CN113737988B - A vertical prestressed assembly energy dissipation joint wall structure and its assembly method - Google Patents

Abstract

The invention relates to the technical field of buildings, and particularly discloses a vertical prestress assembly energy-consuming coupled wall structure and an assembly method thereof, wherein the vertical prestress assembly energy-consuming coupled wall structure comprises a vertical section prefabricated wall assembly, a reinforced concrete coupling beam, vertical unbonded prestressed ribs, prestressed steel bars, a coupling beam end energy-consuming connector assembly and a vertical wall energy-consuming connector, the vertical section prefabricated wall assembly comprises a bottom vertical section prefabricated wall limb and a plurality of connecting layer-added vertical section prefabricated wall limbs, and the vertical energy-consuming wall limb energy-consuming connector comprises a plurality of first energy-consuming base plates arranged on the front side surface and the rear side surface of the wall limb and second energy-consuming 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 is reset by utilizing the resilience effect of the vertical prestressed tendons after the earthquake, so that the residual deformation is very small, the damage is concentrated at the joint, the replaceable energy dissipation elements are mainly concentrated, the repair after the earthquake is simple and quick, and the quick recovery of the structural function after the earthquake can be realized.

Description

A vertical prestressed assembly energy dissipation joint wall structure and its assembly method

technical field

The invention relates to the technical field of construction, and specifically discloses a vertical prestressed assembly energy-consuming joint wall structure and an assembly method thereof.

Background technique

The cast-in-place structure and the traditional assembled integral shear wall structure both require on-site wet work, the wall and coupling beam reinforcement structure is complex, the on-site engineering volume is large, and the construction quality is difficult to guarantee. In addition, these two shear wall structures dissipate seismic energy through ductile damage under the action of a large earthquake. The damage to the structure after the earthquake and the residual deformation of the structure are very large. The repair cost is high or cannot be repaired. The structure can only be knocked down and rebuilt, resulting in Huge waste.

For example, the invention patent with the application number of CN200610045465.4 discloses a combined shear wall. The reinforced concrete wall is provided with concrete-filled steel tube side columns on both sides. The horizontal steel bars inside are welded into one. Although the composite shear wall disclosed in the invention has the characteristics of high bearing capacity, reasonable stress and good seismic performance, it is especially suitable for high-rise buildings of steel-concrete mixed structure. However, it has the disadvantages of requiring on-site wet operation, large amount of engineering, difficult to guarantee construction quality, large damage to the structure after the earthquake and large residual deformation of the structure, high repair cost or irreparable. Therefore, in view of the above-mentioned deficiencies of the existing cast-in-place structure and the traditional assembled integral shear wall structure, the present application proposes a vertical prestressed assembled energy-consuming joint wall structure, and the upper structure of the structure does not require the first floor structure. Wet work on site, belongs to dry connection, energy saving and environmental protection. After the earthquake, the rebound effect of vertical prestressed ribs is used to reset the structure, the residual deformation is small, and the damage is concentrated at the node connection, mainly on the replaceable energy-consuming components The post-earthquake repair is simple and quick, and the post-earthquake structural function can be quickly restored.

SUMMARY OF THE INVENTION

The purpose of the present invention is that the existing cast-in-place structure and the traditional assembled integral shear wall structure require on-site wet operation, the engineering volume is large, the construction quality is difficult to guarantee, and the damage of the structure after the earthquake and the residual deformation of the structure are very large. Due to the high cost or the deficiencies that cannot be repaired, the present application proposes a vertical prestressed assembly energy-consuming joint wall structure and an assembly method thereof to solve the above technical problems.

The present invention is achieved through the following technical solutions:

A vertical prestressed assembly energy-consuming coupled limb wall structure, comprising a vertical segmental prefabricated wall limb assembly, a reinforced concrete coupling beam, a vertical unbonded prestressed tendon, a prestressed steel rod, and energy dissipation at the end of the coupling beam Connection joint assembly and vertical wall pier energy dissipation connection joint;

Wherein, the vertical segment prefabricated wall pier assembly includes a bottom vertical segment prefabricated wall pier and a plurality of vertical segment prefabricated wall piers of additional layers, the bottom vertical segment prefabricated wall pier and the addition layer vertical segment A row of vertical prestressed rib holes is reserved on each segmental prefabricated wall pier, and a row of vertical prestressed rib holes is centrally arranged along the width direction of the wall pier. The bottom vertical segmental prefabricated wall pier and the joint layer The joints of the vertical segment prefabricated walls are provided with ultra-high performance concrete mortar cushions;

The vertical unbonded prestressed tendons are placed in each of the vertical prestressed rib holes, the lower ends of the vertical unbonded prestressed tendons are pre-embedded and anchored on the foundation, and the upper ends are anchored on the topmost joint layer. The top of the vertical segment prefabricated pier;

The vertical energy-dissipating wall pier energy-dissipating connection joint includes a plurality of first energy-dissipating pads arranged on the front and rear sides of the wall pier and second energy-dissipating pads arranged on the left and right ends of the wall pier. The energy-dissipating pads are arranged at intervals along the width direction of the wall piers, and a plurality of the first energy-consuming pads and the second energy-dissipating pads all pass through the vertical segment prefabricated wall studs on the ground floor and the vertical segment prefabricated wall studs on the attachment layer. The first energy-dissipating pad and the second energy-dissipating pad are provided with weakened cross-sections at the positions corresponding to the joints;

The energy-dissipating connection joint assembly at the end of the coupling beam includes an upper buckling-free T-shaped energy-consuming steel plate, a channel-shaped steel cover plate, a lower angle steel and a lower T-shaped friction plate, and the upper buckling-free T-shaped energy-consuming steel plate is arranged on the channel steel. Below the cover plate, one end of the channel-shaped steel cover plate and the upper buckling-free T-shaped energy-dissipating steel plate are connected by bolts, and the other end is pre-buried on the top of the reinforced concrete coupling beam and is connected with the upper longitudinal reinforcement of the reinforced concrete coupling beam. welding, the flange of the upper buckling-free T-shaped energy-dissipating steel plate, the second energy-dissipating backing plate, and the prefabricated wall piers of the vertical section of the added layer are connected by horizontally arranged prestressed steel bars, and the lower T-shaped friction The flange of the plate is pre-buried on the lower surface of the reinforced concrete coupling beam and welded with the lower longitudinal reinforcement of the concrete coupling beam. The web of the lower T-shaped friction plate has two parallel arc-shaped friction holes. The lower angle steel is symmetrically arranged before and after, the web of the T-shaped friction plate is arranged between the two lower angle steels, and the T-shaped friction plate is connected with the two lower angle steels by bolts, and the two lower angle steels, the second lower angle steel are connected. The energy-dissipating backing plates and the prefabricated wall piers of the vertical segments on the ground floor are also connected by the prestressed steel rods arranged horizontally.

As a further arrangement of the above solution, an ultra-high-performance concrete layer is provided at the bottom one-fifth of the area of the bottom vertical segment prefabricated wall, and the strength of the ultra-high-performance concrete layer is not less than 120 MPa.

As a further arrangement of the above solution, the thickness of the ultra-high performance concrete mortar cushion at the joint of the vertical segment prefabricated wall piers of the bottom layer and the vertical segment prefabricated wall piers of the addition layer is 10-20 mm.

As a further arrangement of the above solution, the weakened cross-sections of the first energy dissipation pad and the second energy dissipation pad are inwardly concave arc openings.

As a further arrangement of the above solution, the energy dissipation section of the T-shaped energy-consuming steel plate is provided with a large number of holes, and the large number of holes form a weakening surface.

As a further arrangement of the above solution, the top and bottom elevations of the vertical segment prefabricated wall pier assemblies are respectively located at the floor elevations.

As a further arrangement of the above solution, the vertical prestressed rib holes are arranged in a concentrated manner along the length direction of the wall pier.

As a further arrangement of the above solution, the number of vertical prestressed tendon holes opened on the bottom vertical segment prefabricated wall pier and the addition layer vertical segment prefabricated wall pier is no more than five.

An assembly method for a vertical prestressed assembly energy-dissipating joint wall structure, comprising the following steps:

1) The prefabricated wall piers of the foundation and the bottom vertical segment shall be cast-in-place;

2) Pre-embed the vertical unbonded prestressing tendons at the bottom of the foundation and pass through the vertical prestressing tendon holes on the bottom vertical segment prefabricated wall piers;

3) Lay ultra-high-performance concrete mortar cushion on the upper part of the vertical segment prefabricated wall piers on the ground floor, and then place the vertical segment prefabricated wall piers of the joint layer in place, and the vertical unbonded prestressed tendons pass through the joint layer. The vertical prestressed rib holes reserved on the prefabricated wall legs of the vertical segment, and the first energy-dissipating backing plate is installed by bolts, and the second energy-consuming backing plate and the lower angle steel are installed by the horizontal prestressing steel rod;

4) Hoist the reinforced concrete coupling beam in place, use bolts to fix the lower angle steel and the web of the lower T-shaped friction plate, install the upper buckling-free T-shaped energy-consuming steel plate and the second energy-consuming backing plate through the horizontal prestressed steel rod, and Use bolts to connect with channel steel cover;

5) Finally, complete the installation of reinforced concrete coupling beams, complete the installation of the upper shear walls and coupling beams in turn, and finally stretch and anchor the vertical unbonded prestressed tendons.

As a further arrangement of the above scheme, when the length of the vertical unbonded prestressed tendon exceeds 30m, the method of segmental tensioning and segmented anchoring is used to install the vertical unbonded prestressed tendon.

The upper structure of the vertical prestressed assembly energy-consuming joint wall structure proposed by the present invention does not require on-site wet operation except for the first layer structure, belongs to dry connection, is energy-saving and environmentally friendly, and uses the rebound effect of the vertical prestressing tendons to reset the structure after the earthquake. , the residual deformation is very small, and the damage is concentrated at the node connection, mainly on the replaceable energy-consuming components.

Compared with the traditional technology, the patent of the present invention has the following advantages:

(1) The splicing of the vertical segmental wall piers is realized by the vertical unbonded prestressed tendons, and the structure has a good self-reset function.

(2) Install energy-dissipating pads along the length and width of the vertical segment wall piers to enhance the energy dissipation capacity and connection performance of the wall piers.

(3) The use of energy dissipation coupling beams simplifies the shear design of the coupling beams and enhances the deformation and energy dissipation capacity of the coupling beams under earthquake action.

(4) The top and bottom of the segmental prefabricated walls are made of ultra-high performance concrete mortar, which avoids the application of prestress and the damage of the shear wall joints under the action of earthquakes, and simplifies the reinforcement design of the shear wall joints. .

(5) The use of segmental prefabricated walls can effectively reduce the weight of hoisting and facilitate on-site construction.

Description of drawings

In order to illustrate the technical solutions of the embodiments of the present invention more clearly, the following briefly introduces the accompanying drawings used in the description of the embodiments. Obviously, the drawings in the following description are only some embodiments of the present invention. For those of ordinary skill in the art, other drawings can also be obtained from these drawings without any creative effort.

Fig. 1 is the three-dimensional structure schematic diagram of the present invention;

Fig. 2 is the front view plan structure schematic diagram of the present invention;

Fig. 3 is the top plan structure schematic diagram of the present invention;

Fig. 4 is the side view plan structure schematic diagram of the present invention;

Figure 5 is a schematic three-dimensional structural diagram of a wall pier and a vertical wall pier energy-consuming connection joint in the present invention;

FIG. 6 is a schematic three-dimensional structure diagram of a first energy-consuming pad in the present invention;

7 is a schematic three-dimensional structure diagram of a second energy-consuming pad in the present invention;

Fig. 8 is the three-dimensional structure schematic diagram of the upper buckling-free T-shaped energy-consuming steel plate and the channel-shaped steel cover plate of the present invention;

Fig. 9 is the three-dimensional structure schematic diagram of middle and lower angle steel of the present invention;

FIG. 10 is a schematic three-dimensional structure diagram of the lower T-shaped friction plate of the present invention.

in:

100-Vertical segment prefabricated wall pier assembly, 101- Vertical segment prefabricated wall pier on the ground floor, 102-Vertical segment prefabricated wall pier of the connecting layer, 103-Vertical prestressed tendon holes, 104-Super high performance concrete mortar cushion;

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

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

500-connecting beam end energy dissipation connection joint assembly, 501-upper buckling-free T-type energy-dissipating steel plate, 502-channel steel cover plate, 503-lower angle steel, 504-lower T-type friction plate, 5041-arc friction hole , 505-bolt;

600-vertical wall column energy dissipation connection joint, 601-first energy dissipation pad, 602-second energy dissipation pad, 603-weakened section.

Detailed ways

In order to make those skilled in the art better understand the solutions of the present application, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present application. Obviously, the described embodiments are only The embodiments are part of the present application, but not all of the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative work shall fall within the scope of protection of the present application.

It should be noted that the terms "first", "second" and the like in the description and claims of the present application and the above drawings are used to distinguish similar objects, and are not necessarily used to describe a specific sequence or sequence. It is to be understood that the data so used are interchangeable under appropriate circumstances for the embodiments of the application described herein. Furthermore, the terms "comprising" and "having" and any variations thereof, are intended to cover non-exclusive inclusion, for example, a process, method, system, product or device comprising a series of steps or units is not necessarily limited to those expressly listed Rather, those steps or units may include other steps or units not expressly listed or inherent to these processes, methods, products or devices.

It should be noted that the embodiments in the present application and the features of the embodiments may be combined with each other in the case of no conflict. The vertical prestressed assembly energy-dissipating joint wall structure disclosed in the present application will be described in detail below with reference to Figs.

Example 1

This embodiment 1 proposes a vertical prestressed assembled energy-consuming joint wall structure, the main structure of which mainly includes a vertical segment prefabricated wall joint assembly 100, a reinforced concrete connecting beam 200, and a vertical unbonded prestressed tendon. 300 , the prestressed steel rod 400 , the energy-dissipating connecting joint assembly 500 at the end of the coupling beam, and the energy-dissipating connecting joint 600 for the vertical wall piers.

When setting, the top and bottom elevations of the vertical segment prefabricated wall pier assembly 100 are respectively located at the floor elevations. Among them, the vertical segment prefabricated wall pier assembly 100 includes a bottom vertical segment prefabricated wall pier 101 and a number of vertical segment prefabricated wall piers 102 of the addition layer, the bottom vertical segment prefabricated wall pier 101 and the addition layer vertical segment A row of vertical prestressed rib holes 103 is reserved on each segmental prefabricated wall pier 102, and the number of vertical prestressed rib holes 103 in a row of vertical prestressed rib holes 103 is not more than five, and a row of vertical prestressed rib holes 103 is not more than five. It is arranged in the center along the width direction of the wall pier, and the holes of the vertical prestressing tendons are arranged centrally along the length direction of the wall pier.

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

The vertical unbonded prestressed tendons 300 are placed in each vertical prestressed rib hole. The top of the segmental prefabricated wall pier 102, and when the height of the vertical segmental prefabricated wall pier assembly 100 and the length of the vertical unbonded prestressed tendons 300 exceed 30m, the method of segmental tensioning and segmental anchoring is used for installation. To the unbonded prestressing tendon 300.

The vertical energy-consuming wall pier energy-consuming connection joint 600 includes a plurality of first energy-consuming pads 601 arranged on the front and rear sides of the wall stud and second energy-consuming pads 602 arranged on the left and right ends of the wall stud. The energy pads 601 are arranged at intervals along the width direction of the wall piers, and a plurality of first energy-dissipating pads 601 and second energy-consuming pads 602 pass through the bottom vertical segment prefabricated wall 101 and the addition layer vertical segment prefabricated wall The joints of the limbs 102 are provided, the first energy-dissipating pads 601 and the second energy-dissipating pads 602 are provided with weakened sections 603 at the positions corresponding to the joints, and the first energy-dissipating pads 601 and the second energy-dissipating pads 601 The weakened section 603 of the backing plate 602 is an inwardly concave arc opening, and the arrangement of the above structure makes this section of the energy-consuming backing plate form an energy-consuming section.

The coupling beam end energy dissipation connection joint assembly 500 includes an upper buckling-free T-shaped energy dissipation steel plate 501 , a channel-shaped steel cover plate 502 , a lower angle steel 503 and a lower T-shaped friction plate 504 . The width of the upper buckling-free T-shaped energy-dissipating steel plate 501 is smaller than the web width of the channel steel cover plate 502, and the energy-dissipating section of the T-shaped energy-dissipating steel plate 501 has a large number of holes 5011, which form a weakening surface. The upper buckling-free T-shaped energy-dissipating steel plate 501 is arranged below the channel-shaped steel cover plate 502, and one end of the channel-shaped steel cover plate 502 and the upper buckling-free T-shaped energy-consuming steel plate 501 are connected by bolts 505, and the other end is pre-buried in the The top of the reinforced concrete coupling beam 200 is welded with the upper longitudinal bars 201 and part of the stirrups of the reinforced concrete coupling beam.

The flange of the upper buckling-free T-shaped energy-dissipating steel plate 501 , the second energy-dissipating backing plate 602 and the prefabricated wall piers 102 of the vertical section of the added layer are connected by a horizontally arranged prestressed steel bar 400 . The flange of the lower T-shaped friction plate 504 is pre-buried on the lower surface of the reinforced concrete coupling beam 200 and is welded with the lower longitudinal reinforcement 202 and some stirrups of the concrete coupling beam. The web of the lower T-shaped friction plate 504 has two Parallel arc friction holes 5041. The two lower angle steels 503 are arranged symmetrically before and after, the web of the T-shaped friction plate 504 is arranged between the two lower angle steels 503 and the T-shaped friction plate 504 is connected with the two lower angle steels 503 by bolts, and the two lower angle steels 503 , the second energy-consuming backing plate 602 and the bottom vertical segment prefabricated wall 101 are also connected by a horizontally arranged prestressed steel bar 400 .

The vertical prestressed assembled energy-dissipating joint wall structure designed in this Example 1 is divided into three segments in the stress process of the structure as the load and deformation of the structure increase.

The first stage: the overall structure is in an elastic state, the energy dissipation device at the end of the coupling beam is not activated, that is, the friction device at the lower part of the end of the coupling beam does not slide, and the upper T-shaped energy dissipation section is still elastic;

The second stage: the energy dissipation device at the end of the coupling beam is activated, that is, the friction device at the lower end of the coupling beam slides to generate energy dissipation, and the upper T-shaped energy dissipation section begins to yield;

The third stage: when the lower friction device reaches the design deformation limit, the shear wall bears more loads, the joints of the shear wall piers open, and the energy dissipation pad begins to yield and consume energy;

The fourth stage: after unloading, under the action of the resilience of the prestressed tendons, the structure returns to its original position, and the residual deformation is small, and only the yield energy dissipation device can be repaired and replaced.

Example 2

Embodiment 2 discloses an assembly method for a vertical prestressed assembly of an energy-consuming joint wall structure, comprising the following steps:

Step 1: Cast-in-place prefabricated wall piers 101 for the foundation and bottom vertical segments;

Step 2: Pre-embed the vertical unbonded prestressing tendons 300 at the bottom of the foundation and pass through the vertical prestressing tendon holes 103 on the bottom vertical segment prefabricated wall piers 101;

Step 3: Lay the ultra-high performance concrete mortar cushion 104 on the upper part of the vertical segment prefabricated wall 101 on the bottom layer, and then place the vertical segment prefabricated wall 102 of the additional layer in place, and the vertical unbonded prestressed tendons 300 Pass through the vertical prestressing rib holes 103 reserved on the prefabricated wall piers 102 of the vertical section of the connection layer, and install the first energy dissipation pad 601 through bolts, and install the second energy dissipation pad through the horizontal prestressed steel rod 400 Plate 602 and lower angle steel 10;

Step 4: Lift the reinforced concrete connecting beam 200 in place, use bolts to fix the lower angle steel 503 and the web of the lower T-shaped friction plate 504, and install the upper buckling-free T-shaped energy-consuming steel plate 501 and the second The energy dissipation backing plate 602 is connected with the channel steel cover plate 502 by bolts;

Step 5: Finally, the installation of the reinforced concrete coupling beam 200 is completed, the installation of the upper shear wall and the coupling beam is completed in turn, and finally the vertical unbonded prestressed tendons 300 are tensioned and anchored.

The above are only preferred embodiments of the present invention and are not intended to limit the present invention. Any modifications, equivalent replacements and improvements made within the spirit and principles of the present invention shall be included in the protection scope of the present invention. Inside.

Claims (9)

1. A vertical prestressed assembly energy-consuming coupled limb wall structure, characterized in that it comprises a vertical segmental prefabricated wall limb assembly (100), a reinforced concrete coupling beam (200), a vertical unbonded prestressed tendon (300), prestressed steel rods (400), coupling beam end energy dissipation connecting joint assembly (500) and vertical wall pier energy dissipation connecting joint (600); The vertical segment prefabricated wall pier assembly (100) includes a bottom vertical segment prefabricated wall pier (101) and a plurality of additional layer vertical segment prefabricated wall piers (102). The bottom vertical segment prefabricated wall piers (102). A row of vertical prestressing tendon holes (103) is reserved on both the wall pier (101) and the vertical segment prefabricated wall pier (102) of the addition layer, and a row of vertical prestressing tendon holes (103) is arranged along the wall pier. The width direction is centrally arranged, and an ultra-high performance concrete mortar cushion (104) is provided at the joint of the bottom vertical segment prefabricated wall (101) and the vertical segment prefabricated wall (102) of the addition layer; The vertical unbonded prestressed tendons (300) are placed in each vertical prestressed rib hole, the lower ends of the vertical unbonded prestressed tendons (300) are pre-embedded and anchored on the foundation, and the upper ends are anchored on the foundation. The top of the vertical segment prefabricated wall pier (102) of the topmost addition layer; The vertical wall pier energy-dissipating connection joint (600) includes a plurality of first energy-dissipating pads (601) arranged on the front and rear sides of the wall pier and second energy-dissipating pads (602) arranged on the left and right ends of the wall pier , a plurality of the first energy-dissipating pads (601) are arranged at intervals along the width direction of the wall pier, and the plurality of the first energy-dissipating pads (601) and the second energy-dissipating pads (602) both vertically penetrate the bottom layer The segmental prefabricated wall piers (101) and the vertical segmental prefabricated wall piers (102) of the addition layer are arranged at the joints, and the first energy-dissipating backing plate (601) and the second energy-consuming backing plate (602) are located in A weakened section (603) is provided at the position corresponding to the seam; The energy-dissipating connection joint assembly (500) at the end of the coupling beam includes an upper buckling-free T-shaped energy-dissipating steel plate (501), a channel-shaped steel cover plate (502), a lower angle steel (503) and a lower T-shaped friction plate (504) , the upper buckling-free T-shaped energy-consuming steel plate (501) is arranged below the channel-shaped steel cover plate (502), and between one end of the channel-shaped steel cover plate (502) and the upper buckling-free T-shaped energy-consuming steel plate (501) They are connected by bolts (505), and the other end is pre-buried at the top of the reinforced concrete coupling beam (200) and welded with the upper longitudinal reinforcement (201) of the reinforced concrete coupling beam. The upper buckling-free T-shaped energy-consuming steel plate (501) ) flange, the second energy dissipation backing plate (602) and the prefabricated wall piers (102) of the vertical section of the added layer are connected by a horizontally arranged prestressed steel rod (400), the lower T-shaped friction plate ( The flange of 504) is pre-buried on the lower surface of the reinforced concrete coupling beam (200) and is welded with the lower longitudinal reinforcement (202) of the concrete coupling beam, and the web of the lower T-shaped friction plate (504) has two openings. Parallel arc-shaped friction holes (5041), the two lower angle steels (503) are arranged in front and rear symmetry, and the web of the lower T-shaped friction plate (504) is arranged between the two lower angle steels (503) and passes through Bolts connect the lower T-shaped friction plate (504) with the two lower angle steels (503), the two lower angle steels (503), the second energy dissipation pad (602) and the bottom vertical segment prefabricated wall (503). 101) are also connected by horizontally arranged prestressed steel rods (400); an ultra-high-performance concrete layer is provided at the bottom one-fifth of the area of the bottom vertical segment prefabricated wall piers (101), and the ultra-high-performance concrete layer is provided. The strength of the high-performance concrete layer is not less than 120MPa. 2. The vertical prestressed assembly energy-dissipating joint wall structure according to claim 1, characterized in that, the bottom vertical segment prefabricated wall (101) and the addition layer vertical segment prefabricated wall (101) 102) The thickness of the ultra-high performance concrete mortar cushion (104) at the joint is 10-20mm. 3. The vertical prestressed assembled energy-dissipating joint wall structure according to claim 1, wherein the weakened cross-section ( 603) is an inwardly concave arc opening. 4. The vertical prestressed assembly energy dissipation joint wall structure according to claim 1, characterized in that, a large number of holes (5011) are opened on the energy dissipation section of the T-shaped energy dissipation steel plate (501), and a large number of holes A weakened surface is formed. 5. The vertical prestressed assembled energy-dissipating joint wall structure according to claim 1, wherein the top and bottom elevations of the vertical segment prefabricated wall pier assembly (100) are respectively located at the floor elevations. 6 . The vertical prestressed assembly energy-dissipating joint wall structure according to claim 1 , wherein the vertical prestressed tendon holes are arranged in a concentrated manner along the length of the wall. 7 . 7. The vertical prestressed assembled energy-dissipating joint wall structure according to claim 1, wherein the bottom vertical segment prefabricated wall (101) and the addition layer vertical segment prefabricated wall (101) The number of vertical prestressing rib holes (103) opened on 102) shall not exceed five. 8. A vertical prestressed assembly method for assembling an energy-consuming joint wall structure according to any one of claims 1-7, characterized in that, comprising the steps of: The prefabricated wall piers (101) of the foundation and the bottom vertical segment are cast-in-place; Pre-embed the vertical unbonded prestressing tendons (300) at the bottom of the foundation and pass through the vertical prestressing tendon holes (103) on the bottom vertical segment prefabricated wall piers (101); Lay an ultra-high performance concrete mortar cushion (104) on top of the vertical segment prefabricated wall piers (101) on the ground floor, and then place the additional joint layer vertical segment prefabricated wall piers (102) in place. The stress tendons (300) pass through the vertical prestressed tendon holes (103) reserved on the vertical segment prefabricated wall piers (102) of the addition layer, and the first energy dissipation pads (601) are installed by bolts. The prestressed steel bar (400) is installed with the second energy dissipation backing plate (602) and the lower angle steel (503); Lift the reinforced concrete coupling beam (200) in place, use bolts to fix the lower angle steel (503) and the web of the lower T-shaped friction plate (504), and install the upper buckling-free T-shaped energy dissipation through the horizontal prestressed steel bar (400). The steel plate (501) and the second energy-consuming backing plate (602) are connected with the channel-shaped steel cover plate (502) by bolts; Finally, the installation of the reinforced concrete coupling beam (200) is completed, and the installation of the upper shear wall and coupling beam is completed in turn, and finally the vertical unbonded prestressed tendons (300) are tensioned and anchored. 9 . The assembly method for vertical prestressed assembly of energy-dissipating joint wall structure according to claim 8, characterized in that, when the length of the vertical unbonded prestressed tendons (300) exceeds 30m, segmental tensioning is adopted. , The method of segmented anchoring is used to install the vertical unbonded prestressed tendons (300).

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