CN115613564A - Anti-floating anchor rod construction method - Google Patents
Anti-floating anchor rod construction method Download PDFInfo
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- CN115613564A CN115613564A CN202211225470.9A CN202211225470A CN115613564A CN 115613564 A CN115613564 A CN 115613564A CN 202211225470 A CN202211225470 A CN 202211225470A CN 115613564 A CN115613564 A CN 115613564A
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- reinforcing steel
- hole
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- 238000010276 construction Methods 0.000 title claims abstract description 45
- 238000007667 floating Methods 0.000 title claims abstract description 29
- 238000005553 drilling Methods 0.000 claims abstract description 45
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims abstract description 29
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 24
- 239000010959 steel Substances 0.000 claims abstract description 24
- 238000000034 method Methods 0.000 claims abstract description 19
- 239000002002 slurry Substances 0.000 claims abstract description 15
- 239000000463 material Substances 0.000 claims abstract description 11
- 238000007599 discharging Methods 0.000 claims abstract description 4
- 239000002689 soil Substances 0.000 claims abstract description 4
- 239000004568 cement Substances 0.000 claims description 15
- 238000013461 design Methods 0.000 claims description 15
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 13
- 238000012360 testing method Methods 0.000 claims description 9
- 238000012423 maintenance Methods 0.000 claims description 6
- 238000004873 anchoring Methods 0.000 claims description 4
- BPQQTUXANYXVAA-UHFFFAOYSA-N Orthosilicate Chemical compound [O-][Si]([O-])([O-])[O-] BPQQTUXANYXVAA-UHFFFAOYSA-N 0.000 claims description 3
- 238000013142 basic testing Methods 0.000 claims description 3
- 239000004927 clay Substances 0.000 claims description 3
- 230000003203 everyday effect Effects 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 239000003638 chemical reducing agent Substances 0.000 claims description 2
- 230000003014 reinforcing effect Effects 0.000 description 4
- 238000005336 cracking Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000000465 moulding Methods 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- 239000002699 waste material Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 239000004035 construction material Substances 0.000 description 1
- 239000006071 cream Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000002708 enhancing effect Effects 0.000 description 1
- 238000000605 extraction Methods 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000012856 packing Methods 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000004064 recycling Methods 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 238000007493 shaping process Methods 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 230000008961 swelling 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
- 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
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
- E02D31/12—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure against upward hydraulic pressure
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a construction method of an anti-floating anchor rod. The method comprises the following steps: paying off, positioning, vibrating and drilling, hanging anchor rod reinforcing steel bars, vibrating and grouting, maintaining, detecting and accepting; the rotary drilling operation is carried out through the long auger stem by adopting a vibrating drilling machine, along with the vibration of a vibrating hammer of the drilling machine, the discharging holes such as plain filling soil brought by the rotation of the long auger stem in the drilling process are discharged, hole bottom reverse grouting is adopted, a grouting pipe is fixed in a steel sleeve, the vibrating hammer is connected to the upper end of the steel sleeve, the steel sleeve is inserted to 400mm above the bottom of an anchor hole, the steel sleeve is slowly lifted in the grouting process, and slurry materials are discharged from a foundation slab. The construction method does not need to lower the wall protection PVC pipe and pour graded broken stones, thereby effectively saving the construction cost; the anchor rod is lowered synchronously by adopting vibration drilling and full casing follow-up, and the sleeve is lifted while grouting is carried out at the rearmost, so that the construction period is shortened, and the construction efficiency is improved; by adopting vibration grouting, the molded grouting body has compact texture, and cracks and slurry shrinkage are effectively avoided.
Description
Technical Field
The invention belongs to the technical field of building construction, relates to the construction technology of an anti-floating anchor rod of an underground structure of building engineering, and particularly relates to a construction method of an anti-floating anchor rod capable of recycling pipes and enhancing the anti-cracking performance of grouting body.
Background
The traditional anti-floating anchor rod construction technology is greatly influenced by hydrogeology, and is easy to cause water seepage problem or even cause structural damage and deformation due to the flow of underground water in construction, so that material waste or even rework is caused.
The lowering and the extraction of the casing pipe in the traditional construction can greatly increase the construction period. Aiming at foundation treatment projects with different original terrains and different depths, the casing is manufactured on site and is only suitable for specific projects, and material waste is easily caused.
After the stock reinforcing bar transferred in traditional construction, the packing of rubble was difficult to evenly fill in whole space, leads to the mud-water separation phenomenon to appear in the slip casting process easily to make the anti-superficial stock texture after the shaping closely knit or even fracture inadequately.
Disclosure of Invention
The invention discloses a construction method of an anti-floating anchor rod according to the defects of the prior art. The invention aims to provide the anti-floating anchor rod construction method which has the advantages of more optimized construction process, wider construction application range, further improved construction quality and lower construction cost.
The invention is realized by the following technical scheme:
the construction method of the anti-floating anchor rod is characterized by comprising the following process steps:
(1) Paying off and positioning, namely paying off according to the design of a drilling hole to determine the position of the drilling hole, and installing a drilling machine;
(2) Vibrating and drilling, namely adopting an integrated vibrating drilling machine, carrying out rotary drilling operation through a long spiral drill rod, discharging plain filling soil, silty clay, silt and the like brought by the rotation of the long spiral drill rod in the drilling process out of holes along with the vibration of a vibrating hammer of the drilling machine, and checking hole forming verticality at intervals of 2 m;
(3) Hoisting anchor rod reinforcing steel bars, and after the drill hole of the drilling machine meets the design requirement, hoisting the anchor rod reinforcing steel bars into the drill hole accurately and vertically through steel ropes to keep vertical stability and slowly sink so as to avoid collision with the hole wall; after the anchor rod reinforcing steel bars are lowered to the designed depth, positioning reinforcing steel bars welded on the anchor rod reinforcing steel bars in advance clamp the anchor holes for positioning;
(4) Performing vibration grouting, namely performing reverse grouting at the bottom of a hole; the grouting pipe is fixed in the steel sleeve, the upper end of the steel sleeve is connected with the vibration hammer, the steel sleeve is inserted 400mm above the bottom of the anchor hole, the grouting pump is started, and the steel sleeve is lifted slowly at the same time until slurry materials emerge from the foundation slab;
(5) Maintaining, namely covering a gunny bag piece on the anchor rod part after grouting is finished, watering and maintaining every day, keeping the gunny bag piece moist, and strictly prohibiting disturbance during maintenance, wherein the maintenance time is not less than 14 days;
(6) Detecting and accepting, wherein the maximum test load is less than 0.8 time of the limit value of the tensile bearing capacity of the anchor rod steel bar during basic test, the tensile force of the tensioning anchor rod is not less than 1.2 times of the design value, and the anchor rod test is carried out after the anchoring and grouting strength reaches 90% of the design strength; the maximum experimental load of the acceptance test is not more than 0.9 time of the standard value of the bearing capacity of the anchor rod body, and the maximum experimental load of the anti-floating anchor rod in the service life is not more than 1.5 times of the design value of the axial tension of the anti-floating anchor rod.
In the further step (4), in the vibration grouting, pure cement slurry is adopted as a grouting material, the cement is ordinary silicate 42.5R cement, the water cement ratio is 0.45-0.5, and the grouting slurry is mixed for use; the grouting pressure is controlled to be 0.5-1.0 Mpa, and the lifting speed is 0.3m/min.
The drilling machine is a walking spiral drilling machine and comprises a pile frame and a drilling tool system; the pile frame chassis adopts full-hydraulic walking type walking, the hydraulic motor drives the slewing bearing to realize 360 degrees of full revolution, and four hydraulic support legs are arranged; the drilling system employs a 110kW power head with a three-ring reducer, a flange key type auger stem ring, and a drill bit.
And (3) in the process of hoisting the anchor rod reinforcing steel bars, a layer of water-resistant foundation slab is laid on the ground around the holes before hoisting the anchor rod reinforcing steel bars, and a water-swelling water-stopping paste cushion layer is coated at the joint of the foundation slab and the holes.
And (3) hoisting anchor rod reinforcing steel bars, wherein the rod bodies of the lowered anchor rod reinforcing steel bars are 3 phi 20 and are formed by assembling 3 grouting pipes with the diameters of 20mm, the isolating rings are connected with the anchor rods in a spot welding manner, and a group of centering supports are arranged between different anchor rod reinforcing steel bars at intervals of 2000 mm.
Compared with the prior art, the construction method has the following beneficial effects: the construction method does not need to lower the wall protection PVC pipe and pour graded broken stones, thereby effectively saving the construction cost; the construction method adopts an integral construction procedure that the anchor rod is lowered by synchronously vibrating drilling and full casing follow-up and the sleeve is lifted while grouting is carried out at the rearmost, so that the construction period can be shortened and the construction efficiency can be improved; the construction method adopts vibration grouting in the construction process, so that the texture of the molded grouting body is compact, and cracks and slurry shrinkage in the construction process are effectively avoided.
Drawings
Fig. 1 is a general elevation view of the anti-floating anchor rod of the basement.
Fig. 2 is a schematic structural view of the underground part of the basement anti-floating anchor rod of the invention.
Fig. 3 is a detailed view of the anti-floating anchor rod engine for the basement.
In the figure, 1-steel sleeve, 2-vibration hammer, 3-engine, 4-mast, 5-drilling machine, 6-foundation slab, 7-anchoring section, 8-cushion layer, 9-hole wall, 10-anchor rod steel bar and 11-long auger stem.
Detailed Description
The present invention is further described below in conjunction with the following detailed description, which is intended to further illustrate the principles of the invention and is not intended to limit the invention in any way, but is equivalent or analogous to the present invention without departing from its scope.
An embodiment of the present invention will be described below with reference to the drawings.
(1) And (6) paying off and positioning.
Determining the position of a drilling hole according to the design and setting-out of the drilling hole, and installing a drilling machine 5;
(2) And (5) vibrating and drilling.
The 5 calibration positions of integral type rig, under the transmission of engine 3, through the rotatory operation of long auger stem 11 that the diameter is 150mm, along with the vibration effect of vibratory hammer 2, outside discharging holes such as plain soil, silty clay, silt that will drill the in-process long auger stem 11 rotation and bring out, the pore-forming straightness that hangs down must be examined once every 2m to the drilling depth reaches design degree of depth 9m.
(3) And hoisting anchor rod reinforcing steel bars.
The anchor rod body is 3 phi 20, and the isolating ring is connected with the anchor rod through spot welding by adopting phi 8@2000 steel bars. After 5 punches at integral type rigs, hang into the rig hole through the steel cable with the accurate perpendicular of stock reinforcing bar 10 in, make it keep vertical stable, when hanging into the anchor eye, will hang to straighten and hold up steadily, aim at the hole site, slowly sink, avoid colliding hole wall 9. When the anchor rod reinforcing steel bar 10 is lowered to the designed depth, the positioning reinforcing steel bars welded on the anchor rod reinforcing steel bar 10 in advance just block the anchor hole, and the length of the reinforcing steel bars in the hole meets the design requirement.
(4) And (5) vibrating and grouting.
The grouting mode adopts reverse grouting at the bottom of a hole, the grouting material adopts pure cement slurry, the cement adopts common silicate 42.5R cement, the water cement ratio is 0.45-0.5, and the grouting pressure is 0.5-1.0 MPa. The grouting liquid is used along with stirring, is used up before initial setting, and is performed after the anchor rod reinforcing steel bars 10 are placed. The grouting mode adopts reverse grouting at the bottom of a hole, a phi 20PE pipe is adopted as a grouting pipe, the grouting pipe is fixed in a steel sleeve 1, a vibration hammer 2 is connected to the steel sleeve 1, and an engine 3 is connected to the vibration hammer. And (3) inserting the steel sleeve 1 to a position 400mm above the bottom of the anchor rod, starting a grouting pump, and slowly lifting the steel sleeve 1 until slurry materials emerge from the foundation slab 6, so that the inside of the anchor hole is full of the slurry materials. The grouting pressure is not required to be overlarge, the grouting pressure is controlled to be 0.5-1.0 Mpa, the lifting speed is about 0.3m/min, and therefore the texture of the slurry is tighter, and cracking caused by underground special geological conditions such as underground water flowing is avoided.
(5) And (5) maintaining.
Covering a gunny bag piece on the anchor rod part after grouting is finished, watering and maintaining every day, keeping the gunny bag piece moist, and strictly prohibiting disturbance during maintenance, wherein the maintenance time is not less than 14 days.
(6) And (6) detecting and checking.
The maximum test load during basic test should not exceed 0.8 times of the limit value of the tensile bearing capacity of the anchor rod reinforcing steel bar 10.
The tensile force of the tension anchor rod is not less than 1.2 times of the design value.
After the anchoring and grouting strength reaches 90% of the designed strength, an anchor rod test can be carried out.
The maximum experimental load in the acceptance test should not exceed 0.9 times of the standard value of the bearing capacity of the anchor rod body, and the maximum experimental load of the anti-floating anchor rod in the service life should not exceed 1.5 times of the design value of the axial tension of the anti-floating anchor rod.
This anti-floating anchor rod can lay one deck water-resistant soleplate 6 on ground when hanging into the hole, and soleplate and hole junction brush meet water swelling's stagnant water cream bed course 8, and the anchor rod reinforcing bar 10 that hangs into in the hole is fixed through phi 8@2000 location hoop, and what especially noted is, will make anchor rod reinforcing bar 10 and pore wall 9 leave necessary distance in order to be used as the slip casting.
The main part of the walking type spiral drilling machine is a mast upright post, a spiral slideway and a reduction box capable of sliding up and down are arranged on the upright post, the reduction box is connected with a power input shaft and a power output shaft, the other end of the power input shaft is connected with a hydraulic motor, the other end of the power output shaft is connected with a drill rod, and the lower end of the drill rod is connected with a drill bit. The up-and-down movement of the drill rod of the drilling machine is realized by driving the reduction gearbox by the driving device, so that the rapid drilling under the downward stress is facilitated; the reduction box can slide up and down along the slide way of the drilling machine frame, so that the verticality of the drilled hole is ensured.
The rapid construction method of the anti-floating anchor rod of the basement does not need to put down the PVC pipe in the construction process, so that the time for putting down the PVC pipe is saved, and the material for putting down the PVC pipe is saved. During grouting, the drill bit connected to the grouting pipe vibrates, so that cement paste in the grouting pipe becomes more compact along with vibration, the shrinkage of the cement paste is reduced, and the quality of the anti-floating anchor rod after molding is enhanced. The prepared cement paste can be directly poured into the grouting pipe without broken stones used in the traditional process, and the problem that different high-rise muddy water ratios are different in the grouting process is solved. The method reduces the use of PVC pipes, and the grouting pipes can directly go from one anti-floating anchor rod point position to the next anti-floating anchor rod point position along with the grouting machine, thereby saving the time required for pipe replacement.
The construction method is efficient, drilling and grouting are integrated, the grouting machine does not need to be replaced after drilling, and the construction period is greatly shortened; PVC pipes do not need to be put down when anchor rod reinforcing steel bars are put down, so that construction materials are saved, and construction cost is reduced; and graded broken stones are not required to be poured during grouting, so that the construction period is shortened, and the construction cost is reduced. And the vibration grouting adopted during grouting can greatly increase the compactness of the slurry after molding, and effectively avoid cracks and slurry shrinkage in the construction process.
Claims (6)
1. The construction method of the anti-floating anchor rod is characterized by comprising the following process steps:
(1) Paying off and positioning, namely paying off according to the design of a drilling hole to determine the position of the drilling hole, and installing a drilling machine;
(2) Vibrating and drilling, namely adopting an integrated vibrating drilling machine, carrying out rotary drilling operation through a long spiral drill rod, discharging plain filling soil, silty clay, silt and the like brought by the rotation of the long spiral drill rod in the drilling process out of holes along with the vibration of a vibrating hammer of the drilling machine, and checking hole forming verticality at intervals of 2 m;
(3) Hoisting anchor rod reinforcing steel bars, and after the drill hole of the drilling machine meets the design requirement, hoisting the anchor rod reinforcing steel bars into the drill hole accurately and vertically through steel ropes to keep vertical stability and slowly sink so as to avoid collision with the hole wall; after the anchor rod reinforcing steel bar is lowered to the designed depth, the positioning reinforcing steel bar welded on the anchor rod reinforcing steel bar in advance clamps the anchor hole for positioning;
(4) Performing vibration grouting, namely performing reverse grouting at the bottom of a hole; the grouting pipe is fixed in the steel sleeve, the upper end of the steel sleeve is connected with the vibration hammer, the steel sleeve is inserted 400mm above the bottom of the anchor hole, the grouting pump is started, and meanwhile, the steel sleeve is slowly lifted until slurry materials emerge from the foundation slab;
(5) Maintaining, namely covering a gunny bag piece on the anchor rod part after grouting is finished, watering and maintaining every day, keeping the gunny bag piece moist, and strictly prohibiting disturbance during maintenance, wherein the maintenance time is not less than 14 days;
(6) Detecting and accepting, wherein the maximum test load is less than 0.8 time of the limit value of the tensile bearing capacity of the anchor rod steel bar during the basic test, the tensile force of the tensioning anchor rod is not less than 1.2 times of the design value, and the anchor rod test is carried out after the anchoring and grouting strength reaches 90% of the design strength; the maximum experimental load of the acceptance test is not more than 0.9 time of the standard value of the bearing capacity of the anchor rod body, and the maximum experimental load of the anti-floating anchor rod in the service life is not more than 1.5 times of the design value of the axial tension of the anti-floating anchor rod.
2. The anti-floating anchor rod construction method according to claim 1, wherein: in the step (4), pure cement slurry is adopted as a grouting material in the vibration grouting, the cement is ordinary silicate 42.5R cement, the water cement ratio is 0.45-0.5, and the grouting slurry is mixed for use.
3. The anti-floating anchor rod construction method according to claim 2, wherein: in the step (4), in the vibration grouting, the grouting pressure is controlled to be 0.5-1.0 Mpa, and the lifting speed is 0.3m/min.
4. The anti-floating anchor rod construction method according to claim 3, wherein: the drilling machine is a walking spiral drilling machine and comprises a pile frame and a drilling tool system; the pile frame chassis adopts full-hydraulic walking type walking, the hydraulic motor drives the slewing bearing to realize 360 degrees of full revolution, and four hydraulic support legs are arranged; the drilling system employs a 110kW power head with a three-ring reducer, a flange key type auger stem ring, and a drill bit.
5. The anti-floating anchor rod construction method according to claim 3, wherein: and (3) in the hoisting of the anchor rod reinforcing steel bars, a layer of water-resistant foundation slab is laid on the ground around the holes before the anchor rod reinforcing steel bars are hoisted, and a water-swelling water-stop paste cushion layer is coated at the joint of the foundation slab and the holes.
6. The anti-floating anchor rod construction method according to claim 5, wherein: and (3) during hoisting anchor rod reinforcing steel bars, the rod bodies of the lowered anchor rod reinforcing steel bars are 3 phi 20 and are formed by assembling 3 grouting pipes with the diameters of 20mm, the isolating rings are connected with the anchor rods in a spot welding manner, and a group of centering supports are arranged between different anchor rod reinforcing steel bars at intervals of 2000 mm.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202211225470.9A CN115613564A (en) | 2022-10-09 | 2022-10-09 | Anti-floating anchor rod construction method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202211225470.9A CN115613564A (en) | 2022-10-09 | 2022-10-09 | Anti-floating anchor rod construction method |
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Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005248428A (en) * | 2004-03-01 | 2005-09-15 | Taisei Corp | Foundation structure for construction |
| CN101914915A (en) * | 2010-07-24 | 2010-12-15 | 烟台市工程勘察有限公司 | Construction method for anti-floating anchor rod and special long auger |
| CN102182180A (en) * | 2011-04-01 | 2011-09-14 | 威海建设集团股份有限公司 | Rotary extrusion sleeve anchor rod and construction method thereof |
| CN105780763A (en) * | 2015-12-08 | 2016-07-20 | 河南锦源基础工程有限公司 | Construction method of medium-hole vibrating casing wall protection type long spiral cast-in-situ bored pile |
| CN205776201U (en) * | 2016-06-30 | 2016-12-07 | 罗康 | A kind of anti-float anchor rod constructing structure |
| CN113338356A (en) * | 2021-06-17 | 2021-09-03 | 中国水利水电第七工程局有限公司 | Anti-floating anchor rod construction structure and construction method thereof |
| CN113882375A (en) * | 2021-11-25 | 2022-01-04 | 中铁建设集团华东工程有限公司 | Anti-floating anchor rod construction process |
-
2022
- 2022-10-09 CN CN202211225470.9A patent/CN115613564A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005248428A (en) * | 2004-03-01 | 2005-09-15 | Taisei Corp | Foundation structure for construction |
| CN101914915A (en) * | 2010-07-24 | 2010-12-15 | 烟台市工程勘察有限公司 | Construction method for anti-floating anchor rod and special long auger |
| CN102182180A (en) * | 2011-04-01 | 2011-09-14 | 威海建设集团股份有限公司 | Rotary extrusion sleeve anchor rod and construction method thereof |
| CN105780763A (en) * | 2015-12-08 | 2016-07-20 | 河南锦源基础工程有限公司 | Construction method of medium-hole vibrating casing wall protection type long spiral cast-in-situ bored pile |
| CN205776201U (en) * | 2016-06-30 | 2016-12-07 | 罗康 | A kind of anti-float anchor rod constructing structure |
| CN113338356A (en) * | 2021-06-17 | 2021-09-03 | 中国水利水电第七工程局有限公司 | Anti-floating anchor rod construction structure and construction method thereof |
| CN113882375A (en) * | 2021-11-25 | 2022-01-04 | 中铁建设集团华东工程有限公司 | Anti-floating anchor rod construction process |
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