CN106930285B - Pressure-bearing type gravel soil layer expanded anchor rod and construction method thereof - Google Patents
Pressure-bearing type gravel soil layer expanded anchor rod and construction method thereof Download PDFInfo
- Publication number
- CN106930285B CN106930285B CN201710311285.4A CN201710311285A CN106930285B CN 106930285 B CN106930285 B CN 106930285B CN 201710311285 A CN201710311285 A CN 201710311285A CN 106930285 B CN106930285 B CN 106930285B
- Authority
- CN
- China
- Prior art keywords
- grouting
- anchor rod
- construction
- gravel
- grouting pipe
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000010276 construction Methods 0.000 title claims abstract description 58
- 239000002689 soil Substances 0.000 title claims abstract description 37
- 238000005553 drilling Methods 0.000 claims abstract description 28
- 239000002002 slurry Substances 0.000 claims description 16
- 230000008093 supporting effect Effects 0.000 claims description 16
- 239000004568 cement Substances 0.000 claims description 15
- 230000000694 effects Effects 0.000 claims description 15
- 229910000831 Steel Inorganic materials 0.000 claims description 11
- 239000010959 steel Substances 0.000 claims description 11
- 238000010586 diagram Methods 0.000 claims description 6
- 238000013461 design Methods 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 2
- 238000005507 spraying Methods 0.000 claims description 2
- 239000013589 supplement Substances 0.000 claims description 2
- 230000001502 supplementing effect Effects 0.000 claims 1
- 238000000034 method Methods 0.000 abstract description 10
- 238000005516 engineering process Methods 0.000 abstract description 5
- 238000007569 slipcasting Methods 0.000 description 27
- 239000011440 grout Substances 0.000 description 5
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 4
- 235000013601 eggs Nutrition 0.000 description 4
- 102000002322 Egg Proteins Human genes 0.000 description 3
- 108010000912 Egg Proteins Proteins 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 3
- 210000004681 ovum Anatomy 0.000 description 3
- 239000004575 stone Substances 0.000 description 3
- 230000015572 biosynthetic process Effects 0.000 description 2
- 230000000903 blocking effect Effects 0.000 description 2
- 238000009792 diffusion process Methods 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 239000007788 liquid Substances 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 239000002893 slag Substances 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 238000004134 energy conservation Methods 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 239000011796 hollow space material Substances 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 239000002994 raw material Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Images
Classifications
-
- 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
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/028—Devices or accesories for injecting a grouting liquid in a bore-hole
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- General Engineering & Computer Science (AREA)
- Geology (AREA)
- Geochemistry & Mineralogy (AREA)
- Civil Engineering (AREA)
- Paleontology (AREA)
- Chemical & Material Sciences (AREA)
- Inorganic Chemistry (AREA)
- Piles And Underground Anchors (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The invention discloses a pressure-bearing gravel soil layer expanded anchor rod and a construction method thereof. The method comprises the following steps: (a) measuring the payoff; (b) equipment assembly and debugging; (c) drilling by a drilling machine; (d) grouting by a grouting pipe; (e) And (d) finally, repeating the step (c) and the step (d) to finish the construction of the expanded anchor rod in each expanded anchor rod hole site. The construction method has the advantages of simple process, high work efficiency, low cost, no pollution, less used equipment, advanced technology, improved single-pile pulling resistance and better economy.
Description
Technical Field
The invention belongs to the field of geotechnical engineering, and particularly relates to a pressure-bearing gravel soil layer expanded anchor rod and a construction method thereof.
Background
Various soil anchor rod technologies are widely applied to side slopes, foundation pits, tunnels, underground pipelines and anti-floating projects in the industries of traffic, construction, municipal administration, hydropower, mine construction and the like. When the anchor rod is constructed aiming at the egg gravel layer, because the egg gravel layer has high stratum hardness, poor drillability and no argillaceous cementation, the flushing fluid is seriously leaked, and collapse and block falling are easy to occur. If the common expanded anchor rod or the expanded anchor rod with the bag is adopted for the deep foundation pit support of the stratum during construction on the gravel layer, the construction difficulty is high, the work efficiency is low, and the engineering cost is high. In addition, the hole forming difficulty is very high in the soil layer, hole expansion is more difficult, gravel slag is difficult to clean out of the hole, and even if the gravel slag is cleaned out, the probability of hole collapse is very high, so that the anchor rod body, a grouting pipe and the like cannot be placed to the bottom of the hole or a bag cannot be fully opened after the anchor rod body is inserted into the hole with the bag, and the construction quality of the expanded anchor rod and the bearing capacity exertion of the anchor rod are seriously influenced. The industry has no policy on constructing the basic beam of the expanded anchor rod in the soil layer.
Disclosure of Invention
The invention aims to provide a pressure-bearing gravel soil layer expanded anchor rod and a construction method thereof.
In order to solve the technical problem, the following technical scheme is adopted:
the utility model provides a pressure-bearing type gravel soil layer expander stock, includes reinforcing bar, supporting body and slip casting pipe, and the middle part of supporting body is equipped with central screw hole, central screw hole and reinforcing bar phase-match, and the both sides of supporting body are equipped with the semicircle opening, semicircle opening and slip casting pipe phase-match, and the slip casting pipe is the hollow tube, the upper end opening of slip casting pipe, and the lower extreme of slip casting pipe seals, is equipped with the slip casting hole on the lateral wall of slip casting pipe.
Furthermore, the slip casting hole includes last slip casting hole and make a bet hole, goes up the slip casting hole and sets up on the last lateral wall of slip casting pipe, makes a bet hole set up on the lower lateral wall of slip casting pipe.
Furthermore, one upper grouting hole is arranged on the section of the grouting pipe on the same level.
Furthermore, three lower grouting holes are arranged on the section of the grouting pipe at the same level.
Further, the slip casting pipe includes first slip casting pipe and second slip casting pipe, and the semicircle opening includes first semicircle opening and second semicircle opening, and first semicircle opening is located one side of supporting body, and second semicircle opening is located the opposite side of supporting body, and first slip casting pipe and first semicircle opening phase-match, second slip casting pipe and second semicircle opening phase-match.
Furthermore, the quantity of supporting body is equipped with two at least, and the supporting body adopts spot welding to be connected with both sides slip casting pipe.
A construction method of a pressure-bearing type gravel soil layer expanded anchor rod is characterized by comprising the following steps:
(a) Measuring and paying off: firstly, setting coordinates, a base line, basic data and an elevation control point according to a construction position of an gravel ground on a construction general plane diagram, carrying out network point surveying by using a theodolite and a steel ruler, establishing a construction control point in a construction position area of the gravel ground, and establishing a safety upright at the construction control point; then numbering all anchor rods according to the position of each expanded anchor rod determined on the construction general plan, and marking the specific coordinates of each anchor rod hole site through a theodolite and a steel ruler; and finally, determining the drilling depth of each anchor rod hole site according to the ground elevation of each anchor rod hole site.
(b) The sleeve, the anchor rod and the drilling machine are arranged, installed and debugged according to specific conditions of a construction site, the sleeve with the corresponding diameter is adopted according to design requirements, and the drill rod penetrates through the sleeve and is coaxial with the sleeve.
(c) Drilling by a drilling machine: moving the drilling machine to the first anchor rod hole site, starting the drilling machine, drilling the drill rod and the casing together, stopping the drill rod when the drill rod reaches the specified elevation position, taking out the drill rod, and leaving the casing in the gravel stratum.
(d) Grouting by a grouting pipe: firstly, placing an anchor rod in a casing, pulling out the casing after the anchor rod is placed at a designated position, and enabling a hole drilled by a drill rod to lose the wall protection effect to cause a hole collapse effect; and then connecting a grouting pump to perform pressure grouting through a grouting pipe on the anchor rod, spraying cement slurry from an upper grouting hole and a lower grouting hole of the grouting pipe, forming seepage through hollow gaps in the gravel stratum, mixing the cement slurry with surrounding gravel soil to form cement soil, disconnecting the upper part of the grouting pump from the upper part of the grouting pipe after grouting is finished, and finishing the construction of the first anchor rod hole site.
(e) And (d) finally, repeating the step (c) and the step (d) to finish the construction of the expanded anchor rod in each anchor rod hole site.
Further, in the step (d), the water-cement ratio of the slurry of pressure grouting is controlled to be 0.45-0.55, and the pressure of grouting is controlled to be 2.5-3.5MPa.
Further, in the step (d), after grouting of the hole site of the expanded anchor rod is completed, grout is supplemented to the expanded head body according to the formation of the expanded head body similar to pebble concrete, so that the overall uplift bearing capacity is improved.
Furthermore, the water-cement ratio of the slurry for slurry supplement is controlled to be 0.55-0.65, and the pressure of grouting is controlled to be 2.5-3.5MPa.
Due to the adoption of the technical scheme, the method has the following beneficial effects:
the invention relates to a construction method of a pressure-bearing gravel soil layer expanded anchor rod, which has the advantages of simple process, high working efficiency, low cost, no pollution and less used equipment. The body-expanding anchor rod drills holes in the gravel stratum for casing wall protection drilling, so that hole collapse of the gravel stratum is prevented, and a steel bar, a bearing body and a grouting pipe are easy to lower; the independent reaming step of the conventional reaming anchor is not needed; during drilling, the casing pipe plays a role of protecting the wall, the soil body loses the supporting and blocking effect and collapses when the pipe is pulled out, and the bearing body on the rod body forms the burying and weighting effect. Adopt pressure slip casting, utilize ovum gravel stone soil space to form the thick liquid infiltration effect, make thick liquid and the mixture of ovum gravel stone soil on every side form ovum gravel concrete analog, because of the difference of the different formation of the grout holes of each position of stock the stock lower extreme expands the body effect. Due to the gravity and stress diffusion effect of the soil layer above the expanded part, the bearing capacity of the anchor rod is greatly improved. The method has the following beneficial effects:
1. the technology is advanced: through the improvement processing to the soil body around the stock tip, form the knot entity of enlarged footing, supporting body and both sides slip casting pipe on the cooperation body of rod form very stable anchor effect to provide the bearing capacity bigger than ordinary stock.
2. The construction process is simple, the speed is high, and the construction period is more saved: the casing protection wall is adopted, hole collapse similar to that of a traditional expanded anchor rod during construction can not be generated during drilling, the drilling speed is high in the whole construction process, the downward placement of the steel bar, the bearing body and the grouting pipe is smooth, and the process is simple and efficient.
3. The single-pile pulling resistance is improved, and the method is economic and better: because the technology makes full use of and strengthens the mechanical property of the soil, the consumption of raw materials is greatly reduced under the condition of providing the same pulling resistance. Has the properties of energy conservation and construction to a certain extent, and is a green construction technology.
Drawings
The invention is further described below with reference to the accompanying drawings:
FIG. 1 is a schematic construction state diagram of a construction method of a pressure-bearing gravel soil layer expanded anchor rod according to the invention;
FIG. 2 is a schematic structural diagram of the pressure-bearing gravel soil layer expanded anchor rod of the invention after construction;
FIG. 3 is a schematic structural diagram of a pressure-bearing gravel soil layer expanded anchor rod according to the invention;
FIG. 4 is a schematic cross-sectional view taken along the line A of FIG. 3 according to the present invention;
FIG. 5 is a schematic cross-sectional view taken along direction B of FIG. 3 according to the present invention.
In the figure: 1-a drilling machine; 2-a drill rod; 3-sleeving a pipe; 4-a layer of pebbles; 5-grouting pipe; 6, anchoring the bolt; 7-reinforcing steel bars; 8-a carrier; 9-a central threaded hole; 10-semicircular opening; 11-upper grouting hole; 12-lower grout hole; 13-a first slip casting pipe; 14-a second slip casting pipe; 15-a first semi-circular opening; 16-a second semicircular opening; 17-external connection grouting pipe.
Detailed Description
As shown in fig. 3 to 5, a pressure-bearing type expanded anchor rod for gravel soil layers comprises a reinforcing steel bar 7, a bearing body 8 and a grouting pipe, wherein a central threaded hole 9 is formed in the middle of the bearing body 8, the central threaded hole 9 is matched with the reinforcing steel bar 7, semicircular openings 10 are formed in two sides of the bearing body 8, the semicircular openings 10 are matched with the grouting pipe, the grouting pipe is a hollow pipe, the upper end of the grouting pipe is open, the lower end of the grouting pipe is closed, and grouting holes are formed in the side wall of the grouting pipe.
The grouting holes comprise upper grouting holes 11 and lower grouting holes 12, the upper grouting holes 11 are arranged on the upper side wall of the grouting pipe, and the lower grouting holes 12 are arranged on the lower side wall of the grouting pipe.
The upper grouting holes 11 are provided one on the same horizontal section of the grouting pipe.
The lower injection holes 12 are provided in three on the same horizontal section of the injection pipe.
The slip casting pipe includes first slip casting pipe 13 and second slip casting pipe 14, and semicircle opening 10 includes first semicircle opening 15 and second semicircle opening 16, and first semicircle opening 15 is located one side of supporting body 8, and second semicircle opening 16 is located the opposite side of supporting body 8, and first slip casting pipe 13 and first semicircle opening 15 phase-match, second slip casting pipe 14 and second semicircle opening 16 phase-match.
The number of the supporting bodies 8 is at least two, and the supporting bodies 8 are connected with the grouting pipes 5 on the two sides through spot welding.
As shown in fig. 1 to 2, a construction method of a pressure-bearing gravel soil layer expanded anchor rod includes the following steps:
(a) And (3) measurement and paying-off: firstly, setting coordinates, a base line, basic data and an elevation control point according to a construction position of an gravel ground on a construction general plane diagram, carrying out network point surveying by using a theodolite and a steel ruler, establishing a construction control point in a construction position area of the gravel ground, and establishing a safety upright at the construction control point; then numbering all anchor rods 6 according to the position of each anchor rod 6 determined on the construction general plan, and marking the specific coordinates of each anchor hole position through a theodolite and a steel ruler; and finally, determining the drilling depth of each anchor hole position according to the ground elevation of each anchor hole position.
(b) Equipment assembling and debugging: the sleeve, the anchor rod and the drilling machine are arranged, installed and debugged according to specific conditions of a construction site, the sleeve 3 with the corresponding diameter is adopted according to design requirements, and the drill rod 2 penetrates through the sleeve 3 and is coaxial with the sleeve 3.
(c) Drilling by a drilling machine: firstly, the drilling machine 1 is conveyed to a first anchor hole site, the drilling machine 1 is started, the drill rod 2 and the casing 3 drill together, when the drill rod 2 reaches a specified elevation position, the drill rod 2 stops working, the drill rod 2 is taken out, and the casing 3 is left in the gravel stratum. The casing 3 follow-up construction method ensures that the anchor rod drills a non-collapse hole when in construction of the gravel layer 4, and the hole is more smoothly drilled by the rod body and the grouting pipe 5;
(d) Grouting by a grouting pipe 5: firstly, placing an anchor rod 6 in a sleeve 3, wherein the anchor rod 6 is internally provided with a bearing body 8, a reinforcing steel bar 7 and a grouting pipe 5 with a small hole on the pipe wall of the middle and lower part, and after the anchor rod 6 is placed to a designated position, pulling out the sleeve 3 to ensure that the hole drilled by a drill rod 2 loses the wall protection effect and cause a hole collapse effect; then connecting a grouting pump to perform pressure grouting through an external grouting pipe 17 and a grouting pipe 5, wherein the water-cement ratio of slurry of the pressure grouting is controlled to be 0.45-0.55, and the grouting pressure is controlled to be 2.5-3.5MPa. The cement slurry is sprayed out from the upper grouting hole 11 and the lower grouting hole 12 of the grouting pipe 5, forms seepage through the hollow space in the gravel-egg stratum and is mixed with the surrounding gravel soil to form cement soil. The slurry flowing out of the upper grout hole 11 is combined with gravel and eggs on the wall of the hole drilled by the drill rod 2, and the slurry flowing out of the lower grout hole 12 is combined with gravel and eggs on the bottom of the hole drilled by the drill rod 2. When the age of the anchor rod 6 is reached, an enlarged head body similar to gravel concrete can be formed around the middle lower part of the anchor rod 6, the property that gravel is easy to collapse after the casing 3 is pulled out is fully utilized, adverse factors are changed into beneficial factors, and the bearing performance of the anchor rod bearing body is fully exerted. And after grouting at the anchor hole position is completed, finally, disconnecting the upper part of the grouting pipe from the grouting pump, and finishing construction at the first anchor hole position. The occlusion characteristic and the high-strength characteristic of a cement soil body formed by mixing the gravel stone and the cement paste are fully utilized, the strength of the anchor rod expanding head body is ensured, and the pulling resistance provided by the expanding body part is increased to a greater extent.
(e) And (d) finally, repeating the step (c) and the step (d) to finish the construction of the anchor rod 6 of each anchor hole site.
The construction method has the advantages of simple process, high work efficiency, low cost, no pollution and less used equipment. The anchor rod 6 is drilled in the gravel stratum to drill a hole for the casing 3 to protect the wall, so that hole collapse of the gravel stratum is prevented, and the steel bar 7, the bearing body 8 and the grouting pipe 5 are easy to lower; the independent reaming step of the conventional reaming anchor is not needed; during drilling, the casing 3 plays a role of protecting the wall, the soil body loses the supporting and blocking effect and collapses when the pipe is pulled out, and the burying and weight-bearing effect is formed on the bearing body on the rod body. The slurry is mixed with surrounding gravel soil to form a gravel concrete analog by adopting pressure grouting and utilizing a gravel soil gap to form a slurry permeation effect, and the bearing capacity of the anchor rod is greatly improved due to the gravity and stress diffusion effect of the soil layer above the expanding part.
The above are only specific embodiments of the present invention, but the technical features of the present invention are not limited thereto. Any simple changes, equivalent substitutions or modifications made on the basis of the present invention to solve the same technical problems and achieve the same technical effects are all covered in the protection scope of the present invention.
Claims (4)
1. A construction method of a bearing type expanded anchor rod for gravel soil layers is characterized in that: the grouting device comprises a steel bar, a bearing body and a grouting pipe, wherein a central threaded hole is formed in the middle of the bearing body and is matched with the steel bar, semicircular openings are formed in two sides of the bearing body and are matched with the grouting pipe, the grouting pipe is a hollow pipe, the upper end of the grouting pipe is open, the lower end of the grouting pipe is closed, and grouting holes are formed in the side wall of the grouting pipe;
the grouting holes comprise upper grouting holes and lower grouting holes, the upper grouting holes are formed in the upper side wall of the grouting pipe, and the lower grouting holes are formed in the lower side wall of the grouting pipe;
one upper grouting hole is formed in the section of the grouting pipe on the same level;
three lower grouting holes are formed in the same horizontal section of the grouting pipe;
the grouting pipes comprise a first grouting pipe and a second grouting pipe, the semicircular openings comprise a first semicircular opening and a second semicircular opening, the first semicircular opening is positioned on one side of the bearing body, the second semicircular opening is positioned on the other side of the bearing body, the first grouting pipe is matched with the first semicircular opening, and the second grouting pipe is matched with the second semicircular opening;
the number of the supporting bodies is at least two, and the supporting bodies are connected with the grouting pipes on the two sides in a spot welding manner;
further comprising the steps of:
(a) And (3) measurement and paying-off: firstly, setting coordinates, a base line, basic data and elevation control points according to construction positions of the gravel-gravel ground set on a construction general plane diagram, carrying out dot surveying and setting by using a theodolite and a steel ruler, establishing construction control points in the construction position area of the gravel-gravel ground, and establishing safety columns at the construction control points; then numbering all anchor rods according to the position of each expanded anchor rod determined on the construction general plan, and marking the specific coordinates of each anchor rod hole site through a theodolite and a steel ruler; finally, determining the drilling depth of each anchor rod hole site according to the ground elevation of each anchor rod hole site;
(b) Equipment assembling and debugging: arranging, installing and debugging the sleeve, the anchor rod and the drilling machine according to the specific conditions of a construction site, adopting the sleeve with the corresponding diameter according to the design requirement, and enabling the drill rod to penetrate through the sleeve and be coaxial with the sleeve;
(c) Drilling by a drilling machine: firstly, moving a drilling machine to a first anchor rod hole site, starting the drilling machine, drilling a drill rod and a sleeve together, stopping the drill rod when the drill rod reaches a specified elevation position, taking out the drill rod, and leaving the sleeve in a gravel stratum;
(d) Grouting by a grouting pipe: firstly, placing an anchor rod in a casing, pulling out the casing after the anchor rod is placed at a designated position, and enabling a hole drilled by a drill rod to lose the wall protection effect to cause a hole collapse effect; then connecting a grouting pump to perform pressure grouting through a grouting pipe on the anchor rod, spraying cement slurry from an upper grouting hole and a lower grouting hole of the grouting pipe, forming seepage through hollow gaps in the gravel stratum, mixing the cement slurry with surrounding gravel soil to form cement soil, disconnecting the upper part of the grouting pump from the upper part after grouting is finished, and finishing the construction of a first anchor rod hole site;
(e) And (d) finally, repeating the step (c) and the step (d) to finish the construction of the expanded anchor of each anchor hole site.
2. The construction method of the pressure-bearing gravel soil layer expanded anchor rod according to claim 1, characterized in that: in the step (d), the water-cement ratio of the slurry of pressure grouting is controlled to be 0.45-0.55, and the pressure of grouting is controlled to be 2.5-3.5MPa.
3. The construction method of the pressure-bearing gravel soil layer expanded anchor rod according to claim 1, characterized in that: in the step (d), after grouting of the hole site of the expanded anchor rod is completed, slurry supplementing treatment is carried out on the expanded head body according to the expanded head body which is formed like pebble concrete, and the whole uplift bearing capacity is improved.
4. The construction method of the pressure-bearing gravel soil layer expanded anchor rod according to claim 3, characterized in that: the water-cement ratio of the slurry supplement is controlled to be 0.55-0.65, and the pressure of grouting is controlled to be 2.5-3.5MPa.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710311285.4A CN106930285B (en) | 2017-05-05 | 2017-05-05 | Pressure-bearing type gravel soil layer expanded anchor rod and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710311285.4A CN106930285B (en) | 2017-05-05 | 2017-05-05 | Pressure-bearing type gravel soil layer expanded anchor rod and construction method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106930285A CN106930285A (en) | 2017-07-07 |
| CN106930285B true CN106930285B (en) | 2023-02-17 |
Family
ID=59430366
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710311285.4A Active CN106930285B (en) | 2017-05-05 | 2017-05-05 | Pressure-bearing type gravel soil layer expanded anchor rod and construction method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106930285B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110185413A (en) * | 2019-05-27 | 2019-08-30 | 太原理工大学 | A method of stable slip casting channel is formed on easy collapse hole stratum |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101644053A (en) * | 2009-09-04 | 2010-02-10 | 凌光荣 | Method for enhancing pulling-resistant and tensile-resistant capability of soft and weak soil layer anchor rod/anchor rope |
| CN102535458A (en) * | 2010-12-31 | 2012-07-04 | 中航勘察设计研究院有限公司 | Reinforced cement-soil anchor bolt and construction method thereof |
| CN102900446A (en) * | 2012-10-23 | 2013-01-30 | 中国矿业大学 | Step-by-step strengthening method by anchoring and forming hole in downward sleeve of cracking medium |
| CN103938626A (en) * | 2014-03-06 | 2014-07-23 | 中冶集团武汉勘察研究院有限公司 | Post-grouting pressure type anchor rod and construction method thereof |
| CN206721875U (en) * | 2017-05-05 | 2017-12-08 | 浙江坤德创新岩土工程有限公司 | A kind of pressure-bearing type boulder and cobble soil layer enlarging anchor rod |
-
2017
- 2017-05-05 CN CN201710311285.4A patent/CN106930285B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101644053A (en) * | 2009-09-04 | 2010-02-10 | 凌光荣 | Method for enhancing pulling-resistant and tensile-resistant capability of soft and weak soil layer anchor rod/anchor rope |
| CN102535458A (en) * | 2010-12-31 | 2012-07-04 | 中航勘察设计研究院有限公司 | Reinforced cement-soil anchor bolt and construction method thereof |
| CN102900446A (en) * | 2012-10-23 | 2013-01-30 | 中国矿业大学 | Step-by-step strengthening method by anchoring and forming hole in downward sleeve of cracking medium |
| CN103938626A (en) * | 2014-03-06 | 2014-07-23 | 中冶集团武汉勘察研究院有限公司 | Post-grouting pressure type anchor rod and construction method thereof |
| CN206721875U (en) * | 2017-05-05 | 2017-12-08 | 浙江坤德创新岩土工程有限公司 | A kind of pressure-bearing type boulder and cobble soil layer enlarging anchor rod |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106930285A (en) | 2017-07-07 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104594348B (en) | Enlarged footing bellows anchor pole and construction method thereof | |
| CN106640120B (en) | Layered grouting construction method for fixed-point deep holes on earth surface | |
| CN100462507C (en) | Construction method for pulling-resistant and pressure-resistant slip casting pipe pile | |
| CN112392400B (en) | Hole forming construction process for slope protection pile in complex geological environment | |
| CN101173517A (en) | Pile-pulling construction method | |
| CN114233385B (en) | Treatment method for mud-bursting water of inclined shaft | |
| CN206308569U (en) | It is a kind of to reinforce the road structure for punishing the solution cavity that underlies | |
| CN202519694U (en) | Open caisson foundation structure under saturated water condition when geology is sludge layer | |
| CN105649073A (en) | Static root drilling type construction method for planting piles | |
| CN105133641B (en) | Thin-wall continuous-wall-type foundation reinforcing structure and method | |
| CN105421445A (en) | Construction method for non-prestressed centrifugal high-strength concrete pile planted pile | |
| CN110965595A (en) | Raft foundation building lifting reinforcement structure and method under corrosive geological environment | |
| CN102535458A (en) | Reinforced cement-soil anchor bolt and construction method thereof | |
| CN106758759B (en) | A kind of trestle pile foundation and its anchoring process for deep water drift net riverbed | |
| CN106149745A (en) | A kind of truss type steel tube grouting pile basis and construction method thereof | |
| CN103147435A (en) | Method for treating construction engineering foundation in gob | |
| CN103498478A (en) | Curtain grouting construction method for rock dam foundation | |
| CN106930285B (en) | Pressure-bearing type gravel soil layer expanded anchor rod and construction method thereof | |
| CN205576957U (en) | Stake end pilework | |
| CN210315529U (en) | Self-drilling high-pressure rotary-jetting bag grouting expanding anti-floating anchor rod | |
| CN205062810U (en) | End support type screw thread core composite pile's construction equipment | |
| CN104372793A (en) | Anti-floating method used for existing basement by adopting pre-stressed anchor cables in jet grouting pile method | |
| CN105239573B (en) | The interplantation tube anchor rock construction method of shaped steel trestle | |
| CN206721875U (en) | A kind of pressure-bearing type boulder and cobble soil layer enlarging anchor rod | |
| CN206477240U (en) | A kind of trestle pile foundation for deep water drift net riverbed |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |