CN108755944B - Construction method of composite connection assembly type building structure - Google Patents
Construction method of composite connection assembly type building structure Download PDFInfo
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- CN108755944B CN108755944B CN201810527009.6A CN201810527009A CN108755944B CN 108755944 B CN108755944 B CN 108755944B CN 201810527009 A CN201810527009 A CN 201810527009A CN 108755944 B CN108755944 B CN 108755944B
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- upright post
- cross beam
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/21—Connections specially adapted therefor
- E04B1/215—Connections specially adapted therefor comprising metallic plates or parts
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
- E04B5/02—Load-carrying floor structures formed substantially of prefabricated units
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Abstract
The invention provides a construction method of a composite connection assembly type building structure, which comprises the following steps: prefabricating components in a workshop, wherein the components comprise upright columns, cross beams, floor slabs, inner layers of shear walls and outer layers of shear walls; the joint positions of the upright columns are positioned between floors, sleeve steel pipes are arranged in the upright columns, and the sleeve steel pipes are connected through steel pipe connecting pieces; the periphery of the sleeve steel pipe is provided with an upright post reinforcement; the sleeve steel pipe of the hoisting upright post is sleeved with the steel pipe connecting piece, and the upright post is adjusted to be vertical and coaxial; connecting upright post reinforcing bars, and binding transverse reinforcing bars; hoisting the inner layer and the outer layer of the shear wall, erecting a mould at the joint position, and pouring the joint position of the upright column and the inner cavity of the shear wall into a whole; hoisting the cross beam on the bracket support, and hoisting the floor slab on the cross beam; and (5) sequentially circulating the steps to finish the composite construction of the assembled construction. Through adopting above scheme, can improve resistance to compression and tensile strength, reduce stress concentration, improve anti-seismic performance to the straight line time limit for a project of construction is little influenced.
Description
Technical Field
The invention relates to a spliced construction, in particular to a construction method of a composite connection 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 technical problem to be solved by the invention is to provide a construction method of a composite connection assembly type 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 construction method of a composite connection assembly type building structure comprises the following steps:
s1, prefabricating components in a workshop, wherein the components comprise upright posts, cross beams, floor slabs, inner layers of shear walls and outer layers of shear walls;
the joint positions of the upright columns are positioned between floors, sleeve steel pipes are arranged in the upright columns, and the sleeve steel pipes are connected through steel pipe connecting pieces;
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;
a bracket support for supporting the cross beam is arranged on the upright post;
s2, pre-installing a steel pipe connecting piece on the lower upright post, sleeving the sleeving steel pipe of the hoisting upright post with the steel pipe connecting piece, adjusting the upright post to be vertical and coaxial, and fixedly connecting the sleeving steel pipe with the steel pipe connecting piece in a welding manner;
connecting the vertical columns by welding or sleeves for reinforcing bars, and binding transverse reinforcing bars;
hoisting the inner layer and the outer layer of the shear wall, and connecting the transverse reinforcing bars of the shear wall with the transverse reinforcing bars of the upright posts through welding or sleeves;
s3, grouting the inside of the sleeved steel pipe at the joint position, and tamping to compact;
s4, erecting a mould at the joint position, and pouring the joint position of the upright column and the inner cavity of the shear wall into a whole;
s5, removing the formwork after the set solidification period is reached, simultaneously hoisting the beam on the bracket support, adjusting the position of the beam, and installing the corner connecting piece;
s6, hoisting the floor slab on the beam;
and (5) sequentially circulating the steps to finish the composite construction of the assembled construction.
In the preferred scheme, the steel pipe connecting piece is of a tubular structure, the steel pipe connecting piece is sleeved in the sleeved steel pipe, a flange with the diameter larger than that of the sleeved steel pipe is arranged in the middle of the steel pipe connecting piece, and the sleeved steel pipe is welded and connected at the position of the flange.
In the preferred scheme, the position of the sleeved steel pipe covering the steel pipe connecting piece is provided with an adjusting opening, 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, and the coaxiality of the stand column is adjusted through the adjusting base plate.
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 from the adjusting port.
In a preferred scheme, the cross beam is a prestressed beam;
the crossbeam be "T" font structure, crossbeam prestressing tendons arranges along crossbeam length direction, and the crossbeam prestressing tendons quantity that is close to the crossbeam below is more than the crossbeam prestressing tendons that is close to the crossbeam top, at least a set of crossbeam prestressing tendons is the arc of kickup.
In a preferred scheme, the cross beam is a prestressed beam;
the beam is of an n-shaped structure, the beam prestressed tendons are arranged along the length direction of the beam, and the number of the beam prestressed tendons positioned on the side wall of the beam is more than that of the beam prestressed tendons close to the upper part of the beam;
at least one group of beam prestressed tendons positioned on the side wall is in an arc shape bent upwards;
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, the end of the cross beam is of a solid structure, the end of the cross beam is transited to the groove-shaped section through the arc section, the end face of the end of the cross beam is provided with a groove, and the connecting anchor of the prestressed rib of the cross beam is positioned in the groove.
In the preferred scheme, the bracket supports the up end and is equipped with the arc arch, is equipped with the arc wall in the crossbeam end position correspondence of crossbeam, is equipped with the buffer layer between arc arch and arc wall.
In a preferable scheme, the buffer layer is a rubber layer and/or a polytetrafluoroethylene layer.
In a preferred scheme, 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 construction method of the composite connection assembly type building structure, the problems that an existing assembly type structure is poor in compression strength and tensile 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, the influence on the construction straight line construction period is small, and the conveying cost of a concrete formwork 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 structures of the upright post and the cross beam mainly bear the vertical force, the structure of the shear wall mainly bears the horizontal force, and the upright post and the cross beam have enough relative movement clearance, 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 between the floor, can be convenient for hoist and mount and set up the shear wall structure of being reliably connected with the stand, and the modular prefab of also being convenient for hoist and mount installation, and the structure of cup jointing steel pipe and steel pipe connecting piece is convenient for install and adjust in the stand, improves the efficiency of construction by a wide margin. 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 anti-seismic performance of a building, particularly facilitate the self-resetting of structural deformation, and compared with an overall cast-in-place structure, the anti-seismic performance is improved by 1 seismic level at least through computer simulation experiments, the maximum seismic level reaches 2 seismic levels, and the requirements of small-seismic damage, medium-seismic repairability and large-seismic collapse are met. The structure of the invention is especially suitable for luxurious villas and garden foreign-style house constructions 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 schematic view of a connecting structure of a pillar and a cross member according to the present invention.
Figure 9 is a schematic cross-sectional view of a floor slab of the present invention.
Fig. 10 is a schematic sectional view a-a in fig. 1.
In the figure: the structure comprises a vertical column 1, a vertical column reinforcing rib 101, a bracket support 102, a sleeved steel pipe 103, a steel pipe connecting piece 104, a flange 105, an adjusting base plate 106, an adjusting opening 107, a buffer layer 108, an arc-shaped bulge 109, a grout stopping strip 110, a cross beam 2, a side wall 21, a cross beam prestressed rib 22, a steel structural piece 23, a connecting anchor 24, a cross beam end 25, a shear wall 3, an angle connecting piece 4, an oblique angle part 41, a floor slab 5 and a floor slab prestressed rib 51.
Detailed Description
As shown in fig. 1 to 10, a construction method of a composite connection assembly type building structure comprises the following steps:
s1, prefabricating components in a workshop, wherein the components comprise upright posts 1, cross beams 2, floor slabs 5, inner layers of shear walls 3 and outer layers of shear walls 3;
the joint position of the upright column 1 is positioned between floors, the joint position can be automatically set according to construction requirements, and can be set on each floor or can be set on two or three floors. 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 column 1 is internally provided with sleeved steel pipes 103, and the sleeved steel pipes 103 are connected through steel pipe connecting pieces 104;
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;
a bracket support 102 for supporting the cross beam 2 is arranged on the upright post 1;
in a preferred scheme, as shown in fig. 2, the steel pipe connector 104 is a tubular structure, the steel pipe connector 104 is sleeved in the sleeved steel pipe 103, a flange 105 with a diameter larger than that of the sleeved steel pipe 103 is arranged in the middle of the steel pipe connector 104, and the sleeved steel pipe 103 is welded at the flange 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%.
s2, pre-installing the steel tube connecting piece 104 on the lower upright post, sleeving the sleeving steel tube 103 of the hoisting upright post with the steel tube connecting piece 104, and adjusting the upright post 1 to be vertical and coaxial;
in a preferred scheme, as shown in fig. 1-3, an adjusting opening 107 is arranged at a position where the sleeved steel pipe 103 covers the steel pipe connecting piece 104, an adjusting shim 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, and the coaxiality of the upright post 1 is adjusted through the adjusting shim plate 106. 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. The adjustment mode can be that the adjusting shim plate 106 is inserted from the upper, lower, left and right of the adjusting opening 107, or a plurality of adjusting shim plates 106 can be inserted at one position. By the structure, the adjusting precision and the adjusting efficiency are greatly improved.
In a preferred scheme, as shown in fig. 2, grout 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 from the adjusting opening 107 so as to strengthen the integral stress structure.
Fixedly connecting the sleeved steel pipe 103 with a steel pipe connecting piece 104 in a welding manner;
connecting the upright post reinforcing bars 101 through welding or sleeves, and binding transverse reinforcing bars;
hoisting the inner layer of the shear wall 3 and the outer layer of the shear wall 3, and connecting the transverse reinforcing bars of the shear wall 3 with the transverse reinforcing bars of the upright posts 1 by welding or sleeves; as shown in fig. 10.
s3, grouting the inside of the sleeved steel pipe 103 at the joint position, and tamping to compact;
s4, erecting a mould at the joint position, and pouring the joint position of the upright post 1 and the inner cavity of the shear wall 3 into a whole;
s5, after the set solidification period is reached, detaching the mould, simultaneously hoisting the beam 2 on the bracket support 102, adjusting the position of the beam 2, and installing the corner connecting piece 4; in a preferred embodiment, as shown in fig. 7, the connecting position of the wing plates of the corner connecting piece 4 is provided with a beveled part 41. With this structure, the corner connector 4 can be adapted by self-deformation when structural deformation occurs.
Alternative scheme as in fig. 4, 5, 8, the crossbeam 2 is a prestressed beam;
the crossbeam 2 be "T" font structure, crossbeam prestressing tendons 22 arrange along crossbeam 2 length direction, the crossbeam prestressing tendons 22 that are close to crossbeam 2 below is more than the crossbeam prestressing tendons 22 that are close to crossbeam 2 top, at least a set of crossbeam prestressing tendons 22 are the circular arc of kickup.
In another optional scheme, the cross beam 2 is a prestressed beam;
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;
at least one group of beam prestressed tendons 22 positioned on the side wall 21 are in an arc shape bent upwards;
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 present invention this problem is overcome, with the upper part being thicker and suitable for bearing pressure and the lower part being a steel structural member 23 for 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.
In a preferred scheme, as shown in fig. 5, a cross beam end 25 of the cross beam 2 is a solid structure, the cross beam end 25 is transited to a groove section through an arc section, a groove is arranged on an end face of the cross beam end 25, and the connection anchor 24 of the cross beam prestressed tendon 22 is positioned in the groove. By the structure, on the basis of ensuring the installation strength, the consumption of raw materials is reduced, the self weight is reduced, and the energy consumption for conveying is reduced.
In a preferred embodiment, as shown in fig. 8, an arc-shaped protrusion 109 is provided on the upper end surface of the corbel support 102, an arc-shaped groove is correspondingly provided at the beam end 25 of the beam 2, and a buffer layer 108 is provided between the arc-shaped protrusion 109 and the arc-shaped groove.
In a preferred embodiment, the buffer layer 108 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. Through finite element simulation analysis, this structure plays comparatively important effect in the in-process of promoting the antidetonation effect.
s6, hoisting the floor 5 on the beam 2;
a preferred scheme is shown in fig. 6 and 9, wherein the floor 5 is a prestressed floor;
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.
The method also comprises the step of installing a filling wall, wherein the filling can adopt an aerated block or prefabricated wall boards.
And (5) sequentially circulating the steps to finish the composite construction of the assembled construction.
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 (5)
1. A construction method of a composite connection assembly type building structure is characterized by comprising the following steps:
s1, prefabricating components in a workshop, wherein the components comprise upright posts (1), cross beams (2), floor slabs (5), inner layers of shear walls (3) and outer layers of shear walls (3);
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 through steel pipe connecting pieces (104);
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;
a bracket support (102) for supporting the cross beam (2) is arranged on the upright post (1);
s2, pre-installing the steel pipe connecting piece (104) on the upright post below, sleeving the sleeving steel pipe (103) of the hoisting upright post with the steel pipe connecting piece (104), adjusting the upright post (1) to be vertical and coaxial, and fixedly connecting the sleeving steel pipe (103) with the steel pipe connecting piece (104) in a welding manner;
the steel pipe connecting piece (104) is of a tubular structure, the steel pipe connecting piece (104) is sleeved in the sleeved steel pipe (103), a flange (105) with the diameter larger than that of the sleeved steel pipe (103) is arranged in the middle of the steel pipe connecting piece (104), and the sleeved steel pipe (103) is welded and connected at the position of the flange (105);
an adjusting opening (107) is formed in the position, covering the steel pipe connecting piece (104), of the sleeved steel pipe (103), an adjusting base 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), and the coaxiality of the upright post (1) is adjusted through the adjusting base plate (106);
connecting upright column reinforcing bars (101) through welding or sleeves, and binding transverse reinforcing bars;
hoisting the inner layer of the shear wall (3) and the outer layer of the shear wall (3), and connecting the transverse reinforcing bars of the shear wall (3) with the transverse reinforcing bars of the upright posts (1) through welding or sleeves;
s3, grouting the inside of the sleeved steel pipe (103) at the joint position, and tamping and vibrating tightly;
s4, erecting a mould at the joint position, and pouring the joint position of the upright post (1) and the inner cavity of the shear wall (3) into a whole;
s5, after the set setting period is reached, detaching the mould, simultaneously hoisting the beam (2) on the bracket support (102), adjusting the position of the beam (2), and installing the corner connecting piece (4);
the cross beam (2) is a prestressed beam; the cross beam end (25) of the cross beam (2) is of a solid structure, the cross beam end (25) is transited to the groove-shaped section through the arc section, a groove is formed in the end face of the cross beam end (25), and the connecting anchor (24) of the cross beam prestressed tendon (22) is located in the groove;
an arc-shaped bulge (109) is arranged on the upper end surface of the bracket support (102), an arc-shaped groove is correspondingly arranged at the position of the cross beam end (25) of the cross beam (2), and a buffer layer (108) is arranged between the arc-shaped bulge (109) and the arc-shaped groove;
s6, hoisting the floor (5) on the beam (2);
the floor (5) is a prestressed floor;
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;
and (5) sequentially circulating the steps to finish the composite construction of the assembled construction.
2. The construction method of the composite connection assembly type building structure according to claim 1, which is characterized in that: and two ends of the steel pipe connecting piece (104) are provided with grout stopping strips (110), and polymer mortar is filled between the sleeved steel pipe (103) and the steel pipe connecting piece (104) from the adjusting port (107).
3. The construction method of the composite connection assembly type building structure according to claim 1, which is characterized in that:
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.
4. The construction method of the composite connection assembly type building structure according to claim 1, which is characterized in that:
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);
at least one group of beam prestressed tendons (22) positioned on the side wall (21) are in an arc shape which is bent upwards;
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.
5. The construction method of the composite connection assembly type building structure according to claim 1, which is characterized in that: the buffer layer (108) is a rubber layer and/or a polytetrafluoroethylene layer.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201810527009.6A CN108755944B (en) | 2018-05-29 | 2018-05-29 | Construction method of composite connection assembly type building structure |
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| CN201810527009.6A CN108755944B (en) | 2018-05-29 | 2018-05-29 | Construction method of composite connection assembly type building structure |
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| MY171088A (en) * | 2010-08-11 | 2019-09-24 | Univ Malaysia Teknologi | Building assembly system |
| CN107190884A (en) * | 2017-06-09 | 2017-09-22 | 东南大学 | A kind of new many high-rise hot-rolled steel section composite light-weight steel shear wall combined structure systems |
| CN108060746B (en) * | 2017-10-30 | 2023-08-01 | 中国建筑股份有限公司 | Assembled prestressed concrete large-span frame system and construction method thereof |
| CN108005309B (en) * | 2017-12-06 | 2023-10-20 | 华南理工大学 | Prefabricated assembled embedded steel sleeve connecting concrete column and assembling method thereof |
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