CN104455726A - Pipe-jacking construction method for pipeline bottom grouting reinforcement - Google Patents
Pipe-jacking construction method for pipeline bottom grouting reinforcement Download PDFInfo
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- CN104455726A CN104455726A CN201410668028.2A CN201410668028A CN104455726A CN 104455726 A CN104455726 A CN 104455726A CN 201410668028 A CN201410668028 A CN 201410668028A CN 104455726 A CN104455726 A CN 104455726A
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- jacking construction
- grouting
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- 238000010276 construction Methods 0.000 title claims abstract description 42
- 230000002787 reinforcement Effects 0.000 title abstract 2
- 239000002689 soil Substances 0.000 claims abstract description 22
- 239000004568 cement Substances 0.000 claims abstract description 20
- 238000000034 method Methods 0.000 claims abstract description 20
- 239000002131 composite material Substances 0.000 claims abstract description 17
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 16
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 13
- 238000005553 drilling Methods 0.000 claims abstract description 11
- 239000002002 slurry Substances 0.000 claims description 10
- 238000005086 pumping Methods 0.000 claims description 4
- 241001074085 Scophthalmus aquosus Species 0.000 claims description 3
- 238000007569 slipcasting Methods 0.000 claims description 3
- 230000008901 benefit Effects 0.000 abstract description 8
- 230000000694 effects Effects 0.000 abstract description 2
- 239000010802 sludge Substances 0.000 abstract description 2
- 230000006872 improvement Effects 0.000 description 7
- 238000009412 basement excavation Methods 0.000 description 5
- 230000008878 coupling Effects 0.000 description 5
- 238000010168 coupling process Methods 0.000 description 5
- 238000005859 coupling reaction Methods 0.000 description 5
- 230000008569 process Effects 0.000 description 4
- 238000013461 design Methods 0.000 description 3
- 238000007789 sealing Methods 0.000 description 3
- 230000008859 change Effects 0.000 description 2
- 238000012937 correction Methods 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000007613 environmental effect Effects 0.000 description 2
- 239000003643 water by type Substances 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 1
- 239000000654 additive Substances 0.000 description 1
- 230000000996 additive effect Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 229910000278 bentonite Inorganic materials 0.000 description 1
- 239000000440 bentonite Substances 0.000 description 1
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 239000013505 freshwater Substances 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 238000004181 pedogenesis Methods 0.000 description 1
- 235000019353 potassium silicate Nutrition 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 238000004062 sedimentation Methods 0.000 description 1
- 239000010865 sewage Substances 0.000 description 1
- 230000011664 signaling Effects 0.000 description 1
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 239000011800 void material Substances 0.000 description 1
Classifications
-
- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F16—ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
- F16L—PIPES; JOINTS OR FITTINGS FOR PIPES; SUPPORTS FOR PIPES, CABLES OR PROTECTIVE TUBING; MEANS FOR THERMAL INSULATION IN GENERAL
- F16L1/00—Laying or reclaiming pipes; Repairing or joining pipes on or under water
- F16L1/024—Laying or reclaiming pipes on land, e.g. above the ground
- F16L1/028—Laying or reclaiming pipes on land, e.g. above the ground in the ground
Landscapes
- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Mechanical Engineering (AREA)
- Earth Drilling (AREA)
Abstract
The invention discloses a pipe-jacking construction method for pipeline bottom grouting reinforcement. The method comprises the following steps that A, a working well and a receiving well are constructed in the direction of laying a pipeline, and a plurality of horizontal direction holes side by side are formed below the preset position, between the working well and the receiving well, of the pipeline; B, high-pressure grouting is carried out in all the horizontal direction holes to form cement and soil composite structure piles; C, the pipeline is jacked into the preset position through cement balancing pipe-jacking equipment. Horizontal direction drills are utilized for drilling the working well and the receiving well in the opposite directions at the same time, high-pressure jet grouting is carried out in the holes, the method for forming the cement and soil composite structure piles at the bottom of the pipeline is used for reinforcing a foundation, the effect that long-distance deep-embedded pipe-jacking construction is carried out in a sludge bottom layer with the high water content can be smoothly achieved, and the problem that vertical high-pressure jet grouting piles can not be adopted on the road surface can be solved smoothly. Good economic benefits and social benefits are obtained. Particularly, the benefits of the method are outstanding for the situation that deep foundation reinforcing can not be carried out conveniently on the road surface with the traffic jam.
Description
Technical field
The present invention is used for municipal pipeline Construction Technology field, particularly relates to a kind of pipe jacking construction method pushing up pipe section grouting and reinforcing.
Background technique
Along with the increase of urban size and the raising of people's environmental consciousness, the sewage network in city is built in the ascendant.Traditional open cut embed pipe with trough method is densely populated in old town, road is narrow, and the situation of system-wide section excavation badly influences normal life and the work of urban transportation and resident.And pipe jacking construction method preferably resolves the problems referred to above, be used widely.Jacking construction is a kind of non-excavating construction method, is not excavate or few piping laying construction technology excavated.Construction by pipeline jacking method is the top power by means of jacking device generation in active well, overcomes the frictional force of pipeline and surrounding soil, the gradient of pipeline by design is headed in soil, and the earthwork is transported.After one pipe joint completes and heads into soil layer, more lower second section pipe continues jacking.Its principle is by means of main top oil cylinder end thrust, tool pipe or development machine is advanced in received well through soil layer in active well always, meanwhile, the tube coupling after following tool pipe or development machine closely is embedded between two holes.Now conventional several pipe jacking construction methods have unlimited artificial hand to dig formula, pneumatic process and sealing machine formula, need select according to actual geological condition.
In recent years in Pearl River Delta, the Yangtze River Delta and coastal area construction pipeline many, this area's mud is huge thick, level of ground water is high, soil property is poor, and mud has high void ratio, high-moisture, high-compressibility, and shear resistance is poor, very easily thixotroping, water content is 50% ~ 70%, and normality has soft moulding, the feature of low bearing capacity, engineering properties is poor, brings very large difficulty and risk to construction and the operation of pipeline later stage:
(1) from the angle of construction safety, because mud can not form stable excavation surface, when pipeline top is to time herein, owing to being disturbed, the original fragile stress equilibrium of mud body is destroyed, and mud can pour in pipeline thereupon, underground water also can enter thereupon, serious harm construction safety.
(2) from the angle of construction quality, due to muck foundation Lack of support, pipeline modal common quality defect in Mud Ground jacking is exactly that pipeline uneven subsidence causes conduit axis off-design axis.
(3) from the angle of construction cost, the pipeline being originally designed to push pipe laying is changed into open cut and lays, the increase of construction cost must be caused.For heavy caliber, buried dark pipeline, on amount of excavation and coagulation, consumption considerably increases, and dark comparatively large owing to digging, and also must take corresponding supporting, protective measures and process Mud Ground, greatly improving construction cost.
(4) from the angle of construction speed, if do not have effective way process to reinforce mud, particularly extremely abundant for underground water, the area that underground Mud Ground generally distributes, need pipeline line position to change, this can extend the duration of construction greatly.
(5) from the angle of pipeline operation, after pipeline operation, being subject to internal loading and external load effect, can there is sedimentation in tube coupling; Being subject to the impact that tube coupling interface is closely knit, smooth-going, can there is seepage in tube coupling; By Mud Ground draw, tube coupling can be thrown off, and causes operation accident to occur.
The geological condition that mire water equilibrium tube method is suitable for is wider; The relatively stable of excavation surface can be kept; Advance step pitch less, be most suitable for long-distance pipe jacking; In working pit, working environment is better, and operation is safer; Continuous excavation, fltting speed is fast.To muck soil, mire water equilibrium tube can be reduced expenses l0% ~ 20% compared with directly excavating, and can reduce expenses about 1/3 compared with artificial push pipe.So mire water equilibrium tube method has significant social benefit, economic benefit and environmental benefit, municipal pipeline of constructing under mud and muck soil formation condition, should select mire water equilibrium tube method.
Adopt mire water equilibrium tube method jacking construction in mud soil, head weight is large, run into the large mud bearing capacity value of water content low time, nose drop trend causes the complete off-design axis of pipeline, in Pearl River Delta, Yangtze River Delta Area pipe-jacking project, often there is analogue, be difficult to solve.Existing most engineering adopts deep-mixed pile or vertical high-pressure rotary jet grouting pile to carry out treatment of soft foundation, but comparatively dark for buried depth of pipeline, and pipeline passes the longer situation of mud distance, and cannot use deep-mixed pile, high-pressure rotary jet grouting pile is then invested larger.
Summary of the invention
For solving the problem, the invention provides a kind of pipe jacking construction method of duct bottom grouting and reinforcing, the situation carrying out growing distance, buried jacking construction or can not vertical high-pressure rotary jet grouting pile being adopted on road surface to reinforce in high-moisture mud bottom can be solved smoothly.
The technical solution adopted for the present invention to solve the technical problems is: a kind of pipe jacking construction method of duct bottom grouting and reinforcing, comprises the following steps:
A. along laying direction construction operation well and the received well of pipeline, between active well with received well, some horizontal orientation holes are side by side become in the below of pipeline preset position;
B. in each described horizontal orientation hole inner high voltage slip casting, the stake of cement soil composite structure is formed;
C. by mire water equilibrium tube equipment, pipeline is headed into preset position.
Be further used as the improvement of technical solution of the present invention, described active well and received well all adopt drop shaft sinking to construct.
Be further used as the improvement of technical solution of the present invention, when described active well and received well construction, embedded hole be set in the one-tenth hole site in horizontal orientation hole.
Be further used as the improvement of technical solution of the present invention, in described active well and received well, adopt horizontal directional drilling machine subtend to hole simultaneously, during boring by magnetic steering instrument through a cable carry out controlling to.
Be further used as the improvement of technical solution of the present invention, stirred to pumping mud in horizontal orientation hole by high pressure slurry pump while boring, carry out mud off.
Be further used as the improvement of technical solution of the present invention, during boring, active well and received well subtend drill through, and form lap segment at middle part, and the length of described lap segment is 2m.
Be further used as the improvement of technical solution of the present invention, active well and received well drill through to retreat and bore, and carry cement slurry, after drill bit exits while moving back brill by high pressure jet grouting technique in horizontal orientation hole, shutoff horizontal orientation hole, to form the stake of cement soil composite structure.
Be further used as the improvement of technical solution of the present invention, the stake of described cement soil composite structure arranges two rows altogether, often arranges 7, cement soil composite structure stake distance from top pipeline bottom tube wall 400mm.
Beneficial effect of the present invention: because pipeline be all mud through stratum, buried depth of pipeline is comparatively dark, and pipeline is longer through mud distance, cannot use deep-mixed pile, and through river course, employing high-pressure rotary jet grouting pile is then invested larger.The invention provides one and utilize horizontal directional drill, in active well and received well subtend boring simultaneously (two rows), and high pressure jet grouting is carried out in hole, at the bottom of pipeline pipe, form the method consolidated subsoil of cement soil composite structure stake, the situation carrying out growing distance, buried jacking construction or can not vertical high-pressure rotary jet grouting pile being adopted on road surface to reinforce in high-moisture mud bottom can be solved smoothly.From subtend boring, the high-pressure slip-casting while of active well and received well, successfully solve the problem of push pipe foundation stabilization in Mud Ground, achieve good economic and social benefit.Particularly be located in traffic congestion, inconvenient situation of carrying out deep foundation reinforcing on road surface, benefit of the present invention is particularly outstanding.
Accompanying drawing explanation
Below in conjunction with accompanying drawing, the invention will be further described:
Fig. 1 is embodiment of the present invention structure side view;
Fig. 2 is embodiment of the present invention structural front view.
1. active well 1; 2. received well; 3. pipeline; 4. embedded hole; 5. lap segment; 6. cement soil composite structure stake.
Embodiment
With reference to Fig. 1, Fig. 2, the invention provides a kind of pipe jacking construction method of duct bottom grouting and reinforcing, comprise the following steps:
A. the laying direction along pipeline 3 adopts drop shaft sinking construction operation well 1 and received well 2, round-seal reservoir 1 external diameter 16.6 meters, and the degree of depth is subsurface 24.7 meters, concrete sealing bottom; Circular reception well 2 external diameter 9.6 meters, the degree of depth is 22.5 meters, underground, concrete sealing bottom, between active well 1 with received well 2, become some horizontal orientation holes side by side in the below of pipeline 3 preset position, DN150 embedded hole 4 is set in the one-tenth hole site in horizontal orientation hole, prevents hole in boring procedure from spoiling hole.Adopt horizontal directional drilling machine subtend to hole in described active well 1 and received well 2, active well 1 adopts XZ500 directional drilling machine, and received well 2 adopts XZ300 directional drilling machine simultaneously, drill pipe diameter 89mm, drill pipe joint length 4.5m, adopts slip box drilling cramp, adjusting angle 10 ~ 20 degree.During boring by magnetic steering instrument through a cable carry out controlling to.Stirred to pumping mud in horizontal orientation hole by high pressure slurry pump while boring, carry out mud off.During boring, active well 1 and received well 2 subtend drill through, and form lap segment 5 at middle part, and the length of described lap segment 5 is 2m;
B. active well 1 and received well 2 drill through to retreat and bore, in horizontal orientation hole, cement slurry is carried by high pressure jet grouting technique while moving back brill, cement slurry proportioning: high-pressure rotary jet grouting pile solidifying material selects 42.5R level, ordinary Portland cement consumption 230kg/m, adds 5% water glass.After drill bit exits, shutoff horizontal orientation hole, to form cement soil composite structure stake 6, described cement soil composite structure stake 6 arranges two rows altogether, often arranges 7, cement soil composite structure stake 6 distance from top pipeline 3 bottom tube wall 400mm;
C. by mire water equilibrium tube equipment, pipeline 3 is headed into preset position.
Wherein, according to the change of formation condition, mud adopts composite sludge proportion technique, uses the special bentonite clay of Directional Drilling to add fresh water by 5% ~ 10% weight ratio and allots base slurry, then add various mud additive in 2% ~ 4% ratio of base slurry weight.On-the-spot outfit two cover high pressure slurry pumps, the pumping capacity of single pump is not less than 2m
3/ min, ensures that long distance passes through the mud pressure of Mud Ground and flow meets construction requirement.Mud displacement is 15-20L/s, and mud pressure is at about 6-10MPa.
In steps A, during boring by magnetic steering instrument through a cable carry out controlling to, set up during boring and pass through axis database, gather control to data, determine that control is to scheme, mud and driller pay attention to each link, serious analysis parameters, cooperatively interact and get out the horizontal orientation hole of composite demand, when boring horizontal orientation hole, contrast geologic information and instrument Parameter analysis pore-forming situation at any time, reach and be unearthed accurately, pore-forming is good.
1. azimythal angle is set
Accurately make with electronic tachometer and pass through center line, control being placed on to signal rod passes through on center line without magnetic disturbance, signal rod is connected to instrument signaling line with control, control and will show the azimythal angle of this position signal rod to instrument, turn signal rod, often turn 45 ° and survey first power parallactic angles, survey 8 numerical value be averaged after the azimuth value of i.e. position for this reason.Centrally line changes the position of signal rod, and again record azimuth value, three positions are at least got at scene, finally average both to have can be used as and pass through center line large magnetic azinuth accurately.
2. artificial magnetic field is adopted to carry out the control of pilot hole curve offset
When passing through water channel, drilling rod trend should be paid close attention to, and the control of the good every root drilling rod of record is to data, drill bit left-right deviation can not be greater than 1m, if occur, deviation is greater than the situation of 1m, drilling rod should be drawn back in time, in artificial magnetic field, control is adjusted to data, lay artificial magnetic field, especially before passing through waters every about 50 meters, repeatedly check and control to azimythal angle and pass through track, keep true bearing angle and control to azimuthal deviation within allowed band.Passing through in the process of waters, if run into external magnetic field interference, then keeping former and creep into azimythal angle, linearly advance in tool face azimuth, after passing interference range, carry out correction correction at once, make actual deviation of passing through track and planned course within the range of permission, to ensure the success of crossing project.
Certainly, the invention is not limited to above-mentioned mode of execution, those of ordinary skill in the art also can make equivalent variations or replacement under the prerequisite without prejudice to spirit of the present invention, and these equivalent modification or replacement are all included in the application's claim limited range.
Claims (8)
1. a pipe jacking construction method for duct bottom grouting and reinforcing, is characterized in that, comprises the following steps:
Along laying direction construction operation well and the received well of pipeline, between active well with received well, become some horizontal orientation holes side by side in the below of pipeline preset position;
In each described horizontal orientation hole inner high voltage slip casting, form the stake of cement soil composite structure;
By mire water equilibrium tube equipment, pipeline is headed into preset position.
2. the pipe jacking construction method of duct bottom grouting and reinforcing according to claim 1, is characterized in that: described active well and received well all adopt drop shaft sinking to construct.
3. the pipe jacking construction method of duct bottom grouting and reinforcing according to claim 2, is characterized in that: when described active well and received well construction, arrange embedded hole in the one-tenth hole site in horizontal orientation hole.
4. the pipe jacking construction method of duct bottom grouting and reinforcing according to claim 1, is characterized in that: adopt horizontal directional drilling machine subtend to hole in described active well and received well simultaneously, during boring by magnetic steering instrument through a cable carry out controlling to.
5. the pipe jacking construction method of duct bottom grouting and reinforcing according to claim 4, is characterized in that: stirred to pumping mud in horizontal orientation hole by high pressure slurry pump while boring, carry out mud off.
6. the pipe jacking construction method of the duct bottom grouting and reinforcing according to claim 4 or 5, is characterized in that: during boring, active well and received well subtend drill through, and forms lap segment at middle part, and the length of described lap segment is 2m.
7. the pipe jacking construction method of duct bottom grouting and reinforcing according to claim 6, it is characterized in that: active well and received well drill through to retreat and bore, in horizontal orientation hole, cement slurry is carried by high pressure jet grouting technique while moving back brill, after drill bit exits, shutoff horizontal orientation hole, to form the stake of cement soil composite structure.
8. the pipe jacking construction method of duct bottom grouting and reinforcing according to claim 1, is characterized in that: the stake of described cement soil composite structure arranges two rows altogether, often arranges 7, cement soil composite structure stake distance from top pipeline bottom tube wall 400mm.
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| CN201410668028.2A CN104455726A (en) | 2014-11-20 | 2014-11-20 | Pipe-jacking construction method for pipeline bottom grouting reinforcement |
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| CN201410668028.2A CN104455726A (en) | 2014-11-20 | 2014-11-20 | Pipe-jacking construction method for pipeline bottom grouting reinforcement |
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Cited By (14)
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| CN105065774A (en) * | 2015-08-14 | 2015-11-18 | 腾达建设集团股份有限公司 | Branch connection construction method for underground pipeline |
| CN108194703A (en) * | 2018-02-11 | 2018-06-22 | 北京建工土木工程有限公司 | A kind of the amendment construction system and its modification method of push pipe of constructing |
| CN108662281A (en) * | 2018-05-31 | 2018-10-16 | 成都金玉雄辉建筑工程有限公司 | Conduit jacking and pipe jacking construction method |
| CN109798069A (en) * | 2019-01-22 | 2019-05-24 | 福建亿钻机械有限公司 | Deep basal pit small-bore pipeline repairs complete set of equipments and construction method |
| CN109797778A (en) * | 2019-03-27 | 2019-05-24 | 中铁四局集团有限公司 | Pipe-jacking working well applicable to desert anhydrous sand layer area and construction method |
| CN110094216A (en) * | 2019-05-31 | 2019-08-06 | 中铁第四勘察设计院集团有限公司 | A kind of separate tunnel stratum compensation and grouting system |
| CN110131479A (en) * | 2019-06-13 | 2019-08-16 | 福建工程学院 | A reaction force structure for super-large cross-section pipe jacking operation on soft soil foundation |
| CN110258507A (en) * | 2019-06-15 | 2019-09-20 | 武汉中力岩土工程有限公司 | A kind of soft soil foundation reinforcing method |
| CN110593274A (en) * | 2019-09-20 | 2019-12-20 | 上海建工七建集团有限公司 | Bottom hole structure for ensuring bottom sealing quality of pipe-jacking working well and bottom sealing construction method |
| CN110912067A (en) * | 2019-12-04 | 2020-03-24 | 中国能源建设集团广东省电力设计研究院有限公司 | High-voltage cable channel |
| CN111206934A (en) * | 2020-02-14 | 2020-05-29 | 上海市城市建设设计研究总院（集团）有限公司 | Pipe group isolation jacking pipe construction method |
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Cited By (21)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108194703B (en) * | 2018-02-11 | 2023-06-20 | 北京建工土木工程有限公司 | Correction construction system and correction method for construction jacking pipe |
| CN108662281A (en) * | 2018-05-31 | 2018-10-16 | 成都金玉雄辉建筑工程有限公司 | Conduit jacking and pipe jacking construction method |
| CN108662281B (en) * | 2018-05-31 | 2020-07-07 | 成都金玉雄辉建筑工程有限公司 | Pipe jacking device and pipe jacking construction method |
| CN109798069A (en) * | 2019-01-22 | 2019-05-24 | 福建亿钻机械有限公司 | Deep basal pit small-bore pipeline repairs complete set of equipments and construction method |
| CN109797778A (en) * | 2019-03-27 | 2019-05-24 | 中铁四局集团有限公司 | Pipe-jacking working well applicable to desert anhydrous sand layer area and construction method |
| CN110094216A (en) * | 2019-05-31 | 2019-08-06 | 中铁第四勘察设计院集团有限公司 | A kind of separate tunnel stratum compensation and grouting system |
| CN110094216B (en) * | 2019-05-31 | 2024-05-03 | 中铁第四勘察设计院集团有限公司 | Separated tunnel stratum compensation grouting system |
| CN110131479A (en) * | 2019-06-13 | 2019-08-16 | 福建工程学院 | A reaction force structure for super-large cross-section pipe jacking operation on soft soil foundation |
| CN110131479B (en) * | 2019-06-13 | 2024-04-16 | 福建工程学院 | Reaction structure for jacking operation of soft soil foundation super-large section jacking pipe |
| CN110258507A (en) * | 2019-06-15 | 2019-09-20 | 武汉中力岩土工程有限公司 | A kind of soft soil foundation reinforcing method |
| CN110258507B (en) * | 2019-06-15 | 2021-05-14 | 武汉中力岩土工程有限公司 | Soft soil foundation reinforcing method |
| CN110593274A (en) * | 2019-09-20 | 2019-12-20 | 上海建工七建集团有限公司 | Bottom hole structure for ensuring bottom sealing quality of pipe-jacking working well and bottom sealing construction method |
| CN110912067B (en) * | 2019-12-04 | 2021-01-19 | 中国能源建设集团广东省电力设计研究院有限公司 | High-voltage cable channel |
| CN110912067A (en) * | 2019-12-04 | 2020-03-24 | 中国能源建设集团广东省电力设计研究院有限公司 | High-voltage cable channel |
| CN111206934A (en) * | 2020-02-14 | 2020-05-29 | 上海市城市建设设计研究总院（集团）有限公司 | Pipe group isolation jacking pipe construction method |
| CN113006803B (en) * | 2021-04-06 | 2023-10-20 | 中冶华南建设工程有限公司 | Anti-disturbance pipe jacking construction system and construction process |
| CN113006803A (en) * | 2021-04-06 | 2021-06-22 | 中冶华南建设工程有限公司 | Anti-disturbance pipe jacking construction system and construction process |
| CN114215111A (en) * | 2021-12-31 | 2022-03-22 | 广东中都建筑集团有限公司 | Construction method for top-pull combined trenchless pipeline |
| CN119163381A (en) * | 2024-08-01 | 2024-12-20 | 陕西铁道工程勘察有限公司 | Complete set of hole fixing and wall protection methods for ultra-deep horizontal directional holes under complex geological conditions |
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