopted unique beam structure can reduce the consumption of raw materials, thereby reducing the cost and the dead weight. Correspondingly, the prestressed floor slab can increase span, reduce dead weight and facilitate hoisting and assembly. According to measurement and calculation, compared with the assembly type structure in the prior art, the construction method can reduce 35-50% of components and reduce 20-35% of hoisting weight, and the construction period is greatly shortened compared with that of a cast-in-place structure, and is only increased by 10-20% compared with that of a connecting piece assembly type structure. The structure of single prefab is all comparatively simple, and the type is less, and the mould is of a small variety, and the standardized piece ization production of being convenient for realizes on-the-spot prefabrication. The arc-shaped protruding structure arranged on the bracket support can effectively improve the overall earthquake resistance of a building, and is particularly convenient for self-resetting of structural deformation, and through computer simulation experiments, compared with an overall cast-in-place structure, the earthquake resistance is improved by at least 1 earthquake magnitude, and reaches 2 earthquake magnitudes at most, so that the requirements of small earthquake resistance, medium earthquake resistance, repairability and large earthquake resistance are met. The structure of the invention is particularly suitable for garden foreign houses and high-rise buildings with super large indoor space. It is also suitable for building permanent large-space factory buildings.

Drawings

The invention is further illustrated by the following examples in conjunction with the accompanying drawings:

fig. 1 is a schematic view of a partial connection structure of the present invention.

FIG. 2 is a schematic sectional view of a connection structure of a steel tube in a column according to the present invention.

Fig. 3 is a schematic view of a connection structure of the steel tubes sleeved in the columns according to the present invention.

Fig. 4 is a schematic cross-sectional structure of the cross beam of the present invention.

Fig. 5 is a schematic view of a partial end structure of a cross beam according to the present invention.

Fig. 6 is a perspective view of the overall structure of the present invention.

Fig. 7 is a schematic view of a corner connector of the present invention.

FIG. 8 is a partially enlarged view of the connecting structure of the corbel support and the cross beam according to the present invention.

Fig. 9 is a schematic top view of a cross-shaped beam end soft coupling beam structure according to the present invention.

Fig. 10 is a schematic top view of a cross beam end soft coupling beam structure at a corner position according to the present invention.

Fig. 11 is a front view schematically showing the structure of the cross beam end soft connection beam at the corner position in the invention.

Fig. 12 is a front view schematically showing the structure of the cross beam end soft connection beam at the corner position in the invention.

Figure 13 is a schematic cross-sectional view of a floor slab according to the invention.

FIG. 14 is a sectional view of another coupling structure of the socketed steel pipe according to the present invention.

In the figure: the steel-reinforced concrete column comprises columns 1, column reinforcing ribs 101, a corbel support 102, a sleeved steel pipe 103, a steel pipe connecting piece 104, a flange 105, an adjusting cushion plate 106, an adjusting opening 107, a buffer layer 108, an arc-shaped protrusion 109, a grout stopping strip 110, a cross beam 2, a side wall 21, a cross beam prestressed tendon 22, a steel structural piece 23, a connecting anchor 24, a cross beam end 25, a connecting tensioning steel wire rope 26, a tensioning anchor seat 27, a connecting sleeve 28, an outer sleeve 281, a connecting nut 282, a locking nut 283, a locking screw 284, a shear wall 3, an angle connecting piece 4, an oblique angle part 41, a floor slab 5 and a floor slab prestressed tendon 51.

Detailed Description

As shown in fig. 1 to 14, in a connecting beam type assembled building structure, the joint position of an upright post 1 is positioned between floors, sleeve steel pipes 103 are arranged in the upright post 1, and the sleeve steel pipes 103 of each floor are connected with each other; in this example, the joint position can be set according to the construction requirement, and can be set on each layer, or can be set on two or three layers. And reserved transverse ribs are arranged on the prefabricated upright posts 1 at the positions where the shear wall reinforcing bars need to be connected.

The periphery of the sleeved steel pipe 103 is provided with an upright column reinforcing bar 101, concrete is poured inside and outside the sleeved steel pipe 103, and the ends of the sleeved steel pipe 103 and the upright column reinforcing bar 101 are exposed outside at the position of the end of the upright column 1 in the hoisting process; after the hoisting installation is finished, the exposed part can be coated by concrete.

At least one group of longitudinal and transverse shear walls 3 are arranged between the upright columns 1;

a bracket support 102 is arranged in the middle of the upright posts 1, and the cross beam 2 is positioned on the bracket support 102 between the upright posts 1;

the cross beams 2 are prestressed beams, the cross beams 2 are connected through connecting and tensioning steel wire ropes 26, and prestressed tensioning holes are formed in corresponding positions of the upright columns 1;

the inner layer and the outer layer of the upright post 1, the cross beam 2 and the shear wall 3 are prefabricated members. From this structure, hoist stand 1 back, connect into a whole through cup jointing steel pipe 103 interconnect in the joint position, the position of stand arrangement of reinforcement 101 also sets up horizontal muscle and shear force wall 3's arrangement of reinforcement welded connection, to setting up the structure of less quantity shear force wall 3, also can set up more horizontal muscle that is used for being connected with shear force wall 3's arrangement of reinforcement on corresponding stand 1. After the connection of the joint positions of the upright columns 1 is finished, the upright mould is erected for pouring, and the pouring positions are few, so that the upright mould and the form removal are convenient, and the pouring quality is also convenient to control. The cross beam 2 is located on the corbel support 102 and can vary with the deformation of the overall frame structure. The ends of the beam 2 are connected with each other by connecting the tension steel wire ropes 26, so that the capability of the beam-column structure for bearing horizontal tensile stress is increased. Further preferably, as shown in fig. 7, 8 and 11, the corner connector 4 is provided between the cross beam 2 and the column 1, and the beveled portion 41 is provided at the bent portion of the corner connector 4, whereby the corner connector 4 can be adapted by self-deformation when structural deformation occurs. Different from the assembled building which is mostly connected by bolts in the prior art, the invention adopts the structure that the part of the prefabricated part is cast in situ, thereby greatly reducing the using amount of the bolts and improving the safety because in the structure connected by the bolts, a plurality of members of the concrete bear the tensile stress, and the concrete is easy to be damaged under the working condition of the tensile stress. The structure of the present invention overcomes this difficulty.

In a preferred scheme, as shown in fig. 2 and 3, the sleeved steel pipes 103 are connected with each other through steel pipe connectors 104, the steel pipe connectors 104 are tubular structures, the steel pipe connectors 104 are sleeved in the sleeved steel pipes 103, flanges 105 with diameters larger than that of the sleeved steel pipes 103 are arranged in the middle of the steel pipe connectors 104, and the sleeved steel pipes 103 are welded at the positions of the flanges 105. With this structure, sufficient connection strength between the socket steel pipes 103 is ensured, and the socket steel pipes 103 can bear more horizontal force than the prior art column in addition to sufficiently bearing compressive stress. Therefore, the diameter of the circumscribed circle of the upright post 1 can be greatly reduced by more than 10-30%.

Preferably, as shown in fig. 3, an adjusting opening 107 is provided at a position where the steel pipe sleeving connection member 104 is covered by the steel pipe sleeving connection member 103, and an adjusting shim plate 106 is provided between an inner wall of the steel pipe sleeving connection member 103 and an outer wall of the steel pipe connection member 104 from the position of the adjusting opening 107. With the structure, the sleeved steel pipes 103 among all layers can be conveniently adjusted to be concentric, and the sleeved steel pipes 103 and the steel pipe connecting pieces 104 are ensured to be sleeved, fixed and stressed reliably.

In a preferred scheme, slurry stopping strips 110 are arranged at two ends of the steel pipe connecting piece 104, and polymer mortar is filled between the sleeved steel pipe 103 and the steel pipe connecting piece 104. With the structure, the sleeved steel pipe 103 and the steel pipe connecting piece 104 are connected into a whole. As shown in fig. 2, a grouting hole 104 is provided in the outer wall of the steel pipe 103. Is used for filling mortar into the sleeved steel pipe 103.

Alternatively, as shown in fig. 14, the sleeved steel pipes 103 may also adopt a sleeved structure, wherein an end of one sleeved steel pipe 103 is provided with an expanded end, sleeved together, and provided with a flange connection at the position of the joint, and the sleeved steel pipe is suitable for a super high-rise building structure, such as a building structure with more than 30 floors.

In the preferred scheme, the upright post reinforcement bars 101 at the joint position are welded or connected by adopting a sleeve, and cast-in-place concrete is coated at the joint position;

the column reinforcing bars 101 are also connected with transverse reinforcing bars, and the transverse reinforcing bars are connected with the reinforcing bars of the shear wall 3 through welding or by adopting sleeves. So that the shear wall 3 can better bear horizontal tensile stress and horizontal compressive stress. In the design of this example, the shear wall 3 does not act as a structure that is subject to vertical compressive forces, i.e., not as a load-bearing structure. In a partially preferred construction, therefore, portions of the shear wall, for example, the outward portions, may only need to be positioned at the level of the joint of the jacketed steel tubing 103, and the upper portions may be provided with transparent glass.

In a preferred scheme, as shown in fig. 11, a groove is formed in the end of the cross beam 2, the tensioning anchor seat 27 is located in the groove, a connecting sleeve 28 is arranged at the end connected with the tensioning steel wire rope 26, and the connecting sleeve 28 is in threaded connection with the cross beam prestressed tendon 22; the tension force of the connecting tensioning steel wire rope 26 is lower than that of the beam prestressed tendon 22, and the connecting tensioning steel wire rope 26 and the beam prestressed tendon 22 adopt steel wire ropes with the same parameters. For example, the tension of the connecting tensioned wire rope 26 is 5% of the yield limit, and the tension of the beam tendons 22 is 25% of the yield limit.

In a preferred embodiment, in the connection sleeve 28, one end of the outer sleeve 281 is provided with a step, the connection tension cable 26 is fixedly connected with two locking nuts 283 after penetrating through the one end, the locking nuts 283 are axially limited by the step, the other end of the outer sleeve 281 is in threaded connection with the connection nut 282, the connection nut 282 is provided with an internal thread and an external thread which are in the same direction, the inner wall of the outer sleeve 281 is provided with an internal thread, and the wall of the outer sleeve 281 is further provided with a locking screw 284 to prevent the connection nut 282 from rotating. When the device is used, the connecting tension steel wire rope 26 is pre-buried or penetrates through a tension hole of the upright post 1, then the connecting tension steel wire rope passes through the outer sleeve 281 and is fixedly connected with the locking nut 283, then the connecting nut 282 is partially screwed into the outer sleeve 281, the connecting nut 282 is in threaded connection with the end of the crossbeam prestressed tendon 22 of the crossbeam 2, the outer sleeves 281 at two ends of the tension steel wire rope 26 are fastened and connected through a torque wrench, the locking screw 284 is used for enabling the distance between the outer sleeve 281 and the connecting nut 282, and the connecting nut 282 and the end of the crossbeam prestressed tendon 22 to have enough connecting depth. And after the connection tensioning steel wire rope 26 is installed to meet the requirements, grouting and sealing holes.

As shown in fig. 9 and 10, the connecting tension steel wire rope 26 is connected to the circumferentially adjacent cross beam 2 by bypassing the sleeve steel pipe 103 of the column 1. By the structure, the cross beams are connected with each other through the connecting and tensioning steel wire ropes 26, and the bearing capacity of the beam-column structure to horizontal tensile stress is increased.

In the cross beam-column connection structure in fig. 9, the connection tension steel wire rope 26 is connected with the cross beam 2 adjacent to 90 ° on the circumference by bypassing the sleeve steel pipe 103 of the column 1. For example, the connection tension steel cables 26 on both sides of the upper cross beam 2 are connected to the left and right cross beams 2 by bypassing the steel tubes 103 of the columns 1. The connecting and tensioning steel wire ropes 26 on the two sides of the left cross beam 2 respectively bypass the sleeve steel pipes 103 of the upright posts 1 to be connected with the upper and lower cross beams 2. The other directions and so on. In the beam-column connection structure at the corner, the connection tension wire rope 26 at one side is fixedly connected with the tension anchor embedded in the upright column 1. The "T" position is similarly connected.

With this structure, the tensile stress is finally borne on the wall of the socketed steel pipe 103, not on the concrete structure, thereby avoiding damage to the concrete structure due to the horizontal tensile stress, and further improving the seismic rating. Through data analysis, in the earthquake process, the most damage to the construction is resonance, and the flexibly connected beam structure can be used as a mass block damper to block shaking caused by displacement transmission of a foundation, absorb shaking energy and prevent the resonance phenomenon from occurring due to the non-rigid body in a non-homogeneous structure.

In the preferred scheme, the crossbeam 2 is a T-shaped structure, the crossbeam prestressed tendons 22 are arranged along the length direction of the crossbeam 2, the quantity of the crossbeam prestressed tendons 22 close to the lower part of the crossbeam 2 is more than that of the crossbeam prestressed tendons 22 close to the upper part of the crossbeam 2, and at least one group of the crossbeam prestressed tendons 22 are in an arc shape which is bent upwards. Not shown in the figures.

The preferable scheme is as shown in fig. 4 and 5, the cross beam 2 is of an n-shaped structure, the cross beam prestressed tendons 22 are arranged along the length direction of the cross beam 2, and the number of the cross beam prestressed tendons 22 positioned on the side wall 21 of the cross beam 2 is more than that of the cross beam prestressed tendons 22 close to the upper part of the cross beam 2; in this example, at least one set of beam tendons 22 is also in the shape of an upwardly curved arc. In this example, the ends of the cross beams 2 are made of solid concrete, and the middle position is in an n-shaped structure, and the cross beams are in arc transition.

The bottom of the cross beam 2 is also provided with a steel structural member 23 partially covering the side wall 21, and an extending wing of the steel structural member 23 is connected with the side wall 21 through a connecting anchor 24;

or the bottom of the steel structural member 23 is connected with the bottom of the cross beam 2 through a vertical reinforcing bar. The existing cross beams mostly adopt T-shaped or inverted T-shaped beams, which is feasible for the cross beam structure in the prior art, but the cross beam structure in the prestressed structure is not the preferable scheme, and computer simulation shows that under the prestressed condition, the stress of the concrete on the upper part of the cross beam is mainly compressive, the stress of the concrete on the lower part is mainly tensile, and the concrete is suitable for bearing the compressive without resisting the tensile. With the structure of the invention this problem can be overcome, the upper thick concrete layer being suitable for bearing pressure and the lower part being a steel structural member 23 to assist in bearing tension. The n-shaped structure is arranged in such a way that the tension force is positioned at two sides of the cross beam 2, and the position is also used for bearing the weight of the floor slab 5, so the stress structure is better. Not shown in the figure, grooves and steps for limiting the positions of the inner layer and the outer layer of the shear wall 3 and the floor 5 are also arranged on the top of the cross beam 2 so as to improve the assembly precision, which is also an advantage of the prefabricated part.

In a preferred scheme, an arc-shaped protrusion 109 is arranged on the upper end face of the bracket support 102, an arc-shaped groove is correspondingly arranged at the position of the end 25 of the beam 2, a buffer layer 108 is arranged between the arc-shaped protrusion 109 and the arc-shaped groove, and the buffer layer 108 in this example is a rubber layer and/or a polytetrafluoroethylene layer; when the structures of the upright post and the cross beam deform, the upright post and the cross beam mainly deform in a swinging mode, and the arranged arc-shaped protrusion 109 is convenient for positioning a swinging track and can automatically restore when the swinging is finished.

In the preferred scheme, a floor slab 5 is laid between the cross beams 2, and the floor slab 5 is a prestressed floor slab;

the bottom of floor 5 is equipped with a plurality of recesses, and floor prestressing tendons 51 are located along length direction's recess lateral wall and top, and floor prestressing tendons 51 quantity that is located the recess lateral wall is more than the floor prestressing tendons 51 quantity that is located the top. With the structure, the span of the floor slab 5 is conveniently increased, and the self weight is reduced.

The column 1, the beam 2, the inner layer and the outer layer of the shear wall 3, the filler wall and the floor slab 5 are all prefabricated parts, and the prefabricated parts are manufactured by adopting a mold, so that the assembly precision is extremely high. The vertical columns 1 are hoisted on each layer firstly, the sleeved steel pipes 103 are sleeved with each other through the steel pipe connecting pieces 104, or after the verticality is adjusted through direct sleeving, the welded connection or the bolt connection is carried out, polymer mortar is filled at the joint positions of the sleeved steel pipes 103, the vertical column reinforcing bars 101 are welded and connected, the transverse bars are welded and connected with the structural steel bars of the shear wall 3, the transverse bars in the embodiment are mainly used for bearing horizontal tensile stress, and the tensile stress is checked in the design process. The outer joint position of the upright column 1 is provided with a vertical mould, the inner layer and the outer layer of the shear wall 3 are hoisted, wherein the inner layer and the outer layer of the shear wall 3 are communicated with the inner cavity of the vertical mould at the joint position, not shown in the figure, the upright column 1 and the cross beam 2 are provided with grooves or steps for limiting the inner layer and the outer layer of the shear wall 3, and meshed shear keys are arranged at the mutual connecting position of the inner layer and the outer connecting position of the outer layer, so that the inner layer and the outer layer of one wall form a whole. And integrally pouring the joint positions of the shear wall 3 and the upright post 1. And hoisting the cross beam 2 after initial setting, installing and connecting a tension steel wire rope 26 after positioning, and installing an angle connecting piece 4 between the cross beam 2 and the stand column 1 after detection is qualified. And finally, hoisting the floor slab 5, namely completing the splicing construction of the floor, removing the formwork after the solidification period is reached, and recycling the formwork.

The above-described embodiments are merely preferred embodiments of the present invention, and should not be construed as limiting the present invention, and features in the embodiments and examples in the present application may be arbitrarily combined with each other without conflict. The protection scope of the present invention is defined by the claims, and includes equivalents of technical features of the claims. I.e., equivalent alterations and modifications within the scope hereof, are also intended to be within the scope of the invention.

Claims

1. The utility model provides a building structure is assembled to connection beam type which characterized by: the joint position of the upright post (1) is positioned between floors, sleeve steel pipes (103) are arranged in the upright post (1), and the sleeve steel pipes (103) are connected with each other;

the method comprises the following steps that upright post reinforcing ribs (101) are arranged around a sleeved steel pipe (103), concrete is poured inside and outside the sleeved steel pipe (103), and the ends of the sleeved steel pipe (103) and the upright post reinforcing ribs (101) are exposed outside at the position of the end of an upright post (1) in the hoisting process;

the sleeved steel pipes (103) are connected with each other through steel pipe connecting pieces (104), the steel pipe connecting pieces (104) are of tubular structures, the steel pipe connecting pieces (104) are sleeved in the sleeved steel pipes (103), flanges (105) with diameters larger than that of the sleeved steel pipes (103) are arranged in the middle of the steel pipe connecting pieces (104), and the sleeved steel pipes (103) are welded and connected at the positions of the flanges (105);

an adjusting opening (107) is formed in the position, covering the steel pipe connecting piece (104), of the sleeved steel pipe (103), and an adjusting cushion plate (106) is arranged between the inner wall of the sleeved steel pipe (103) and the outer wall of the steel pipe connecting piece (104) from the position of the adjusting opening (107);

the prefabricated upright post (1) is provided with a reserved transverse steel bar at the position where the shear wall reinforcement needs to be connected, the upright post reinforcement (101) is also connected with the transverse steel bar, the transverse steel bar is connected with the reinforcement of the shear wall (3) through welding or a sleeve, and the joint position of the shear wall (3) and the upright post (1) is integrally cast, so that the shear wall (3) can better bear horizontal tensile stress and horizontal compressive stress;

the end of the cross beam (2) is provided with a groove, the tensioning anchor base (27) is positioned in the groove, the end connected with the tensioning steel wire rope (26) is provided with a connecting sleeve (28), and the connecting sleeve (28) is in threaded connection with the cross beam prestressed tendon (22);

a connecting and tensioning steel wire rope (26) bypasses a sleeved steel pipe (103) of the upright post (1) and is connected with the circumferentially adjacent cross beams (2);

at least one group of longitudinal and transverse shear walls (3) are arranged between the upright columns (1);

the bracket support (102) is arranged in the middle of the upright posts (1), the cross beam (2) is positioned on the bracket support (102) between the upright posts (1), the upper end surface of the bracket support (102) is provided with an arc-shaped bulge (109), the cross beam end (25) of the cross beam (2) is correspondingly provided with an arc-shaped groove, and a buffer layer (108) is arranged between the arc-shaped bulge (109) and the arc-shaped groove;

the cross beam (2) is fixedly connected with the upright post (1) through an angle connecting piece (4);

the cross beams (2) are prestressed beams, the cross beams (2) are connected through connecting tensioning steel wire ropes (26), and prestressed tensioning holes are formed in corresponding positions of the upright columns (1);

a connecting and tensioning steel wire rope (26) bypasses a sleeved steel pipe (103) of the upright post (1) and is connected with the circumferentially adjacent cross beams (2); the inner layer and the outer layer of the upright post (1), the cross beam (2) and the shear wall (3) are prefabricated members.

2. A connecting beam type spliced building structure as defined in claim 1, wherein: and the two ends of the steel pipe connecting piece (104) are provided with slurry stopping strips (110), and polymer mortar is filled between the sleeved steel pipe (103) and the steel pipe connecting piece (104).

3. A connecting beam type spliced building structure as defined in claim 1, wherein: upright post reinforcing bars (101) at the joint position are welded or connected by adopting a sleeve, and cast-in-place concrete is coated at the joint position;

the column reinforcing bars (101) are also connected with transverse reinforcing bars, and the transverse reinforcing bars are connected with the reinforcing bars of the shear wall (3) through welding or sleeves.

4. A connecting beam type modular building structure according to any one of claims 1 or 3, wherein: crossbeam (2) be "T" font structure, crossbeam prestressing tendons (22) are arranged along crossbeam (2) length direction, crossbeam prestressing tendons (22) quantity that is close to crossbeam (2) below is more than crossbeam prestressing tendons (22) that is close to crossbeam (2) top, at least a set of crossbeam prestressing tendons (22) are the arc of kickup.

5. A connecting beam type spliced building structure as defined in claim 1, wherein: the beam (2) is of an n-shaped structure, the beam prestressed tendons (22) are arranged along the length direction of the beam (2), and the number of the beam prestressed tendons (22) positioned on the side wall (21) of the beam (2) is more than that of the beam prestressed tendons (22) close to the upper part of the beam (2);

the bottom of the cross beam (2) is also provided with a steel structural member (23) partially wrapping the side wall (21), and an extending wing of the steel structural member (23) is connected with the side wall (21) through a connecting anchor (24);

or the bottom of the steel structural member (23) is connected with the bottom of the cross beam (2) through a vertical reinforcement.

6. A connecting beam type spliced building structure as defined in claim 1, wherein: floor slabs (5) are laid between the cross beams (2), and the floor slabs (5) are prestressed floor slabs;

the bottom of the floor (5) is provided with a plurality of grooves, the floor prestressed tendons (51) are positioned on the side walls and the top of the grooves along the length direction, and the number of the floor prestressed tendons (51) positioned on the side walls of the grooves is more than that of the floor prestressed tendons (51) positioned on the top.