阅读说明：本技术 一种竖向预应力装配耗能联肢墙结构及其装配方法 (Vertical prestress assembly energy dissipation coupled wall structure and assembly method thereof ) 是由 何永福 蔡小宁 徐凌翔 徐震 马儒琛 陈诚 巩妮娜 杜良 于 2021-09-07 设计创作，主要内容包括：本发明涉及建筑技术领域,具体公开了一种竖向预应力装配耗能联肢墙结构及其装配方法,包括竖向节段预制墙肢总成、钢筋混凝土连梁、竖向无粘结预应力筋、预应力钢棒、连梁端部耗能连接接头总成以及竖向墙肢耗能连接接头,所述竖向节段预制墙肢总成包括底层竖向节段预制墙肢和若干加接层竖向节段预制墙肢,述竖向耗能墙肢耗能连接接头包括多个设置在墙肢前后侧面的第一耗能垫板以及设置在墙肢左右两端面的第二耗能垫板；本发明提联肢墙结构无需现场湿作业,属于干式连接,且震后利用竖向预应力筋的回弹作用使结构复位,残余变形很小,损伤集中在节点连接处,主要集中可更换的耗能元件上,震后修复简单快捷,可实现震后结构功能的迅速恢复。(The invention relates to the technical field of buildings, and particularly discloses a vertical prestress assembly energy-consumption coupled wall structure and an assembly method thereof, wherein the vertical prestress assembly energy-consumption coupled wall structure comprises a vertical segmental prefabricated wall limb assembly, a reinforced concrete coupling beam, vertical unbonded prestressed ribs, prestressed steel bars, a coupling beam end energy-consumption connecting joint assembly and a vertical wall limb energy-consumption connecting joint, the vertical segmental prefabricated wall limb assembly comprises a bottom vertical segmental prefabricated wall limb and a plurality of connecting layer vertical segmental prefabricated wall limbs, and the vertical energy-consumption wall limb energy-consumption connecting joint comprises a plurality of first energy-consumption base plates arranged on the front side and the rear side of the wall limb and second energy-consumption base plates arranged on the left end surface and the right end surface of the wall limb; the lifting coupling wall structure does not need on-site wet operation, belongs to dry connection, and utilizes the resilience effect of the vertical prestressed tendons to reset the structure after the earthquake, has small residual deformation, damages concentrated at the joint and mainly concentrated on replaceable energy dissipation elements, is simple and quick to repair after the earthquake, and can realize quick recovery of the structure function after the earthquake.)

1. The utility model provides a vertical prestressing force assembly power consumption allies oneself with limb wall structure, its characterized in that includes vertical segmental prefabrication wall limb assembly (100), reinforced concrete even roof beam (200), vertical unbonded prestressing tendons (300), prestressing steel stick (400), even roof beam tip power consumption attach fitting assembly (500) and vertical wall limb power consumption attach fitting (600).

2. The vertically prestressed, energy-dissipating coupled wall structure according to claim 1,

the vertical section prefabricated wall limb assembly (100) comprises a bottom layer vertical section prefabricated wall limb (101) and a plurality of additional layer vertical section prefabricated wall limbs (102), a row of vertical prestressed tendon holes (103) are reserved on the bottom layer vertical section prefabricated wall limb (101) and the additional layer vertical section prefabricated wall limbs (102), the row of vertical prestressed tendon holes (103) are arranged in the middle along the width direction of the wall limbs, and an ultrahigh-performance concrete mortar cushion layer (104) is arranged at the joint of the bottom layer vertical section prefabricated wall limb (101) and the additional layer vertical section prefabricated wall limbs (102);

the vertical unbonded prestressed tendons (300) are placed in each vertical prestressed tendon hole, the lower ends of the vertical unbonded prestressed tendons (300) are pre-buried and anchored on a foundation, and the upper ends of the vertical unbonded prestressed tendons are anchored at the top of the vertical segmental prefabricated wall limb (102) of the top-most layer;

the vertical energy-consuming wall limb energy-consuming connecting joint (600) comprises a plurality of first energy-consuming base plates (601) arranged on the front side surface and the rear side surface of a wall limb and second energy-consuming base plates (602) arranged on the left end surface and the right end surface of the wall limb, the first energy-consuming base plates (601) are arranged at intervals along the width direction of the wall limb, the first energy-consuming base plates (601) and the second energy-consuming base plates (602) penetrate through the joints of the bottom-layer vertical section prefabricated wall limb (101) and the joint-layer vertical section prefabricated wall limb (102), and weakened sections (603) are arranged at the positions corresponding to the joints of the first energy-consuming base plates (601) and the second energy-consuming base plates (602);

the connecting beam end energy-consuming connecting joint assembly (500) comprises an upper buckling-free T-shaped energy-consuming steel plate (501), a groove-shaped steel cover plate (502), lower angle steel (503) and a lower T-shaped friction plate (504), wherein the upper buckling-free T-shaped energy-consuming steel plate (501) is arranged below the groove-shaped steel cover plate (502), one end of the groove-shaped steel cover plate (502) is connected with the upper buckling-free T-shaped energy-consuming steel plate (501) through a bolt (505), the other end of the groove-shaped steel cover plate is embedded at the top of the reinforced concrete connecting beam (200) and is welded with an upper longitudinal bar (201) of the reinforced concrete connecting beam, a flange of the upper buckling-free T-shaped energy-consuming steel plate (501), a second energy-consuming base plate (602) and a vertical segmental prefabricated wall limb (102) of an additional layer are connected through a horizontally arranged prestressed steel bar (400), a flange of the lower T-shaped friction plate (504) is embedded at the lower surface of the reinforced concrete connecting beam (200) and is welded with a lower longitudinal bar (202), the web plate of the lower T-shaped friction plate (504) is provided with two parallel arc-shaped friction holes (5041), the two lower angle steels (503) are symmetrically arranged in front and back, the web plate of the T-shaped friction plate (504) is arranged between the two lower angle steels (503) and connects the T-shaped friction plate (504) with the two lower angle steels (503) through bolts, and the two lower angle steels (503), the second energy consumption base plate (602) and the bottom layer vertical section prefabricated wall limb (101) are also connected through a horizontally arranged prestressed steel bar (400); an ultra-high performance concrete layer is arranged on one fifth area of the bottom vertical section prefabricated wall limb (101), and the strength of the ultra-high performance concrete layer is not lower than 120 MPa.

3. The vertical prestressed assembled energy dissipating coupled wall structure according to claim 2, wherein the thickness of the ultra-high performance concrete mortar bed (104) at the joint of the bottom vertical segmental prefabricated wall limb (101) and the joining vertical segmental prefabricated wall limb (102) is 10-20 mm.

4. The vertical prestressed assembled energy dissipating coupled wall structure according to claim 2, wherein the weakened sections (603) of the first energy dissipating backing plate (601) and the second energy dissipating backing plate (602) are inwardly recessed circular arcs.

5. The vertical prestress assembling energy-dissipating coupled wall structure as claimed in claim 2, wherein the energy-dissipating section of the T-shaped energy-dissipating steel plate (501) is provided with a plurality of holes (5011), and the plurality of holes form weakening planes.

6. The vertical prestressed assembled energy dissipating coupled wall structure according to claim 2, wherein the top and bottom elevations of said vertical segmental prefabricated wall limb assembly (100) are respectively located at the floor elevations.

7. The vertical prestressed assembling energy-dissipating coupled wall structure according to claim 2, wherein the vertical prestressed tendon holes are arranged in a concentrated manner along the length direction of the wall.

8. The vertical prestressed assembly energy-dissipating coupled wall structure according to claim 2, wherein the number of vertical tendon holes (103) formed in the bottom-layer vertical-segment prefabricated wall limb (101) and the additional-layer vertical-segment prefabricated wall limb (102) is not more than five.

9. The assembling method of the vertical prestress assembling energy-consuming coupled wall structure is characterized by comprising the following steps of:

1) the foundation and the bottom layer vertical section prefabricated wall limb (101) are cast in situ;

2) embedding vertical unbonded prestressed tendons (300) at the bottom of the foundation and penetrating through vertical prestressed tendon holes (103) in the prefabricated wall limbs (101) of the bottom vertical sections;

3) paving an ultra-high performance concrete mortar cushion layer (104) on the upper part of a bottom layer vertical section prefabricated wall limb (101), then placing an additional layer vertical section prefabricated wall limb (102) in place, enabling a vertical unbonded prestressed tendon (300) to penetrate through a vertical prestressed tendon hole (103) reserved on the additional layer vertical section prefabricated wall limb (102), installing a first energy dissipation backing plate (601) through a bolt, and installing a second energy dissipation backing plate (602) and lower angle steel (10) through a horizontal prestressed steel bar (400);

4) hoisting a reinforced concrete coupling beam (200) in place, fixing a web plate of a lower angle steel (503) and a lower T-shaped friction plate (504) by using bolts, installing an upper buckling-free T-shaped energy consumption steel plate (501) and a second energy consumption base plate (602) through a horizontal prestressed steel bar (400), and connecting the upper buckling-free T-shaped energy consumption steel plate and the second energy consumption base plate with a channel steel cover plate (502) by using bolts;

5) and finally, completing the installation of the reinforced concrete connecting beam (200), sequentially completing the installation of the shear wall and the connecting beam at the upper part, and finally tensioning and anchoring the vertical unbonded prestressed tendon (300).

10. The method for assembling the vertical prestressed energy-dissipating coupled wall structure according to claim 9, wherein the vertical unbonded prestressed tendons (300) are installed by means of segmental tensioning and segmental anchoring when the length of the vertical unbonded prestressed tendons (300) exceeds 30 m.

Technical Field

The invention relates to the technical field of buildings, and particularly discloses a vertical prestress assembly energy-consumption coupled wall structure and an assembly method thereof.

Background

The two traditional shear wall structural forms of a cast-in-place structure and a traditional assembled integral shear wall structure both need on-site wet operation, the structures of the wall body and the connecting beam reinforcement are complex, the on-site engineering quantity is large, and the construction quality is difficult to guarantee. In addition, the two shear wall structures dissipate seismic energy through ductile damage under the action of a large earthquake, the damage of the earthquake structure and the residual deformation of the structure are large, the repair cost is high or the structure cannot be repaired, the structure can only be overturned for reconstruction, and huge waste is caused.

For example, the invention patent with the application number of CN200610045465.4 discloses a combined shear wall, wherein concrete-filled steel tube side columns are arranged on two sides of a reinforced concrete wall body, the concrete-filled steel tube side columns are formed by steel tubes with concrete poured in the steel tubes, and the steel tubes and horizontal steel bars in the wall body are welded into a whole. The combined shear wall disclosed by the invention has the characteristics of high bearing capacity, reasonable stress, good anti-seismic performance and the like, and is particularly suitable for high-rise buildings with steel-concrete mixed structures. However, the method has the defects of on-site wet operation, large engineering quantity, difficult guarantee of construction quality, great damage to the structure after the earthquake, great residual deformation of the structure, high repair cost or incapability of repairing. Therefore, to the above-mentioned not enough of current cast-in-place structure and traditional integral shear wall structure of assembly, this application has proposed a vertical prestressing force assembly power consumption allies oneself with limb wall structure, this structure superstructure need not on-the-spot wet work except that first floor structure, belong to the dry-type connection, energy-concerving and environment-protective, utilize vertical prestressing tendons's resilience effect to make the structure reset after the shake, residual deformation is very little, the damage is concentrated in the node junction, mainly concentrate on removable power consumption component, restore simple swiftly after the shake, can realize the rapid recovery of the back structure function of shaking.

Disclosure of Invention

The invention aims to overcome the defects that the existing cast-in-place structure and the traditional assembled integral shear wall structure need on-site wet operation, the engineering quantity is large, the construction quality is difficult to ensure, the structure is damaged after an earthquake and the residual deformation of the structure is large, the repair cost is high or the structure cannot be repaired, and provides a vertical prestress assembled energy-consuming coupled wall structure and an assembling method thereof to solve the technical problems.

The invention is realized by the following technical scheme:

a vertical prestress assembly energy dissipation coupled wall structure comprises a vertical segment prefabricated wall assembly, a reinforced concrete connecting beam, vertical unbonded prestressed ribs, prestressed steel bars, an energy dissipation connecting joint assembly at the end part of the connecting beam and a vertical wall energy dissipation connecting joint;

the vertical section prefabricated wall limb assembly comprises a bottom layer vertical section prefabricated wall limb and a plurality of joining layer vertical section prefabricated wall limbs, wherein a row of vertical prestressed tendon holes are reserved on the bottom layer vertical section prefabricated wall limb and the joining layer vertical section prefabricated wall limbs, the row of vertical prestressed tendon holes are arranged in the middle along the width direction of the wall limb, and an ultrahigh-performance concrete mortar cushion layer is arranged at the joint of the bottom layer vertical section prefabricated wall limb and the joining layer vertical section prefabricated wall limbs;

the vertical unbonded prestressed tendons are placed in each vertical prestressed tendon hole, the lower ends of the vertical unbonded prestressed tendons are embedded and anchored on a foundation, and the upper ends of the vertical unbonded prestressed tendons are anchored at the top of the vertical section prefabricated wall limb of the joining layer at the topmost layer;

the vertical energy-consuming wall limb energy-consuming connecting joint comprises a plurality of first energy-consuming base plates arranged on the front side and the rear side of a wall limb and second energy-consuming base plates arranged on the left end face and the right end face of the wall limb, the first energy-consuming base plates are arranged at intervals along the width direction of the wall limb, the first energy-consuming base plates and the second energy-consuming base plates penetrate through the joints of the bottom vertical section prefabricated wall limb and the joining layer vertical section prefabricated wall limb, and weakened sections are arranged at the parts, corresponding to the joints, of the first energy-consuming base plates and the second energy-consuming base plates;

the energy-consuming connecting joint assembly at the end part of the connecting beam comprises an upper buckling-free T-shaped energy-consuming steel plate, a groove-shaped steel cover plate, a lower angle steel and a lower T-shaped friction plate, wherein the upper buckling-free T-shaped energy-consuming steel plate is arranged below the groove-shaped steel cover plate, one end of the groove-shaped steel cover plate is connected with the upper buckling-free T-shaped energy-consuming steel plate through a bolt, the other end of the groove-shaped steel cover plate is embedded at the top of the reinforced concrete connecting beam and is welded with upper longitudinal bars of the reinforced concrete connecting beam, the flange of the upper buckling-free T-shaped energy-consuming steel plate, a second energy-consuming base plate and vertical segmental prefabricated wall limbs of the connecting layer are connected through horizontally arranged prestressed steel bars, the flange of the lower T-shaped friction plate is embedded at the lower surface of the reinforced concrete connecting beam and is welded with the lower longitudinal bars of the concrete connecting beam, and a web plate of the lower T-shaped friction plate is provided with two parallel arc-shaped friction holes, two the lower part angle steel is symmetry setting from beginning to end, the web setting of T type friction plate is connected T type friction plate and two lower part angle steels through the bolt between two lower part angle steels, two lower part angle steel, second power consumption backing plate and the vertical segmental prefabricated wall limb of bottom also are connected through the prestressing steel rod that the level set up.

As a further arrangement of the scheme, an ultrahigh-performance concrete layer is arranged at one fifth area of the bottom vertical section prefabricated wall limb, and the strength of the ultrahigh-performance concrete layer is not lower than 120 MPa.

As a further arrangement of the scheme, the thickness of the ultrahigh-performance concrete mortar cushion layer at the joint of the bottom-layer vertical section prefabricated wall limb and the additional-layer vertical section prefabricated wall limb is 10-20 mm.

As a further arrangement of the above scheme, the weakened sections of the first energy consumption backing plate and the second energy consumption backing plate are inward-recessed circular arc openings.

As a further arrangement of the scheme, a large number of holes are formed in the energy consumption section of the T-shaped energy consumption steel plate, and a weakening plane is formed by the large number of holes.

As a further arrangement of the above scheme, the top and bottom elevations of the vertical segment prefabricated wall limb assembly are respectively located at the floor elevation positions.

As a further arrangement of the scheme, the vertical prestressed tendon holes are arranged in a concentrated mode along the length direction of the wall limb.

According to the scheme, the number of the vertical prestressed tendon holes formed in the bottom vertical section prefabricated wall limb and the additional layer vertical section prefabricated wall limb is not more than five.

An assembling method of a vertical prestress assembling energy-consuming coupled wall structure comprises the following steps:

1) the foundation and the bottom layer vertical section prefabricated wall limb are cast in situ;

2) embedding vertical unbonded prestressed tendons at the bottom of the foundation and penetrating through vertical prestressed tendon holes in the prefabricated wall limbs of the bottom vertical section;

3) laying an ultra-high performance concrete mortar cushion layer on the upper part of the bottom vertical section prefabricated wall limb, then positioning the vertical section prefabricated wall limb of the joining layer in place, enabling the vertical unbonded prestressed tendons to penetrate through vertical prestressed tendon holes reserved on the vertical section prefabricated wall limb of the joining layer, installing a first energy dissipation base plate through bolts, and installing a second energy dissipation base plate and lower angle steel through horizontal prestressed steel bars;

4) hoisting the reinforced concrete coupling beam in place, fixing a web plate of a lower angle steel and a lower T-shaped friction plate by using bolts, installing an upper buckling-free T-shaped energy consumption steel plate and a second energy consumption base plate by using horizontal prestressed steel bars, and connecting the upper buckling-free T-shaped energy consumption steel plate and the second energy consumption base plate with a groove-shaped steel cover plate by using bolts;

5) and finally, completing the installation of the reinforced concrete connecting beam, sequentially completing the installation of the shear wall and the connecting beam at the upper part, and finally tensioning and anchoring the vertical unbonded prestressed tendons.

According to the further arrangement of the scheme, when the length of the vertical unbonded prestressed tendon exceeds 30m, the vertical unbonded prestressed tendon is installed by adopting a sectional tensioning and anchoring method.

The upper structure of the vertical prestress assembly energy consumption coupled wall structure does not need on-site wet operation except for the first-layer structure, belongs to dry connection, is energy-saving and environment-friendly, is reset by utilizing the resilience effect of the vertical prestress ribs after an earthquake, has small residual deformation, is mainly concentrated on the joint joints, is mainly concentrated on replaceable energy consumption elements, is simply and quickly repaired after the earthquake, and can realize quick recovery of the structure function after the earthquake.

Compared with the prior art, the invention has the following advantages:

(1) the vertical section wall limbs are spliced through the vertical unbonded prestressed tendons, and the structure has a good self-resetting function.

(2) The vertical section wall limb is provided with the energy consumption base plate along the length direction and the width direction of the wall limb, so that the energy consumption capability and the connection performance of the wall limb are enhanced.

(3) The energy-consuming connecting beam simplifies the shear-resistant design of the connecting beam and enhances the deformation and energy-consuming capacity of the connecting beam under the action of an earthquake.

(4) The top and the bottom of the segment prefabricated wall limb adopt the ultra-high performance concrete mortar, thereby avoiding the application of prestress and the damage of the shear wall joint under the action of earthquake, and simplifying the reinforcement design of the shear wall joint.

(5) The segment prefabricated wall limb can effectively reduce the hoisting weight and facilitate the site construction.

Drawings

In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art that other drawings can be obtained according to the drawings without creative efforts.

FIG. 1 is a schematic perspective view of the present invention;

FIG. 2 is a schematic structural diagram of a front view plane of the present invention;

FIG. 3 is a schematic top plan view of the present invention;

FIG. 4 is a schematic side plan view of the present invention;

FIG. 5 is a schematic perspective view of a wall limb and a vertical wall limb energy-consuming connector according to the present invention;

FIG. 6 is a schematic perspective view of a first energy dissipating pad according to the present invention;

FIG. 7 is a schematic perspective view of a second energy dissipating pad according to the present invention;

FIG. 8 is a schematic perspective view of an upper buckling-free T-shaped energy-dissipating steel plate and a channel steel cover plate according to the present invention;

FIG. 9 is a schematic perspective view of a lower angle iron of the present invention;

fig. 10 is a perspective view of the lower T-shaped friction plate according to the present invention.

Wherein:

100-a vertical segment prefabricated wall limb assembly, 101-a bottom layer vertical segment prefabricated wall limb, 102-an additional layer vertical segment prefabricated wall limb, 103-a vertical prestressed tendon hole and 104-an ultrahigh-performance concrete mortar cushion layer;

200-reinforced concrete coupling beam, 201-upper longitudinal bar, 202-lower longitudinal bar;

300-vertical unbonded prestressed tendons and 400-prestressed steel bars;

500-connecting beam end energy-consuming connecting joint assembly, 501-upper buckling-free T-shaped energy-consuming steel plate, 502-groove-shaped steel cover plate, 503-lower angle steel, 504-lower T-shaped friction plate, 5041-arc-shaped friction hole and 505-bolt;

600-vertical wall limb energy-consuming connecting joint, 601-first energy-consuming backing plate, 602-second energy-consuming backing plate and 603-weakening section.

Detailed Description

In order to make the technical solutions better understood by those skilled in the art, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are only partial embodiments of the present application, but not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.

It should be noted that the terms "first," "second," and the like in the description and claims of this application and in the drawings described above are used for distinguishing between similar elements and not necessarily for describing a particular sequential or chronological order. It should be understood that the data so used may be interchanged under appropriate circumstances such that embodiments of the application described herein may be used. Furthermore, the terms "comprises," "comprising," and any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, system, article, or apparatus that comprises a list of steps or elements is not necessarily limited to those steps or elements expressly listed, but may include other steps or elements not expressly listed or inherent to such process, method, article, or apparatus.

It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict. The vertical prestress assembling energy dissipation coupled wall structure disclosed by the application is described in detail with reference to the accompanying drawings 1-10 and embodiments.

Example 1

This embodiment 1 provides a vertical prestressed assembly energy dissipation coupled wall structure, the main structure of which mainly includes a vertical segmental prefabricated wall assembly 100, a reinforced concrete coupling beam 200, a vertical unbonded prestressed tendon 300, a prestressed steel bar 400, a coupling beam end energy dissipation connector assembly 500 and a vertical wall energy dissipation connector 600.

The top and bottom elevations of the vertical segment prefabricated wall limb assembly 100 are respectively located at the floor elevations when set. The vertical section prefabricated wall limb assembly 100 comprises a bottom layer vertical section prefabricated wall limb 101 and a plurality of joining layer vertical section prefabricated wall limbs 102, a row of vertical prestressed tendon holes 103 are reserved on the bottom layer vertical section prefabricated wall limb 101 and the joining layer vertical section prefabricated wall limbs 102, the number of the row of vertical prestressed tendon holes 103 is not more than five when the vertical section prefabricated wall limb assembly is specifically set, the row of vertical prestressed tendon holes 103 are arranged in the middle along the width direction of the wall limb, and meanwhile, the vertical prestressed tendon holes are arranged in a concentrated mode along the length direction of the wall limb.

An ultra-high performance concrete mortar cushion layer 104 is arranged at the joint of the bottom layer vertical section prefabricated wall limb 101 and the additional layer vertical section prefabricated wall limb 102, and the thickness of the ultra-high performance concrete mortar cushion layer 104 is 10-20 mm. In addition, an ultrahigh-performance concrete layer is arranged on one fifth area of the bottom vertical section prefabricated wall limb 101, and the strength of the ultrahigh-performance concrete layer is not lower than 120 MPa.

The vertical unbonded prestressed tendons 300 are placed in each vertical prestressed tendon hole, the lower ends of the vertical unbonded prestressed tendons 300 are pre-embedded and anchored on the basis, the upper ends of the vertical unbonded prestressed tendons 300 are anchored at the top of the vertical segmental prefabricated wall limb 102 of the top-most layer, and when the height of the vertical segmental prefabricated wall limb assembly 100 and the length of the vertical unbonded prestressed tendons 300 exceed 30m, the vertical unbonded prestressed tendons 300 are installed by adopting a segmental tensioning and segmental anchoring method.

The vertical energy-consuming wall limb energy-consuming connecting joint 600 comprises a plurality of first energy-consuming base plates 601 arranged on the front side and the rear side of a wall limb and second energy-consuming base plates 602 arranged on the left end face and the right end face of the wall limb, wherein the first energy-consuming base plates 601 are arranged at intervals along the width direction of the wall limb, the first energy-consuming base plates 601 and the second energy-consuming base plates 602 penetrate through the joints of the bottom vertical section prefabricated wall limb 101 and the joint layer vertical section prefabricated wall limb 102, weakened sections 603 are arranged at the positions corresponding to the joints of the first energy-consuming base plates 601 and the second energy-consuming base plates 602, the weakened sections 603 of the first energy-consuming base plates 601 and the second energy-consuming base plates 602 are inwards sunken circular arc openings, and the energy-consuming base plates form energy-consuming sections.

The coupling beam end energy-consuming connection joint assembly 500 comprises an upper buckling-free T-shaped energy-consuming steel plate 501, a groove-shaped steel cover plate 502, lower angle steel 503 and a lower T-shaped friction plate 504. The width of the upper buckling-free T-shaped energy consumption steel plate 501 is smaller than that of a web plate of the groove-shaped steel cover plate 502, a large number of holes 5011 are formed in an energy consumption section of the T-shaped energy consumption steel plate 501, and a weakening plane is formed by the large number of holes. The upper buckling-free T-shaped energy-consuming steel plate 501 is arranged below the groove-shaped steel cover plate 502, one end of the groove-shaped steel cover plate 502 is connected with the upper buckling-free T-shaped energy-consuming steel plate 501 through a bolt 505, and the other end of the groove-shaped steel cover plate is embedded in the top of the reinforced concrete connecting beam 200 and is welded with the upper longitudinal ribs 201 and part of stirrups of the reinforced concrete connecting beam.

The flange of the upper buckling-free T-shaped energy dissipation steel plate 501, the second energy dissipation base plate 602 and the vertical segment prefabricated wall limb 102 of the joining layer are connected through the horizontally arranged prestressed steel bar 400. The flange of the lower T-shaped friction plate 504 is pre-embedded on the lower surface of the reinforced concrete connecting beam 200 and is welded with the lower longitudinal bar 202 and part of stirrups of the reinforced concrete connecting beam, and the web plate of the lower T-shaped friction plate 504 is provided with two parallel arc-shaped friction holes 5041. The two lower angle steels 503 are symmetrically arranged front and back, the web plate of the T-shaped friction plate 504 is arranged between the two lower angle steels 503 and connects the T-shaped friction plate 504 with the two lower angle steels 503 through bolts, and the two lower angle steels 503, the second energy consumption backing plate 602 and the bottom layer vertical section prefabricated wall limb 101 are also connected through the horizontally arranged prestressed steel bar 400.

The vertical prestress assembly energy dissipation coupled wall structure designed in the embodiment 1 is divided into three sections in the stress process of the structure along with the increase of the load and deformation of the structure.

The first stage is as follows: the whole structure is in an elastic state, the energy consumption device at the end part of the connecting beam is not started, namely the friction device at the lower part of the end part of the connecting beam does not slide, and the T-shaped energy consumption section at the upper part is also in elasticity;

and a second stage: the energy consumption device at the end part of the connecting beam is activated, namely the friction device at the lower part of the end part of the connecting beam slides to generate energy consumption, and the T-shaped energy consumption section at the upper part begins to yield;

and a third stage: when the lower friction device reaches the design deformation limit value, the shear wall bears more load, the joint of the wall limbs of the shear wall is opened, and the energy consumption base plate begins to yield and consume energy;

a fourth stage: after unloading, the structure is restored to the original position under the effect of the resilience force of the prestressed tendon, the residual deformation is small, and only the yielding energy consumption device is repaired and replaced.

Example 2

Embodiment 2 discloses an assembling method of a vertical prestress assembling energy-consuming coupled wall structure, which comprises the following steps:

the method comprises the following steps: the foundation and the bottom layer vertical section prefabricated wall limb 101 are cast in situ;

step two: embedding the vertical unbonded prestressed tendons 300 at the bottom of the foundation and penetrating through the vertical prestressed tendon holes 103 in the bottom vertical section prefabricated wall limb 101;

step three: laying an ultra-high performance concrete mortar cushion layer 104 on the upper part of a bottom layer vertical section prefabricated wall limb 101, then positioning an additional layer vertical section prefabricated wall limb 102 in place, enabling a vertical unbonded prestressed tendon 300 to pass through a vertical prestressed tendon hole 103 reserved on the additional layer vertical section prefabricated wall limb 102, installing a first energy dissipation base plate 601 through a bolt, and installing a second energy dissipation base plate 602 and lower angle steel 10 through a horizontal prestressed steel bar 400;

step four: hoisting the reinforced concrete coupling beam 200 in place, fixing the web plates of the lower angle steel 503 and the lower T-shaped friction plate 504 by using bolts, installing an upper buckling-free T-shaped energy consumption steel plate 501 and a second energy consumption base plate 602 by using a horizontal prestressed steel bar 400, and connecting the upper buckling-free T-shaped energy consumption steel plate and the second energy consumption base plate with a channel steel cover plate 502 by using bolts;

step five: and finally, completing the installation of the reinforced concrete connecting beam 200, sequentially completing the installation of the shear wall and the connecting beam at the upper part, and finally tensioning and anchoring the vertical unbonded prestressed tendons 300.

The present invention is not limited to the above preferred embodiments, and any modifications, equivalent substitutions and improvements made within the spirit and principle of the present invention should be included in the protection scope of the present invention.