CN115949098A - Anti-floating plate structure and method for weak geological punching supporting pile reinforcement cage - Google Patents
Anti-floating plate structure and method for weak geological punching supporting pile reinforcement cage Download PDFInfo
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- CN115949098A CN115949098A CN202310040394.2A CN202310040394A CN115949098A CN 115949098 A CN115949098 A CN 115949098A CN 202310040394 A CN202310040394 A CN 202310040394A CN 115949098 A CN115949098 A CN 115949098A
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Abstract
The invention discloses an anti-floating plate structure of a steel reinforcement cage of a weak geological punching supporting pile, which comprises a pile body formed by pouring concrete, wherein the steel reinforcement cage is embedded in the pile body, the middle part of the bottom of the steel reinforcement cage is fixedly provided with an anti-floating plate, and the anti-floating plate is parallel to and smaller than the radial section of the steel reinforcement cage; the invention also discloses an anti-floating method of the reinforcement cage of the weak geological punching supporting pile, which comprises the steps that when the reinforced concrete B pile is constructed, the sleeve is pulled out section by section at a constant speed along with the pouring of concrete, and the sleeve is kept straight; the invention can limit the steel reinforcement cage from floating upwards during concrete pouring, ensure the pile-forming quality and improve the stability of the foundation supporting structure.
Description
Technical Field
The invention relates to the technical field of anti-floating of a reinforcement cage of a weak geological support pile, in particular to an anti-floating plate structure and method of a reinforcement cage of a weak geological punching support pile.
Background
The deep and weak geology is mainly arranged at the sea-land junction, and a punching support pile is generally adopted for supporting during foundation pit construction; performing impact drilling on a construction site through a drilling machine to form a pile hole, placing a sleeve, placing a reinforcement cage in the pile hole, forming a support pile by pouring concrete for condensation, and supporting a foundation pit; when concrete is poured, the sleeve is gradually pulled out; because there is abundant groundwater in deep and weak geology, groundwater produces buoyancy to the steel reinforcement cage simultaneously with the concrete, and the steel reinforcement cage floats easily under the effect of buoyancy, and the clearance between sleeve pipe and the steel reinforcement cage is less moreover, and when the sleeve pipe was extracted, the sleeve pipe inside wall took place the touching with the steel reinforcement cage easily, also drove the steel reinforcement cage and further float, lead to hole collapse, undergauge, and foundation support structure stability is low, influences construction quality, the incident appears even.
Disclosure of Invention
The invention aims to provide an anti-floating plate structure and an anti-floating plate method for a steel reinforcement cage of a weak geological punching supporting pile.
The purpose of the invention is realized by the following technical scheme:
the utility model provides a weak geology supporting pile steel reinforcement cage anti-floating plate structure that punches a hole, includes the pile body that is formed by concrete placement, its characterized in that has buried the steel reinforcement cage underground in the pile body, and the department is fixed in the middle of the bottom of steel reinforcement cage is provided with anti-floating plate, and anti-floating plate is parallel and is less than the radial cross section of steel reinforcement cage.
Furthermore, four corners of the anti-floating plate are welded and fixed with the bottom of the steel reinforcement cage through connecting ribs.
Furthermore, the reinforcement cage comprises a plurality of main reinforcements arranged in a circular array, and the main reinforcements are welded and fixed through a plurality of annular stirrups to form a hollow cylindrical cage body structure; a first reinforcing rib which is vertically crossed is arranged in the reinforcement cage, a fixing plate is welded between the inner sides of two main ribs adjacent to the end part of the first reinforcing rib, a bolt is arranged on the fixing plate, and the end part of the first reinforcing rib is fixedly connected with the bolt on the fixing plate; the stirrups are arranged along the axial interval of main muscle, and the inboard of every stirrup is the triangle-shaped welding and has three second strengthening ribs.
Furthermore, three sounding pipes are further arranged in the reinforcement cage, the sounding pipes are parallel to the axial direction of the reinforcement cage and are arranged in a triangular mode, and each sounding pipe penetrates through the included angle of two adjacent second reinforcing ribs.
The invention also provides an anti-floating method of the weak geological punching supporting pile reinforcement cage, which comprises the following steps:
s1: determining the hole site of the occluded support pile, removing obstacles by adopting a punching pile machine, forming a hole to a designed elevation, and installing a sleeve in the pile hole;
s2: constructing plain concrete A piles which are linearly arranged at intervals;
s3: constructing a reinforced concrete B pile, namely constructing and forming the reinforcement cage anti-floating plate structure of the weak geological punching supporting pile between two adjacent plain concrete A piles to form a reinforced concrete B pile, wherein the plain concrete A pile and the reinforced concrete B pile are mutually occluded; when the reinforced concrete B pile is constructed, the sleeve is pulled out at a constant speed section by section along with the concrete pouring, the pulling speed is less than 2m/min, and the sleeve is kept straight;
s4: and after the construction of the secant support pile is completed, floating slurry at the top of the pile is cleaned, a top beam and a top plate are constructed, and the secant support pile is cut before the construction of the top plate so as to anchor the top plate and the secant support pile.
Further, in the step S1:
when removing obstacles, the pile height of the punching pile machine is the field level, and the obstacle removing depth is 1m below the stone filling bottom level; the pile position of the punching pile machine is designed to be engaged with the pile position of the supporting pile; and (3) carrying out slurry solidification by adopting dry mixing of cement.
Further, in the step S2: the plain concrete A pile is made of super retarding concrete.
Further, in the step S3:
(1) Completing construction of the pile B before initial setting of concrete of the plain concrete pile A;
(2) When the reinforced concrete B pile is constructed, cutting off the concrete at the intersection part of the adjacent plain concrete A by using a casing drill to realize occlusion;
(3) Manufacturing a reinforcement cage of the support pile, wherein the reinforcement cage is provided with a plurality of sections, two first hoisting points are arranged at the top of each section of reinforcement cage so as to facilitate vertical hoisting, and a second hoisting point is arranged in the middle of each section of reinforcement cage so as to facilitate overturning and hoisting;
(4) Detecting the formed hole, and installing a reinforcement cage after the formed hole is qualified;
(5) Pouring the reinforced concrete B pile, pouring by using a guide pipe, keeping the distance between a guide pipe opening and the concrete surface within 2m, adopting continuous pouring construction, interrupting time less than 45 minutes, and densely pouring and tamping in layers, wherein the pouring thickness of each layer is 500-600 mm, and tamping is carried out once every 1 m.
Further, when no water exists in the forming hole, a concrete bucket is adopted to pour concrete into the forming hole; when water exists in the forming hole, pouring concrete into the forming hole by adopting a guide pipe; when the concrete is poured to the elevation of the designed pile top more than 0.5m, the guide pipe and the pull-out sleeve are completely lifted, and the pull-out height is less than 4m each time; and removing the pile top concrete loose layer.
Further, the installation of the reinforcement cage comprises the following steps:
a1, mounting snap rings at each lifting point of a steel reinforcement cage, wherein a first lifting point is connected with a main lifting hook of a crane through a steel wire rope, and a second lifting point is connected with an auxiliary lifting hook of the crane through the steel wire rope;
a2, checking the stress gravity center of the reinforcement cage, and starting to horizontally hoist at the same time;
a3, after the reinforcement cage is lifted to 0.3-0.5 m away from the ground, checking whether the reinforcement cage is stable, gradually lifting the auxiliary lifting hook, correspondingly overturning the reinforcement cage, and correspondingly lifting the main lifting hook in a matched manner according to the distance between the bottom of the reinforcement cage and the ground;
a4, when the reinforcement cage is vertical to the ground, the auxiliary lifting hook stops moving;
a5, hoisting the reinforcement cage to the position above the formed hole by using a crane, and lowering the reinforcement cage after positioning adjustment; during the lowering, if the hole blocking situation of the reinforcement cage occurs, the reinforcement cage needs to be lowered after being lifted out to check the hole position situation, and the reinforcement cage cannot be forced into the hole;
a6, when the steel reinforcement cage is lowered to the second hoisting point, the lowering is suspended, and a steel wire rope and a clamping ring of the second hoisting point are removed;
a7, when the reinforcement cage is lowered to a first lifting point, the reinforcement cage is temporarily lowered, channel steel is horizontally inserted into the reinforcement cage so that the reinforcement cage is erected at the top of the sleeve, and then a steel wire rope and a clamping ring of the first lifting point are removed;
a8, hoisting the other section of reinforcement cage to the position above the formed hole, after positioning adjustment, mutually butting and welding and fixing the other section of reinforcement cage with the previous section of reinforcement cage, and then butting to obtain a welding stirrup; after acceptance inspection is qualified, the channel steel is removed, and the reinforcement cage is continuously put down;
a9, repeating the steps to finish the hoisting of all the reinforcement cages
Compared with the prior art, the technology of the invention has the following advantages:
(1) According to the invention, the anti-floating plate is welded at the bottom of the steel reinforcement cage, when concrete is poured, underground water and the concrete generate upward buoyancy to the steel reinforcement cage, and when the sleeve is pulled out, upward friction is generated to the steel reinforcement cage; the buoyancy and the friction force are counteracted by the downward pressure generated by the self-weight of the steel reinforcement cage against the floating plate and the downward pressure generated by the deep concrete against the floating plate, so that the steel reinforcement cage is limited to float upwards during concrete pouring, the pile-forming quality is ensured, and the foundation stability is improved;
(2) When the reinforced concrete B pile is constructed, the sleeve is pulled out gradually at a constant speed along with the pouring of the concrete, the pulling speed is less than 2m/min, the sleeve is kept straight, the steel reinforcement cage is prevented from floating upwards when the sleeve is pulled out under the action of buoyancy, and the pile forming quality is prevented from being influenced.
Drawings
The invention will be described in more detail with reference to the following figures and specific examples
Fig. 1 is a radial section structure diagram of the anti-floating plate structure of the reinforcement cage of the weak geological punching supporting pile of the invention;
fig. 2 is a stress analysis diagram of the anti-floating plate structure of the reinforcement cage of the weak geological punching supporting pile;
fig. 3 is a flow chart of the construction process of the occlusive pile.
Reference numbers on the drawings: 1-pile body, 2-anti-floating plate, 3-main rib, 4-stirrup, 5-first reinforcing rib, 6-fixing plate, 7-second reinforcing rib and 8-sounding pipe.
Detailed Description
The following further describes the embodiments of the present invention with reference to the drawings, and the description of the embodiments is provided to help understanding of the present invention, but not to limit the present invention. In addition, the technical features involved in the embodiments of the present invention described below may be combined with each other as long as they do not conflict with each other.
Referring to fig. 1, the invention relates to an anti-floating plate structure of a reinforcing cage of a supporting pile, which comprises a pile body 1 formed by pouring concrete, wherein the reinforcing cage is embedded in the pile body 1, an anti-floating plate 2 is fixedly arranged at the middle part of the bottom of the reinforcing cage, and the anti-floating plate 2 is parallel to and smaller than the radial section of the reinforcing cage.
The reinforcement cage comprises a plurality of main reinforcements 3 which are arranged in a circular array, the diameter of each main reinforcement 3 is 32mm, and the main reinforcements are welded and fixed through a plurality of annular stirrups 4 to form a hollow cylindrical cage body structure; a first reinforcing rib 5 which is vertically crossed is arranged in the reinforcement cage, a fixing plate 6 is welded between the inner sides of two main ribs 3 adjacent to the end part of the first reinforcing rib 5, the fixing plate 6 is a steel plate with the thickness of 3mm, a bolt is arranged on the fixing plate 6, the diameter of the first reinforcing rib 5 is 22mm, and the end part of the first reinforcing rib is fixedly connected with the bolt on the fixing plate 6 so as to enhance the strength of the main ribs 3; the diameter of each stirrup 4 is 12mm, the stirrups are arranged at intervals along the axial direction of the main reinforcement 3, three second reinforcing ribs 7 are welded on the inner side of each stirrup 4 in a triangular shape, and the diameter of each second reinforcing rib 7 is 22mm so as to enhance the strength of each stirrup 4; still be provided with three sounding pipes 8 in the steel reinforcement cage, sounding pipe 8 is on a parallel with the axial of steel reinforcement cage and is triangle-shaped and arranges, and every sounding pipe wears to locate the contained angle department of two adjacent second strengthening ribs 7, through ultrasonic detector, the shaping condition after detectable fender pile pours.
The anti-floating plate 2 is a rectangular steel plate with the diameter of 3mm, and four corners of the anti-floating plate are welded and fixed with the bottom of the reinforcement cage through connecting ribs with the diameter of 22 mm; referring to fig. 2, when concrete is poured, the self weight of the steel reinforcement cage resists the floating plate 2 to generate downward pressure G1, the deep part of the concrete resists the floating plate 2 to generate downward pressure G2, underground water generates upward buoyancy force F to the steel reinforcement cage, and when the sleeve is pulled out, upward friction force F is generated to the steel reinforcement cage; when G1+ G2 is larger than F + F, the buoyancy force F and the friction force F are counteracted by G1 and G2, so that the steel reinforcement cage is limited to float upwards when concrete is poured, the pile forming quality is ensured, and the foundation stability is improved.
The invention also provides an anti-floating method of the weak geological punching supporting pile reinforcement cage, which comprises the following steps:
s1: determining the hole site of the occluded support pile, removing obstacles by adopting a punching pile machine, forming a hole to a designed elevation, and installing a sleeve in the pile hole;
s2: constructing plain concrete A piles which are linearly arranged at intervals;
s3: referring to fig. 3, the construction of the reinforced concrete pile B, the construction and molding of the cage anti-floating plate structure of the weak geological punching supporting pile between two adjacent plain concrete piles a, forming the reinforced concrete pile B, and the plain concrete piles a and the reinforced concrete pile B being engaged with each other;
s4: after the construction of the secant support pile is completed, the laitance at the top of the pile is cleaned, a top beam and a top plate are constructed, and the secant support pile is cut before the construction of the top plate, so that the top plate and the secant support pile are anchored, and the integral stability of a main body structure is ensured.
In the above step S1:
when removing obstacles, the pile height of the punching pile machine is the field level elevation, and the obstacle removing depth is 1m below the stone filling bottom elevation so as to conveniently judge whether the obstacles pass through the stone filling layer; the pile diameter of the punching pile machine is 1.70m, the pile position is designed to be engaged with a support pile, and the lap joint length is 600mm; and (3) carrying out slurry solidification by adopting cement dry mixing, wherein the cement is PC32.5 ordinary portland cement so as to ensure that the sleeve smoothly forms a hole and takes soil through the stone filling layer in the construction of the occlusive supporting pile.
In the above step S2: the plain concrete A pile is made of super retarding concrete.
In the above step S3:
(1) Completing construction of a pile B before initial setting of concrete of a plain concrete pile A, wherein the initial setting time is generally 60 hours;
(2) When the reinforced concrete B pile is constructed, cutting off the concrete at the intersection part of the adjacent plain concrete A by using a casing drill to realize occlusion;
(3) Manufacturing a reinforcement cage of the support pile, wherein the reinforcement cage is provided with a plurality of sections, 2 first hoisting points are arranged at the top of each section of reinforcement cage so as to facilitate vertical hoisting, and 1 second hoisting point is arranged in the middle of each section of reinforcement cage so as to facilitate overturning and hoisting;
(4) Detecting the formed hole, and installing a reinforcement cage after the formed hole is qualified; the installation of the reinforcement cage comprises the following steps:
a1, mounting snap rings at each lifting point of a steel reinforcement cage, wherein a first lifting point is connected with a main lifting hook of a crane through a steel wire rope, and a second lifting point is connected with an auxiliary lifting hook of the crane through the steel wire rope;
a2, checking the stress gravity center of the reinforcement cage, and starting to horizontally hoist at the same time;
a3, after the reinforcement cage is lifted to 0.3-0.5 m away from the ground, checking whether the reinforcement cage is stable, gradually lifting the auxiliary lifting hook, correspondingly overturning the reinforcement cage, and correspondingly lifting the main lifting hook in a matched manner according to the distance between the bottom of the reinforcement cage and the ground;
a4, when the reinforcement cage is vertical to the ground, the auxiliary lifting hook stops moving;
a5, hoisting the reinforcement cage to the position above the formed hole by using a crane, and lowering the reinforcement cage after positioning adjustment; during the releasing, if the hole clamping situation of the reinforcement cage occurs, the reinforcement cage needs to be released and released after the hole position situation is checked, and the reinforcement cage cannot be forced into the hole;
a6, when the reinforcement cage is lowered to a second lifting point, the lowering is suspended, and a steel wire rope and a clamping ring of the second lifting point are removed;
a7, when the reinforcement cage is lowered to a first lifting point, the reinforcement cage is temporarily lowered, channel steel is horizontally inserted into the reinforcement cage so that the reinforcement cage is erected at the top of the sleeve, and then a steel wire rope and a clamping ring of the first lifting point are removed;
a8, hoisting the other section of reinforcement cage to the position above the formed hole, after positioning adjustment, mutually butting and welding and fixing the other section of reinforcement cage with the previous section of reinforcement cage, and then butting to obtain a welding stirrup; after acceptance inspection is qualified, the channel steel is removed, and the reinforcement cage is continuously put down;
and A9, repeating the steps to finish the hoisting of all the reinforcement cages.
(5) Pouring a reinforced concrete B pile, adopting P8 impervious C35 reinforced concrete, pouring by using a guide pipe, keeping the distance between a guide pipe opening and the concrete surface within 2m, adopting continuous pouring construction, interrupting for less than 45 minutes, pouring and tamping in layers, wherein the pouring thickness of each layer is 500-600 mm, and tamping is carried out once every 1m; the guide pipe is not contacted with the reinforcement cage when being lifted, the sleeve pipe is pulled out at a constant speed section by section along with the concrete pouring, the pulling speed is less than 2m/min, and the sleeve pipe is kept straight.
When no water exists in the finished hole, pouring concrete into the finished hole by adopting a concrete bucket; when water exists in the forming hole, pouring concrete into the forming hole by adopting a guide pipe; when the concrete is poured to the elevation of the designed pile top more than 0.5m, the guide pipe and the pull-out sleeve are completely lifted, and the pull-out height is less than 4m each time; and removing the pile top concrete loose layer.
The above-described embodiments of the present invention are not intended to limit the scope of the present invention, and the embodiments of the present invention are not limited thereto, and various other modifications, substitutions and alterations can be made to the above-described structure of the present invention without departing from the basic technical concept of the present invention as described above, according to the common technical knowledge and conventional means in the field of the present invention.
Claims (10)
1. The utility model provides a weak geology supporting pile steel reinforcement cage anti-floating plate structure that punches a hole, includes the pile body that is formed by concrete placement, its characterized in that has buried the steel reinforcement cage underground in the pile body, and the department is fixed in the middle of the bottom of steel reinforcement cage is provided with anti-floating plate, and anti-floating plate is parallel and is less than the radial cross section of steel reinforcement cage.
2. The weak geology punched supporting pile steel reinforcement cage anti-floating plate structure of claim 1, characterized in that, the four corners of anti-floating plate is fixed with the bottom of steel reinforcement cage through the welding of splice bar.
3. The weak geology punching supporting pile steel reinforcement cage anti-floating plate structure of claim 2, characterized in that, the steel reinforcement cage includes a plurality of round array arranged main reinforcement, the main reinforcement is welded and fixed by a plurality of circular ring shaped stirrups, forming a hollow column cage body structure; a first reinforcing rib which is vertically crossed is arranged in the reinforcement cage, a fixing plate is welded between the inner sides of two main ribs adjacent to the end part of the first reinforcing rib, a bolt is arranged on the fixing plate, and the end part of the first reinforcing rib is fixedly connected with the bolt on the fixing plate; the stirrups are arranged at intervals along the axial direction of the main reinforcement, and the inner side of each stirrup is in a triangular shape and is welded with three second reinforcing ribs.
4. The anti-floating plate structure of the steel reinforcement cage of the weak geological punching supporting pile according to claim 3, wherein three sounding pipes are further arranged in the steel reinforcement cage, the sounding pipes are parallel to the axial direction of the steel reinforcement cage and are arranged in a triangular manner, and each sounding pipe is arranged at the included angle of two adjacent second reinforcing ribs in a penetrating manner.
5. The anti-floating method of the weak geological punching supporting pile steel reinforcement cage is characterized by comprising the following steps:
s1: determining the hole site of the occluded support pile, removing obstacles by adopting a punching pile machine, forming a hole to a designed elevation, and installing a sleeve in the pile hole;
s2: constructing plain concrete A piles which are linearly arranged at intervals;
s3: constructing a reinforced concrete B pile, namely constructing and forming the reinforcement cage anti-floating plate structure of the weak geological punching supporting pile according to any one of claims 1 to 4 between two adjacent plain concrete A piles to form a reinforced concrete B pile, wherein the plain concrete A pile and the reinforced concrete B pile are mutually meshed; when the reinforced concrete B pile is constructed, the sleeve is pulled out gradually and uniformly along with the concrete pouring, the pulling speed is less than 2m/min, and the sleeve is kept straight;
s4: and after the construction of the secant support pile is completed, floating slurry at the top of the pile is cleaned, a top beam and a top plate are constructed, and the secant support pile is cut before the construction of the top plate so as to anchor the top plate and the secant support pile.
6. The weak geology punching support pile steel reinforcement cage anti-floating method of claim 5, characterized in that in step S1:
when removing obstacles, the pile height of the punching pile machine is the field level, and the obstacle removing depth is 1m below the stone filling bottom level; the pile position of the punching pile machine is designed to be engaged with the pile position of the supporting pile; and (3) carrying out slurry solidification by adopting cement dry mixing.
7. The weak geology punched supporting pile steel reinforcement cage anti-floating method of claim 5, characterized in that in step S2: the plain concrete A pile is made of super retarding concrete.
8. The weak geology punching support pile steel reinforcement cage anti-floating method of claim 5, characterized in that in step S3:
(1) Completing construction of the pile B before initial setting of concrete of the plain concrete pile A;
(2) When the reinforced concrete B pile is constructed, cutting off the concrete at the intersection part of the adjacent plain concrete A by using a casing drill to realize occlusion;
(3) Manufacturing a reinforcement cage of the support pile, wherein the reinforcement cage is provided with a plurality of sections, two first hoisting points are arranged at the top of each section of reinforcement cage so as to facilitate vertical hoisting, and a second hoisting point is arranged in the middle of each section of reinforcement cage so as to facilitate overturning and hoisting;
(4) Detecting the formed hole, and installing a reinforcement cage after the formed hole is qualified;
(5) Pouring the reinforced concrete B pile, pouring by using a guide pipe, keeping the distance between a guide pipe opening and the concrete surface within 2m, adopting continuous pouring construction, wherein the interruption time is less than 45 minutes, and densely pouring and tamping in layers, wherein the pouring thickness of each layer is 500-600 mm, and tamping is carried out once every 1 m.
9. The weak geology punching supporting pile steel reinforcement cage anti-floating method of claim 8, characterized in that when there is no water in the forming hole, a concrete bucket is used to pour the concrete into the forming hole; when water exists in the pores, pouring concrete into the pores by adopting a guide pipe; when the concrete is poured to the elevation of the designed pile top more than 0.5m, the guide pipe and the pull-out sleeve are completely lifted, and the pull-out height is less than 4m each time; and removing the pile top concrete loose layer.
10. The weak geology punched supporting pile steel reinforcement cage anti-floating method of claim 9, characterized in that, the steel reinforcement cage installation includes the following steps:
a1, mounting snap rings at each lifting point of a steel reinforcement cage, wherein a first lifting point is connected with a main lifting hook of a crane through a steel wire rope, and a second lifting point is connected with an auxiliary lifting hook of the crane through the steel wire rope;
a2, checking the stress gravity center of the reinforcement cage, and starting to horizontally hoist at the same time;
a3, after the reinforcement cage is lifted to a position 0.3-0.5 m away from the ground, checking whether the reinforcement cage is stable, gradually lifting the auxiliary lifting hook, correspondingly overturning the reinforcement cage, and correspondingly lifting the main lifting hook in a matched manner according to the distance between the bottom of the reinforcement cage and the ground;
a4, when the reinforcement cage is vertical to the ground, the auxiliary lifting hook stops moving;
a5, hoisting the reinforcement cage to the position above the formed hole by using a crane, and lowering the reinforcement cage after positioning adjustment; during the lowering, if the hole blocking situation of the reinforcement cage occurs, the reinforcement cage needs to be lowered after being lifted out to check the hole position situation, and the reinforcement cage cannot be forced into the hole;
a6, when the reinforcement cage is lowered to a second lifting point, the lowering is suspended, and a steel wire rope and a clamping ring of the second lifting point are removed;
a7, when the reinforcement cage is lowered to a first lifting point, the reinforcement cage is temporarily lowered, channel steel is horizontally inserted into the reinforcement cage so that the reinforcement cage is erected at the top of the sleeve, and then a steel wire rope and a clamping ring of the first lifting point are removed;
a8, hoisting the other section of reinforcement cage to the position above the formed hole, after positioning adjustment, mutually butting and welding and fixing the other section of reinforcement cage with the previous section of reinforcement cage, and then butting to obtain a welding stirrup; after acceptance inspection is qualified, the channel steel is removed, and the reinforcement cage is continuously put down;
and A9, repeating the steps to finish the hoisting of all the reinforcement cages.
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| CN202310040394.2A CN115949098A (en) | 2023-01-11 | 2023-01-11 | Anti-floating plate structure and method for weak geological punching supporting pile reinforcement cage |
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| CN118007842A (en) * | 2024-04-10 | 2024-05-10 | 成都正德尚益建筑设计有限公司 | Wall structure |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN118007842A (en) * | 2024-04-10 | 2024-05-10 | 成都正德尚益建筑设计有限公司 | Wall structure |
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