CN114227900A - Prefabricating method of reinforcement cage for long spiral drilling pressure-grouting pile - Google Patents
Prefabricating method of reinforcement cage for long spiral drilling pressure-grouting pile Download PDFInfo
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- CN114227900A CN114227900A CN202111563241.3A CN202111563241A CN114227900A CN 114227900 A CN114227900 A CN 114227900A CN 202111563241 A CN202111563241 A CN 202111563241A CN 114227900 A CN114227900 A CN 114227900A
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- reinforcement cage
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- 230000002787 reinforcement Effects 0.000 title claims abstract description 95
- 238000000034 method Methods 0.000 title claims abstract description 19
- 238000005553 drilling Methods 0.000 title claims abstract description 16
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 113
- 239000010959 steel Substances 0.000 claims abstract description 113
- 239000004567 concrete Substances 0.000 claims abstract description 21
- 238000009415 formwork Methods 0.000 claims abstract description 19
- 238000003466 welding Methods 0.000 claims abstract description 11
- 239000011376 self-consolidating concrete Substances 0.000 claims abstract description 10
- 239000011440 grout Substances 0.000 claims abstract description 9
- 238000004519 manufacturing process Methods 0.000 claims abstract description 4
- 239000002002 slurry Substances 0.000 claims description 11
- 229910001335 Galvanized steel Inorganic materials 0.000 claims description 3
- 239000008397 galvanized steel Substances 0.000 claims description 3
- 239000011248 coating agent Substances 0.000 claims description 2
- 238000000576 coating method Methods 0.000 claims description 2
- 238000010276 construction Methods 0.000 abstract description 12
- 230000001681 protective effect Effects 0.000 abstract description 2
- 238000003780 insertion Methods 0.000 description 2
- 230000037431 insertion Effects 0.000 description 2
- 239000010410 layer Substances 0.000 description 2
- 239000002245 particle Substances 0.000 description 2
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
- 238000004064 recycling Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
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Classifications
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- B—PERFORMING OPERATIONS; TRANSPORTING
- B28—WORKING CEMENT, CLAY, OR STONE
- B28B—SHAPING CLAY OR OTHER CERAMIC COMPOSITIONS; SHAPING SLAG; SHAPING MIXTURES CONTAINING CEMENTITIOUS MATERIAL, e.g. PLASTER
- B28B21/00—Methods or machines specially adapted for the production of tubular articles
- B28B21/56—Methods or machines specially adapted for the production of tubular articles incorporating reinforcements or inserts
- B28B21/60—Methods or machines specially adapted for the production of tubular articles incorporating reinforcements or inserts prestressed reinforcements
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- Engineering & Computer Science (AREA)
- Manufacturing & Machinery (AREA)
- Chemical & Material Sciences (AREA)
- Ceramic Engineering (AREA)
- Mechanical Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a prefabricating method of a reinforcement cage for a long spiral drilling press-grouting pile, which comprises the steps of firstly welding template positioning reinforcements on main reinforcements at the lower part of the reinforcement cage after binding and welding, and respectively growing reinforcement cage reinforcements by 20-30 mm inside and outside the positioning reinforcements; manufacturing an inner steel template and an outer steel template with cylindrical structures, and welding short steel bars at intervals along the circumferential direction at two ends of the inner steel template and the outer steel template; horizontally placing the reinforcement cage, sleeving the inner steel template and the outer steel template into the lower part of the reinforcement cage, and keeping the grout through hole upward; two ends of the inner steel template and the outer steel template are plugged by steel wire meshes which are bound and fixed on the short steel bars by binding wires; finally, self-compacting concrete is poured into the through hole, so that the self-compacting concrete is filled into a cavity between the inner steel formwork and the outer steel formwork to form a concrete pile casing for wrapping the reinforcement cage; and after the design strength is reached, removing the inner steel template and the outer steel template, and prefabricating the reinforcement cage. According to the invention, the concrete protective cylinder is prefabricated at the lower part of the reinforcement cage, so that the reinforcement cage is protected in a closed manner, and the construction quality of the long spiral drilling pressure-grouting pile is ensured.
Description
Technical Field
The invention relates to a long spiral drilling pressure-grouting pile, in particular to a prefabricating method of a reinforcement cage for the long spiral drilling pressure-grouting pile.
Background
The construction method of the long spiral drilling pressure filling pile is to adopt a long spiral drilling machine to drill to a designed elevation, a concrete pump is used for pressing out the superfluid fine stone concrete from the bottom of the drill bit, and the drill bit is lifted while pressure filling the concrete until the pile is formed. Because the resistance effect steel reinforcement cage of concrete can't directly put into, be difficult to fall to the design elevation through the steel reinforcement cage dead weight, pour into the concrete to the design elevation after usually, insert the steel reinforcement cage with the guide bar of being connected with the electromagnetic shaker earlier in, utilize hoisting equipment to lift by crane steel reinforcement cage and guide bar perpendicularly after that, once insert the concrete pile body to the design elevation with the help of the electromagnetic shaker with the steel reinforcement cage, form reinforced concrete bored concrete pile.
Because the reinforcement cage drags and shakes whereabouts (joint bar) in-process and causes reinforcement cage stirrup to scatter in disorder, the desoldering easily, touch the stake hole lateral wall when lower cage easily, cause the reinforcement cage protective layer not enough, the reinforcing bar corrodes easily. In order to avoid the above situation, the prior art also adopts the method that before the steel reinforcement cage is placed in the cage, the auxiliary steel cylinder with the diameter larger than that of the steel reinforcement cage is inserted into the pile hole, and then the vibrator is started to insert the steel reinforcement cage and the guide rod into the pile hole to the designed position. During actual construction, the steel cylinder is difficult to insert into the pile hole, and meanwhile, the auxiliary steel cylinder cannot be pulled out for recycling after construction is completed, so that the construction cost is increased.
Disclosure of Invention
The invention aims to provide a prefabrication method of a reinforcement cage for a long spiral drilling pressure filling pile, aiming at solving the problems of the existing construction method, and effectively avoiding the problems of the reinforcement cage that the quality of a pile body is influenced by the disorder and the desoldering of stirrups in the insertion and placement process.
In order to achieve the purpose, the invention can adopt the following technical scheme:
the invention relates to a prefabricating method of a reinforcement cage for a long spiral drilling pressure-grouting pile, which comprises the following steps of:
firstly, welding template positioning steel bars on main bars at 1/2-2/3 height of the lower part of a reinforcement cage after binding and welding, wherein the inner part and the outer part of each template positioning steel bar are respectively extended by 20-30 mm; if the reinforcement cage is long, the template positioning reinforcements can be arranged in a group at intervals of 2-3 meters along the length direction of the reinforcement cage;
secondly, manufacturing inner and outer steel templates with a cylindrical structure according to the diameter of the reinforcement cage, wherein the diameter of the inner template is 40-60 mm smaller than the inner diameter of the reinforcement cage, the diameter of the outer template is 40-60 mm larger than the outer diameter of the reinforcement cage, and a grout through hole is formed in the outer template; short steel bars are welded at intervals at two ends of the inner steel template and the outer steel template along the circumferential direction;
thirdly, horizontally placing the reinforcement cage, sleeving the inner steel template and the outer steel template on the lower part of the reinforcement cage, and keeping the grout through hole upward; two ends of the inner steel template and the outer steel template are respectively plugged by steel wire meshes, and the steel wire meshes are bound and fixed on the short steel bars by binding wires;
fourthly, pouring self-compacting concrete into the grout through holes, and enabling the self-compacting concrete to be filled in a cavity between the inner steel formwork and the outer steel formwork to form a concrete pile casing for coating the reinforcement cage; and after the design strength is reached, removing the inner steel template and the outer steel template, and prefabricating the reinforcement cage.
Before inserting, firstly welding a hanging ring at the top of the reinforcement cage; and then hoisting the prefabricated reinforcement cage by hoisting equipment through a hoisting ring, and inserting the reinforcement cage into the pile hole by using the self weight or the vibration device until the reinforcement cage reaches the designed position.
If the pile body is longer, two or more slurry through holes can be arranged, and the distance between the two slurry through holes is preferably 2-3 m; normally, the slurry through hole can adopt a rectangular structure, and the specific size of the slurry through hole is determined according to the size of the pile diameter, for example, when the pile diameter is 600mm, the size of the slurry through hole can be 300mm multiplied by 500 mm.
The steel wire mesh adopts a double-layer galvanized steel wire mesh, the aperture of the steel wire mesh is 1mm, and concrete can be effectively blocked.
The self-compacting concrete used in the fourth step requires large slump, and the particle size of the coarse aggregate is within 15mm, so that good fluidity of the concrete is ensured.
The method has the advantages that the concrete pile casing is prefabricated at the lower part (the total length of the reinforcement cage is 1/2-2/3) of the reinforcement cage, so that the reinforcement cage is protected in advance in a sealing manner, and the construction quality of the long spiral drilling pressure-grouting pile is ensured; the concrete pile casing simultaneously increases the dead weight of the steel reinforcement cage, can avoid the phenomenon that stirrups are scattered or are detached from the steel reinforcement cage in the dragging and inserting bar vibration process, and can smoothly insert the steel reinforcement cage into a pile hole by utilizing the dead weight to reach the design elevation, thereby accelerating the construction progress.
Drawings
Fig. 1 shows the reinforcement cage after the binding is completed.
Fig. 2 is an enlarged view of a portion a in fig. 1.
Fig. 3 is an enlarged top view of fig. 3.
Fig. 4 is a structural view of the inner steel form.
FIG. 5 is a structural view of an outer steel form.
Fig. 6 is a schematic diagram of the inner and outer formworks after being sleeved on the reinforcement cage.
Fig. 7 is an enlarged right view of fig. 6.
Fig. 8 is a prefabricated reinforcement cage to be lowered.
Detailed Description
The present invention will be described in more detail below with reference to the accompanying drawings so as to facilitate understanding for those skilled in the art.
The invention relates to a prefabricating method of a reinforcement cage for a long spiral drilling pressure-grouting pile, which comprises the following steps of:
firstly, binding and welding a reinforcement cage 1 according to the designed pile diameter, wherein the formed reinforcement cage 1 is shown in figure 1;
welding template positioning steel bars 2 on a main bar at 1/2-2/3 (determined according to the actual height of a pile hole) at the lower part of a reinforcement cage 1 after binding and welding (under normal conditions, the template positioning steel bars 2 can be welded at intervals of 2-3 meters), wherein as shown in figure 2, the inner ends and the outer ends of the template positioning steel bars 2 respectively extend out of the reinforcement cage steel bars by about 20-30 mm, as shown in figure 3, the reinforcement cage 1 consists of a main bar 101, an inner stirrup 102 and an outer stirrup 103 which are respectively wound in the main bar 101 and on the outer side, and the template positioning steel bars 2 respectively extend out of the inner stirrup 102 and the outer stirrup 103 for a certain distance, so that a certain gap can be ensured between the reinforcement cage 1 and inner and outer steel templates, and the reinforcement cage is prevented from being tightly attached to the templates;
secondly, manufacturing an inner steel template 3 and an outer steel template 4 of a cylindrical structure according to the pile diameter of the reinforcement cage 1 and considering the extension length of the positioning reinforcement 2; the length of the inner steel template 3 is consistent with that of the outer steel template 4, wherein the diameter of the inner template 3 is 40-60 mm smaller than the inner diameter of the reinforcement cage, the diameter of the outer template 4 is 40-60 mm larger than the outer diameter of the reinforcement cage, and the distance between the inner steel template 3 and the outer steel template 4 is 8-10 cm; the outer template 4 is also provided with two or more slurry through holes 5, and the distance between the two slurry through holes is preferably 2-3 m if the inner and outer steel templates are longer; under normal conditions, the slurry through hole can adopt a rectangular structure, the specific size of the slurry through hole is determined according to the size of the pile diameter, for example, when the pile diameter is 600mm, the size of the slurry through hole 5 can be 300mm multiplied by 500 mm;
after the inner steel template 3 and the outer steel template 4 are respectively manufactured, short steel bars (steel wire meshes for plugging are required to be bundled in the next step) are welded at intervals at the two ends of the inner steel template 3 along the circumferential direction, the number of the short steel bars welded at the two ends of the inner steel template 3 is 3.1, and the number of the short steel bars welded at the two ends of the outer steel template 4 is 4.1; the manufactured inner steel template 3 and the outer steel template 4 are shown in fig. 4 and 5;
thirdly, flatly placing the reinforcement cage 1, sleeving the inner steel formwork 3 into the reinforcement cage 1 (at the lower part), sleeving the outer steel formwork 4 outside the reinforcement cage 1, keeping the grout through hole 5 upward, aligning the two ends of the inner steel formwork 3 and the two ends of the outer steel formwork 4, and respectively plugging the two ends of the inner steel formwork 3 and the two ends of the outer steel formwork by using a double-layer galvanized steel wire mesh 7 as shown in fig. 6, wherein the steel wire mesh 7 can be bound and fixed on short steel bars at the two ends by adopting binding wires; under general conditions, the concrete can be effectively blocked by adopting a steel wire mesh sheet with the aperture of 1 mm; as shown in fig. 7, the reinforcement cage 1 is clamped between the inner steel formwork 3 and the outer steel formwork 4;
fourthly, pouring self-compacting concrete into the grout through holes 5, and enabling the self-compacting concrete to be filled in a cavity between the inner steel formwork 3 and the outer steel formwork 4; and after the design strength is reached, removing the inner steel template 3 and the outer steel template 4 to form a concrete pile casing 8 in which the reinforcement cage 1 is coated in the middle, and prefabricating the pressure-grouting pile by using the reinforcement cage.
In order to ensure good fluidity of the concrete poured between the inner steel formwork 3 and the outer steel formwork 4, the slump of the concrete is required to be larger, and the particle size of the coarse aggregate is within 15 mm.
Before the construction is inserted, a hanging ring 101 is welded at the top of the reinforcement cage 1, as shown in fig. 8; and then hoisting the prefabricated reinforcement cage by hoisting equipment through a hoisting ring, and inserting the reinforcement cage into the pile hole by using the self weight or the vibration device until the reinforcement cage reaches the designed position.
According to the invention, the lower part of the bundled reinforcement cage is covered with the concrete annular protective cylinder with the thickness of 8-10 cm for protection, so that the reinforcement cage can be prevented from directly touching the side wall of a pile hole in the cage-descending process, the reinforcement cage is ensured not to scatter and be not to be unwelded, and the strength of the reinforcement cage is not reduced; meanwhile, as the self weight of the annular concrete protection cylinder is larger than that of the steel reinforcement cage, the steel reinforcement cage can be inserted to a designed elevation basically without a conventional vibration device during the insertion of the hole, so that the construction progress is accelerated; compared with a method of firstly putting an auxiliary steel cylinder before putting a reinforcement cage into the cage, the construction cost is low and the construction is more convenient.
Claims (4)
1. The prefabricating method of the reinforcement cage for the long spiral drilling pressure-grouting pile is characterized by comprising the following steps of: the method comprises the following steps:
firstly, welding template positioning steel bars on main bars at the lower part of a reinforcement cage after binding and welding, wherein the inner part and the outer part of each template positioning steel bar are respectively extended by 20-30 mm;
secondly, manufacturing inner and outer steel templates with a cylindrical structure according to the diameter of the reinforcement cage, wherein the diameter of the inner template is 40-60 mm smaller than the inner diameter of the reinforcement cage, the diameter of the outer template is 40-60 mm larger than the outer diameter of the reinforcement cage, and a grout through hole is formed in the outer template; short steel bars are welded at intervals at two ends of the inner steel template and the outer steel template along the circumferential direction;
thirdly, horizontally placing the reinforcement cage, sleeving the inner steel template and the outer steel template on the lower part of the reinforcement cage, and keeping the grout through hole upward; two ends of the inner steel template and the outer steel template are respectively plugged by steel wire meshes, and the steel wire meshes are bound and fixed on the short steel bars by binding wires;
fourthly, pouring self-compacting concrete into the grout through holes, and enabling the self-compacting concrete to be filled in a cavity between the inner steel formwork and the outer steel formwork to form a concrete pile casing for coating the reinforcement cage; and after the design strength is reached, removing the inner steel template and the outer steel template, and prefabricating the reinforcement cage.
2. The method for prefabricating the reinforcement cage for the long spiral drilling pressure-grouting pile according to claim 1, wherein: the slurry through holes are arranged at intervals of 2-3 meters along the axial direction.
3. The method for prefabricating the reinforcement cage for the long spiral drilling pressure-grouting pile according to claim 1, wherein: the steel wire mesh sheet is a double-layer galvanized steel wire mesh, and the aperture of the steel wire mesh sheet is 1 mm.
4. The method for prefabricating the reinforcement cage for the long spiral drilling pressure-grouting pile according to claim 1, wherein: the grain diameter of the coarse aggregate in the self-compacting concrete used in the fourth step is within 15 mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111563241.3A CN114227900A (en) | 2021-12-20 | 2021-12-20 | Prefabricating method of reinforcement cage for long spiral drilling pressure-grouting pile |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111563241.3A CN114227900A (en) | 2021-12-20 | 2021-12-20 | Prefabricating method of reinforcement cage for long spiral drilling pressure-grouting pile |
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| Publication Number | Publication Date |
|---|---|
| CN114227900A true CN114227900A (en) | 2022-03-25 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111563241.3A Pending CN114227900A (en) | 2021-12-20 | 2021-12-20 | Prefabricating method of reinforcement cage for long spiral drilling pressure-grouting pile |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116025153A (en) * | 2023-02-17 | 2023-04-28 | 中国十七冶集团有限公司 | Processing method for remaining clear notch of column template |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000045272A (en) * | 1998-07-31 | 2000-02-15 | Aoki Corp | Reinforcement concrete pile and its driving method |
| CN1560380A (en) * | 2004-02-27 | 2005-01-05 | 胡柏英 | Structure of precast rainforced concrete tubular pile and manufacture method thereof |
| JP2007126846A (en) * | 2005-11-02 | 2007-05-24 | Tekken Constr Co Ltd | Reinforcing cage, construction method for cast-in-place concrete pile, and cast-in-place concrete pile |
| CN204059390U (en) * | 2014-04-16 | 2014-12-31 | 青岛理工大学 | Double-casing cast-in-situ bored pile for strongly corrosive saline soil |
| CN206070522U (en) * | 2016-09-28 | 2017-04-05 | 建华建材（湖南）有限公司 | Prestressed concrete casing |
| CN106759293A (en) * | 2017-01-09 | 2017-05-31 | 福州大学 | The bored concrete pile and its making construction method of a kind of use ultra-high performance concrete casing |
| CN113152437A (en) * | 2021-03-12 | 2021-07-23 | 中国十七冶集团有限公司 | Method for controlling protective layer and preventing hole collapse of reinforcement cage of rotary excavating cast-in-place pile |
-
2021
- 2021-12-20 CN CN202111563241.3A patent/CN114227900A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000045272A (en) * | 1998-07-31 | 2000-02-15 | Aoki Corp | Reinforcement concrete pile and its driving method |
| CN1560380A (en) * | 2004-02-27 | 2005-01-05 | 胡柏英 | Structure of precast rainforced concrete tubular pile and manufacture method thereof |
| JP2007126846A (en) * | 2005-11-02 | 2007-05-24 | Tekken Constr Co Ltd | Reinforcing cage, construction method for cast-in-place concrete pile, and cast-in-place concrete pile |
| CN204059390U (en) * | 2014-04-16 | 2014-12-31 | 青岛理工大学 | Double-casing cast-in-situ bored pile for strongly corrosive saline soil |
| CN206070522U (en) * | 2016-09-28 | 2017-04-05 | 建华建材（湖南）有限公司 | Prestressed concrete casing |
| CN106759293A (en) * | 2017-01-09 | 2017-05-31 | 福州大学 | The bored concrete pile and its making construction method of a kind of use ultra-high performance concrete casing |
| CN113152437A (en) * | 2021-03-12 | 2021-07-23 | 中国十七冶集团有限公司 | Method for controlling protective layer and preventing hole collapse of reinforcement cage of rotary excavating cast-in-place pile |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116025153A (en) * | 2023-02-17 | 2023-04-28 | 中国十七冶集团有限公司 | Processing method for remaining clear notch of column template |
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Application publication date: 20220325 |