CN115094909A - Construction method of rotary spraying anchor rod meeting CFG pile - Google Patents
Construction method of rotary spraying anchor rod meeting CFG pile Download PDFInfo
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- CN115094909A CN115094909A CN202210866837.9A CN202210866837A CN115094909A CN 115094909 A CN115094909 A CN 115094909A CN 202210866837 A CN202210866837 A CN 202210866837A CN 115094909 A CN115094909 A CN 115094909A
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- 238000010276 construction Methods 0.000 title claims abstract description 56
- 238000005507 spraying Methods 0.000 title claims abstract description 17
- 238000005553 drilling Methods 0.000 claims abstract description 29
- 238000000034 method Methods 0.000 claims abstract description 21
- 239000004568 cement Substances 0.000 claims abstract description 12
- 238000004873 anchoring Methods 0.000 claims description 20
- 230000003014 reinforcing effect Effects 0.000 claims description 6
- 239000010881 fly ash Substances 0.000 claims description 3
- 230000002349 favourable effect Effects 0.000 abstract description 6
- 230000006378 damage Effects 0.000 abstract description 4
- 239000002689 soil Substances 0.000 description 15
- 230000000694 effects Effects 0.000 description 6
- 239000002131 composite material Substances 0.000 description 4
- 239000011435 rock Substances 0.000 description 4
- 239000011440 grout Substances 0.000 description 3
- 230000004224 protection Effects 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 239000011378 shotcrete Substances 0.000 description 3
- 230000008093 supporting effect Effects 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 238000007711 solidification Methods 0.000 description 2
- 230000008023 solidification Effects 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 1
- 239000000956 alloy Substances 0.000 description 1
- 229910045601 alloy Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 230000007704 transition Effects 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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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
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
-
- 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
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The application discloses a construction method of a rotary spraying anchor rod encountering a CFG pile, which comprises the following steps: s1, positioning anchor holes: according to the design position, setting out the anchor hole position on the foundation pit wall, and marking; s2, drilling: aligning the placed hole sites by using a special anchor drilling machine, adjusting the angle, starting drilling, and drilling the holes to the positions 2.5-3.5 m away from the CFG piles; s3, rotary spraying and grouting: inserting an anchor rod, wherein the end part of the anchor rod 1 is 2.5m-3.5m away from the CFG pile, drilling while high-pressure rotary spraying cement paste to form an expansion section, and the diameter of the expansion section is larger than that of the CFG pile; s4, shift: and drilling the anchor rod continuously, wherein the anchor rod is displaced to bypass the CFG pile. The technical prejudice that inserting the stock must lead to the fact destruction to the CFG stake in traditional construction has been overcome to this application scheme, has solved the technological problem that exists always in this field through the mode that simply changes construction process to its construction process does not do too much change in original construction process, is favorable to reducing equipment cost, practices thrift construction cost.
Description
Technical Field
The application relates to the field of foundation pit reinforcement, in particular to a construction method of a rotary jet grouting anchor rod meeting CFG piles.
Background
When a foundation pit of building construction is reinforced, the condition that the opening slot boundary is close to the existing building foundation is often met. The existing buildings adopt CFG piles (cement fly ash gravel piles) composite foundations. The load on the upper part of the existing building is shared by the CFG piles and the foundation of the existing building.
When the foundation pit adjacent to the peripheral side of the existing building needs to be supported, the anchor rods are used for penetrating into the CFG pile composite foundation of the existing building, the positions of the anchor rods are not well controlled when the anchor rods penetrate into the CFG pile composite foundation, the original CFG piles are easily damaged, and the damaged CFG piles can cause serious influence on the original building.
Disclosure of Invention
In order to stably support the side wall of a foundation pit on the premise that the anchor rod does not damage a CFG pile, the application provides a construction method of the rotary spraying anchor rod encountering the CFG pile.
The application provides a meet CFG stake spout anchor rod construction method soon adopts following technical scheme:
a construction method of a rotary jet grouting anchor rod encountering CFG piles comprises the following steps:
s1, anchor hole positioning: according to the design position, paying off the anchor hole position on the foundation pit wall, and marking;
s2, drilling: aligning the placed hole sites by using a special anchor drilling machine, adjusting the angle, and starting drilling until the hole is 2.5-3.5 m away from the CFG pile;
s3, rotary spraying and grouting: inserting an anchor rod, wherein the end part of the anchor rod 1 is 2.5m-3.5m away from the CFG pile, drilling and rotary spraying cement paste to form an expansion section, and the diameter of the expansion section is larger than that of the CFG pile;
s4, shift: and drilling the anchor rod continuously, wherein the anchor rod is displaced to bypass the CFG pile.
Through adopting above-mentioned technical scheme, the stock is when being close to the CFG stake, and increase shotcrete pump pressure, the stock spouts soon, softens week side soil body, makes the diameter range of softening be greater than the diameter of CFG stake, and when the stock continues to stretch into, because expand section soil body week side than the CFG stake is soft, when stock and CFG stake butt, the direction of stock is adjusted more easily, and then stock and CFG stake can stagger each other to go deep. The technical prejudice that inserting the stock must lead to the fact destruction to the CFG stake in traditional construction has been overcome to this application scheme, has solved the technological problem that exists always in this field through the mode that simply changes construction process to its construction process does not do too much change in original construction process, is favorable to reducing equipment cost, practices thrift construction cost.
Optionally, the diameter of the enlarged section is 1.1-2.5 times the diameter of the CFG pile.
Through adopting above-mentioned technical scheme, CFG stake diameter is the general diameter of trade, under this kind of condition, makes to enlarge the diameter of section diameter and be greater than the diameter of CFG stake, and the soil body of CFG stake week side is softened, and then the stock continues to be favorable to adjusting the direction of stock when deepening, makes the stock bypass the CFG stake, reaches the purpose that does not destroy the CFG stake.
Optionally, in step S3, when the end of the anchor rod 1 is 2.5m to 3.5m away from the CFG pile and still cannot pass through the CFG pile body, the anchor rod 1 is pulled out to a position away from the CFG pile, so that the end of the anchor rod 1 is 3m to 5m away from the CFG pile, and then the anchor rod is rotated and drilled.
Through adopting above-mentioned technical scheme, can increase the scope of enlarging the section, the mobile space increase of stock, and then be favorable to the stock to walk around the CFG stake smoothly.
Optionally, in step S4, the rock bolt deflection angle is adjusted by the rock bolt drilling machine during the rock bolt drilling process.
Through adopting above-mentioned technical scheme, the deflection angle of stock also can be adjusted simultaneously to the jumbolter at the in-process of boring into the stock, and such setting is adjusted the deflection angle of stock on former equipment basis, and furthest reduces construction cost under the prerequisite that guarantees that the stock can bypass the CFG stake smoothly.
Optionally, in step S3, the grouting pump pressure of the anchor rod at the expansion section is 25Mpa to 30 Mpa.
Through adopting above-mentioned technical scheme, the stock is at the normal slip casting of anchor section, when expanding the section, increases the shotcrete pump pressure, and under the pressure of this shotcrete pump pressure, the all side soil bodies of stock are impacted and softened, and the softening diameter scope is greater than the diameter of CFG pile, can make the stock effectively bypass the CFG pile, also too influences all side soil bodies, guarantees the stability of all side soil bodies.
Optionally, in step S3, the distance between the end of the anchor rod and the CFG pile is determined according to a CFG pile construction drawing of an existing building.
By adopting the technical scheme, the position of the original CFG pile can be roughly judged by utilizing the CFG pile construction drawing of the existing building, so that the distance between the pit wall of the foundation pit to be constructed and the CFG pile can be favorably judged by a constructor, the subsequent drilling depth can be conveniently judged, the slurry spraying range can be enlarged, and the construction accuracy can be guaranteed.
Optionally, the position where the distance between the end of the anchor rod and the CFG pile is 5m-10m is an anchoring section.
Through adopting above-mentioned technical scheme, the stock is in the normal whitewashing construction of anchor section, ensures the anchor effect of stock in the soil body.
Optionally, the grouting pump pressure of the anchor rod at the anchoring section is 15 Mpa.
By adopting the technical scheme, under the pumping pressure condition, the diameter of the anchoring section can basically meet the anchoring requirement, and the foundation pit supporting effect is guaranteed.
Optionally, the bore diameter of the anchor section is 200mm-500 mm.
Through adopting above-mentioned technical scheme, anchor section drilling aperture is trade interior commonly used drilling aperture, and this application need not too much original construction process of change promptly, and construction economic benefits is high, easily trade popularization.
Optionally, the expansion section forms a strengthening section after final setting.
By adopting the technical scheme, the solidified reinforcing section and the anchor rod are formed into a whole, the anchoring effect is improved, meanwhile, the reinforcing section can also strengthen the compactness of the soil body on the periphery of the CFG pile, and the stability of the existing building is improved.
In summary, the present application includes at least one of the following beneficial technical effects:
1. the technical prejudice that inserting the stock must lead to the fact destruction to the CFG stake in traditional construction has been overcome to this application scheme, has solved the technological problem that exists always in this field through the mode that simply changes construction process to its construction process does not do too much change in original construction process, is favorable to reducing equipment cost, practices thrift construction cost.
2. When the stock can't pass through the CFG stake, can retreat the stock, the increase enlarges the scope of section, and the mobile space increase of stock, and then be favorable to the stock to walk around the CFG stake smoothly.
3. The solidification reinforcing section and the anchor rod are formed into a whole, the anchoring effect is improved, meanwhile, the reinforcing section can also strengthen the compactness of the soil body on the periphery of the CFG pile, and the stability of the existing building is improved.
Drawings
Fig. 1 is a front view of the overall structure of the embodiment of the present application.
Fig. 2 is a schematic view mainly showing that the anchor rod can normally pass through the CFG pile in the embodiment of the present application.
Fig. 3 is a schematic diagram of a bolting construction process of the embodiment of the present application, which mainly shows that the bolting is applied to a CFG pile.
Fig. 4 is a schematic view of the anchor rod construction process when the anchor rod deflection angle passes through the CFG pile according to the embodiment of the present application.
Fig. 5 is a schematic view of the anchor rod construction process in the case that the anchor rod is drawn out backward for a certain distance and then passes through the CFG pile according to the embodiment of the present application.
Description of reference numerals:
1. an anchor rod; 10. an anchor hole; 2. anchoring the drill bit; 3. c, CFG piles; 4. an anchoring section; 5. and (5) expanding the section.
Detailed Description
The present application is described in further detail below with reference to figures 1-5.
In the related art, when the anchor rod is constructed under the existing building foundation in the prior industry, the CFG pile cannot be damaged, so that when the anchor rod is constructed, an industry worker can construct the anchor rod in a mode of not passing through the CFG pile.
Reference is made to a chinese patent with publication number CN113107019A, which discloses a pre-embedded anchor rod connection structure passing through a pre-built building and a construction method thereof, wherein the connection structure comprises a pre-built mattress layer connected below a pre-built foundation, a foundation reinforcing pile connected inside a soil body below the pre-built mattress layer, a crown beam connected to the top of a supporting pile, an anchor rod free section pre-connected in the crown beam and the pre-built mattress layer, an anchor rod connected to the tail end of the anchor rod free section and connected below the existing ground, and a cement grout body sleeved on the periphery of the anchor rod. The cement grout body is arranged, so that a foundation is provided for anchoring; the anchor rod extends obliquely downwards, so that the anchoring force can be provided in the largest range; the arrangement of the free section of the anchor rod can ensure the early anchoring effect; through the arrangement of the anchoring conversion piece and the elastic pipe, the stress transmission, transition and protection of anchoring of the anchor rod are facilitated. The method does not influence the construction of the first-built building and does not cause excessive construction period and cost influence on the next foundation pit excavation project in the later period.
Above-mentioned technique solves the stock and destroys the problem of original CFG stake easily through the stock not pass through the CFG stake composite foundation's of existing building the mode, but this kind of way has greatly lengthened the length of stock, has also improved construction cost.
Reference is also made to an excavation supporting structure of patent publication CN 208309592U. The invention also achieves the support mode without passing through the CFG pile, so that when an anchor rod meets the problem of the CFG pile, an industrial worker can achieve the aim of support by enabling the anchor rod not to pass through the CFG pile, and can only continue to construct the anchor rod under the condition of destroying part of the CFG pile, and the technical problem always puzzles technical personnel in the field.
The embodiment of the application discloses a construction method of a rotary spraying anchor rod encountering CFG piles, which solves the problems existing in the field all the time, the diameter of the CFG piles of the existing building is generally 400-600 mm, the pile spacing of the CFG piles 3 is 1.4-1.5 m, and anchor rod construction is carried out on the basis.
Referring to fig. 1, the method includes the following steps:
s1, positioning of anchor holes 10: and (3) correcting the excavated foundation pit wall, spraying anchors, setting out the positions of the anchor holes 10 on the foundation pit wall by using a total station according to the elevation and the horizontal distance of the design requirement, and marking the positions of the anchor holes 10.
S2, drilling: aiming at the placed hole sites by using a special anchor rod drilling machine, adjusting the angle according to the designed angle of the anchor hole 10, generally 15 degrees, selecting a hard alloy high-pressure rotary drill bit, arranging a plurality of nozzles on the flank of the drill bit to carry out a high-pressure rotary drilling process, drilling the hole with the aperture of 200-500 mm, roughly judging the distance between the end part of a drill rod and a CFG (cement fly ash gravel) pile 3 according to the construction drawing of the CFG pile 3 of the existing building, drilling the hole until the hole is 2.5-3.5 m away from the CFG pile 3, and cleaning the hole after hole forming.
S3, rotary spraying and grouting: referring to fig. 2, the end of the anchor rod 1 is connected with an anchoring drill bit 2 through an anchor rod joint, and a grout outlet is formed in the side wing of the anchoring drill bit 2; and (2) drilling an anchor rod 1 into the anchor hole 10, setting the position, with the distance of 5-10 m between an anchor drill bit 2 and the CFG pile 3, of the anchor section 4, setting the grouting pump pressure of the anchor rod 1 in the anchor section 4 to be 15Mpa, and setting the diameter of the formed anchor section 4 to be 200-500 mm. The anchor rod 1 continues to go deep, if the anchor rod 1 can normally pass through the adjacent CFG pile 3, the anchor rod 1 continues to be sprayed and drilled to form an anchoring section 4.
Referring to fig. 3, if it is detected by a pressure method that the anchor rod 1 abuts against the CFG pile 3, the anchor rod 1 cannot continue to go deep, the anchor rod 1 is pulled out, the distance between the anchor drill bit 2 and the CFG pile 3 is 2.5m to 3.5m, then the grouting pump pressure of the anchor rod 1 is increased, the grouting pump pressure is 25Mpa to 30Mpa, the anchor rod 1 starts to drill and jet cement paste with high pressure, the jet grouting speed is about 30cm per minute, the cement paste is jetted from the root and the side of the drill bit, water pressure cuts a hole wall soil layer at the bottom of the anchor hole 10 to soften and loosen the hole wall soil layer to form an expansion section 5, the anchor rod 1 can perform angular deflection within the range of the expansion section 5, then an anchor rod drilling machine is used for adjusting the deflection angle of the anchor rod 1, the end of the anchor rod 1 deviates from the center of the CFG pile 3, the anchor rod 1 continues to drill into the anchor rod 1, and the anchor rod 1 passes through the CFG pile 3.
Wherein the diameter of the enlarged section 5 is 1.1-2.5 times the diameter of the CFG pile 3. Specifically, the diameter of the CFG pile 3 is 400mm, the grouting pump pressure is 25Mpa at the moment, and the diameter of the expansion section 5 is 500 mm.
After the anchor rod 1 bypasses the CFG pile 3 in the expansion section 5, the subsequent expansion section 5 is finally solidified to form a reinforcement section, and the reinforcement section of the final solidification can enhance the anchoring capability of the anchor rod 1 on one hand and reinforce the compactness of the soil body on the peripheral side of the CFG pile 3 on the other hand, thereby playing a role in stabilizing the existing building.
Specifically, the cement paste selected in the anchor rod 1 rotary spraying adopts 32.5-grade ordinary portland cement, and the water cement ratio is 0.5-0.6. And the material cost is guaranteed on the premise of guaranteeing the stability.
Referring to fig. 5, in addition, when the anchor drill bit 2 cannot pass through the pile body of the CFG pile 3 even after increasing the grouting pump pressure at a position 2.5m to 3.5m from the CFG pile 3, the anchor rod 1 is pulled out to a position far away from the CFG pile 3, so that the distance from the anchor drill bit 2 to the CFG pile 3 is 3m to 5m, the grouting pump pressure is 25Mpa to 30Mpa, and then the anchor drill bit is rotated and drilled to a designed depth.
The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (10)
1. A construction method of a rotary spraying anchor rod encountering a CFG pile is characterized by comprising the following steps:
s1, anchor hole positioning: according to the design position, paying off the anchor hole position on the foundation pit wall, and marking;
s2, drilling: aligning the placed hole sites by using an anchor drilling machine, adjusting the angle, and starting drilling until the hole is 2.5-3.5 m away from the CFG pile (3);
s3, jet grouting: inserting an anchor rod (1), wherein the end part of the anchor rod (1) is 2.5m-3.5m away from the CFG pile (3), drilling while rotating and spraying cement paste to form an expansion section (5), and the diameter of the expansion section (5) is larger than that of the CFG pile (3);
s4, shift: and (4) continuing to drill the anchor rod (1), and enabling the anchor rod (1) to shift to bypass the CFG pile (3).
2. The construction method of the rotary jet grouting anchor rod encountering the CFG pile according to claim 1, wherein the construction method comprises the following steps: the diameter of the expanding section (5) is 1.1-2.5 times of the diameter of the CFG pile (3).
3. The construction method of the rotary spraying anchor rod encountering CFG pile as claimed in claim 1 or 2, wherein the construction method comprises the following steps: in step S3, when the end of the anchor rod (1) is 2.5m to 3.5m away from the CFG pile (3) and still cannot pass through the pile body of the CFG pile (3), the anchor rod (1) is pulled out to a position away from the CFG pile (3) so that the distance between the end of the anchor rod (1) and the CFG pile (3) is 3m to 5m, and then the anchor rod is rotated and drilled.
4. The construction method of the rotary spraying anchor rod encountering CFG pile as claimed in claim 1 or 2, wherein the construction method comprises the following steps: and in the step S4, adjusting the deflection angle of the anchor rod (1) by using the anchor rod drilling machine in the process of drilling the anchor rod (1).
5. The construction method of the rotary jet grouting anchor rod encountering CFG pile according to any one of claims 1 or 2, characterized by comprising the following steps: in the step S3, the grouting pump pressure of the anchor rod (1) in the expansion section (5) is 25-30 Mpa.
6. The construction method of the jet grouting anchor rod encountering CFG (cement fly-ash gravel) piles as claimed in claim 3, wherein the construction method comprises the following steps: in step S3, the distance between the end of the anchor (1) and the CFG pile (3) is determined according to the construction drawing of the CFG pile (3) of the existing building.
7. The construction method of the rotary jet grouting anchor rod encountering the CFG pile according to claim 1, wherein the construction method comprises the following steps: and the position, at which the distance between the end part of the anchor rod (1) and the CFG pile (3) is 5-10 m, is an anchoring section (4).
8. The construction method of the rotary jet grouting anchor rod encountering CFG pile according to claim 6, characterized in that: and the grouting pump pressure of the anchor rod (1) in the anchoring section (4) is 15 Mpa.
9. The construction method of the rotary jet grouting anchor rod encountering CFG pile according to claim 6, characterized in that: the hole diameter of the drill hole of the anchoring section (4) is 200mm-500 mm.
10. The construction method of the rotary jet grouting anchor rod encountering the CFG pile according to claim 1, wherein the construction method comprises the following steps: and the expansion section (5) forms a reinforcing section after final setting.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210866837.9A CN115094909B (en) | 2022-07-22 | 2022-07-22 | Construction method of rotary-spraying anchor rod of CFG pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210866837.9A CN115094909B (en) | 2022-07-22 | 2022-07-22 | Construction method of rotary-spraying anchor rod of CFG pile |
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| CN115094909A true CN115094909A (en) | 2022-09-23 |
| CN115094909B CN115094909B (en) | 2024-06-04 |
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| CN115094909B (en) | 2024-06-04 |
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