CN113356627B - Friction sliding reinforced structure of existing building and construction method thereof - Google Patents
Friction sliding reinforced structure of existing building and construction method thereof Download PDFInfo
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- CN113356627B CN113356627B CN202010144009.5A CN202010144009A CN113356627B CN 113356627 B CN113356627 B CN 113356627B CN 202010144009 A CN202010144009 A CN 202010144009A CN 113356627 B CN113356627 B CN 113356627B
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- 239000004567 concrete Substances 0.000 claims description 10
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- 239000011083 cement mortar Substances 0.000 description 3
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- 238000011065 in-situ storage Methods 0.000 description 2
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- 239000004570 mortar (masonry) Substances 0.000 description 1
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Abstract
A friction sliding reinforced structure of an existing building and a construction method thereof comprise a lower ring beam, a lower carrying pole beam, a sliding friction layer, an upper carrying pole beam, an upper ring beam and a ridge wall; the lower ring beams are arranged on two sides of the original foundation wall along the long axis direction of the original foundation wall; the lower shoulder pole beams are arranged in parallel at intervals along the long axis direction of the original foundation wall body; the sliding friction layer is laid on the top of the lower shoulder pole beam, and two ends of the sliding friction layer respectively extend to the tops of the lower ring beams on two sides; the upper shoulder pole beams are arranged in a group and correspond to the lower shoulder pole beams; the upper ring beam is arranged at the two sides of the upper shoulder pole beam; a friction sliding limiting device is arranged between the upper ring beam and the lower ring beam; the ridge wall is arranged on the outer side of the upper ring beam. The invention solves the technical problems that the traditional reinforced structure can not avoid the damage of the structure under the condition of large earthquake, has high construction cost, long period and large construction difficulty and is not suitable for large-area popularization in the earthquake area.
Description
Technical Field
The invention belongs to the technical field of building engineering, and particularly relates to a friction sliding reinforced structure of an existing building and a construction method thereof.
Background
At present, masonry structures in China still occupy a large proportion in quantity, most of the storage design years are long, construction conditions are backward, seismic performance is poor, reinforcement is urgently needed, and the form is urgent. The existing masonry structure reinforcing technology comprises cement mortar/reinforced concrete and other plate wall reinforcing technologies, additional constructional column-ring beam and other connection type reinforcing technologies, crack repair and other in-situ reinforcing technologies.
The plate wall reinforcing technology of cement mortar/reinforced concrete and the like forms a composite wall body by adding a combination layer on one side or two sides of an original masonry structure and utilizing steel bar drawknot to ensure that new and old materials work cooperatively, so that the bearing capacity and the shear deformation resistance of the wall body are improved, and the reinforcing effect is achieved; the structural integrity is greatly improved by adding a connecting reinforcement technology such as a constructional column-ring beam and the like in a mode of additionally arranging a constructional column, a ring beam, a steel pull rod and the like, so that the shock resistance and the impact performance of the wall are improved; in-situ reinforcing methods such as crack repair and the like repair the deformation and temperature cracks of the house wall by using asphalt and cement mortar and even using some novel materials, and the bearing capacity of the cracked wall is restored to a certain degree through the filling effect. Although the traditional reinforcing method can improve the mechanical property of the structure to a certain degree, the serious damage of the structure under a major earthquake cannot be avoided; and the shock insulation building need set up the shock insulation layer alone, and reforms transform equipment pipeline and building elevator room specially, and is with high costs, the cycle length, the construction degree of difficulty is big, is not suitable for the district large tracts of land of earthquake to be promoted.
Disclosure of Invention
The invention aims to provide a friction sliding reinforced structure of an existing building and a construction method thereof, and aims to solve the technical problems that the traditional reinforced structure cannot avoid serious damage of the structure under a large earthquake, and a seismic isolation construction method is high in cost, long in period, high in construction difficulty and not suitable for large-area popularization in an earthquake region.
In order to achieve the purpose, the invention adopts the following technical scheme.
A friction sliding reinforced structure of an existing building is used for locally weakening and underpinning an original structure wall and an original foundation wall; grooves are respectively formed in the bottom of the original structure wall body and the top of the original foundation wall body at intervals along the longitudinal direction, and the breaking positions of the grooves are located at the horizontal brick joints in the indoor and outdoor height difference range;
the friction sliding reinforcing structure comprises a lower ring beam, a lower carrying pole beam, a sliding friction layer, an upper carrying pole beam, an upper ring beam and a ridge wall; the lower ring beams are arranged on two sides of the original foundation wall along the long axial direction of the original foundation wall; the lower shoulder pole beams are arranged on the original foundation wall body at intervals in parallel along the long axis direction of the original foundation wall body, the top surfaces of the lower shoulder pole beams are flush with the top surface of the lower ring beam, and the length of the lower shoulder pole beams is adapted to the thickness of the original structure wall body; the top surface of the lower shoulder pole beam is a rough surface; the sliding friction layer is laid on the top of the lower shoulder pole beam, and two ends of the sliding friction layer respectively extend to the tops of the lower ring beams on two sides; the upper shoulder pole beams are arranged in a group and are arranged on the sliding friction layer at intervals in parallel along the long axis direction of the original foundation wall body, and the upper shoulder pole beams and the lower shoulder pole beams are arranged correspondingly; the upper ring beam is arranged on two sides of the upper shoulder pole beam along the long axis direction of the original foundation wall body, and the top of the upper ring beam exceeds the top of the upper shoulder pole beam; the part of the upper ring beam, which exceeds the upper shoulder pole beam, is connected with the side surface of the original structural wall body; a friction sliding limiting device is arranged between the upper ring beam and the lower ring beam; the ridge walls are arranged on the outer sides of the upper ring beams, and a space is reserved between the ridge walls and the upper ring beams; and a cover plate is covered between the top of the ridge wall and the top of the upper ring beam.
Preferably, a concrete cushion layer is arranged at the bottom of the lower ring beam.
Preferably, a lower ring beam steel reinforcement framework is arranged in the lower ring beam; a lower carrying pole beam main rib is arranged in the lower carrying pole beam; the lower shoulder pole beam main rib is provided with two layers in the lower shoulder pole beam, and two ends of the lower shoulder pole beam main rib respectively extend into the lower ring beams at two sides and are connected with the lower ring beam steel reinforcement framework;
an upper ring beam steel reinforcement framework is arranged in the upper ring beam; an upper shoulder pole beam main rib is arranged in the upper shoulder pole beam; the upper carrying pole beam main reinforcement is provided with two layers in the upper carrying pole beam, and two ends of the upper carrying pole beam main reinforcement respectively extend into the upper ring beams at two sides and are connected with the upper ring beam steel reinforcement framework.
Preferably, vertical steel bars are respectively arranged inside the original structure wall body and at positions close to the two side faces; the vertical steel bars are uniformly arranged on two sides of the original structural wall body respectively, and the lower ends of the vertical steel bars extend into the upper ring beam and are connected with the upper ring beam steel reinforcement framework.
Preferably, the friction sliding limiting device comprises a vertical sleeve and a dowel; the vertical sleeves are embedded in the upper ring beam and are arranged at intervals along the long axial direction of the upper ring beam; the bottom surface of the vertical sleeve is flush with the bottom surface of the upper ring beam; the inserting ribs are inserted into the vertical sleeves, the upper ends of the inserting ribs extend into the upper ring beam, and the lower ends of the inserting ribs extend into the lower ring beam; the lower end of the dowel bar is connected with the ring beam reinforcement cage at the lower part of the ring beam, and the upper end of the dowel bar is horizontally bent towards one side to form a hook.
Preferably, the distance between the ridge wall and the upper ring beam is not less than 10 cm.
Preferably, the sliding friction layer is laid by plastic cloth or felt.
A construction method of a friction sliding reinforced structure of an existing building comprises the following steps.
And step one, sawing the original structure wall and the original foundation wall at intervals along the long axial direction of the original structure wall by using a rope saw, wherein the disconnected position corresponds to the designed position of the groove.
And step two, constructing a concrete cushion layer.
And step three, constructing a lower ring beam and a lower carrying pole beam.
And fourthly, paving sliding friction layers on the top of the lower shoulder pole beam and the tops of the lower ring beams on two sides, and arranging a friction sliding limiting device on the top of each sliding friction layer.
And fifthly, constructing an upper ring beam and an upper shoulder pole beam on the top of the sliding friction layer.
And step six, building a ridge wall on the outer side of the upper ring beam, and covering a cover plate.
Compared with the prior art, the invention has the following characteristics and beneficial effects.
1. According to the friction sliding reinforcement structure for the existing building, when an earthquake occurs frequently, firstly, the earthquake force is balanced by the sliding friction layer, when the earthquake action is larger than the friction force, the whole upper part is in the allowable range of the inserted steel bars of the limiting component and horizontally slides relative to the foundation, at the moment, the limited inserted steel bars are in an elastic state and can be deformed and restored to the original state, and the upper structure is not damaged under the condition of small earthquake; when rare meets an earthquake, the limiting dowel bars yield, the upper structure horizontally slides on the sliding friction layer, and the frictional sliding consumes a large amount of earthquake capacity, so that the serious damage of the upper structure under the condition of large earthquake is avoided, and the purpose of continuously exerting the function is realized.
2. The low-cost friction sliding reinforcing structure of the existing building friction sliding reinforcing structure based on the shock insulation principle replaces part of an original structure wall body by an upper shoulder pole beam at the joint of the original structure wall body and the original foundation wall body, and an upper ring beam is arranged to be connected with the upper ring beam to form an integral upper structure friction sliding contact surface; replacing part of the original foundation wall by using the lower shoulder pole beam, and arranging a lower ring beam to be connected with the lower ring beam to form a friction sliding contact surface of an integral lower structure; arranging sliding friction layers at the upper and lower contact surfaces; the invention has simple structure, low material cost, simple and convenient operation and high construction efficiency, and is suitable for popularization and application; the technical problems that the traditional reinforced structure cannot avoid serious damage of the structure under a large earthquake, and the seismic isolation construction method is high in cost, long in period, high in construction difficulty and not suitable for large-area popularization in an earthquake area are solved.
3. The bottom of the original structural wall body and the top of the original foundation wall body are provided with the grooves, and the upper shoulder pole beam and the lower shoulder pole beam are partially replaced, so that the complex process of underpinning the whole wall body is avoided, the construction efficiency is greatly improved, and the construction period is shortened; meanwhile, the formation of a friction sliding contact surface of a reliable part structure can be met through the effective connection of the upper shoulder pole beam main rib and the upper ring beam steel reinforcement framework.
4. The sliding friction layer is made of plastic cloth or linoleum, and compared with materials such as steel plates, the plastic cloth or linoleum is smaller in thickness, is easier to place between the upper and lower chiseling saw surfaces, has low requirements on the flatness of the section, and cannot cause stress concentration due to self initial deformation; and simultaneously, the requirements of providing friction coefficient and consuming seismic energy are met.
5. The invention is provided with a double limiting device: firstly, the invention utilizes the insertion ribs arranged between the lower ring beam and the upper ring beam to restrict the relative displacement between the upper structure and the lower foundation from the inside in a limited way, the upper parts of the insertion ribs are inserted in the vertical sleeves, and the lower ends of the insertion ribs are anchored in the lower ring beam, so that the relative displacement of the upper part and the lower part is prevented from being separated due to overlarge displacement while the slippage energy consumption behavior in a major earthquake is not influenced; secondly, the invention utilizes the peripheral ridge walls to limit the sliding range of the upper structure, prevents the upper structure from sliding too much relative to the foundation and plays a role in resisting overturning to a certain degree.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings.
Fig. 1 is a schematic view of a vertical section structure of the friction slip reinforcing structure of the existing building.
Fig. 2 is a schematic plan view of the arrangement of the lower carrying pole beam according to the present invention.
Fig. 3 is a schematic view of a vertical section structure of a lower shoulder pole beam arranged at the bottom of an original structural wall body.
Fig. 4 is a schematic view of a vertical section structure of an upper carrying pole beam arranged on the top of an original foundation wall body.
Fig. 5 is a schematic side view of the groove formed on the top of the original basic wall according to the present invention.
Fig. 6 is a schematic side view of the groove formed in the bottom of the original wall structure according to the present invention.
Fig. 7 is a schematic view of a vertical section structure of a friction slip reinforcing structure of an existing building when vertical steel bars are arranged inside a wall body of an original structure.
Fig. 8 is a schematic view of a vertical section structure of a lower shoulder pole beam arranged at the bottom of an original structure wall body when vertical steel bars are arranged inside the original structure wall body.
Reference numerals: 1-original structure wall, 2-original foundation wall, 3-vertical steel bar, 4-lower ring beam, 4.1-first upper layer main bar, 4.2-first lower layer main bar, 4.3-lower ring beam stirrup, 5-sliding friction layer, 6-upper carrying beam, 6.1-upper carrying beam main bar, 6.2-upper carrying beam stirrup, 7-upper ring beam, 7.1-second lower layer main bar, 7.2-second upper layer main bar, 7.3-upper ring beam stirrup, 8-ridge wall, 9-friction slip limiting device, 9.1-vertical sleeve, 9.2-dowel bar, 10-lower carrying beam, 10.1-lower carrying beam main bar, 10.2-lower carrying beam stirrup, 11-cover plate, 12-concrete cushion layer.
Detailed Description
As shown in fig. 1-8, the friction slip reinforced structure of the existing building is used for locally weakening and underpinning the original structure wall 1 and the original foundation wall 2; grooves are respectively formed in the bottom of the original structure wall body 1 and the top of the original foundation wall body 2 at intervals along the longitudinal direction, and the breaking positions of the grooves are located at horizontal brick joints in the indoor and outdoor height difference range; the original structure wall 1 is disconnected with the original foundation wall 2, and the disconnected position is located at a horizontal brick joint within the indoor and outdoor height difference range; the friction sliding reinforcing structure comprises a lower ring beam 4, a lower carrying pole beam 10, a sliding friction layer 5, an upper carrying pole beam 6, an upper ring beam 7 and a ridge wall 8; the lower ring beams 4 are arranged on two sides of the original foundation wall 2 along the long axial direction of the original foundation wall 2; the lower shoulder pole beams 10 are arranged on the original foundation wall body 2 in parallel at intervals along the long axis direction of the original foundation wall body 2, the top surfaces of the lower shoulder pole beams 10 are flush with the top surface of the lower ring beam 4, and the length of the lower shoulder pole beams 10 is adapted to the thickness of the original structure wall body 1; the top surface of the lower shoulder pole beam 10 is a rough surface; the sliding friction layer 5 is laid on the top of the lower shoulder pole beam 10, and two ends of the sliding friction layer 5 respectively extend to the tops of the lower ring beams 4 on two sides; the upper shoulder pole beams 6 are arranged in a group and are arranged on the sliding friction layer 5 in parallel at intervals along the long axis direction of the original foundation wall body 2, and the upper shoulder pole beams 6 are arranged corresponding to the lower shoulder pole beams 10; the upper ring beam 7 is arranged on two sides of the upper carrying pole beam 6 along the long axis direction of the original foundation wall body 2, and the top of the upper ring beam 7 exceeds the top of the upper carrying pole beam 6; the part of the upper ring beam 7, which exceeds the upper shoulder pole beam 6, is connected with the side surface of the original structure wall body 1; a friction sliding limiting device 9 is arranged between the upper ring beam 7 and the lower ring beam 4; the ridge walls 8 are arranged on the outer side of the upper ring beam 7, and a space is reserved between the ridge walls 8 and the upper ring beam 7; a cover plate 11 is covered between the top of the ridge wall 8 and the top of the upper ring beam 7.
In this embodiment, a concrete cushion 12 is provided at the bottom of the lower ring beam 4.
In this embodiment, the lower ring beam 4 is provided with a lower ring beam steel reinforcement framework; a lower carrying pole beam main reinforcement 10.1 and a lower carrying pole beam stirrup 10.2 are arranged in the lower carrying pole beam 10; the lower shoulder pole beam main bar 10.1 is provided with two layers in the lower shoulder pole beam 10, and two ends of the lower shoulder pole beam main bar 10.1 respectively extend into the lower ring beams 4 at two sides and are connected with the lower ring beam steel reinforcement framework; an upper ring beam steel reinforcement framework is arranged in the upper ring beam 7; an upper shoulder pole beam main reinforcement 6.1 and an upper shoulder pole beam stirrup 6.2 are arranged in the upper shoulder pole beam 6; the upper shoulder pole beam main rib 6.1 is provided with two layers in the upper shoulder pole beam 6, and two ends of the upper shoulder pole beam main rib 6.1 respectively extend into the upper ring beams 7 at two sides and are connected with the upper ring beam steel reinforcement framework.
In this embodiment, the top surface of the original foundation wall 2 is a concave-convex surface, and grooves are formed in the top of the original foundation wall 2 at intervals along the longitudinal direction; a bulge is formed at the position between the adjacent grooves; the lower shoulder pole beam 10 is arranged in the groove, and the top surface of the lower shoulder pole beam 10 is flush with the top surface of the bulge of the original foundation wall body 2; the bottom surface of the original structure wall body 1 is a concave-convex surface, and grooves are formed in the bottom of the original structure wall body 1 at intervals along the longitudinal direction; a bulge is formed at the position between the adjacent grooves; the upper shoulder pole beam 6 is arranged in the groove, and the bottom surface of the upper shoulder pole beam 6 is flush with the bottom surface of the bulge of the original structure wall body 1.
In the embodiment, vertical steel bars 3 are respectively arranged inside the original structure wall body 1 and at positions close to two side surfaces; the vertical steel bars 3 are uniformly arranged on two sides of the original structure wall body 1 respectively, and the lower ends of the vertical steel bars 3 extend into the upper ring beam 7 and are connected with the upper ring beam steel reinforcement framework.
In this embodiment, the friction slip limiting device 9 comprises a vertical sleeve 9.1 and a dowel bar 9.2; the vertical sleeves 9.1 are embedded in the upper ring beam 7 and are arranged at intervals along the long axial direction of the upper ring beam 7; the bottom surface of the vertical sleeve 9.1 is flush with the bottom surface of the upper ring beam 7; the inserting ribs 9.2 are inserted into the vertical sleeves 9.1, the upper ends of the inserting ribs 9.2 extend into the upper ring beam 7, and the lower ends of the inserting ribs 9.2 extend into the lower ring beam 4; the lower end of the inserted bar 9.2 is connected with the lower ring beam steel reinforcement framework of the lower ring beam 4, and the upper end of the inserted bar 9.2 is horizontally bent towards one side to form a hook; the dowel bars 9.2 connect the lower ring beam 4 and the upper ring beam 7, and limit the relative sliding of the upper structure and the foundation to a certain degree.
In this embodiment, the distance between the ridge wall 8 and the upper ring beam 7 is not less than 10 cm.
In this embodiment, the sliding friction layer 5 is laid by plastic cloth or felt, and serves as a friction slip surface to provide a friction coefficient and consume seismic energy.
In this embodiment, the height of the vertical sleeve 9 is about 20 cm.
In this embodiment, the lower ring beam steel reinforcement framework comprises a first upper layer main reinforcement 4.1 and a first lower layer main reinforcement 4.2; and the lower ring beam stirrup 4.3 is hooped on the outer sides of the first upper layer main rib 4.1 and the first lower layer main rib 4.2.
In this embodiment, the upper ring beam steel reinforcement framework comprises a second lower layer main reinforcement 7.1, a second upper layer main reinforcement 7.2 and an upper ring beam stirrup 7.3; and the upper ring beam stirrup 7.3 is hooped at the outer sides of the second upper layer main reinforcement 7.2 and the second lower layer main reinforcement 7.1.
In the embodiment, vertical steel bars 3 are respectively arranged inside the original structure wall 1 and at positions close to two side surfaces; the vertical steel bars 3 are respectively arranged in a group on each side of the original structure wall body 1, and each group of vertical steel bars 3 are arranged at intervals along the long axial direction of the original structure wall body 1; the lower end of the vertical steel bar 3 extends into the upper ring beam 7 and is connected with the upper shoulder pole beam main bar 6.1 at the lower part.
A construction method of a friction sliding reinforced structure of an existing building comprises the following steps.
Firstly, excavating two sides of an original structure wall 1, sawing off the original structure wall 1 and an original foundation wall 2 at intervals along the long axial direction of the original structure wall 1 by using a rope saw, wherein the disconnected position corresponds to the designed position of a groove; grooves are correspondingly formed in the bottom of the original structure wall body 1 and the top of the original foundation wall body 2; the grooves are arranged at intervals along the long axial direction of the original structure wall body 1 or the original foundation wall body 2.
And step two, constructing the concrete cushion 12.
Step three, constructing a lower ring beam 4 and a lower carrying pole beam 10; wherein, the lower shoulder pole beam 10 is constructed in the groove of the original foundation wall 2.
And fourthly, paving sliding friction layers 5 on the top of the lower carrying pole beam 10 and the tops of the lower ring beams 4 on two sides, and arranging a friction sliding limiting device 9 on the top of each sliding friction layer 5.
Constructing an upper ring beam 7 and an upper shoulder pole beam 6 on the top of the sliding friction layer 5; wherein, the upper shoulder pole beam 6 is constructed in the groove at the bottom of the original structure wall 1.
And step six, building a ridge wall 8 on the outer side of the upper ring beam 7, and covering a cover plate 11.
In the embodiment, in the first step, the section of the new concrete and the section of the old concrete are chiseled and cleaned, the height of the sliding friction layer 5 is controlled to be consistent with the height of a mortar layer of the on-site masonry, and therefore sliding of an upper structure is guaranteed when an earthquake occurs, and effective consumption of earthquake energy is guaranteed.
In this embodiment, existing building friction sliding reinforcement structure and primary structure wall body 1 combine to use, form superstructure steel reinforcement cage through vertical reinforcing bar 3, upper shoulder pole roof beam owner muscle 6.1, second lower floor's owner muscle 7.1, second upper strata owner muscle 7.2 and primary structure wall body 1's vertical muscle, and the cooperation work of primary structure wall body 1, upper portion collar tie beam 7 and upper shoulder pole roof beam 6 is guaranteed to the reinforcing wholeness.
In the embodiment, the cover plate 11 is arranged at the top of the upper ring beam 7, so that the sliding space of the internal structure is not occupied or filled due to external reasons, and the sliding of the upper structure is influenced when an earthquake occurs; meanwhile, the device can isolate external water vapor to slow down corrosion of the internal reinforcing steel bar.
In this embodiment, the concrete pad 12 is provided at the bottom of the lower ring beam 4 to adjust the load distribution and prevent the stress concentration.
In this embodiment, the sliding friction layer 5 is disposed between the original structural wall 1 and the original foundation wall 2, between the lower ring beam 4 and the upper ring beam 7, and between the upper shoulder pole beam 6 and the lower shoulder pole beam 10.
Claims (8)
1. The utility model provides an existing building friction reinforced structure that slides for local weakening and underpinning former structure wall body (1) and former foundatin wall body (2), its characterized in that: grooves are respectively formed in the bottom of the original structure wall body (1) and the top of the original foundation wall body (2) at intervals along the longitudinal direction, and the breaking positions of the grooves are located at horizontal brick joints in the indoor and outdoor height difference range;
the friction sliding reinforcing structure comprises a lower ring beam (4), a lower carrying pole beam (10), a sliding friction layer (5), an upper carrying pole beam (6), an upper ring beam (7) and a ridge wall (8); the lower ring beams (4) are arranged on two sides of the original foundation wall body (2) along the long axial direction of the original foundation wall body (2); the lower shoulder pole beams (10) are arranged in a group and are arranged on the original foundation wall body (2) at intervals in parallel along the long axis direction of the original foundation wall body (2), the top surfaces of the lower shoulder pole beams (10) are flush with the top surface of the lower ring beam (4), and the length of the lower shoulder pole beams (10) is adapted to the thickness of the original structure wall body (1); the top surface of the lower shoulder pole beam (10) is a rough surface; the sliding friction layer (5) is laid on the top of the lower shoulder pole beam (10), and two ends of the sliding friction layer (5) respectively extend to the tops of the lower ring beams (4) on two sides; the upper shoulder pole beams (6) are arranged in a group and are arranged on the sliding friction layer (5) at intervals in parallel along the long axis direction of the original foundation wall body (2), and the upper shoulder pole beams (6) and the lower shoulder pole beams (10) are correspondingly arranged; the upper ring beam (7) is arranged on two sides of the upper carrying pole beam (6) along the long axis direction of the original foundation wall body (2), and the top of the upper ring beam (7) exceeds the top of the upper carrying pole beam (6); the part of the upper ring beam (7) exceeding the upper shoulder pole beam (6) is connected with the side surface of the original structure wall body (1); a friction sliding limiting device (9) is arranged between the upper ring beam (7) and the lower ring beam (4); the ridge walls (8) are arranged on the outer sides of the upper ring beams (7), and a space is reserved between the ridge walls (8) and the upper ring beams (7); a cover plate (11) is covered between the top of the ridge wall (8) and the top of the upper ring beam (7).
2. The existing building friction slip reinforcement structure of claim 1, characterized in that: and a concrete cushion layer (12) is arranged at the bottom of the lower ring beam (4).
3. The existing building friction slip reinforced structure of claim 1, characterized in that: a lower ring beam steel reinforcement framework is arranged in the lower ring beam (4); a lower shoulder pole beam main rib (10.1) is arranged in the lower shoulder pole beam (10); the lower shoulder pole beam main rib (10.1) is provided with two layers in the lower shoulder pole beam (10), and two ends of the lower shoulder pole beam main rib (10.1) respectively extend into the lower ring beams (4) at two sides and are connected with the lower ring beam steel reinforcement framework;
an upper ring beam steel reinforcement framework is arranged in the upper ring beam (7); an upper shoulder pole beam main rib (6.1) is arranged in the upper shoulder pole beam (6); the upper shoulder pole beam main rib (6.1) is provided with two layers in the upper shoulder pole beam (6), and two ends of the upper shoulder pole beam main rib (6.1) respectively extend into the upper ring beams (7) at two sides and are connected with the upper ring beam steel reinforcement framework.
4. The existing building friction slip reinforcement structure of claim 3, characterized in that: vertical steel bars (3) are respectively arranged in the original structure wall body (1) and close to the two side faces; the vertical steel bars (3) are uniformly arranged on two sides of the original structure wall body (1) respectively, and the lower ends of the vertical steel bars (3) extend into the upper ring beam (7) and are connected with the upper ring beam steel reinforcement framework.
5. The existing building friction slip reinforcement structure of claim 3, characterized in that: the friction sliding limiting device (9) comprises a vertical sleeve (9.1) and a dowel (9.2); the vertical sleeves (9.1) are embedded in the upper ring beam (7) and are arranged at intervals along the long axial direction of the upper ring beam (7); the bottom surface of the vertical sleeve (9.1) is flush with the bottom surface of the upper ring beam (7); the inserted ribs (9.2) are inserted into the vertical sleeves (9.1), the upper ends of the inserted ribs (9.2) extend into the upper ring beam (7), and the lower ends of the inserted ribs (9.2) extend into the lower ring beam (4); the lower end of the dowel bar (9.2) is connected with the lower ring beam steel reinforcement framework of the lower ring beam (4), and the upper end of the dowel bar (9.2) is horizontally bent to one side to form a hook.
6. The existing building friction slip reinforcement structure of claim 1, characterized in that: the space between the ridge wall (8) and the upper ring beam (7) is not less than 10 cm.
7. The existing building friction slip reinforcement structure of claim 1, characterized in that: the sliding friction layer (5) is paved by plastic cloth or felt.
8. A construction method of an existing construction friction slip reinforcement structure according to any one of claims 1 to 7, characterized by comprising the steps of:
excavating two sides of an original structure wall body (1), sawing the original structure wall body (1) and an original foundation wall body (2) at intervals along the long axial direction of the original structure wall body (1) by using a rope saw, wherein the disconnected position corresponds to the designed position of a groove;
step two, constructing a concrete cushion (12);
thirdly, constructing a lower ring beam (4) and a lower shoulder pole beam (10);
fourthly, paving a sliding friction layer (5) on the top of the lower shoulder pole beam (10) and the tops of the lower ring beams (4) on two sides, and arranging a friction sliding limiting device (9) on the top of the sliding friction layer (5);
constructing an upper ring beam (7) and an upper shoulder pole beam (6) on the top of the sliding friction layer (5);
and step six, building a ridge wall (8) on the outer side of the upper ring beam (7), and covering a cover plate (11).
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