CN112878322A - Underground water below-water-level anchor rod construction method - Google Patents
Underground water below-water-level anchor rod construction method Download PDFInfo
- Publication number
- CN112878322A CN112878322A CN202110308339.8A CN202110308339A CN112878322A CN 112878322 A CN112878322 A CN 112878322A CN 202110308339 A CN202110308339 A CN 202110308339A CN 112878322 A CN112878322 A CN 112878322A
- Authority
- CN
- China
- Prior art keywords
- grouting
- anchor rod
- hole
- pipe
- water
- 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.)
- Granted
Links
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
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
Abstract
The invention provides a construction method of an anchor rod below an underground water level, which comprises the following construction steps: drilling holes in the soil body between the support piles by using an anchor rod drilling machine; plugging the drilled hole by adopting cotton silk; inserting an anchor cable into the bottom of the hole from the hole opening and grouting; a secondary pressure grouting pipe is additionally arranged in the hole for secondary pressure grouting, and a drainage pipe is arranged at the hole opening; a third hole bottom splitting grouting pipe is additionally arranged for carrying out third splitting grouting; tensioning the slurry body after the slurry body reaches the preset strength, and arranging a four-time pressure grouting pipe after tensioning to perform four-time pressure grouting; and observing whether underground water seeps out from the hole opening after the four times of grouting. According to the scheme, the anchor rod construction method below the groundwater level guarantees that cement paste does not flow out while the quality of the anchor rod is guaranteed by adopting four-time grouting, and underground water can be effectively prevented from flowing out from the hole opening after tensioning is completed, so that the anchor rod opening end is guaranteed to have no water leakage, and the difficulty of water stopping of the anchor rod opening below the groundwater level is reduced.
Description
Technical Field
The invention relates to the technical field of anchor rod construction, in particular to an anchor rod construction method below an underground water level.
Background
Currently, pile-anchor support is the main support form in foundation pit support structures. Before anchor rod construction, pile body structures around a foundation pit are finished, and the anchor rods mainly play a role in pulling and connecting the pile bodies. In general anchor rod construction, an anchor rod drilling machine is mainly used for drilling holes in a soil layer behind a support pile; after drilling to the designed depth, inserting the anchor cable into the bottom of the hole from the hole opening, grouting, and withdrawing the drill rod while grouting; stopping grouting until cement slurry emerges from the hole; then carrying out secondary grouting; and tensioning the anchor rod after the cement paste in the hole meets the requirement of the tension strength.
From the current construction technology, the anchor rod tapping grouting technology below the water level is less applied, and the anchor rod drilling opening is generally positioned above the water level so as to ensure that no water seeps out of the drilling point. Because at present along with the development of science and technology, the foundation ditch degree of depth increases thereupon, and groundwater level is higher, or just can't guarantee more after the construction of season of meeting the rain whether the stock trompil is located above the water level. And the anchor rod is just having water to gush out from the trompil position at the trompil below groundwater water level, and the sand gushing phenomenon appears even, seriously influences the stability of foundation ditch.
Disclosure of Invention
The invention aims to solve the technical problem of providing a construction method of an anchor rod below the water level of underground water to solve the problem that when the anchor rod is perforated below the water level of underground water, water can gush out from the perforated position, even sand gushing occurs, and the stability of a foundation pit is seriously influenced.
In order to solve the technical problems, the invention provides the following technical scheme:
the anchor rod construction method under the underground water level comprises the following construction steps:
step 1: drilling holes in soil or waterproof curtain cement paste systems among the support piles by using an anchor rod drilling machine;
step 2: plugging the drilled hole by adopting cotton silk;
and step 3: inserting an anchor cable into the bottom of the hole from the hole opening and grouting;
and 4, step 4: a secondary pressure grouting pipe is additionally arranged in the hole for secondary pressure grouting, and a drainage pipe is arranged at the hole opening;
and 5: a third hole bottom splitting grouting pipe is additionally arranged in a rod body of the anchor rod, and third splitting grouting is carried out;
step 6: tensioning the slurry body after the slurry body reaches a preset strength, arranging a four-time pressure grouting pipe in the hole after tensioning, and performing four-time pressure grouting;
and 7: and (6) observing whether underground water seeps out from the hole opening after the four times of grouting is finished, and continuously repeating the step 6 if water seeps out from the hole opening until no water seeps out from the hole opening.
The upper part of the secondary pressure grouting pipe is an iron pipe, the lower part of the secondary pressure grouting pipe is a plastic grouting pipe, and a plurality of grouting holes are formed in the bottom of the plastic grouting pipe.
Wherein, the secondary pressure grouting adopts cement-water glass double-liquid slurry.
The three-time hole bottom splitting grouting pipe is 0.4-0.6 m longer than the anchor rod, an iron pipe is adopted at the upper part of the three-time hole bottom splitting grouting pipe, a plastic grouting pipe is adopted at the lower part of the three-time hole bottom splitting grouting pipe, and a plurality of grouting holes are formed in the bottom of the plastic grouting pipe.
Wherein, in the three times of splitting grouting, each linear meter of cement is not less than 80kg, and the grouting pressure is 2 MPa-4 MPa.
And a water reducing agent is added into the third fracturing grouting.
The front end of the four-time pressure grouting pipe is sealed by a plug, and the tail end of the four-time pressure grouting pipe is provided with a plurality of grout outlet holes.
Wherein, the four times of pressure grouting adopts cement-water glass double-liquid slurry.
The technical scheme of the invention has the following beneficial effects:
in the scheme, the anchor rod construction method below the groundwater level guarantees that cement paste does not flow out while guaranteeing anchor rod quality by adopting four-time grouting, and can also effectively prevent groundwater from flowing out from an orifice after tensioning is completed, so that no water leakage at the open end of the anchor rod is guaranteed, and the difficulty of water stopping of the open hole of the anchor rod below the groundwater level is reduced.
Drawings
FIG. 1 is a schematic side view of the method of constructing an anchor rod below groundwater level according to the present invention;
FIG. 2 is a schematic front view of the method of constructing an anchor rod below groundwater level according to the present invention;
FIG. 3 is a schematic view of a secondary pressure slip pipe of the present invention;
FIG. 4 is a schematic view of a three-hole bottom split slip casting tube according to the present invention;
FIG. 5 is a schematic view of a quadruple pressure grouting pipe according to the present invention.
[ reference numerals ]
1. A soil body;
2. supporting piles;
3. the underground water level is elevated;
4. drilling;
5. an anchor rod;
6. third hole bottom splitting grouting pipe;
7. a fourth pressure grouting pipe;
8. and (5) secondary pressure grouting pipes.
Detailed Description
In order to make the technical problems, technical solutions and advantages of the present invention more apparent, the following detailed description is given with reference to the accompanying drawings and specific embodiments.
As shown in fig. 1 to 5, an embodiment of the present invention provides a method for constructing an anchor rod below an underground water level, including the following steps:
step 1: drilling holes in a soil body 1 between support piles 2 by using an anchor rod drilling machine, if the middle of each support pile 2 is a water curtain system, drilling by using a diamond drill bit specially made by a processing factory by using a rotation process until the water curtain system passes through to form a drill hole 4 with the diameter matched with that of an anchor rod 5, and not causing any damage to the rest parts of the water curtain;
step 2: the polyurethane cotton silk is adopted to plug the drill hole 4 to prevent sand from overflowing, and if water flows out during plugging, a drainage catheter can be buried firstly;
and step 3: inserting the anchor cable into the bottom of the hole from the hole opening, grouting, withdrawing the drill rod while grouting, and stopping grouting until cement slurry emerges from the hole;
and 4, step 4: in order to prevent the flowing of underground water within the range of 10m in the hole from influencing the construction quality of the anchor rod, a secondary pressure grouting pipe 8 is additionally arranged within the range of 10m extending inwards of the hole opening for carrying out secondary pressure grouting, and a drainage pipe is arranged at the hole opening;
and 5: a third hole bottom splitting grouting pipe 6 is additionally arranged in the rod body of the anchor rod 5 for carrying out third splitting grouting;
step 6: tensioning the slurry body after the slurry body reaches a preset strength, and arranging a pressure grouting pipe 7 for four times for ensuring that the orifice part is watertight after tensioning, and performing pressure grouting for four times;
and 7: and (6) observing whether underground water seeps out from the hole opening after the four times of grouting is finished, and continuously repeating the step 6 if water seeps out from the hole opening until no water seeps out from the hole opening.
As shown in fig. 1, the position of the borehole 4 is below the ground water level elevation 3, and it should be noted that before starting construction, the ground water level elevation in the foundation pit needs to be ensured to be lower than the anchor rod opening elevation, so as to meet the requirement of the anchor rod construction operation surface.
In this embodiment, DN20 iron pipe is adopted on the upper portion of secondary pressure slip casting pipe 8, the lower part adopt with the plastics slip casting pipe that the connection can be dismantled to the iron pipe, as shown in fig. 3, the bottom 2m of the plastics slip casting pipe of secondary pressure slip casting pipe 8 is provided with a plurality of diameters and is 6 mm's slip casting hole, just interval between the slip casting hole is 500 mm.
The secondary pressure grouting adopts cement-water glass double-liquid slurry, and the cement-water glass double-liquid slurry has the following advantages: the slurry has low viscosity and good pourability, can be quickly solidified in water, the gel time can be accurately controlled within a few seconds to dozens of minutes, the calculus rate can reach more than 98 percent, the calculus strength is high, and underground water in the hole can be effectively controlled to flow out from the hole opening.
Specifically, the parameters of the cement-water glass double-liquid slurry are as follows:
cement paste water cement ratio is 0.5: 1 (weight ratio);
cement paste: water glass 1: 0.5-1: 1.0 (volume ratio).
In this embodiment, the length that cubic hole bottom splitting slip casting pipe 6 is than stock 5 is 0.4 ~ 0.6m long, the upper portion of cubic hole bottom splitting slip casting pipe 6 adopts DN20 iron pipe, the lower part adopt with the plastics slip casting pipe that the iron pipe can be dismantled and be connected, as shown in fig. 4, bottom 2m of the plastics slip casting pipe of cubic hole bottom splitting slip casting pipe 6 is provided with a plurality of diameters and is 6 mm's slip casting hole, just interval between the slip casting hole is 500 mm.
Wherein, in the three times of splitting grouting, each linear meter of cement is not less than 80kg, and the grouting pressure is 2 MPa-4 MPa.
In addition, the grouting water-cement ratio of the third splitting grouting is 0.45 (weight ratio), a water reducing agent is doped in the grouting of the third splitting grouting, and the weight ratio of the water reducing agent to cement is 4-6%.
In this embodiment, the quartic pressure slip casting pipe 7 adopts a DN20 iron pipe, as shown in fig. 5, 500mm of the front end of the quartic pressure slip casting pipe 7 adopts a plug for sealing, 500mm of the tail end is provided with a plurality of slurry outlet holes with the diameter of 6mm, and the distance between the slurry outlet holes is 100 mm.
The quartic pressure grouting adopts cement-water glass double-liquid slurry, and the parameters are as follows:
cement paste water cement ratio is 0.5: 1 (weight ratio);
cement paste: water glass 1: 0.5-1: 1.0 (volume ratio).
In the scheme, the slurry must be uniformly stirred and the slurry density is measured, and if a common stirrer is adopted, the stirring time of the pure slurry should be more than 3 min. The slurry is sieved for the second time before use, the time from pulping to exhaustion is not longer than 4 hours, and the temperature of the slurry is kept between 5 and 40 ℃. The grouting equipment adopts a double-liquid grouting special pump to prepare grout according to the specified proportion, the gelling time is controlled to be about 30s, and the proportion of the grout can be properly adjusted when the requirement is not met.
In this embodiment, a water drill is used to drill a hole in the soil body 1. Besides, in order to prevent mutual disturbance of adjacent anchor rod drilling holes from affecting the anchor rod construction quality, grouting hole construction and anchor rod construction are staggered, and the distance is not smaller than 10m in the synchronous construction.
In the scheme, the anchor rod construction method below the groundwater level guarantees that cement paste does not flow out while guaranteeing anchor rod quality by adopting four-time grouting, and can also effectively prevent groundwater from flowing out from an orifice after tensioning is completed, so that no water leakage at the open end of the anchor rod is guaranteed, and the difficulty of water stopping of the open hole of the anchor rod below the groundwater level is reduced.
While the foregoing is directed to the preferred embodiment of the present invention, it will be understood by those skilled in the art that various changes and modifications may be made without departing from the spirit and scope of the invention as defined in the appended claims.
Claims (8)
1. The anchor rod construction method under the underground water level is characterized by comprising the following construction steps:
step 1: drilling holes in soil or waterproof curtain cement paste systems among the support piles by using an anchor rod drilling machine;
step 2: plugging the drilled hole by adopting cotton silk;
and step 3: inserting an anchor cable into the bottom of the hole from the hole opening and grouting;
and 4, step 4: a secondary pressure grouting pipe is additionally arranged in the hole for secondary pressure grouting, and a drainage pipe is arranged at the hole opening;
and 5: a third hole bottom splitting grouting pipe is additionally arranged in a rod body of the anchor rod, and third splitting grouting is carried out;
step 6: tensioning the slurry body after the slurry body reaches a preset strength, arranging a four-time pressure grouting pipe in the hole after tensioning, and performing four-time pressure grouting;
and 7: and (6) observing whether underground water seeps out from the hole opening after the four times of grouting is finished, and continuously repeating the step 6 if water seeps out from the hole opening until no water seeps out from the hole opening.
2. The method of claim 1, wherein the secondary pressure grouting pipe is an iron pipe at the upper part and a plastic grouting pipe at the lower part, and a plurality of grouting holes are formed at the bottom of the plastic grouting pipe.
3. A method for constructing an anchor rod below a groundwater level according to claim 1, wherein the secondary pressure grouting is cement-water glass double-liquid slurry.
4. The method for constructing the anchor rod below the groundwater level as claimed in claim 1, wherein the third hole bottom splitting grouting pipe is 0.4-0.6 m longer than the anchor rod, an iron pipe is adopted at the upper part of the third hole bottom splitting grouting pipe, a plastic grouting pipe is adopted at the lower part of the third hole bottom splitting grouting pipe, and a plurality of grouting holes are arranged at the bottom of the plastic grouting pipe.
5. The method for constructing an anchor rod below a groundwater level as claimed in claim 1, wherein in the third splitting grouting, not less than 80kg of cement per linear meter and a grouting pressure of 2MPa to 4MPa are used.
6. The method for constructing the anchor rod below the groundwater level as claimed in claim 1, wherein a water reducing agent is added into the grouting of the third splitting grouting.
7. The method for constructing an anchor rod below a groundwater level as claimed in claim 1, wherein the front end of the fourth pressure grouting pipe is sealed by a plug, and the tail end of the fourth pressure grouting pipe is provided with a plurality of grout outlet holes.
8. The method for constructing an anchor rod below a groundwater level according to claim 1, wherein the four times of pressure grouting is cement-water glass double-liquid slurry.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110308339.8A CN112878322B (en) | 2021-03-23 | 2021-03-23 | Construction method of anchor rod below groundwater level |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110308339.8A CN112878322B (en) | 2021-03-23 | 2021-03-23 | Construction method of anchor rod below groundwater level |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN112878322A true CN112878322A (en) | 2021-06-01 |
| CN112878322B CN112878322B (en) | 2023-08-01 |
Family
ID=76041205
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110308339.8A Active CN112878322B (en) | 2021-03-23 | 2021-03-23 | Construction method of anchor rod below groundwater level |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112878322B (en) |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB1129113A (en) * | 1964-11-11 | 1968-10-02 | Sandvikens Jernverks Aktienbol | Method of anchoring tie rods in the ground |
| CN101570970A (en) * | 2008-04-07 | 2009-11-04 | 李宪奎 | Construction method of cement soil anchor and anchor plate combined member thereof |
| CN103088819A (en) * | 2013-02-22 | 2013-05-08 | 北京市公路桥梁建设集团有限公司 | Pre-stressed anchor cable construction method |
| CN103924592A (en) * | 2014-04-18 | 2014-07-16 | 周同和 | Pressure type PHA anchor rod and construction method thereof |
| CN104164874A (en) * | 2013-05-16 | 2014-11-26 | 建研地基云南有限公司 | Expansive soil anchor rope stop-grouting plug, and anchor rope structure using same and construction method thereof |
| CN111441392A (en) * | 2020-05-11 | 2020-07-24 | 陕西建工机械施工集团有限公司 | Grouting water guide leakage stoppage structure and underwater jet grouting anchor cable water stop construction method |
-
2021
- 2021-03-23 CN CN202110308339.8A patent/CN112878322B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB1129113A (en) * | 1964-11-11 | 1968-10-02 | Sandvikens Jernverks Aktienbol | Method of anchoring tie rods in the ground |
| CN101570970A (en) * | 2008-04-07 | 2009-11-04 | 李宪奎 | Construction method of cement soil anchor and anchor plate combined member thereof |
| CN103088819A (en) * | 2013-02-22 | 2013-05-08 | 北京市公路桥梁建设集团有限公司 | Pre-stressed anchor cable construction method |
| CN104164874A (en) * | 2013-05-16 | 2014-11-26 | 建研地基云南有限公司 | Expansive soil anchor rope stop-grouting plug, and anchor rope structure using same and construction method thereof |
| CN103924592A (en) * | 2014-04-18 | 2014-07-16 | 周同和 | Pressure type PHA anchor rod and construction method thereof |
| CN111441392A (en) * | 2020-05-11 | 2020-07-24 | 陕西建工机械施工集团有限公司 | Grouting water guide leakage stoppage structure and underwater jet grouting anchor cable water stop construction method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN112878322B (en) | 2023-08-01 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105821830B (en) | A kind of anatonosis siphon drainge system for hypotonicity slight slope | |
| CN111119940B (en) | Grouting construction treatment method | |
| CN107747312B (en) | Method for drilling and grouting construction of gravel stratum | |
| CN105926624B (en) | Inverse-stopping type set hole grouting device and its construction method | |
| CN205296175U (en) | High pressure -bearing depth of water excavation supporting stock structure | |
| CN107489158A (en) | A kind of spiral-digging pore stirs the construction method of water spray soil occlusion curtain pile | |
| CN104711987A (en) | Controllable grouting method for valve pipe sleeving method of deep and thick cover layer | |
| CN111455988A (en) | Construction method of high-pressure jet grouting pile | |
| CN105731978A (en) | Grouting slurry for reinforcing tunnel face of jacking culvert of fine-sand layer and grouting method | |
| CN110777775A (en) | Foundation pit structure and construction method thereof | |
| CN107060821A (en) | A kind of many lithology method for protecting support of face | |
| CN108677959A (en) | A kind of grouting tube and grouting construction method suitable for mortar depositing construction under the conditions of limited space | |
| CN112878322A (en) | Underground water below-water-level anchor rod construction method | |
| CN109505633B (en) | Lining back guide pipe grouting water plugging device for muddy stratum and construction method | |
| CN110158589A (en) | The Water sealing method and its seal water structure of the anchor cable hole of water rich strata diaphram wall | |
| CN206916733U (en) | The diaphram wall reserved grouting tubular construction of steel reinforcement cage | |
| CN213508437U (en) | Anchor rod orifice water burst plugging device | |
| CN210127858U (en) | A lining cutting back of body uide tube slip casting water shutoff device for muddy stratum | |
| CN107762534B (en) | Full-hole one-time rapid grouting construction method | |
| CN110761293B (en) | Foundation pit anchor cable orifice device and foundation pit anchor cable orifice construction method | |
| CN205742148U (en) | A kind of anatonosis siphon drainge system for hypotonicity slight slope | |
| CN111894001A (en) | Method for seepage prevention and reinforcement of grouting of earth dam | |
| CN111236236A (en) | Construction method for directional grouting of solution space area | |
| CN104711986A (en) | Pouring method for shell sleeving sizing agent of deep and thick cover layer | |
| CN204590032U (en) | A kind of seepage prevention for deep covering grouting equipment |
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 |