CN114033213A - Method for reinforcing urn-city deformed wall - Google Patents
Method for reinforcing urn-city deformed wall Download PDFInfo
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- CN114033213A CN114033213A CN202111533926.3A CN202111533926A CN114033213A CN 114033213 A CN114033213 A CN 114033213A CN 202111533926 A CN202111533926 A CN 202111533926A CN 114033213 A CN114033213 A CN 114033213A
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- 238000000034 method Methods 0.000 title claims abstract description 38
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 27
- 230000002787 reinforcement Effects 0.000 claims abstract description 19
- 238000010276 construction Methods 0.000 claims abstract description 16
- 239000002689 soil Substances 0.000 claims abstract description 13
- 238000005336 cracking Methods 0.000 claims abstract description 6
- 229910000831 Steel Inorganic materials 0.000 claims description 25
- 239000010959 steel Substances 0.000 claims description 25
- 238000003466 welding Methods 0.000 claims description 21
- 238000005553 drilling Methods 0.000 claims description 15
- 239000010410 layer Substances 0.000 claims description 15
- 239000011150 reinforced concrete Substances 0.000 claims description 9
- 238000004873 anchoring Methods 0.000 claims description 8
- 239000004567 concrete Substances 0.000 claims description 6
- 238000003756 stirring Methods 0.000 claims description 6
- 239000004568 cement Substances 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 3
- 239000011440 grout Substances 0.000 claims description 3
- 230000009191 jumping Effects 0.000 claims description 3
- 239000007788 liquid Substances 0.000 claims description 3
- 239000002245 particle Substances 0.000 claims description 3
- 238000002360 preparation method Methods 0.000 claims description 3
- 239000011241 protective layer Substances 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 230000006641 stabilisation Effects 0.000 claims description 3
- 238000011105 stabilization Methods 0.000 claims description 3
- 238000003860 storage Methods 0.000 claims description 3
- 238000005728 strengthening Methods 0.000 claims 2
- 238000005516 engineering process Methods 0.000 abstract description 2
- 238000012423 maintenance Methods 0.000 abstract description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000009435 building construction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 238000009418 renovation Methods 0.000 description 1
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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
- E02D37/00—Repair of damaged foundations or foundation structures
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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
- E02D5/54—Piles with prefabricated supports or anchoring parts; Anchoring piles
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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
- E02D5/74—Means for anchoring structural elements or bulkheads
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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
- E04G23/0203—Arrangements for filling cracks or cavities in building constructions
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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
- E04G23/0203—Arrangements for filling cracks or cavities in building constructions
- E04G23/0211—Arrangements for filling cracks or cavities in building constructions using injection
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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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/30—Miscellaneous comprising anchoring details
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- Engineering & Computer Science (AREA)
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- Structural Engineering (AREA)
- Civil Engineering (AREA)
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Abstract
The invention relates to a method for reinforcing a urn deformation wall, which comprises the steps of reinforcing a tree root pile and reinforcing an anchor rod by grouting; the processing range of the root pile reinforcement is that foundation soil of a main stress layer is in the east, west and south areas of a city terrace of the urn city building within 8.0-10.0m below the terrace, the root piles are divided into a plurality of groups, each group comprises three piles, the included angle between the first pile and the ground of each group is 90 degrees, the included angle between the second pile and the ground is 75 degrees, and the included angle between the third pile and the ground is 60 degrees; the anchor rod grouting reinforcement is to perform grouting construction on the cracking part of the existing crack urn wall and the joint of new and old rammed filling of the urn wall after the anchor rod is placed. The method adopts the root pile reinforcement and the anchor rod grouting reinforcement, has advanced technology and scientific design, reduces the disturbance of the construction process to the existing building as much as possible, effectively avoids the secondary damage to the ancient city wall, ensures the repair quality, solves the repair problem and reduces the later maintenance cost.
Description
Technical Field
The invention belongs to the technical field of building construction, particularly relates to protection and repair engineering of ancient city walls, and particularly relates to a method for reinforcing a urn city deformed wall.
Background
For some ancient city walls in long-term times, due to the fact that the ancient city walls are damaged seriously after being repaired for a long time and lack of daily management, the existing city wall bodies almost have the defects of cracks, collapse, partial loss and the like, and therefore the safety and normal use of the city wall structures are seriously affected. Based on the principle of protection, reinforcement, current renovation, key repair and original site reconstruction, on the premise of not damaging the existing wall sites, a brand-new ancient city wall repair and reinforcement method is urgently needed to be developed, the repair quality of the ancient city wall is ensured, the original appearance of the ancient city wall is prevented from being damaged secondarily, and a necessary technical foundation is provided for the future ancient city wall protection and repair (restoration).
Disclosure of Invention
The invention aims to solve the problems in the prior art and provide a method for reinforcing a vat-city deformed wall. The method adopts the method of reinforcing the tree root piles and reinforcing the old and new soil bodies by anchor rod grouting, reduces the disturbance to the ancient city wall in the construction process as much as possible, and adds the anchor rods and performs the tie reinforcement by grouting aiming at the wall bodies with the slippage of the joint surfaces between the new and old rammed soil, thereby improving the stability between the new and old soil bodies.
The invention is realized by the following technical scheme:
a method for reinforcing a vat city deformed wall comprises the steps of reinforcing a tree root pile and reinforcing an anchor rod by grouting;
and (3) reinforcing the tree root pile: the treatment range is the main stress layer foundation soil in the east, west and south areas of the terraces of the vat city buildings and within 8.0-10.0m below the terraces; keeping the elevation of the pile top and the elevation of the foundation bottom flush, setting the pile diameter to be 200mm, setting the pile length to be 8.0-10.0m, setting the pile distance to be 800mm, and controlling the entry of a pile end bearing layer into a pebble layer; the arrangement of the tree root piles is in inclined pile net shape, all the tree root piles are divided into a plurality of groups, each group comprises three piles, the included angle between the first pile of each group and the ground is 90 degrees, the included angle between the second pile of each group and the ground is 75 degrees, and the included angle between the third pile of each group and the ground is 60 degrees;
grouting and reinforcing the anchor rod: grouting construction is carried out on the cracking position of the existing cracking urn wall and the joint position of new and old rammed filling of the repaired urn wall after the anchor rods are placed; the anchor rods are arranged in a rectangular shape, the distance between the anchor rods is 2.0 multiplied by 2.0m, and the anchor rods are anchored into the old rammed earth layer to be not less than 3.0 m; the anchor rod adopts HRB400 steel bars with the diameter of 32mm, and for the welding length of the steel bars, the single-side welding is 10d, and the double-side welding is 5 d; the grouting pressure is controlled to be 0.1-0.2 Pa.
Further, the construction method for reinforcing the tree root pile specifically comprises the following steps:
1) piling sequence
Adopting a hole jumping method to carry out piling construction of the tree root pile:
firstly, constructing 90-degree piles: first pile of the first group → first pile of the second group → first pile of the third group → first pile of the fourth group → … …;
constructing a 75-degree pile: second pile of the first group → second pile of the second group → second pile of the third group → second pile of the fourth group → … …;
and finally, constructing a 60-degree pile: third pile of the first group → third pile of the second group → third pile of the third group → third pile of the fourth group → … …;
the interval time of each group of adjacent first pile, second pile and third pile is more than 10 days;
2) pore-forming process
Adopting a spiral drill dry method to form a hole, using a spiral anchor rod drilling machine to drill a hole by an air compressor, ensuring the fixation of the drilling machine firmly, ensuring the levelness of a rack of the drilling machine and the verticality of a vertical shaft, observing soil drilled by a spiral drill rod at any time during hole forming, cleaning while drilling, and preventing the influence on pile forming quality caused by the falling of the soil into the hole;
3) the strength of the pile body concrete is C30; the main reinforcements adopt 4 steel bars with the diameter of 16mm and are uniformly arranged along the periphery of the pile body; the stirrups are spiral, the diameter is 6mm, the spacing is 200mm, the stirrups are encrypted within the range of 2m below the pile top, and the spacing is 100 m; the thickness of the reinforced concrete protective layer is 35 mm; arranging grouting pipes and inserting the grouting pipes to the bottom of the hole, and inserting two grouting pipes into the root pile needing secondary grouting;
4) controlling the slump of the poured concrete to be 200 +/-20, wherein the particle size of stones is 5-15 mm, and the stones are pebbles; when pouring, a 50-meter guide pipe and a 6m vibrating rod are arranged;
5) the pile top sets up the level to reinforced concrete baffle, connects into a whole with the stake, and links to each other with the rectangular slab foundation, and reinforced concrete baffle thickness is 200 mm.
Further, the construction method for grouting reinforcement of the anchor rod specifically comprises the following steps:
1) forming holes: adopting a low-energy impact hole forming mode or a rotary drilling hole forming mode, wherein the hole forming interval is 2.0 multiplied by 2.0m, and the hole depth ensures that the depth of an anchored old rammed earth layer is not less than 3.0 m;
2) inserting the steel bar: adopting HRB400 steel bars with the diameter of 32mm as anchor rods, placing the steel bars into the holes, and welding 2-3 locators; welding length of the steel bar: the single-side welding is 10d, and the double-side welding is 5 d;
3) grouting: the grouting pump is arranged on a road outside an urban wall needing anchoring and grouting, a cement slurry stirring barrel is adopted for stirring and preparation on site, grouting equipment, a valve and a high-pressure grouting pipeline are connected well before grouting, and quick connectors are connected firmly; after the system is confirmed to be accurately, safely and reliably connected, grouting is started; slowly opening an air supply valve of a grouting pump from small to large for grouting, controlling the pressure of a pressure gauge to be 0.1-0.2MPa in the grouting process, closing the grouting pump when the stabilization time reaches 15min, closing a stop ball valve at a grouting anchor rod, opening a pressure relief valve on the lower side of the pressure gauge for pressure relief, enabling the residual grout in a pipeline to flow back into a liquid storage barrel, then detaching a U-shaped pin, taking down the grouting pipeline, and mounting the grouting pipeline on the next grouting anchor rod again to repeatedly perform the procedures for continuous grouting;
4) anchoring: and anchoring the steel plate prefabricated in advance at the hole opening.
The method adopts the root pile reinforcement and the anchor rod grouting reinforcement, has advanced technology and scientific design, reduces the disturbance of the construction process to the existing building as much as possible, effectively avoids the secondary damage to the ancient city wall, ensures the repair quality, solves the repair problem, reduces the later maintenance cost, and provides a firm technical basis for the future protection and repair (restoration) of the ancient city wall.
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 plan view of a root pile arrangement in the method of the present invention.
FIG. 2 is a cross-sectional view of a root pile reinforcement in the method of the present invention.
FIG. 3 is a layout diagram of anchor rod hole sites on the elevation of the vat wall in the method of the invention.
Fig. 4 is a sectional view of the vat wall elevation anchor rod in the method of the present invention.
In the figure: 1-tree root pile, 2-anchor rod, 3-city platform and 4-steel plate.
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", etc. are used for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. 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.
A method for reinforcing a vat city deformed wall comprises the steps of reinforcing a tree root pile 1 and grouting and reinforcing an anchor rod 2.
Firstly, reinforcing a tree root pile 1: as shown in fig. 1 and fig. 2, the treatment range is that the foundation soil of the main stress layer is within 8.0-10.0m below the terrace in the areas of the east, west and south sides of the terrace 3 of the vat terrace; keeping the elevation of the pile top and the elevation of the foundation bottom flush, setting the pile diameter to be 200mm, setting the pile length to be 8.0-10.0m, setting the pile distance to be 800mm, and controlling the entry of a pile end bearing layer into a pebble layer; the arrangement of the tree root piles 1 adopts oblique pile net arrangement, all the tree root piles 1 are equally divided into a plurality of groups, each group comprises three piles, the included angle between the first pile of each group and the ground is 90 degrees, the included angle between the second pile and the ground is 75 degrees, and the included angle between the third pile and the ground is 60 degrees.
The construction method for reinforcing the tree root pile 1 specifically comprises the following steps:
1) piling sequence
Adopting a hole jumping method to carry out piling construction of the tree root pile 1:
firstly, constructing 90-degree piles: first pile of the first group → first pile of the second group → first pile of the third group → first pile of the fourth group → … …;
constructing a 75-degree pile: second pile of the first group → second pile of the second group → second pile of the third group → second pile of the fourth group → … …;
and finally, constructing a 60-degree pile: third pile of the first group → third pile of the second group → third pile of the third group → third pile of the fourth group → … …;
the interval time of each group of adjacent first pile, second pile and third pile is more than 10 days;
2) pore-forming process
Adopting a spiral drill dry method to form a hole, using a spiral anchor rod drilling machine to drill a hole by an air compressor, ensuring the fixation of the drilling machine firmly, ensuring the levelness of a rack of the drilling machine and the verticality of a vertical shaft, observing soil drilled by a spiral drill rod at any time during hole forming, cleaning while drilling, and preventing the influence on pile forming quality caused by the falling of the soil into the hole;
3) the strength of the pile body concrete is C30; the main reinforcements adopt 4 steel bars with the diameter of 16mm and are uniformly arranged along the periphery of the pile body; the stirrups are spiral, the diameter is 6mm, the spacing is 200mm, the stirrups are encrypted within the range of 2m below the pile top, and the spacing is 100 m; the thickness of the reinforced concrete protective layer is 35 mm; arranging grouting pipes and inserting the grouting pipes to the bottom of the hole, and inserting two grouting pipes into the root pile 1 needing secondary grouting;
4) controlling the slump of the poured concrete to be 200 +/-20, wherein the particle size of stones is 5-15 mm, and the stones are pebbles; when pouring, a 50-meter guide pipe and a 6m vibrating rod are arranged;
5) the pile top sets up the level to reinforced concrete baffle, connects into a whole with the stake, and links to each other with the rectangular slab foundation, and reinforced concrete baffle thickness is 200 mm.
Secondly, grouting and reinforcing the anchor rod 2: as shown in fig. 3 and 4, the grouting reinforcement of the anchor rods 2 is carried out on the cracking part of the existing cracked urn wall and the joint of new and old rammed filling of the repaired urn wall, and in addition, the grouting reinforcement of the anchor rods 2 can be carried out on the foundation near the urn wall and the top of the urn wall according to the actual situation; the grouting reinforcement of the anchor rod 2 is that the grouting construction is carried out after the anchor rod 2 is placed; the anchor rods 2 are arranged in a rectangular shape, the distance between every two anchor rods 2 is 2.0 multiplied by 2.0m, and the anchor rods 2 are anchored into the old rammed earth layer to be not less than 3.0 m; the anchor rod 2 adopts HRB400 steel bars with the diameter of 32mm, and for the welding length of the steel bars, the single-side welding is 10d, and the double-side welding is 5 d; the grouting pressure is controlled to be 0.1-0.2 Pa.
The construction method for grouting reinforcement of the anchor rod 2 specifically comprises the following steps:
1) forming holes: adopting a low-energy impact hole forming mode or a rotary drilling hole forming mode, wherein the hole forming interval is 2.0 multiplied by 2.0m, and the hole depth ensures that the depth of an anchored old rammed earth layer is not less than 3.0 m;
2) inserting the steel bar: adopting HRB400 steel bars with the diameter of 32mm as the anchor rods 2, placing the steel bars into the holes, and welding 2-3 locators; welding length of the steel bar: the single-side welding is 10d, and the double-side welding is 5 d;
3) grouting: the grouting pump is arranged on a road outside an urban wall needing anchoring and grouting, a cement slurry stirring barrel is adopted for stirring and preparation on site, grouting equipment, a valve and a high-pressure grouting pipeline are connected well before grouting, and quick connectors are connected firmly; after the system is confirmed to be accurately, safely and reliably connected, grouting is started; slowly opening an air supply valve of a grouting pump from small to large for grouting, controlling the pressure of a pressure gauge to be 0.1-0.2MPa in the grouting process, closing the grouting pump when the stabilization time reaches 15min, closing a stop ball valve at the position of a grouting anchor rod 2, opening a pressure relief valve on the lower side of the pressure gauge for pressure relief, enabling the residual grout in the pipeline to flow back into a liquid storage barrel, then detaching a U-shaped pin, taking down the grouting pipeline, and then mounting the grouting pipeline on the next grouting anchor rod 2 to repeatedly perform the procedures for continuous grouting;
4) anchoring: the steel plate 4 prefabricated in advance is anchored at the porthole.
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 (3)
1. A method for reinforcing a vat-city deformed wall body is characterized by comprising the following steps: the method comprises the steps of strengthening a tree root pile and grouting and strengthening an anchor rod;
and (3) reinforcing the tree root pile: the treatment range is the main stress layer foundation soil in the east, west and south areas of the terraces of the vat city buildings and within 8.0-10.0m below the terraces; keeping the elevation of the pile top and the elevation of the foundation bottom flush, setting the pile diameter to be 200mm, setting the pile length to be 8.0-10.0m, setting the pile distance to be 800mm, and controlling the entry of a pile end bearing layer into a pebble layer; the arrangement of the tree root piles is in inclined pile net shape, all the tree root piles are divided into a plurality of groups, each group comprises three piles, the included angle between the first pile of each group and the ground is 90 degrees, the included angle between the second pile of each group and the ground is 75 degrees, and the included angle between the third pile of each group and the ground is 60 degrees;
grouting and reinforcing the anchor rod: grouting construction is carried out on the cracking position of the existing cracking urn wall and the joint position of new and old rammed filling of the repaired urn wall after the anchor rods are placed; the anchor rods are arranged in a rectangular shape, the distance between the anchor rods is 2.0 multiplied by 2.0m, and the anchor rods are anchored into the old rammed earth layer to be not less than 3.0 m; the anchor rod adopts HRB400 steel bars with the diameter of 32mm, and for the welding length of the steel bars, the single-side welding is 10d, and the double-side welding is 5 d; the grouting pressure is controlled to be 0.1-0.2 Pa.
2. The vat deformation wall body reinforcing method of claim 1, wherein the construction method for reinforcing the stump pile is specifically as follows:
1) piling sequence
Adopting a hole jumping method to carry out piling construction of the tree root pile:
firstly, constructing 90-degree piles: first pile of the first group → first pile of the second group → first pile of the third group → first pile of the fourth group → … …;
constructing a 75-degree pile: second pile of the first group → second pile of the second group → second pile of the third group → second pile of the fourth group → … …;
and finally, constructing a 60-degree pile: third pile of the first group → third pile of the second group → third pile of the third group → third pile of the fourth group → … …;
the interval time of each group of adjacent first pile, second pile and third pile is more than 10 days;
2) pore-forming process
Adopting a spiral drill dry method to form a hole, using a spiral anchor rod drilling machine to drill a hole by an air compressor, ensuring the fixation of the drilling machine firmly, ensuring the levelness of a rack of the drilling machine and the verticality of a vertical shaft, observing soil drilled by a spiral drill rod at any time during hole forming, cleaning while drilling, and preventing the influence on pile forming quality caused by the falling of the soil into the hole;
3) the strength of the pile body concrete is C30; the main reinforcements adopt 4 steel bars with the diameter of 16mm and are uniformly arranged along the periphery of the pile body; the stirrups are spiral, the diameter is 6mm, the spacing is 200mm, the stirrups are encrypted within the range of 2m below the pile top, and the spacing is 100 m; the thickness of the reinforced concrete protective layer is 35 mm; arranging grouting pipes and inserting the grouting pipes to the bottom of the hole, and inserting two grouting pipes into the root pile needing secondary grouting;
4) controlling the slump of the poured concrete to be 200 +/-20, wherein the particle size of stones is 5-15 mm, and the stones are pebbles; when pouring, a 50-meter guide pipe and a 6m vibrating rod are arranged;
5) the pile top sets up the level to reinforced concrete baffle, connects into a whole with the stake, and links to each other with the rectangular slab foundation, and reinforced concrete baffle thickness is 200 mm.
3. The vat deformation wall reinforcing method of claim 1, wherein the construction method of anchor rod grouting reinforcement is specifically as follows:
1) forming holes: adopting a low-energy impact hole forming mode or a rotary drilling hole forming mode, wherein the hole forming interval is 2.0 multiplied by 2.0m, and the hole depth ensures that the depth of an anchored old rammed earth layer is not less than 3.0 m;
2) inserting the steel bar: adopting HRB400 steel bars with the diameter of 32mm as anchor rods, placing the steel bars into the holes, and welding 2-3 locators; welding length of the steel bar: the single-side welding is 10d, and the double-side welding is 5 d;
3) grouting: the grouting pump is arranged on a road outside an urban wall needing anchoring and grouting, a cement slurry stirring barrel is adopted for stirring and preparation on site, grouting equipment, a valve and a high-pressure grouting pipeline are connected well before grouting, and quick connectors are connected firmly; after the system is confirmed to be accurately, safely and reliably connected, grouting is started; slowly opening an air supply valve of a grouting pump from small to large for grouting, controlling the pressure of a pressure gauge to be 0.1-0.2MPa in the grouting process, closing the grouting pump when the stabilization time reaches 15min, closing a stop ball valve at a grouting anchor rod, opening a pressure relief valve on the lower side of the pressure gauge for pressure relief, enabling the residual grout in a pipeline to flow back into a liquid storage barrel, then detaching a U-shaped pin, taking down the grouting pipeline, and mounting the grouting pipeline on the next grouting anchor rod again to repeatedly perform the procedures for continuous grouting;
4) anchoring: and anchoring the steel plate prefabricated in advance at the hole opening.
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| CN202111533926.3A CN114033213A (en) | 2021-12-15 | 2021-12-15 | Method for reinforcing urn-city deformed wall |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114809710A (en) * | 2022-06-15 | 2022-07-29 | 中建一局华江建设有限公司 | Old wall structure after ancient building repair and strengthening and reinforcing method thereof |
Citations (8)
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| CN114809710B (en) * | 2022-06-15 | 2023-08-18 | 中建一局华江建设有限公司 | Old wall structure after ancient building repair and strengthening and reinforcing method thereof |
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