CN101328811A - TGRM subsection moving-on type advanced deep hole grouting construction process - Google Patents

TGRM subsection moving-on type advanced deep hole grouting construction process Download PDF

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Publication number
CN101328811A
CN101328811A CNA2008101172175A CN200810117217A CN101328811A CN 101328811 A CN101328811 A CN 101328811A CN A2008101172175 A CNA2008101172175 A CN A2008101172175A CN 200810117217 A CN200810117217 A CN 200810117217A CN 101328811 A CN101328811 A CN 101328811A
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China
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tgrm
grouting
hole
drilling
stratum
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CNA2008101172175A
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Chinese (zh)
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CN101328811B (en
Inventor
孔恒
彭峰
张继明
王卓
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北京市政建设集团有限责任公司
北京中铁瑞威基础工程有限公司
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Priority to CN2008101172175A priority Critical patent/CN101328811B/en
Publication of CN101328811A publication Critical patent/CN101328811A/en
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Publication of CN101328811B publication Critical patent/CN101328811B/en

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Abstract

The invention relates to a TGRM segmental advancing-type leading deep-hole grouting construction process. The construction process comprises the following steps that: a slurry stop wall is made first; a hole is drilled on the set hole position; an orifice pipe is arranged in the drilled hole; a drill bit is replaced; first-segment drilling is carried out through the orifice pipe; after a depth is reached, the drilling is stopped and a drilling tool is withdrawn; grouting corollary equipment is arranged on the orifice pipe, so as to inject TGRM cement-based special grouting material into stratum; after a grout soil body reaches certain strength, the grouting equipment is removed, and second-segment drilling is carried out through the orifice pipe; the two segments of drilling are repeated till the set hole depth is reached; and then the steps are carried out to another hole position till all grouting holes are completed. The construction process has the advantages that: aiming at subsurface tunnels, in particular to tunnels of which an arch part is positioned in an unbonded and in low self-stability sand layer and other stratum and passes through the bottom of a building, segmental advancing-type leading deep-hole grouting is carried out to the stratum, which can comprehensively reinforce the stratum, so as to further slow down or avoid the settlement after the stratum is destroyed and the damage to buildings (constructed objects).

Description

TGRM segmentation protrusive advanced deep hole grouting construction process

Technical field

The present invention is meant a kind of TGRM segmentation protrusive advanced deep hole grouting construction process.It is as the anti-heavy necessary effective means of subsiding of construction, and being applicable to that bored tunnel begins to construct needs engineering that the soil body is reinforced in advance.Especially to passing through building bottom, pass through the structure (as railway, track traffic, bridge, highway etc.) of settlement request strictness, tunnel structure is in does not have bonding, from layer of sand and gravel (ovum) stone layer, aquifer sand layer and the loose geology soil layer of steady power difference.

Background technology

Common grouting process has dual pipe grouting process at present, and dual pipe slurry injection technique is to adopt dual pipe bit machine drill hole to carry out retrusive slip casting in the drilling rod of hollow to desired depth, and injecting paste material adopts cement-sodium silicate double liquid.Its shortcoming is that this worker's method adopts drilling rod slip casting, will inevitably there be the gap between drilling rod and the injected hole, very easily cause slurry reflux during slip casting, both waste material can not guarantee slip casting effect, therefore the injecting paste material that dual pipe grouting process adopts is that the cement-sodium silicate double liquid (time of setting is in 1 minute) of rapid hardening is to prevent slurry reflux, but the active strength of biliquid slurry induration can only maintain the time about a week, so dual pipe slip casting only is suitable for grouting consolidation effect is wanted the not long provisional grouting and reinforcing of seeking time, is not suitable for the grouting and reinforcing project is passed through in the higher structure bottom of settlement request.

Summary of the invention

The objective of the invention is at the unfavorable present situation of present pre-grouting consolidation effect, the theory analysis of the science of carrying out, grope, and the concrete practice by engineering, provide a kind of being in not have bonding at the tunnel excavation structure, layer of sand and gravel (ovum) stone from steady power difference, aquifer sand layer and loose geology soil layer, especially tunnel passing through building bottom or railroad crossing, track traffic, bridge, during the higher structure of settlement requests such as road surface bottom, the TGRM segmentation protrusive advanced deep hole grouting construction process of using as leading pre-soil mass consolidation, soil mass consolidation prevents to cave in thereby reach effectively, the control sedimentation, guarantee the purpose of construction safety.

The present invention is realized by following technical scheme.

A kind of TGRM segmentation protrusive advanced deep hole grouting construction process may further comprise the steps:

Stop excavation when 1. tunnel excavation extremely need carry out reinforcing scope, the sealing face performs wall for grouting;

2. configure bore angle, length, position and quantity according to the pre-reinforcing scope of need, wherein: angle is 4 °-10 °, total length is that 12-14m, injected hole spacing are 0.6-1m, quantity and position are determined according to the tunnel size and the scope that needs reinforcement, and are carried out the bore position unwrapping wire by setting requirement on wall for grouting;

3. be divided into plurality of sections according to the on-the-spot stratum condition slip casting length of will always holing, every section is controlled at 1.0-2.0m; Use split type horizontal geological drilling rig to hole at bore position according to the angle that configures, drill bit adopts drill hammer, drilling depth 0.5-1m;

4. after reaching drilling depth, withdraw from drilling tool, pre-processed orifice tube is installed in boring, the orifice tube outer end is welded with flange, with the fast setting cement packing orifice tube and the space on stratum on every side;

5. after the fast setting cement for the treatment of packing reaches certain intensity, change the drill bit less than the orifice tube diameter, undertaken first section by orifice tube and creep into, drilling depth is 1.0-2.0m, stops to creep into after reaching drilling depth, withdraws from drilling tool;

6. the slip casting corollary equipment is installed on orifice tube; Mix the extraordinary injecting paste material of system TGRM cement based, the injecting paste material that stirs is injected the stratum by grouting pump;

7. after treating that the slip casting soil body reaches certain intensity, remove slip casting flange corollary equipment, carry out second section again by orifice tube and creep into, drilling depth is 1.0-2.0m, reach drilling depth after, stop to creep into, withdraw from drilling tool;

8. again according to step 6., 7. step repeat; So circulation up to reaching the setting hole depth, is finished final stage slip casting, and then this injected hole construction is finished;

9. change position, another one hole, all 3.-8. carry out, set all injected holes that require up to finishing according to step;

10. after all injected hole slip castings are finished, promptly finish the stratum consolidation in the area requirement, carry out wall for grouting then and abolish, excavate, excavate structure in advance, until excavating the stratum consolidation excavation length of setting with digging along with the tunnel is installed according to code requirement.

Be the flange by separately between orifice tube and the slip casting corollary equipment, connect, can remove at any time or install with bolt.

The orifice tube diameter of installing in the position, aperture during every hole mortar depositing construction is 90-150mm, and the inlet well diameter is 70-130mm.

The mode that TGRM segmentation protrusive advanced deep hole grouting construction process combines by rig subsection hole-drilling and slip casting, stratum consolidation all will be constructed and reaches whole grouting consolidation effect by performing a plurality of segmentation protrusive advanced deep hole groutings each time.

According to stratum condition, the pre-reinforced hole length of each boring slip casting is divided into plurality of sections, every segment length is 1.0-2.0m.

Orifice tube is installed in the position, aperture during every hole mortar depositing construction, and is connected with orifice tube by the supporting grouting device of flange and carries out slip casting.

TGRM segmentation protrusive advanced deep hole grouting construction process injecting paste material uses serial TGRM cement based special material, comprises TGRM reinforcement type, TGRM superfine type, TGRM water proof type etc., can use corresponding injecting paste material according to Different Strata.

Water, the gray scale of TGRM cement based special material are: 0.6-1.2: 1.

Grouting pressure is controlled at 0.3-1.5Mpa, and slip casting diffusion radius is 0.6-1m.

The drilling rod extensible of split type horizontal geological drilling rig reaches the gun drilling needs to 12-14m.

Advantage of the present invention: at bored tunnel, particularly the arch, tunnel is in abominable stratum (comprising the layer of sand that do not have bonding, self-stable ability difference and sandy gravel etc.), when especially passing through building (constructing) thing bottom, segmentation protrusive advanced deep hole grouting is carried out on the stratum, can reinforce the stratum effectively comprehensively, thereby further slow down or avoid the ground sedimentation of damage layer and the damage of building (constructing) thing, guarantee construction safety.

Description of drawings

Fig. 1 is a TGRM segmentation protrusive advanced deep hole grouting cross-sectional configuration schematic diagram.

Fig. 2 is a TGRM segmentation protrusive advanced deep hole grouting longitudinal plane structure schematic diagram.

Among the figure: 1.TGRM segmentation protrusive pre-grouting hole, 2. pre-leading soil mass consolidation, 3. the tunnel excavates structure in advance, 4. wall for grouting, 5. orifice tube.

Horizontal arrow among Fig. 2 is the drill bit direct of travel, curved arrow be injecting paste material to around permeate direction.

The specific embodiment

Embodiment: No. four line Xizhimen of Beijing Metro~zoological park interval double-hole tunnel mileage K14+0.0 eastwards totally 105 meters sections just locating to be positioned at Chinese sorghum bridge below, about 14 meters of bored tunnel buried depth, need pass through the high beam bridge bridge pier in Xizhimen during construction, arch, tunnel structure stratum of living in is to be the sandy ground layer below sandy gravel, the haunch, for guaranteeing the safety of Chinese sorghum bridge in the running tunnel digging process, adopted the present invention's " TGRM segmentation protrusive advanced deep hole grouting construction process ".

The described TGRM segmentation of present embodiment protrusive advanced deep hole grouting construction process is used for the bored tunnel construction, and it may further comprise the steps:

Stop excavation when 1. tunnel excavation extremely need carry out reinforcing scope, the sealing face performs wall for grouting;

2. configure bore angle, length, position and quantity according to the pre-reinforcing scope of need, wherein: angle is 4 °-10 °, total length is that 12m, injected hole spacing are 1m, quantity and position are determined according to the tunnel size and the scope that needs reinforcement, and are carried out the bore position unwrapping wire by setting requirement on wall for grouting;

3. be divided into six sections according to the on-the-spot stratum condition slip casting length of will always holing, every section is controlled at 2.0m; Use split type horizontal geological drilling rig to hole at bore position according to the angle that configures, drill bit adopts φ 130mm drill hammer, drilling depth 0.5-1m;

4. after reaching drilling depth, withdraw from drilling tool, pre-processed φ 108mm orifice tube (outer end is welded with φ 127mm flange) is installed in boring, and with the fast setting cement packing orifice tube and the space on stratum on every side;

5. after the fast setting cement for the treatment of packing reaches certain intensity, change the φ 90mm drill bit less than the orifice tube diameter, undertaken first section by orifice tube and creep into, drilling depth is 2.0m, stops to creep into after reaching drilling depth, withdraws from drilling tool;

6. the slip casting corollary equipment is installed on orifice tube; Mix the extraordinary injecting paste material of system TGRM cement based, the injecting paste material that stirs is injected the stratum by grouting pump;

7. after treating that the slip casting soil body reaches certain intensity, remove slip casting flange corollary equipment, carry out second section again by orifice tube and creep into, drilling depth is 2.0m, reach drilling depth after, stop to creep into, withdraw from drilling tool;

8. again according to step 6., 7. step repeat; So circulation up to reaching the setting hole depth, is finished final stage slip casting, and then this injected hole construction is finished;

9. change position, another one hole, all 3.-8. carry out, set all injected holes that require up to finishing according to step;

10. after all injected hole slip castings are finished, promptly finish the stratum consolidation in the area requirement, carry out wall for grouting then and abolish, excavate, excavate structure in advance, until excavating the stratum consolidation excavation length of setting with digging along with the tunnel is installed according to code requirement.

Be the flange by separately between orifice tube and the slip casting corollary equipment, connect, can remove at any time or install with bolt.

TGRM segmentation protrusive advanced deep hole grouting construction process combines by subsection hole-drilling and slip casting, and stratum consolidation all will be constructed and reaches whole grouting consolidation effect by performing a plurality of TGRM segmentation protrusive advanced deep hole groutings each time.

The selection of TGRM segmentation protrusive advanced deep hole grouting technology injecting paste material is mainly selected suitable injecting paste material according to the residing stratum condition of bored tunnel structure, is generally: TGRM reinforcement type and TGRM superfine type.Adopt TGRM reinforcement type special material at position, arch injecting paste material in the present embodiment, adopt TGRM superfine type special material at the following position of haunch injecting paste material.

As shown in Figure 1 and Figure 2, lay two row's segmentation protrusive pre-grouting holes above pre-tunneling, spacing is 1.0m, is blossom type and lays.Each construction reinforcement arch soil body length is 12 meters in the present embodiment, excavates 10 meters.

Present embodiment adopts split type horizontal geological drilling rig pore-forming, and drilling diameter is φ 90mm, and section length is 2.0m, be divided into six sections and carry out, drilling rod can divide six sections spreadings to 12m, promptly whenever creeps into 2.0m, just stop to creep into capable slip casting, injecting paste material adopts TGRM cement based special material.

It is 1: 1 that present embodiment uses water, the gray scale of TGRM cement based special material, and grouting pressure is controlled at 0.3-0.5Mpa.

Each leading soil mass consolidation needs 4 days durations, guarantees that running tunnel normally excavates.After the running tunnel excavation construction finishes, measure and show the bridge pier only 0.8mm that sinks, satisfied the requirement that sedimentation that bridge property right unit and design propose is no more than 2mm.

Carry out leading soil stabilization by employing TGRM segmentation protrusive advanced deep hole grouting construction process, thereby guaranteed the safe excavation in tunnel, and the normal current of the high beam bridge in Xizhimen do not caused any harmful effect, obtained good society and economic benefit.

Claims (7)

1, a kind of TGRM segmentation protrusive advanced deep hole grouting construction process, it is characterized in that: it may further comprise the steps:
Stop excavation when 1. tunnel excavation extremely need carry out reinforcing scope, the sealing face performs wall for grouting;
2. configure bore angle, length, position and quantity according to the pre-reinforcing scope of need: angle is 4 °-10 °, total length is that 12-14m, injected hole spacing are 0.6-1m, quantity and position are determined according to the tunnel size and the scope that needs reinforcement, and are carried out the bore position unwrapping wire by setting requirement on wall for grouting;
3. be divided into plurality of sections according to the on-the-spot stratum condition slip casting length of will always holing, every section is controlled at 1.0-2.0m; Use split type horizontal geological drilling rig to hole at bore position according to the angle that configures, drill bit adopts drill hammer, drilling depth 0.5-1m;
4. after reaching drilling depth, withdraw from drilling tool, the pre-processed orifice tube that flange is housed is installed in boring, and with the fast setting cement packing orifice tube and the space on stratum on every side;
5. after the fast setting cement for the treatment of packing reaches certain intensity, change the drill bit less than the orifice tube diameter, undertaken first section by orifice tube and creep into, drilling depth is 1.0-2.0m, stops to creep into after reaching drilling depth, withdraws from drilling tool;
6. the slip casting corollary equipment is installed on orifice tube; Mix the extraordinary injecting paste material of system TGRM cement based, the injecting paste material that stirs is injected the stratum by grouting pump;
7. after treating that the slip casting soil body reaches certain intensity, remove slip casting flange corollary equipment, carry out second section again by orifice tube and creep into, drilling depth is 1.0-2.0m, reach drilling depth after, stop to creep into, withdraw from drilling tool;
8. again according to step 6., 7. step repeat; So circulation up to reaching the setting hole depth, is finished final stage slip casting, and then this injected hole construction is finished;
9. change position, another one hole, all 3.-8. carry out, set all injected holes that require up to finishing according to step;
10. after all injected hole slip castings are finished, promptly finish the stratum consolidation in the area requirement, carry out wall for grouting then and abolish, excavate, excavate structure in advance, until excavating the stratum consolidation excavation length of setting with digging along with the tunnel is installed according to code requirement.
2, TGRM segmentation protrusive advanced deep hole grouting construction process as claimed in claim 1 is characterized in that: be the flange by separately between orifice tube and the slip casting corollary equipment, connect with bolt.
3, TGRM segmentation protrusive advanced deep hole grouting construction process as claimed in claim 1 is characterized in that: the orifice tube diameter of installing in the position, aperture during the mortar depositing construction of every hole is 90-150mm, and the inlet well diameter is 70-130mm.
4, TGRM segmentation protrusive advanced deep hole grouting construction process as claimed in claim 1 is characterized in that: the mode of taking rig subsection hole-drilling and slip casting to combine.
5, TGRM segmentation protrusive advanced deep hole grouting construction process as claimed in claim 1, it is characterized in that: injecting paste material uses serial TGRM cement based special material, comprises TGRM reinforcement type, TGRM superfine type, TGRM water proof type.
6, TGRM segmentation protrusive advanced deep hole grouting construction process as claimed in claim 1, it is characterized in that: water, the gray scale of TGRM cement based special material are: 0.6-1.2: 1.
7, TGRM segmentation protrusive advanced deep hole grouting construction process as claimed in claim 1, it is characterized in that: grouting pressure is controlled at 0.3-1.5Mpa, and slip casting diffusion radius is 0.6-1m.
CN2008101172175A 2008-07-25 2008-07-25 TGRM subsection moving-on type advanced deep hole grouting construction process CN101328811B (en)

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Cited By (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102235151A (en) * 2010-04-21 2011-11-09 成都中铁隆工程有限公司 Advanced hole-forming method of sand gravel boulder layer
CN101769157B (en) * 2010-01-21 2012-01-04 广东省长大公路工程有限公司 Construction method for tunnel working face counterpressure treatment during tunnel excavation
CN102995647A (en) * 2012-12-15 2013-03-27 天津大学 Underground water control method used for grouting and seepage insulation of pile hole
CN103147778A (en) * 2013-03-23 2013-06-12 孟志强 Method for lane development and support in extremely crushed rock stratum
CN103835729A (en) * 2013-11-11 2014-06-04 北京中煤矿山工程有限公司 Ground pre-grouting strengthening technology for deep long-distance roadway surrounding rock
CN103982201A (en) * 2014-05-22 2014-08-13 北京中铁瑞威工程检测有限责任公司 Advanced detection, grouting reinforcement and excavation method of wide separation fracture of high-pressure water-rich tunnel
CN104453943A (en) * 2014-10-27 2015-03-25 山东科技大学 Method for controlling water-rich fractured rock mass comprehensive grouting under effective sealing batholite shortage condition
CN105781557A (en) * 2016-03-25 2016-07-20 广东水电二局股份有限公司 Method for constructing underground excavated tunnel by adopting chemical grouting for sand layer consolidation
CN109083649A (en) * 2018-10-11 2018-12-25 中国石油大学(华东) It is applicable in the water-rich sand layer pre-grouting reinforcement means of complicated urban environment subway tunnel
CN109162736A (en) * 2018-10-26 2019-01-08 中国矿业大学 A kind of liquid mixed deep hole circulation Application of High pressure Split Grouting method of air-water mud
CN110004913A (en) * 2019-04-10 2019-07-12 中国水利水电第七工程局成都水电建设工程有限公司 A kind of deep settlement foundation stabilization construction method of proximity subway station

Cited By (17)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101769157B (en) * 2010-01-21 2012-01-04 广东省长大公路工程有限公司 Construction method for tunnel working face counterpressure treatment during tunnel excavation
CN102235151A (en) * 2010-04-21 2011-11-09 成都中铁隆工程有限公司 Advanced hole-forming method of sand gravel boulder layer
CN102235151B (en) * 2010-04-21 2013-05-08 成都中铁隆工程集团有限公司 Advanced hole-forming method of sand gravel boulder layer
CN102995647B (en) * 2012-12-15 2014-12-17 天津大学 Underground water control method used for grouting and seepage insulation of pile hole
CN102995647A (en) * 2012-12-15 2013-03-27 天津大学 Underground water control method used for grouting and seepage insulation of pile hole
CN103147778A (en) * 2013-03-23 2013-06-12 孟志强 Method for lane development and support in extremely crushed rock stratum
CN103835729B (en) * 2013-11-11 2016-06-15 北京中煤矿山工程有限公司 Deep distance roadway surrounding rock pre grouting from the surface reinforcement process
CN103835729A (en) * 2013-11-11 2014-06-04 北京中煤矿山工程有限公司 Ground pre-grouting strengthening technology for deep long-distance roadway surrounding rock
CN103982201A (en) * 2014-05-22 2014-08-13 北京中铁瑞威工程检测有限责任公司 Advanced detection, grouting reinforcement and excavation method of wide separation fracture of high-pressure water-rich tunnel
CN104453943A (en) * 2014-10-27 2015-03-25 山东科技大学 Method for controlling water-rich fractured rock mass comprehensive grouting under effective sealing batholite shortage condition
CN105781557A (en) * 2016-03-25 2016-07-20 广东水电二局股份有限公司 Method for constructing underground excavated tunnel by adopting chemical grouting for sand layer consolidation
CN105781557B (en) * 2016-03-25 2018-10-02 广东水电二局股份有限公司 A kind of construction method of bored tunnel chemical grouting consolidation layer of sand
CN109083649A (en) * 2018-10-11 2018-12-25 中国石油大学(华东) It is applicable in the water-rich sand layer pre-grouting reinforcement means of complicated urban environment subway tunnel
CN109083649B (en) * 2018-10-11 2019-08-13 中国石油大学(华东) It is applicable in the water-rich sand layer pre-grouting reinforcement means of complicated urban environment subway tunnel
CN109162736A (en) * 2018-10-26 2019-01-08 中国矿业大学 A kind of liquid mixed deep hole circulation Application of High pressure Split Grouting method of air-water mud
CN109162736B (en) * 2018-10-26 2019-07-19 中国矿业大学 A kind of liquid mixed deep hole circulation Application of High pressure Split Grouting method of air-water mud
CN110004913A (en) * 2019-04-10 2019-07-12 中国水利水电第七工程局成都水电建设工程有限公司 A kind of deep settlement foundation stabilization construction method of proximity subway station

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