CN114033214B - Method for treating strut-changing type space pile foundation of existing fractured ancient urn city gate by using top-turning reconstruction method - Google Patents
Method for treating strut-changing type space pile foundation of existing fractured ancient urn city gate by using top-turning reconstruction method Download PDFInfo
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- CN114033214B CN114033214B CN202111533932.9A CN202111533932A CN114033214B CN 114033214 B CN114033214 B CN 114033214B CN 202111533932 A CN202111533932 A CN 202111533932A CN 114033214 B CN114033214 B CN 114033214B
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
- E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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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
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/44—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with enlarged footing or enlargements at the bottom of the pile
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G23/00—Working measures on existing buildings
- E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
- E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
- E04G23/0229—Increasing or restoring the load-bearing capacity of building construction elements of foundations or foundation walls
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
Abstract
The invention relates to a method for treating a cross-bracing type space pile foundation of a urban construction by Jade top reconstruction of an existing fractured ancient urn door, which is characterized in that two rows of concrete cast-in-place piles are respectively arranged on two sides of the Jade top, the concrete cast-in-place piles penetrate through a wall core from the wall top of a city wall to a pebble layer of a foundation, and an isolation layer is arranged between a pile body of each concrete cast-in-place pile and the wall core rammed fill; and a bearing platform conversion beam which is arranged across two sides of the door opening is arranged between the pile tops of the two rows of concrete cast-in-place piles. The method adopts the support-changing separation space pile foundation treatment method, has advanced technology, scientific design and simple process, ensures the stable deformation of the existing mosaic structure on the basis of ensuring the structural quality of the newly-built urban building, avoids the settlement and cracking of the mosaic structure of the existing urn urban building caused by upper load, improves the ancient building repair quality, reduces the repair cost, continues the historical veins and effectively protects the historical cultural relict of the ancient city.
Description
Technical Field
The invention belongs to the technical field of building construction, particularly relates to construction for reconstructing a city building on a ancient city wall, and particularly relates to a bracing-changing type space pile foundation treatment method for reconstructing a city building by Jazzling an existing fractured ancient city door.
Background
For the existing part of ancient cities, the repair is a huge and difficult project due to the fact that the ancient city is long in age and bad in protection and the damage is serious. Particularly, the urban buildings positioned at the tops of the Jade gates are easy to collapse due to the higher heights and the bottoms of the Jade gates, and the positions of the Jade gates at the bottoms of the urban buildings are numerous and are at a risk. In order to save the existing ancient building part to the maximum extent, so that a city building can be rebuilt again above the existing door spin, the existing construction method is to change and fill a grey soil foundation at the door spin part, and then uniformly distribute a newly added load on the top of the existing door spin through a raft, but the existing door spin more cracks, so that the door spin and subside easily, the development of the existing cracks is accelerated, and the safety of the existing structure is seriously influenced.
Disclosure of Invention
The invention aims to solve the problems in the prior art and provides a method for treating a strut-type spatial pile foundation of a reconstructed city floor with a traditional cracked ancient urn door.
The invention is realized by the following technical scheme:
a method for treating a cross-bracing type space pile foundation of a mosaic reconstructed city of an existing fractured ancient urn city door comprises the steps of arranging two rows of concrete cast-in-place piles at positions on two sides of a door mosaic opening on the door mosaic, enabling the concrete cast-in-place piles to penetrate through a wall core rammed fill from the wall top of a city wall to reach a pebble layer of a foundation, and arranging an isolation layer between a pile body of each concrete cast-in-place pile and the wall core rammed fill; and setting a bearing platform transfer beam crossing two sides of the door opening between pile tops of the two rows of concrete cast-in-place piles.
Aiming at controlling the existing door spin cracks under a newly-built city building, the newly-built city building is burdened at the top of the existing urn door, after the cross-bracing type space pile foundation treatment is adopted, the newly-built city building structure is separated from the existing door spin structure, the load of the newly-built city building structure is transferred to a pebble layer through a cross-bracing system, the existing door spin structure is not influenced, and the generation of the door spin cracks is solved. The method of the invention specifically comprises the steps of arranging concrete cast piles at positions on two sides of a spin at the top of a spin (outside the side wall of the spin), arranging a transition beam at the top of the pile (spin across the door), and setting a newly-built city floor on the transition beam. Therefore, the influence of the load of the newly-built urban building structure on the existing door spin structure is reduced through the transfer beam, the pile foundation to the pebble layer foundation, and the settlement stability of the existing door spin structure is ensured.
Furthermore, the isolating layer is a felt isolating layer.
Further, for two rows of concrete cast-in-place piles on the same side of the door opening, dividing the two rows of concrete cast-in-place piles into an inner row of concrete cast-in-place piles arranged close to the side wall of the door opening and an outer row of concrete cast-in-place piles arranged far away from the side wall of the door opening, wherein the distance between the inner row of concrete cast-in-place piles and the side wall of the door opening is 2304mm, and the distance between the outer row of concrete cast-in-place piles and the inner row of concrete cast-in-place piles is 4750mm; the inner row of concrete cast-in-place piles comprise four concrete cast-in-place piles, wherein the distance between two concrete cast-in-place piles in the middle is 4200mm, and the distance between two concrete cast-in-place piles at two ends and two concrete cast-in-place piles in the middle is 4000mm; the outer row of concrete cast-in-place piles comprise two concrete cast-in-place piles, the two concrete cast-in-place piles are respectively aligned with the two middle concrete cast-in-place piles in the inner row of concrete cast-in-place piles, and the distance between the two concrete cast-in-place piles is 4200mm; the length of each concrete cast-in-place pile from the ground to the pebble bed is not less than 3m.
Further, the whole length of the concrete cast-in-place pile is 19-20m, the diameter of a pile body is 1000mm, and the concrete strength of the pile body is C35; the specification of the reinforcement cage framework of the concrete cast-in-place pile is phi 16mm, a neck rib is added on the inner side of the reinforcement cage framework and is welded and connected, the specification of the neck rib is phi 12@2000mm, and the specification of the spiral stirrup is phi 8@200mm.
Furthermore, the hole forming of the concrete cast-in-place pile is carried out in a manual excavation mode, a first section hole is excavated manually, then an inner isolation layer is arranged in the first section hole, finally a concrete retaining wall is arranged in the first section hole, and after the first section hole is constructed, construction of a second section hole, a third section hole, a fourth section hole and a nth section hole is carried out in the same mode until the whole hole construction is completed.
Further, 1) the first pitch hole is dug to a depth of 1.2m, and the standard pitch hole is dug to a depth of 1.0m, so that the construction cycle is carried out; the method is carried out by a pickaxe and a spade manually layer by layer, and is broken by a hammer, a drill rod or an air pick when encountering a hard soil layer; when the depth of the excavated hole exceeds 10m, a ventilation measure is set; 2) After each section of hole is dug, paving a felt isolation layer along the circumference of the hole wall, nailing the felt isolation layer into the soil wall by using iron nails, and isolating the pile from the soil layer; 3) And after each section of hole is laid, placing the retaining wall reinforcing steel bars, installing a retaining wall template, and pouring retaining wall concrete to form the concrete retaining wall.
Further, after the concrete cast-in-place pile is formed, cement slurry is injected into the pile end through two grouting guide pipes preset in the pile body 4-7d, so that the pile end and the pebble layer are consolidated into a whole, and the pile diameter is increased.
Further, the setting method of the grouting guide pipe comprises the following steps:
1) Processing a grouting guide pipe: the grouting guide pipe is made of Q235B, the inner diameter is not less than 30mm, and the wall thickness is not less than 3.5mm; flattening the bottom end of the grouting guide pipe, punching a grouting hole within a range of 150-200 mm away from the upper part of the bottom end, wherein the aperture of the grouting hole is 7mm, and wrapping and sealing the grouting hole by using an adhesive tape to serve as the bottom end; the top end of the grouting guide pipe is connected with the mantle fiber and the pipe hoop of the other pipe sections;
2) Placing a grouting guide pipe: inserting the bottom end of the grouting guide pipe into the lowermost reinforcing ring of the reinforcement cage, and tightly binding the upper part and the lower part of the reinforcing ring with 14# iron wires and main reinforcements; putting down a reinforcement cage while connecting a grouting guide pipe, and tightening the top of the grouting guide pipe by using a plug to prevent sundries and concrete from falling into the pipe in the concrete pouring process;
3) Stirring cement paste: setting the water-cement ratio according to the design requirement of 0.55 (weight ratio), and filtering the stirred slurry through a 3 x 3mm filter screen;
4) And (3) starting grouting: when one grouting conduit discharges the grout, stopping the pump, plugging the grouting conduit which discharges the grout, then continuing to pump the other grouting conduit for grouting, and controlling the grouting discharge capacity within the range of 50-60 liters per minute;
5) Controlling grouting amount: stopping grouting when the using amount of the grouting cement in each pile reaches 2 tons; or the total grouting amount reaches 75% of the total amount required by the design, the grouting pressure reaches 2-3 MPa, and the grouting can be stopped after ten minutes of stability.
Further, the length of the grouting guide pipe is as follows: pile length + empty pile +1.0m.
The method adopts the support-changing separation space pile foundation treatment method, has advanced technology, scientific design and simple process, ensures the stable deformation of the existing mosaic structure on the basis of ensuring the structural quality of the newly-built urban building, avoids the settlement and cracking of the mosaic structure of the existing urn urban building caused by upper load, improves the ancient building repair quality, reduces the repair cost, continues the historical veins and effectively protects the historical cultural relict of the ancient city.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate exemplary embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention.
Fig. 1 is a schematic plane distribution diagram of a concrete pouring pile at the top of a door in the method of the present invention.
Fig. 2 is a schematic diagram of a reconstructed city building which is spin-topped on an existing cracked ancient urn gate by the method of the present invention.
Fig. 3 is a schematic cross-sectional view of a concrete cast-in-place pile hole in the method of the present invention.
In the figure: 1-Jade, 2-concrete pouring pile, 3-wall core ramming and filling soil, 4-pebble layer, 5-isolation layer, 6-bearing platform transfer beam, 7-grouting guide pipe and 8-reinforcement cage.
Detailed Description
In order that those skilled in the art will better understand the present invention, a more complete and complete description of the present invention is provided below in conjunction with the accompanying drawings and embodiments. In addition, the features of the embodiments and examples in the present application may be combined with each other without conflict.
In the description of the present invention, it is to be understood that the terms "center", "longitudinal", "lateral", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", and the like, indicate orientations or positional relationships based on those shown in the drawings, and are used only for convenience in describing the present invention and for simplicity in description, and do not indicate or imply that the referenced devices or elements must have a particular orientation, be constructed and operated in a particular orientation, and thus, are not to be construed as limiting the present invention. Furthermore, the terms "first," "second," and the like are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or to implicitly indicate a number of the indicated technical features. Thus, a feature defined as "first," "second," etc. may explicitly or implicitly include one or more of that feature. In the description of the present invention, "a plurality" means two or more unless otherwise specified.
In the description of the present invention, it should be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection, a removable connection, or an integral connection; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present invention can be understood by those of ordinary skill in the art through specific situations.
As shown in fig. 1 to 3, a method for treating a trestle type space pile foundation of an existing split ancient urn door mosaic reconstruction city, wherein two rows of concrete cast-in-place piles 2 are respectively arranged at positions on two sides of the door mosaic on the top of the door mosaic 1, the concrete cast-in-place piles 2 penetrate through wall core rammed fill 3 from the top of a wall of the city to a pebble layer 4 of a foundation, an isolation layer 5 is arranged between a pile body of the concrete cast-in-place pile 2 and the wall core rammed fill 3, the isolation layer 5 is made of a felt, the isolation layer 5 separates a pile body structure from the wall core rammed fill 3, the pile foundation is prevented from being displaced in a construction or bearing process, and generates frictional resistance on a side wall soil body, so that the structural safety of the existing door mosaic 1 is influenced; and a bearing platform conversion beam 6 arranged across two sides of the door opening is arranged between the pile tops of the two rows of concrete cast-in-place piles 2.
For two rows of concrete cast-in-place piles 2 on the same side of the door opening, dividing the two rows of concrete cast-in-place piles into an inner row of concrete cast-in-place piles arranged close to the side wall of the door opening and an outer row of concrete cast-in-place piles arranged far away from the side wall of the door opening, wherein the distance between the inner row of concrete cast-in-place piles and the side wall of the door opening is 2304mm, the distance between the outer row of concrete cast-in-place piles and the inner row of concrete cast-in-place piles is 4750mm, when the distance is too close to construction, the structure of the door 1 is influenced, and the section height of the upper transfer beam is influenced too far; the inner row of concrete cast-in-place piles comprise four concrete cast-in-place piles 2, wherein the distance between two concrete cast-in-place piles 2 in the middle is 4200mm, and the distance between two concrete cast-in-place piles 2 at two ends and two concrete cast-in-place piles 2 in the middle is 4000mm; the outer row of concrete cast-in-place piles comprise two concrete cast-in-place piles 2, the two concrete cast-in-place piles 2 are respectively aligned with the two middle concrete cast-in-place piles 2 in the inner row of concrete cast-in-place piles, and the distance between the two concrete cast-in-place piles is 4200mm; the pile length of each concrete cast-in-place pile 2 from the ground surface to the pebble bed 4 is not less than 3m.
The whole length of the concrete cast-in-place pile 2 is 19-20m, the diameter of a pile body is 1000mm, and the concrete strength of the pile body is C35; the specification of the reinforcement cage framework of the concrete cast-in-place pile 2 is phi 16mm, a neck bar is added on the inner side of the reinforcement cage framework and is welded and connected, the specification of the neck bar is phi 12@2000mm, and the specification of the spiral stirrup is phi 8@200mm.
In order to avoid disturbance of mechanical pore-forming vibration to an existing structure, accelerate crack development and influence structural safety, pore-forming of the concrete cast-in-place pile 2 is carried out in a manual excavation mode, a first section hole is excavated manually, an inner isolation layer 5 is arranged in the first section hole, and finally a concrete retaining wall is arranged in the first section hole, after construction of the first section hole is completed, construction of a second section hole, a third section hole, 8230, n section hole, is carried out in the same mode until construction of the whole hole is completed, and in the construction step, specific construction details are as follows:
1) The first pitch hole is dug to a depth of 1.2m, and the standard pitch hole is dug to a depth of 1.0m, so that the construction cycle is carried out; the method is carried out manually by using picks and shovels layer by layer, and is broken by using a hammer, a drill or an air pick when meeting a hard soil layer; when the depth of the excavated hole exceeds 10m, arranging a ventilation measure;
2) After each section of hole is dug, paving a felt isolation layer 5 along the circumference of the hole wall, nailing the felt isolation layer 5 into the soil wall by iron nails, and isolating the pile from the soil layer;
3) And after each section of hole is laid, placing the retaining wall reinforcing steel bars, installing the retaining wall formwork, and pouring retaining wall concrete to form the concrete retaining wall.
4-7d after the concrete cast-in-place pile 2 is formed, cement slurry is injected into the pile end through two grouting guide pipes 7 which are preset in the pile body, so that the pile end and the pebble layer 4 are consolidated into a whole, the pile diameter is increased, the bearing capacity of a single pile is improved, and the settlement amount of the pile is reduced; the setting method of the grouting guide pipe comprises the following steps:
1) And (3) processing of the grouting guide pipe 7: the grouting guide pipe 7 is made of Q235B, the inner diameter is not less than 30mm, and the wall thickness is not less than 3.5mm; flattening the bottom end of the grouting guide pipe 7, punching a grouting hole within a range of 150-200 mm away from the upper part of the bottom end, wherein the aperture of the grouting hole is 7mm, and wrapping and sealing the grouting hole by using an adhesive tape to serve as the bottom end; the top end of the grouting guide pipe 7 is connected with the mantle fiber and the pipe hoop of the other pipe sections; the length of the grouting guide pipe 7 is: pile length + empty pile +1.0m;
2) Placing of the grouting guide pipe 7: inserting the bottom end of the grouting guide pipe 7 into the lowermost reinforcing ring of the reinforcement cage 8, and tightly binding the upper part and the lower part of the reinforcing ring with 14# iron wires and main ribs; putting the reinforcement cage 8 down while connecting the grouting guide pipe 7, and tightening the top of the grouting guide pipe 7 by using a plug to prevent impurities and concrete from falling into the pipe in the concrete pouring process;
3) Stirring cement paste: setting the water-cement ratio according to the design requirement of 0.55 (weight ratio), and filtering the stirred slurry through a 3X 3mm filter screen;
4) And (3) starting grouting: when one grouting conduit 7 emits grout, stopping the pump, plugging the grouting conduit 7 emitting grout, then continuing to pump the other grouting conduit 7 for grouting, and controlling the grouting discharge capacity within the range of 50-60 liters per minute;
5) Controlling grouting amount: stopping grouting when the using amount of the grouting cement in each pile reaches 2 tons; or the total grouting amount reaches 75% of the total amount required by the design, the grouting pressure reaches 2-3 MPa, and the grouting can be stopped after ten minutes of stability.
The scope of the invention is not limited to the above embodiments, and various modifications and changes may be made by those skilled in the art, and any modifications, improvements and equivalents within the spirit and principle of the invention should be included in the scope of the invention.
Claims (9)
1. The utility model provides an existing crack ancient urn city gate is Jane top rebuild city building and is traded propping formula space pile foundation processing method which characterized in that: two rows of concrete cast-in-place piles are respectively arranged at positions on the top of the door mosaic and positioned at two sides of the door mosaic, the concrete cast-in-place piles penetrate through the wall core compacted fill from the top of the wall of the city to the pebble layer of the foundation, and an isolation layer is arranged between the pile body of the concrete cast-in-place pile and the wall core compacted fill; and a bearing platform conversion beam which is arranged across two sides of the door opening is arranged between the pile tops of the two rows of concrete cast-in-place piles.
2. The method for treating a bracing-replacing type space pile foundation of an existing fractured ancient urn door spin top reconstruction city building according to claim 1, wherein: the isolation layer is a felt isolation layer.
3. The method for treating a bracing-replacing type space pile foundation of an existing fractured ancient urn door spin top reconstruction city building according to claim 2, wherein: for two rows of concrete cast-in-place piles on the same side of the door opening, dividing the two rows of concrete cast-in-place piles into an inner row of concrete cast-in-place piles arranged close to the side wall of the door opening and an outer row of concrete cast-in-place piles arranged far away from the side wall of the door opening, wherein the distance between the inner row of concrete cast-in-place piles and the side wall of the door opening is 2304mm, and the distance between the outer row of concrete cast-in-place piles and the inner row of concrete cast-in-place piles is 4750mm; the inner row of concrete cast-in-place piles comprise four concrete cast-in-place piles, wherein the distance between two middle concrete cast-in-place piles is 4200mm, and the distance between two concrete cast-in-place piles at two ends and two middle concrete cast-in-place piles is 4000mm; the outer row of concrete cast-in-place piles comprise two concrete cast-in-place piles, the two concrete cast-in-place piles are respectively aligned with the two middle concrete cast-in-place piles in the inner row of concrete cast-in-place piles, and the distance between the two concrete cast-in-place piles is 4200mm; the length of each concrete cast-in-place pile from the ground to the pebble bed is not less than 3m.
4. The method for treating a trestle-replacing type spatial pile foundation of an existing fractured ancient urn door spin top reconstruction city, according to claim 3, is characterized in that: the whole length of the concrete cast-in-place pile is 19-20m, the diameter of the pile body is 1000mm, and the concrete strength of the pile body is C35; the specification of the reinforcement cage framework of the concrete cast-in-place pile is phi 16mm, a neck rib is added on the inner side of the reinforcement cage framework and is welded and connected, the specification of the neck rib is phi 12@2000mm, and the specification of the spiral stirrup is phi 8@200mm.
5. The existing fractured ancient urn door spin deck reconstruction monument transfer type spatial pile foundation treatment method of claim 4, wherein: the method comprises the steps of forming holes in the concrete cast-in-place pile by adopting an artificial excavation method, excavating a first section of hole manually, arranging an inner isolation layer in the first section of hole, and finally arranging a concrete retaining wall in the first section of hole, and after the construction of the first section of hole is completed, carrying out construction of a second section of hole, a third section of hole, 82308230, and an nth section of hole in the same way until the construction of the whole hole is completed.
6. The method for treating a trestle-replacing type spatial pile foundation of an existing fractured ancient urn door spin top reconstruction city, according to claim 5, wherein: 1) The first pitch hole is dug to a depth of 1.2m, and the standard pitch hole is dug to a depth of 1.0m, so that the construction cycle is carried out; the method is carried out manually by using picks and shovels layer by layer, and is broken by using a hammer, a drill or an air pick when meeting a hard soil layer; when the depth of the excavated hole exceeds 10m, arranging a ventilation measure; 2) After each section of hole is dug, paving a felt isolation layer along the circumference of the hole wall, nailing the felt isolation layer into the soil wall by using iron nails, and isolating the pile from the soil layer; 3) And after each section of hole is laid, placing the retaining wall reinforcing steel bars, installing the retaining wall formwork, and pouring retaining wall concrete to form the concrete retaining wall.
7. The method for treating a transfer-bracing-type spatial pile foundation of an existing fractured ancient urn door spin-top reconstructed city building according to claim 5 or 6, wherein: and 4-7d after the concrete cast-in-place pile is formed, injecting cement slurry into the pile end through two grouting guide pipes preset in the pile body, so that the pile end and the pebble layer are consolidated into a whole, and the pile diameter is increased.
8. The method for treating a trestle-replacing type space pile foundation of an existing fractured ancient urn door spin top reconstruction city, according to claim 7, is characterized in that a grouting guide pipe is arranged as follows:
1) Processing a grouting guide pipe: the grouting guide pipe is made of Q235B, the inner diameter is not less than 30mm, and the wall thickness is not less than 3.5mm; flattening the bottom end of the grouting guide pipe, punching a grouting hole within a range of 150-200 mm away from the upper part of the bottom end, wherein the aperture of the grouting hole is 7mm, and wrapping and sealing the grouting hole by using an adhesive tape to serve as the bottom end; the top end of the grouting guide pipe is connected with the mantle fiber and the pipe hoop of the other pipe sections;
2) Placing a grouting guide pipe: inserting the bottom end of a grouting guide pipe into the lowermost reinforcing ring of the reinforcement cage, and tightly binding the upper part and the lower part of the reinforcing ring with 14# iron wires and main bars; putting a reinforcement cage down and connecting a grouting guide pipe at the same time, wherein the top of the grouting guide pipe is tightened by a plug, so that sundries and concrete are prevented from falling into the pipe in the concrete pouring process;
3) Stirring cement paste: setting the water-cement ratio according to the design requirement of 0.55, and filtering the stirred slurry through a 3 x 3mm filter screen;
4) And (3) starting grouting: when one grouting conduit discharges the grout, stopping the pump, plugging the grouting conduit which discharges the grout, then continuing to pump the other grouting conduit for grouting, and controlling the grouting discharge capacity within the range of 50-60 liters per minute;
5) Controlling grouting amount: stopping grouting when the using amount of the grouting cement in each pile reaches 2 tons; or the total grouting amount reaches 75% of the total amount required by the design, the grouting pressure reaches 2-3 MPa, and the grouting can be stopped after ten minutes of stability.
9. The method for treating a trestle-replacing type spatial pile foundation of an existing fractured ancient urn door spin top reconstruction city, according to claim 8, wherein: the length of the grouting guide pipe is as follows: pile length + empty pile +1.0m.
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