CN114197514A - Existing pile foundation shock insulation reinforcing device and construction method thereof - Google Patents
Existing pile foundation shock insulation reinforcing device and construction method thereof Download PDFInfo
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- CN114197514A CN114197514A CN202210034050.6A CN202210034050A CN114197514A CN 114197514 A CN114197514 A CN 114197514A CN 202210034050 A CN202210034050 A CN 202210034050A CN 114197514 A CN114197514 A CN 114197514A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/48—Foundations inserted underneath existing buildings or constructions
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/08—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against transmission of vibrations or movements in the foundation soil
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Abstract
The invention relates to an existing pile foundation shock insulation reinforcing device and a construction method thereof, which are used for solving the problem that the existing pile foundation reinforcing device and the existing pile foundation reinforcing method are incomplete at present; the technical scheme includes that the shock absorption support is used for longitudinal shock absorption, lateral shock absorption is used for lateral support and shock absorption, a temporary support bearing platform is poured during construction, a new support bearing platform is poured, and the new support bearing platform serves as a final support foundation of the shock absorption support.
Description
Technical Field
The invention relates to the field of building construction, in particular to an existing pile foundation shock insulation reinforcing device and a construction method thereof.
Background
The earthquake resistance of the building pile foundation is a problem which needs to be considered when the current building is designed and constructed, but the existing old building is not subjected to earthquake resistance design due to the imperfect design and construction concept, so that the building pile foundations have extremely poor earthquake resistance and are extremely necessary to be subjected to earthquake insulation and reinforcement;
the invention patent of application No. 201610007450.2 discloses a seismic isolation and reinforcement method for an existing pile foundation building, which is characterized in that a new supporting bearing platform is poured below an original supporting bearing platform, and a seismic isolation support is additionally arranged between the new supporting bearing platform and the old supporting bearing platform to perform seismic isolation and reinforcement on the existing pile foundation, so that although the seismic capacity of the existing pile foundation is enhanced to a certain degree, the method still has many defects or even has some negative effects:
firstly, a new supporting bearing platform poured in the patent is arranged on a pile foundation in a penetrating mode, the pile foundation bears the new supporting bearing platform and is leaned on the binding force between newly poured concrete and the side wall of the pile foundation when the new supporting bearing platform is poured, and the new concrete and the old concrete cannot be completely integrated, so that the binding force is limited, the new supporting bearing platform is easy to slide down along the pile foundation to cause settlement, and great potential safety hazards are caused;
secondly, the method cannot carry out backfilling after construction, and the shock insulation effect of the shock absorption support is greatly reduced because the backfilling can bury the shock absorption support, so that the method finally rebuilds the ground by paving a template and pouring a layer of suspended beam plate, so that on one hand, no lateral support of a soil body is arranged around the pile foundation, the stability of the pile foundation is reduced, on the other hand, the rebuild ground is the suspended ground, the bearing capacity of the ground is reduced, the requirements of bearing large-scale equipment, products, trucks and the like cannot be met for some plants or workshops, and the difficulty and the cost are high when the ground is rebuild;
thirdly, after the pile is reinforced by the method, the pile only has the capability of buffering vertical impact, but has no capability of buffering lateral impact, and the lateral stability of the pile is weakened after the ground is excavated.
Disclosure of Invention
The invention relates to an existing pile foundation shock insulation reinforcing device and a construction method thereof, and aims to provide a more complete and effective method for shock insulation reinforcement of an existing pile foundation.
The existing pile foundation shock insulation reinforcing device comprises a shock absorption support and a lateral shock insulation device, wherein the shock absorption support comprises an upper steel plate, a lower steel plate and a shock insulation material clamped between the two steel plates, a plurality of vertical support columns are arranged below the lower steel plate, and the lower steel plate is uniformly supported by the circumferences of the plurality of support columns; the lateral shock isolation device comprises a protective cylinder, at least four groups of shock absorption units are arranged in the protective cylinder, the number of the groups of the shock absorption units is even, the shock absorption units are uniformly distributed in the circumferential direction, each group of shock absorption units comprises an axial T-shaped groove and an arc-shaped plate, a T-shaped strip plate penetrates through the T-shaped groove, two elastic pull rods are fixed at each arc end of the arc-shaped plate, and the other ends of the four elastic pull rods are fixed on the T-shaped strip plate; every two groups of damping units which are centrosymmetric about the axis of the casing form a balance group, and the balance groups are arranged at equal intervals in the axial direction.
One end of the elastic pull rod, which is positioned at the arc-shaped plate, penetrates through the arc-shaped plate and is screwed with an adjusting nut.
The elastic pull rod comprises two rigid rods, and the two rigid rods are connected through a tension spring.
The protective cylinder is formed by buckling two semi-cylinders.
The construction method for carrying out shock insulation and reinforcement on the existing pile foundation by utilizing the reinforcement device comprises the following steps:
firstly, excavating soil at the position of a pile until the soil is exposed to an original supporting bearing platform and a pile foundation below the original supporting bearing platform;
leveling the bottom of the pit, cleaning off soil and impurities on the outer wall of the pile foundation, then roughening the outer wall of the bottom of the exposed section of the pile foundation, and wetting the outer wall of the roughened section by using a water gun;
step three, building a side template at the bottom of the pit and pouring a temporary supporting bearing platform in the template;
after the temporary supporting bearing platform is finally set, installing a damping support between the temporary supporting bearing platform and the original supporting bearing platform;
fifthly, chiseling off the pile foundation between the temporary supporting platform and the original supporting platform;
step six, building a template on the temporary supporting bearing platform, pouring a new supporting bearing platform, and pouring concrete until the concrete completely submerges the supporting columns and is 1-2 cm higher than the lower bottom surface of the lower steel plate of the supporting seat;
step seven, after the concrete of the new supporting bearing platform is initially set, pouring a circle of upward limiting convex edges on the outer edge of the upper end surface of the new supporting bearing platform, wherein the inner diameter of each limiting convex edge is equal to the outer diameter of the pile casing;
step eight, after the concrete of the new supporting bearing platform and the limiting convex edge is finally set, buckling the pile casing outside the pile column, inserting the lower end of the pile casing into the limiting convex edge and sitting on the new supporting bearing platform, and tightly binding the upper end of the pile casing;
step nine, mounting the lateral shock isolation device in the protective cylinder, specifically, inserting a T-shaped strip plate into a T-shaped groove, then buckling an arc plate on one side of the pile, which is back to the T-shaped strip plate, and then penetrating an elastic pull rod on the T-shaped strip plate through the end part of the arc plate and tensioning the elastic pull rod by using an adjusting nut; installing the rest damping units in the method;
step ten, backfilling and tamping pit spaces at the outer side of the pile casing, the outer sides of the temporary support bearing platform and the new support bearing platform;
and step eleven, rebuilding the ground, covering a cover plate on the upper end of the casing, wherein the cover plate is flush with the surrounding ground, or the cover plate is lower than the surrounding ground, and rebuilding the ground consistent with the surrounding ground on the cover plate.
In the fifth step, when the pile foundation between the temporary supporting platform and the original supporting platform is chiseled, symmetrical chiseling is taken as a first chiseling sequence principle, namely after one pile foundation is chiseled, the pile foundation on the symmetrical side is chiseled preferentially, if the distribution of the pile foundation is asymmetrical, after one pile foundation is chiseled, the pile foundation closest to the symmetrical position is chiseled preferentially.
And step six, reserving upward connecting steel bars at the outer edge of the upper end face of the new supporting bearing platform when the new supporting bearing platform is built.
After the method is used for reinforcement, the new supporting bearing platform is completely positioned at the upper end of the pile foundation, the problem of settlement of the new supporting bearing platform cannot occur, backfilling and tamping can be carried out to form hard bodies again, the stability of a pile foundation is maintained, and the bearing capacity of the ground is ensured.
Drawings
FIG. 1 is a front cross-sectional view of a temporary support platform after being poured and a shock mount installed.
Fig. 2 is a front cross-sectional view after a new support platform is poured.
Fig. 3 is a front sectional view after completion of construction.
Fig. 4 is a plan view of two sets of damper units in the left-right direction.
Fig. 5 is a plan view of two sets of cushion units in the front-rear direction.
Fig. 6 is a top view of the completed lateral seismic isolation device.
1-a shock absorption support, 2-an upper steel plate, 3-a lower steel plate, 4-a shock insulation material, 5-a support column, 6-a protective cylinder, 7-a T-shaped groove, 8-an arc plate, 9-a T-shaped batten, 10-an elastic pull rod, 11-an adjusting nut, 12-a pile column, 13-an original support bearing platform, 14-a pile foundation, 15-a temporary support bearing platform, 16-a new support bearing platform, 17-a limiting convex edge and 18-a cover plate.
Detailed Description
The following detailed description of specific embodiments of the invention is provided in conjunction with the accompanying drawings.
The existing pile foundation shock insulation reinforcing device comprises a shock absorption support 1 and a lateral shock insulation device, wherein the shock absorption support 1 comprises an upper steel plate 2, a lower steel plate 3 and a shock insulation material 4 clamped between the two steel plates, the shock insulation material 4 is usually rubber, a plurality of vertical support columns 5 are arranged below the lower steel plate 3, and the lower steel plate 3 is uniformly supported by the plurality of support columns 5 in the circumferential direction; the lateral shock isolation device comprises a protective cylinder 6, wherein at least four groups of shock absorption units are arranged in the protective cylinder 6, the number of the groups of shock absorption units is even, the groups of shock absorption units are uniformly distributed in the circumferential direction, each group of shock absorption units comprises an axial T-shaped groove 7 and an arc-shaped plate 8, a T-shaped strip plate 9 penetrates through the T-shaped groove 7, two elastic pull rods 10 are fixed at each arc end of the arc-shaped plate 8, and the other ends of the four elastic pull rods 10 are fixed on the T-shaped strips; after the pile casing 6 is coaxially sleeved outside the pile column 12, the arc-shaped plates 8 of each group of damping units are buckled on the outer wall of the pile column 12, each elastic pull rod 10 is tensioned, a plurality of groups of damping units laterally support the pile column 12 through the elastic pull rods 10, and when the pile column 12 laterally shakes, the elastic pull rods 10 deform to absorb energy and buffer the shake; every two groups of damping units which are centrosymmetric about the axis of the casing 6 form a balance group, and a plurality of balance groups are arranged at equal intervals in the axial direction.
One end of the elastic pull rod 10, which is positioned at the arc-shaped plate 8, penetrates through the arc-shaped plate 8, and the end is screwed with an adjusting nut 11, so that the elastic pull rod 10 can be tensioned by screwing the adjusting nut 11.
The elastic pull rod 10 comprises two rigid rods which are connected through a tension spring.
The pile casing 6 is formed by buckling two semi-cylinders, and the pile casing 6 is buckled outside the pile column 12 and then hooped by a steel wire rope, a steel belt or a hoop.
The pile casing 6 can adopt a steel pile casing 6, and can also adopt a precast concrete pile casing 6.
The construction method for carrying out shock insulation and reinforcement on the existing pile foundation by utilizing the reinforcement device comprises the following steps:
firstly, excavating soil at the position of a pile 12 until an original supporting bearing platform 13 and a pile foundation 14 below the original supporting bearing platform 13 are exposed; the excavation range is one meter around the original supporting bearing platform 13, and the hanging depth is such that the exposed height of the pile foundation 14 exceeds one meter;
leveling the bottom of the pit, cleaning away soil and impurities on the outer wall of the pile foundation 14, then chiseling the outer wall of the bottom of the exposed section of the pile foundation 14, and wetting the outer wall of the chiseling section by using a water gun, so as to ensure the bonding strength of the pile foundation 14 and the subsequent newly poured concrete;
step three, building a side template at the bottom of the pit and pouring a temporary supporting bearing platform 15 in the template, wherein the temporary supporting bearing platform 15 is positioned under the original supporting bearing platform 13, and the outer edge of the temporary supporting bearing platform 15 is expanded by 0.5 to 0.8 m from the original supporting bearing platform 13;
after the temporary supporting bearing platform 15 is finally solidified, installing the damping support 1 between the temporary supporting bearing platform 15 and the original supporting bearing platform 13; specifically, a plurality of support columns 5 are seated on a temporary support bearing platform 15, and the upper steel plate 2 abuts against the bottom of the original support bearing platform 13, as shown in fig. 1;
fifthly, chiseling off the pile foundation 14 between the temporary supporting platform and the original supporting platform;
step six, building a template on the temporary supporting bearing platform 15, pouring a new supporting bearing platform 16, and pouring concrete until the supporting columns 5 are completely submerged and the lower bottom surfaces of the lower steel plates 3 which are higher than the supporting seats are 1-2 cm; thus, after the new supporting bearing platform 16 is finally set, the shock absorption support 1 is completely seated on the new supporting bearing platform 16;
step seven, after the concrete of the new supporting bearing platform 16 is initially set, pouring a circle of upward limiting convex edges 17 on the outer edge of the upper end surface of the new supporting bearing platform 16, wherein the inner diameter of each limiting convex edge 17 is equal to the outer diameter of the pile casing 6, as shown in fig. 2;
step eight, after the concrete of the new supporting bearing platform 16 and the limiting convex edge 17 is finally set, buckling the pile casing 6 outside the pile column 12, inserting the lower end of the pile casing 6 into the limiting convex edge 17 and seating on the new supporting bearing platform 16, and binding the upper end of the pile casing 6 tightly;
step nine, mounting the lateral shock isolation device in the protective cylinder 6, specifically, firstly inserting a T-shaped strip plate 9 into a T-shaped groove 7, then buckling an arc plate 8 on one side of a pile 12 back to the T-shaped strip plate 9, and then enabling an elastic pull rod 10 on the T-shaped strip plate 9 to penetrate through the end part of the arc plate 8 and be tightened by an adjusting nut 11; installing the rest damping units in the method;
step ten, backfilling and tamping pit spaces on the outer side of the pile casing 6, the outer sides of the temporary supporting bearing platform 15 and the new supporting bearing platform 16;
step eleven, covering the upper end of the casing 6 with a cover plate 18, wherein the cover plate 18 is flush with the surrounding ground, or the cover plate 18 is lower than the surrounding ground and the ground corresponding to the surrounding ground is reworked on the cover plate 18, as shown in fig. 3.
In the fifth step, when the pile foundation 14 between the temporary supporting platform and the original supporting platform is chiseled, symmetrical chiseling is used as a first chiseling sequence principle, that is, after one pile foundation 14 is chiseled, the pile foundation 14 on the symmetrical side is chiseled preferentially, if the distribution of the pile foundation 14 is asymmetrical, after one pile foundation 14 is chiseled, the pile foundation 14 closest to the symmetrical position is chiseled preferentially, so as to ensure the stability of the original supporting platform 13 and the pile 12 of the pile 12 during chiseling.
In the sixth step, when a new supporting bearing platform 16 is built, upward connecting steel bars are reserved on the outer edge of the upper end face of the new supporting bearing platform 16 and are used for connecting the new supporting bearing platform 16 and the limiting convex edge 17.
If the shock absorption support 1 is aged or damaged, the lateral shock absorption device is dismantled, the protective cylinder 6 is hoisted, the original supporting bearing platform 13 is supported by the hydraulic cylinder, concrete of about one centimeter around a steel plate 3 below the shock absorption support 1 is removed, the shock absorption support 1 is taken out and replaced by a new shock absorption support 1, and finally the protective cylinder 6 is put in place and the lateral shock absorption device is reinstalled.
After a temporary supporting bearing platform 15 is poured and a damping support 1 is installed, a space for pouring a new supporting bearing platform 16 is reserved between a lower steel plate 3 of the damping support 1 and the temporary supporting bearing platform 15, the damping support 1 is completely supported on the new supporting bearing platform 16 after the new supporting bearing platform 16 is poured, and a pile foundation 14 is completely positioned below the new supporting bearing platform 16, so that the pile foundation 14 bears the new supporting bearing platform 16 through supporting force instead of bearing the new supporting bearing platform 16 through the concrete bonding force of the side wall when a comparison file penetrates into the new supporting bearing platform 16, therefore, the structure of the damping support is more stable and reliable, and the problem of settlement of the new supporting bearing platform 16 cannot occur;
in addition, the invention can backfill and tamp outside the pile casing 6, on one hand, backfill soil plays a role of lateral support on the pile casing 6 and a new support bearing platform 16 of the pile foundation 14 and the like to maintain the stability of a pile foundation, and a lateral shock isolation device is arranged in the pile casing 6 to laterally support and absorb shock and buffer the pile 12, maintain the stability of the pile 12 and improve the capability of the pile 12 for resisting lateral impact; on the other hand, a hard bottom surface is formed after backfilling instead of a suspended ground, the original building foundation structure can be maintained unchanged, large load can be borne, cracking, collapse and deformation are not prone to occurring, and difficulty and cost for reconstructing the ground are greatly reduced.
Claims (7)
1. The existing pile foundation shock insulation reinforcing device is characterized by comprising a shock absorption support (1) and a lateral shock insulation device, wherein the shock absorption support (1) comprises an upper steel plate (2), a lower steel plate (3) and a shock insulation material (4) clamped between the two steel plates, a plurality of vertical support columns (5) are arranged below the lower steel plate (3), and the lower steel plate (3) is uniformly supported by the plurality of support columns (5) in a circumferential manner; the lateral shock insulation device comprises a protective cylinder (6), at least four groups of shock absorption units are arranged in the protective cylinder (6), the number of the groups of shock absorption units is even, the groups of shock absorption units are uniformly distributed in the circumferential direction, each group of shock absorption unit comprises an axial T-shaped groove (7) and an arc-shaped plate (8), a T-shaped batten (9) penetrates through the T-shaped groove (7), two elastic pull rods (10) are fixed at each arc end of the arc-shaped plate (8), and the other ends of the four elastic pull rods (10) are fixed on the T-shaped batten (9); every two groups of damping units which are centrosymmetric about the axis of the casing (6) form a balance group, and the balance groups are arranged at equal intervals in the axial direction.
2. The existing pile foundation seismic isolation and reinforcement device as claimed in claim 1, wherein the elastic pull rod (10) penetrates the arc-shaped plate (8) at one end of the arc-shaped plate (8) and is screwed with the adjusting nut (11).
3. The existing pile foundation seismic isolation and reinforcement device as claimed in claim 1, wherein the elastic pull rod (10) comprises two rigid rods, and the two rigid rods are connected through a tension spring.
4. The existing pile foundation seismic isolation and reinforcement device as claimed in claim 1, wherein the casing (6) is formed by buckling two semi-cylinders.
5. The construction method of the existing pile foundation seismic isolation reinforcing device is characterized in that the existing pile foundation seismic isolation reinforcing device is any one of the devices in claims 1-4:
firstly, excavating soil at the position of a pile (12) until an original supporting bearing platform (13) and a pile foundation (14) below the original supporting bearing platform (13) are exposed;
leveling the bottom of the pit, cleaning off soil and impurities on the outer wall of the pile foundation (14), then chiseling the outer wall of the bottom of the exposed section of the pile foundation (14), and wetting the outer wall of the chiseling section by using a water gun;
step three, building a side template at the bottom of the pit and pouring a temporary supporting bearing platform (15) in the template;
after the temporary supporting bearing platform (15) is finally solidified, installing the damping support (1) between the temporary supporting bearing platform (15) and the original supporting bearing platform (13);
fifthly, chiseling off a pile foundation (14) between the temporary supporting platform and the original supporting platform;
step six, building a template on the temporary supporting bearing platform (15), pouring a new supporting bearing platform (16), and pouring concrete until the concrete completely submerges the supporting columns (5) and is 1-2 cm higher than the lower bottom surface of the lower steel plate (3) of the supporting seat;
step seven, after the concrete of the new supporting bearing platform (16) is initially set, pouring a circle of upward limiting convex edges (17) on the outer edge of the upper end surface of the new supporting bearing platform (16), wherein the inner diameter of each limiting convex edge (17) is equal to the outer diameter of the pile casing (6);
step eight, after the concrete of the new supporting bearing platform (16) and the limiting convex edge (17) is finally set, buckling the pile casing (6) outside the pile column (12), inserting the lower end of the pile casing (6) into the limiting convex edge (17) and seating on the new supporting bearing platform (16), and tightly binding the upper end of the pile casing (6);
step nine, mounting the lateral shock isolation device in a pile casing (6), specifically, inserting a T-shaped slat (9) into a T-shaped groove (7), then buckling an arc-shaped plate (8) on one side of a pile column (12) back to the T-shaped slat (9), and then enabling an elastic pull rod (10) on the T-shaped slat (9) to penetrate through the end part of the arc-shaped plate (8) and be tightened by using an adjusting nut (11); installing the rest damping units in the method;
step ten, backfilling and tamping pit spaces on the outer side of the pile casing (6), the outer sides of the temporary supporting bearing platform (15) and the new supporting bearing platform (16);
and step eleven, rebuilding the ground, covering a cover plate (18) on the upper end of the casing (6), wherein the cover plate (18) is flush with the surrounding ground, or the cover plate (18) is lower than the surrounding ground and the ground consistent with the surrounding ground is rebuilt on the cover plate (18).
6. The existing pile foundation seismic isolation and reinforcement device as claimed in claim 5, wherein in the fifth step, when the pile foundation (14) between the temporary supporting platform and the original supporting platform is chiseled, symmetrical chiseling is used as a first chiseling order principle, i.e. after one pile foundation (14) is chiseled, the pile foundation (14) on the symmetrical side is chiseled preferentially, if the distribution of the pile foundation (14) is asymmetrical, after one pile foundation (14) is chiseled, the pile foundation (14) closest to the symmetrical position is chiseled preferentially.
7. The existing pile foundation seismic isolation and reinforcement device according to claim 5, wherein in step six, when a new support platform (16) is built, upward connecting steel bars are reserved on the outer edge of the upper end face of the new support platform (16).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210034050.6A CN114197514B (en) | 2022-01-12 | 2022-01-12 | Existing pile foundation vibration isolation reinforcing device and construction method thereof |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210034050.6A CN114197514B (en) | 2022-01-12 | 2022-01-12 | Existing pile foundation vibration isolation reinforcing device and construction method thereof |
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| CN114197514A true CN114197514A (en) | 2022-03-18 |
| CN114197514B CN114197514B (en) | 2023-06-30 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114991137A (en) * | 2022-07-20 | 2022-09-02 | 上海市城市建设设计研究总院（集团）有限公司 | Pile foundation reinforcing structure of existing building after seismic strengthening and transformation and construction method thereof |
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| CN107859078A (en) * | 2017-09-15 | 2018-03-30 | 赵云年 | The reinforcement means of building pile foundation |
| CN209162877U (en) * | 2018-11-24 | 2019-07-26 | 青岛康太源建设集团有限公司 | A kind of building foundation shock proof bearing structure |
| CN214220042U (en) * | 2021-01-12 | 2021-09-17 | 龚艳林 | Shock attenuation building structure of post ground |
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| JP2013199739A (en) * | 2012-03-23 | 2013-10-03 | Ohmori Co Ltd | Base-isolation method and base-isolation structure for building |
| CN105649100A (en) * | 2016-01-07 | 2016-06-08 | 浙江理工大学 | Seismic retrofit method for existing pile foundation buildings |
| CN107859078A (en) * | 2017-09-15 | 2018-03-30 | 赵云年 | The reinforcement means of building pile foundation |
| CN209162877U (en) * | 2018-11-24 | 2019-07-26 | 青岛康太源建设集团有限公司 | A kind of building foundation shock proof bearing structure |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114991137A (en) * | 2022-07-20 | 2022-09-02 | 上海市城市建设设计研究总院（集团）有限公司 | Pile foundation reinforcing structure of existing building after seismic strengthening and transformation and construction method thereof |
| CN114991137B (en) * | 2022-07-20 | 2023-07-04 | 上海市城市建设设计研究总院（集团）有限公司 | Pile foundation reinforcing structure of existing building after earthquake-proof reinforcing transformation and construction method thereof |
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