CN102168419B - Method for compounding anchor rod by geotextile reinforcing - Google Patents
Method for compounding anchor rod by geotextile reinforcing Download PDFInfo
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- CN102168419B CN102168419B CN201110143282A CN201110143282A CN102168419B CN 102168419 B CN102168419 B CN 102168419B CN 201110143282 A CN201110143282 A CN 201110143282A CN 201110143282 A CN201110143282 A CN 201110143282A CN 102168419 B CN102168419 B CN 102168419B
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- grouting
- anchor rod
- slip casting
- geotextiles
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Abstract
The invention discloses a method for compounding an anchor rod by geotextile reinforcing, comprising the following steps: (1) drilling to form a hole; (2) manufacturing an anchor rod; (3) placing the anchor rod; (4) grouting; (5) stopping grouting; and (6) finishing grouting. The method has the advantages of solving two problems of anchoring and grouting in loose deposits and broken stratums. According to the method, a great quantity of cement can be saved, and the construction cost is lowered; a full anchoring body is formed by the ballooning effect of the geotextile; the uplift resistance of the anchor rod can be improved by the reinforcing performance of the geotextile; according to the practical situations in the Yangchun New Steel No.2 and 3 landslide management projects, the artificial unloading slot and double turnover system foundation pit support projects and the like of the Yangchun New Steel, the anchoring and grouting amount is about 5-10% of the common grouting amount; and the anchor rod uplift resistance can be improved by 1.5 times by the destructive anchor rod tension test.
Description
Technical field
The present invention relates to field of engineering technology, a kind of specifically geotextiles reinforcement Composite Bolt method.
Background technology
The subject study, construction technology etc. of in loose accumulation body and kata-rocks soil layer, carrying out anchor bolt grouting exist not enough.Present stage carries out anchor bolt grouting and mainly adopts the compaction grouting method in loose accumulation body and broken formation, through the Grouting Pipe that is embedded in above the body of rod anchoring section, free end are carried out slip casting.Because rock crushing, cranny development is strong, rich groundwater, there is following problem in traditional compaction grouting method: 1) slurries along the fragmented rock body crack, the crack runs off, and is difficult to form complete anchoring body; 2) rich groundwater zone slurries are washed away by underground water, are difficult to form anchoring body.
Summary of the invention
The objective of the invention is to develop a kind of geotextiles reinforcement Composite Bolt method that can solve the full anchoring body of slurries loss, economical with materials, formation, improve anti-pulling of anchor bar.
Geotextiles reinforcement Composite Bolt method of the present invention, its step is following:
1. drilling and forming hole: adopt in the loose accumulation body and the kata-rocks soil body that the down-the-hole hammer is eccentric to be advanced with pipe bit, reach the design hole depth after, take out drilling rod, withdraw rig; Aperture, hole depth are carried out according to designing requirement;
2. anchor pole is made: one deck geotextiles medium is set on the anchor rod body material, and pre-buried Grouting Pipe; Said geotextiles medium is the cylinder-shaped geotechnological cloth bag of being made by harmless geotextiles, and drum diameter is greater than bore diameter 2～3cm;
3. anchor pole is laid: the geotextiles Composite Bolt of making is placed in the boring, and extracts the follow-up cover;
4. slip casting: start grouting pump, through pre-buried Grouting Pipe with the slurries that modulate according to design pressure slip casting in the hole; Grouting pressure is controlled at 0.8～1.5MPa, and slurry flow rate is controlled at 1.0～2.0 * 10
-3m
3/ s;
5. stop the condition of slip casting: the pressure control table show value on the grouting pump continues to increase, and stops slip casting when its value reaches 2 times of design pressure values;
6. repeat 4.～5. step 3-5 time, accomplish slip casting.
The advantage of geotextiles reinforcement Composite Bolt method of the present invention is: mainly solved two difficult problems of in loose accumulation body and broken formation, carrying out anchor bolt grouting; Can practice thrift a large amount of cement, reduce construction cost; Can form full anchoring body through the ballooning effect of geotextiles; Improve the uplift resistance of anchor pole through the reinforcement performance of geotextiles; According to practice situation in spring new iron and steel 2#, 3# landslide control engineering, spring engineering such as new iron and steel manual discharging groove and two overturning systems deep foundation pit support, the anchor bolt grouting amount has only about 5%～10% of conventional grouting amount; Through the destructive pulling test of anchor pole, anti-pulling of anchor bar can improve 1.5 times.
Description of drawings
Fig. 1 is a geotextiles reinforcement Composite Bolt typical case cross-sectional drawing.
Fig. 2 is a geotextiles reinforcement Composite Bolt constructional drawing.
Fig. 3 is anchoring section (A-A) sectional drawing.
Fig. 4 is seal section (B-B) sectional drawing.
The specific embodiment
Embodiment one
Put into practice case in new iron and steel 2#, the 3# landslide control engineering spring
Shown in Fig. 1-4, a kind of geotextiles reinforcement Composite Bolt method, its step is following:
1. pore-forming: use the YG-60 jumbolter, adopt that the down-the-hole hammer is eccentric to advance the technology pore-forming with pipe bit; After reaching design hole depth 20m, take out drilling rod, withdraw rig;
2. anchor pole is made: anchor pole adopts 5 bundle f
PtkThe high strength low relaxed non-bending steel cable of=1860MPa, anchor rod body total length are 21.0m, and anchoring section length is 8.0m; Adopt sealing bag that the free section of anchor pole is separated with anchoring section, the pocket type geotextiles is installed at anchoring section;
3. anchor pole is laid: the geotextiles Composite Bolt of making is placed in the boring, and extracts the follow-up sleeve pipe;
4. slip casting: at first carry out slip casting, after slurries extruding hole wall reaches to a certain degree, stop slip casting through the Grouting Pipe that is embedded in the sealing bag; After reaching certain intensity in the slurries in the sealing bag, the Grouting Pipe through being embedded in anchoring section with the slurries that modulate according to grouting pressure 0.8MPa, slurry flow rate 1.0 * 10
-3m
3/ s.
To anchoring section slip casting; Pressure control table show value on the slip casting end condition grouting pump continues to increase, and stops slip casting when its value reaches 2 times of design pressure values; After repeating 3-5 slip casting, accomplish slip casting;
5. stretch-draw, locking: after slurries reach the length of time, anchor pole is carried out tensioning fixation.
Embodiment two
Spring, new iron and steel manual discharging groove and two car dumper system deep foundation pit support were put into practice case
Shown in Fig. 1-4, a kind of geotextiles reinforcement Composite Bolt method, its step is following:
1. pore-forming: use the MD-60A jumbolter, adopt the down-the-hole hammer to advance the technology pore-forming with pipe bit with one heart; After reaching design hole depth 28m, take out drilling rod, withdraw rig;
2. anchor pole is made: anchor pole adopts 4 bundle f
PtkThe high strength low relaxed non-bending steel cable of=1860MPa, anchor rod body total length are 28.0m, and anchoring section length is 16.0m; At anchoring section the pocket type geotextiles is installed;
3. anchor pole is laid: the geotextiles Composite Bolt of making is placed in the boring, and extracts with pipe;
4. slip casting: with grouting pressure be controlled at 1.0MPa, slurry flow rate is controlled at 2.0 * 10
-3m
3/ s carries out slip casting through the Grouting Pipe that is embedded in anchoring section.After slip casting a period of time, the crevice water of geotechnological cloth bag during bulging will be holed gradually ejects, after the water in the boring drains with grouting pressure be reduced to 0.8 MPa, slurry flow rate is reduced to 1.0 * 10
-3m
3/ s.The slip casting end condition is that the pressure control table show value on the grouting pump continues to increase, and stops slip casting when its value reaches 2 times of design pressure values; After repeating 3-5 slip casting, accomplish slip casting;
5. stretch-draw, locking: after slurries reach the length of time, anchor pole is carried out tensioning fixation.
The invention is not restricted to the foregoing description,, can form a plurality of embodiment, and all fall within the scope of requirement protection of the present invention according to the parameter of different regions.
Claims (1)
1. geotextiles reinforcement Composite Bolt method, it is characterized in that: its step is following:
1. drilling and forming hole: adopt in the loose accumulation body and the kata-rocks soil body that the down-the-hole hammer is eccentric to be advanced with pipe bit, reach the design hole depth after, take out drilling rod, withdraw rig; Aperture, hole depth are carried out according to designing requirement;
2. anchor pole is made: one deck geotextiles medium is set on the anchor rod body material, and pre-buried Grouting Pipe; Said geotextiles medium is the cylinder-shaped geotechnological cloth bag of being made by non-woven geotextile, and drum diameter is greater than bore diameter 2～3cm;
3. anchor pole is laid: the geotextiles Composite Bolt of making is placed in the boring, and extracts the follow-up sleeve pipe;
4. slip casting: start grouting pump, through pre-buried Grouting Pipe with the slurries that modulate according to design pressure, speed slip casting in the hole; Grouting pressure is controlled at 0.8～1.5MPa, and slurry flow rate is controlled at 1.0～2.0 * 10
-3m
3/ s;
5. stop the condition of slip casting: the pressure control table show value on the grouting pump continues to increase, and stops slip casting when its value reaches 2 times of design pressure values;
6. repeat 4.～5. step 3-5 time, accomplish slip casting.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110143282A CN102168419B (en) | 2011-05-31 | 2011-05-31 | Method for compounding anchor rod by geotextile reinforcing |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201110143282A CN102168419B (en) | 2011-05-31 | 2011-05-31 | Method for compounding anchor rod by geotextile reinforcing |
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| Publication Number | Publication Date |
|---|---|
| CN102168419A CN102168419A (en) | 2011-08-31 |
| CN102168419B true CN102168419B (en) | 2012-10-03 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201110143282A Active CN102168419B (en) | 2011-05-31 | 2011-05-31 | Method for compounding anchor rod by geotextile reinforcing |
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Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102720196B (en) * | 2012-06-26 | 2014-06-25 | 浙江省交通规划设计研究院 | Anticorrosive anchor rod capable of preventing slurry from leaking |
| CN103726498B (en) * | 2014-01-21 | 2015-07-15 | 山东正元建设工程有限责任公司 | Grouting expanding pre-stressed anchor rod of fiber bag and using method thereof |
| CN105133567B (en) * | 2015-08-20 | 2017-01-18 | 中冶集团武汉勘察研究院有限公司 | Capsule type hydraulic vibration excitation device and method for treating saturated soil foundation through capsule type hydraulic vibration excitation device |
| CN105756058A (en) * | 2016-04-29 | 2016-07-13 | 杜华 | Flexible lotus rhizome node-shaped anchor rod |
| CN106013143B (en) * | 2016-05-20 | 2019-01-29 | 中铁十六局集团地铁工程有限公司 | A kind of construction of underground engineering anti-floating system anchor pole and construction method |
| CN109868807B (en) * | 2019-03-13 | 2021-08-31 | 岩土科技股份有限公司 | Expansion uplift anchor pile suitable for soft soil and loose rock soil |
| CN112647498B (en) * | 2021-01-19 | 2022-04-08 | 中国建筑第五工程局有限公司 | Construction method for anti-floating anchor cable penetrating through water-rich layer |
Citations (3)
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|---|---|---|---|---|
| CN1127820A (en) * | 1995-09-27 | 1996-07-31 | 化学工业部地质勘探公司河北地质勘探大队 | Hole-forming technology for club-footed pier pile in sand gravel stratum by chemical grouting and curtain protection of wall |
| CN1338543A (en) * | 2001-09-29 | 2002-03-06 | 梁炯均 | Anchor-tube guniting support of frame and its construction method |
| CN102051879A (en) * | 2010-11-09 | 2011-05-11 | 中国水电顾问集团华东勘测设计研究院 | Process for constructing soil anchor |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH04309616A (en) * | 1991-04-08 | 1992-11-02 | Dai Ichi Kogyo Seiyaku Co Ltd | Filling chemical composition for stabilizing soil quality and method for sealing water to stabilize for reinforcement using the same |
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2011
- 2011-05-31 CN CN201110143282A patent/CN102168419B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1127820A (en) * | 1995-09-27 | 1996-07-31 | 化学工业部地质勘探公司河北地质勘探大队 | Hole-forming technology for club-footed pier pile in sand gravel stratum by chemical grouting and curtain protection of wall |
| CN1338543A (en) * | 2001-09-29 | 2002-03-06 | 梁炯均 | Anchor-tube guniting support of frame and its construction method |
| CN102051879A (en) * | 2010-11-09 | 2011-05-11 | 中国水电顾问集团华东勘测设计研究院 | Process for constructing soil anchor |
Non-Patent Citations (3)
| Title |
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| JP特开平4－309616A 1992.11.02 |
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| 黄荣敏等.向家坝水电站尾水渠下游护坡预应力锚索工艺初步试验研究.《水利水电技术》.2010,(第10期), * |
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