CN101476466B - Giant heavy laver land slide pre-stress anchor cable antiskid tunnel construction method and novel prevention structure - Google Patents

Giant heavy laver land slide pre-stress anchor cable antiskid tunnel construction method and novel prevention structure Download PDF

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Publication number
CN101476466B
CN101476466B CN2008101479910A CN200810147991A CN101476466B CN 101476466 B CN101476466 B CN 101476466B CN 2008101479910 A CN2008101479910 A CN 2008101479910A CN 200810147991 A CN200810147991 A CN 200810147991A CN 101476466 B CN101476466 B CN 101476466B
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tunnel
landslide
anchor cable
giant
slide
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CN101476466A (en
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何思明
罗渝
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Institute of Mountain Hazards and Environment IMHE of CAS
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Institute of Mountain Hazards and Environment IMHE of CAS
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Abstract

The invention relates to a method for constructing a prestress anchor rope anti-skid tunnel on a thicker layer landslide. The method comprises the following steps: carrying out on-site investigation, examination and engineering geologic investigation of the thicker layer landslide; confirming corresponding situation like the slip surface position of the thicker layer landslide and the like; calculating through the landslide thrust; carrying out the prestress anchor rope anti-skid tunnel design prior to the space position laid out by the prestress anchor rope according to the landslide thrusting force under the most unfavorable load assembling conditions; constructing from both sides of the landslide body section by section, and minimizing the section length; casting a rib post and a ground beam of reinforced concrete in place on the mountain side of the tunnel and the ground, and casting linings of the reinforced concrete in place at other positions; laying out the prestress anchor rope on the rib post and the ground beam, and making the anchor rope pass through the mountain landslide surface. An anchor is fixed in the stable and hard terrane. The top arc of the tunnel is provided with a water draining hole, and the bottom is provided with a drainage ditch. The construction method can improve the stability of the thicker layer landslide and has the advantages of economy, expeditiousness, convenience and safety.

Description

Giant heavy laver land slide pre-stress anchor cable antiskid tunnel construction method and control new construction
Technical field
The present invention relates to the landslide reinforcement treatment project, particularly in the stabilization works configuration aspects of giant heavy laver land slide, proposed huge thick type land slide pre-stress anchor cable antiskid tunnel and reinforced new structure, this structure can effectively be reinforced huge thick type landslide, increases landslide stability.
Background technology
Landslide control is the diaster prevention and control engineering of a technical sophistication, constructional difficulties.In the 1950's, China administers main top drainage, clear side's off-load, the back-pressure of banketing, antiskid barricade and the mortar flag stone of adopting in landslide and protects measures such as punishment.Phase late 1960s, China adopts the antislide pile technology first and achieves success in railway construction.The appearance of antislide pile technology makes the reality that is treated as of the bigger landslide problem of some difficulty.Because advantages such as antislide pile has flexible arrangement, construction is simple, little to the side slope disturbance, excavated section is little, dirty the Worker's Stadium is long-pending less, anti-slide performance is big, speed of application is fast, applied rapidly in the whole nation, and progressively form based on antislide pile since the seventies in 20th century and to prop up retaining, comprehensively to punish technology in conjunction with the landslide of clear side's off-load, top drainage.Phase late 1980s, because anchoring theoretical research and the breakthrough development of rock drilling machinery, China begins to adopt anchor spray guard technology to administer the landslide.The nineties in 20th century, slip casing by pressure reinforcing and framework anchor structure more and more are used for the landslide punishment.It is a kind of deep layer reinforcing punishment technology of landslide, can solve the deep-level landslide problem, is a kind of landslide punishment technology that has wide application prospect.
Present alternative landslide control technology is more, cuts sloping off-load technology, draining and the measure that intercepts water, slip casting anchoring measure, antislide pile, pre-stress anti-slide pile, antiskid barricade, vertical prestressing barricade etc.Along with the continuous increase of engineering construction scale, the landslide complexity increases, and more and more emphasizes the principle of many measures comprehensive improvement in landslide control.
As follows to various existing improvement technology introductions respectively below:
Have and cut sloping off-load technology: be by recovering sloping body balance to reach anti-skid purpose, having easy construction, technology characteristic of simple.Cut the slope and be primarily aimed at sliding part, particularly gliding mass trailing edge.There is the part of a series of paintings effect can not loss of weight for leading edge.Cut when sloping off-load is constructed and to prevent that slope excavation from causing new unstability, avoid top soil body balance destroyed.The new excavation slope of cutting behind the slope should timely smooth antiseepage.
The draining and the measure that intercepts water: mainly be in order to prevent surface water, underground water and to wash away invasion and attack.For the outer surface water of sliding mass, take to tackle other method of drawing and stop the outer insulated stream of sliding mass in sliding mass.For the surface water in the sliding mass, adopt the method that antiseepage is confluxed, drained fast to alleviate of the effect of this part surface water to the landslide.
Slip casting anchoring measure: the bedding slip that is mainly used in clinothen, it is to utilize the uplift resistance of anchor pole or the downslide that the frictional resistance between shearing resistance and slip rock stratum stops rock mass, after anchor pole inserts the rock stratum, apply the chock that axial compression forces anchored end wedging method is opened, cause anchored end to be fastened in the rock mass of anchor hole, to reach the purpose of anchoring, after anchor pole is squeezed into, hole planted agent's pressure injection cement mortar with the uplift resistance of raising anchor pole, and prevents corrosion of steel bar.Simultaneously, should avoid during skyhook installing one by one, even because of side slope produces small moving, single anchor pole is frangibility also, so must install simultaneously with plan safety by several anchor poles.
Antislide pile: be to penetrate the deeply stable sliding bed of gliding mass, utilize the elastic resistance balance Thrust of Landslide of anchoring section pile body front and back geotechnical body to stop a kind of pile that slides.General antislide pile training works is all formed the purpose that clump of piles acting in conjunction reaches on-slip by several piles.The antislide pile engineering is destroyed little to the hillside, construction safety is convenient, labor and material saving.The pore-forming situation is various, and various topographic and geologic conditions are all applicable.Utilize mechanized construction, the duration is short.
Pre-stress anti-slide pile: be the landslide reinforcement compages that a kind of antislide pile combines with prestress anchorage cable.By at the top of stake along the direction angled with horizontal plane, setting can apply prestressed anchor cable, has fundamentally changed the irrational stress of common antislide pile.Because the change of structural shape, the anti-slide performance of stake is improved, and the stake and the quantity of anchor cable are reduced, and greatly reduces construction costs.The outer anchor head of anchor cable places concrete antislide pile top, has solved because of the lax problem that influences consolidation effect of domatic rock crushing anchor cable.
The antiskid barricade: be the skid resistance that produces by the weight of barricade own, a kind of antiskid structure of balance gliding mass residual pushing force.
The vertical prestressing barricade: an end of vertical anchor pole is anchored in the rock quality base with cement mortar, and the other end is built by laying bricks or stones in concrete or mortar flag stone wall body, and establishes ground tackle and bricklaying is got in touch, last stretching anchor rod.Utilize the elastical retraction of anchor pole that the wall body is applied vertical prestressing,, thereby reduce antiskid gravity barricade bricklaying section, reach the purpose of saving bricklaying, reducing cost with instead of part barricade bricklaying weight.
Yet for giant heavy laver land slide, when the depth of burying of its slide plane reached tens meters, it was antislide pile that above-mentioned engineering is prevented and treated structure, or the prestressed anchor Cable Structure all is difficult to realize reinforcement protection to the landslide.Therefore, the present invention is intended to solve the giant heavy laver land slide engineering and prevents and treats a difficult problem, has proposed giant heavy laver land slide pre-stress anchor cable antiskid tunnel control new construction.
Summary of the invention
The purpose of this invention is to provide a kind of giant heavy laver land slide pre-stress anchor cable antiskid tunnel construction method, make landslide consolidation process engineering construction method more reasonable, economical, effective.
The object of the present invention is achieved like this: a kind of giant heavy laver land slide pre-stress anchor cable antiskid tunnel construction method, carry out according to the following steps successively:
A), carry out site inspection, mapping and engineering geologic investigation thereof, investigate thoroughly the landslide origin cause of formation, governing factor, the position of determining giant heavy laver land slide slide plane place, slip surface shape, buried depth, groundwater condition and slide plane mechanics index of physics according to giant heavy laver land slide;
B), according to giant heavy laver land slide prospecting data, carry out various operating modes combinations landslide stability analysis down, Thrust of Landslide is calculated, the locus that the optimization pre-stress anchor cable antiskid tunnel is laid in sliding mass;
C), carry out the pre-stress anchor cable antiskid tunnel design: according to Thrust of Landslide computation structure under the least favorable load combination condition and space installation position thereof, carry out the pre-stress anchor cable antiskid tunnel design, design content comprises: quantity, tunnel sectional dimension, the depth of burying are laid in the tunnel; Prestress anchorage cable spacing, quantity, the degree of depth; Drain hole spacing, aperture, the degree of depth;
D) construct piecemeal from sloping body both sides, section length is as far as possible little, avoid bringing out sloping body deformability because of screw tap is improper and destroy, and by the overall process monitoring, feedback information is continued to optimize design, realizes dynamic design, Dynamic Construction;
E), the construction of pre-stress anchor cable antiskid tunnel
The tunnel hole shape is the rectangular band arch, behind the tunnel pore-forming, and at backer's side cast in situs steel concrete rib post in tunnel and at ground cast in situs concrete-steel grade beam, the cast-in-place concrete-steel lining cutting of other parts in the hole, tunnel;
F), inner concrete structure in tunnel are after maintenance is solidified fully, laying one row prestress anchorage cable and anchor cable pass the massif slide plane on steel concrete rib post and steel concrete grade beam, and be anchored in stable, the competent bed, to reach the effect of reinforcing sliding mass;
G), arrange drain hole, drain hole is radial setting, arranges the gutter at tunnel bottom simultaneously, compiling the surface water in the sliding mass that come by drain hole, and it is discharged the tunnel, reduces the adverse effect of underground water to sliding mass at the crown in tunnel.
Another object of the present invention provides a kind of giant heavy laver land slide pre-stress anchor cable antiskid tunnel structure, be intended to solve the engineering that conventional control is difficult to solve giant heavy laver land slide and prevent and treat problem, propose a kind of economy, fast, convenient, safe giant heavy laver land slide control new structure, increase the stability of giant heavy laver land slide, reduce the life and property loss that brings because of the landslide unstability.
Another object of the present invention is achieved in that a kind of giant heavy laver land slide pre-stress anchor cable antiskid tunnel structure, the cross sectional shape in tunnel is the rectangular band arch, backer's side in tunnel has been built steel concrete rib post and has been built the steel concrete grade beam in the bottom surface, and remainder is cast with concrete lining in the tunnel; Be laid with a row prestress anchorage cable on steel concrete rib post and the steel concrete grade beam, and anchor cable passes the massif slide plane, be anchored in stable, the competent bed; The crown in tunnel is provided with radial drain hole, and the bottom surface in tunnel is provided with and is used for and will be compiled the gutter in the surface water discharge tunnel in the next sliding mass by drain hole.
The invention has the beneficial effects as follows:
1, proposes a kind of novel engineering antiskid structure of effective reinforcing giant heavy laver land slide, realize engineering control giant heavy laver land slide.
2, the control structure construction is practical.
Only need at first tunneling lining cutting in sloping body, and in the tunnel, lay prestress anchorage cable and drain hole while excavating.These construction technologies all are the routine techniques of comparative maturity.
3, ruggedized construction safely and effectively
Compare with existing landslide reinforcement technology, this structure has tangible advantage, not only solve present existing engineering and prevented and treated the difficult problem that structure can not realize giant heavy laver land slide is carried out reinforcement protection, again can be by the enforcement in underdrainage hole, reduce the groundwater table of sliding mass, increase the stability of giant heavy laver land slide.Tunnel structure is not only good antiskid structure, also is effective drainage channel.
Fig. 1 is tunnel typical section figure of the present invention.
Fig. 1 Fig. 2 illustrates, and giant heavy laver land slide pre-stress anchor cable antiskid tunnel construction method carries out according to the following steps successively:
A), carry out site inspection, mapping and engineering geologic investigation thereof, investigate thoroughly the landslide origin cause of formation, governing factor, the position of determining giant heavy laver land slide slide plane place, slip surface shape, buried depth, groundwater condition and slide plane mechanics index of physics according to giant heavy laver land slide;
B), according to giant heavy laver land slide prospecting data, carry out various operating modes combinations landslide stability analysis down, Thrust of Landslide is calculated, the locus that the optimization pre-stress anchor cable antiskid tunnel is laid in sliding mass;
C), carry out the pre-stress anchor cable antiskid tunnel design: according to Thrust of Landslide computation structure under the least favorable load combination condition and space installation position thereof, carry out the pre-stress anchor cable antiskid tunnel design, design content comprises: quantity, tunnel sectional dimension, the depth of burying are laid in the tunnel; Prestress anchorage cable spacing, quantity, the degree of depth; Drain hole spacing, aperture, the degree of depth etc.;
D) construct piecemeal from sloping body both sides, section length is as far as possible little, avoid bringing out sloping body deformability because of screw tap is improper and destroy, and by the overall process monitoring, feedback information is continued to optimize design, realizes dynamic design, Dynamic Construction:
E), the construction of pre-stress anchor cable antiskid tunnel
The tunnel hole shape is the rectangular band arch, behind the tunnel pore-forming, and backer's side and ground difference cast in situs steel concrete rib post 4 and concrete-steel grade beam 3 in the tunnel, the cast-in-place concrete-steel lining cutting of other parts in the hole, tunnel;
F), inner concrete structure in tunnel are after maintenance is solidified fully, laying one row prestress anchorage cable 8,9 and anchor cable pass massif slide plane 2 on steel concrete rib post 4 and steel concrete grade beam 3, and be anchored in stable, the competent bed, to reach the effect of reinforcing sliding mass;
G), arrange drain hole 6, drain hole is radial setting, arranges gutter 7 at tunnel bottom simultaneously, compiling the surface water in the sliding mass that come by drain hole, and it is discharged the tunnel, reduces the adverse effect of underground water to sliding mass at the crown in tunnel.
Giant heavy laver land slide pre-stress anchor cable antiskid tunnel new structure, the cross sectional shape in tunnel are the rectangular band arch, and backer's side in tunnel and bottom surface have been built steel concrete rib post 4 and steel concrete grade beam 3 respectively, and remainder is cast with concrete lining in the tunnel; Be laid with a row prestress anchorage cable 8,9 on steel concrete rib post 4 and the steel concrete grade beam 3, and anchor cable passes massif slide plane 2, be anchored in stable, the competent bed; The crown in tunnel is provided with radial drain hole 6, and the bottom surface in tunnel is provided with and is used for and will be compiled the gutter 7 in the surface water discharge tunnel in the next sliding mass by drain hole.

Claims (2)

1. giant heavy laver land slide pre-stress anchor cable antiskid tunnel construction method is characterized in that: carry out successively according to the following steps:
A), carry out site inspection, mapping and engineering geologic investigation thereof, investigate thoroughly the landslide origin cause of formation, governing factor, the position of determining giant heavy laver land slide slide plane place, slip surface shape, buried depth, groundwater condition and slide plane mechanics index of physics according to giant heavy laver land slide;
B), according to giant heavy laver land slide prospecting data, carry out various operating modes combinations landslide stability analysis down, Thrust of Landslide is calculated, the locus that the optimization pre-stress anchor cable antiskid tunnel is laid in sliding mass;
C), carry out the pre-stress anchor cable antiskid tunnel design: according to Thrust of Landslide computation structure under the least favorable load combination condition and space installation position thereof, carry out the pre-stress anchor cable antiskid tunnel design, design content comprises: quantity, tunnel sectional dimension, the depth of burying are laid in the tunnel; Prestress anchorage cable spacing, quantity, the degree of depth; Drain hole spacing, aperture, the degree of depth;
D) construct piecemeal from sloping body both sides, section length is as far as possible little, avoid bringing out sloping body deformability because of construction wrong and destroy, and by the overall process monitoring, feedback information is continued to optimize design, realizes dynamic design, Dynamic Construction;
E), the construction of pre-stress anchor cable antiskid tunnel
The tunnel hole shape is the rectangular band arch, behind the tunnel pore-forming, and at backer's side cast in situs steel concrete rib post (4) in tunnel and at ground cast in situs concrete-steel grade beam (3), the cast-in-place concrete-steel lining cutting of other parts in the hole, tunnel;
F), inner concrete structure in tunnel are after maintenance is solidified fully, laying one row prestress anchorage cable (8,9) and anchor cable pass massif slide plane (2) on steel concrete rib post (4) and steel concrete grade beam (3), and be anchored in stable, the competent bed, to reach the effect of reinforcing sliding mass;
G), arrange drain hole (6), drain hole is radial setting, arranges gutter (7) at tunnel bottom simultaneously, compiling the surface water in the sliding mass that come by drain hole, and it is discharged the tunnel, reduces the adverse effect of underground water to sliding mass at the crown in tunnel.
2. giant heavy laver land slide pre-stress anchor cable antiskid tunnel structure, the cross sectional shape in tunnel is the rectangular band arch, it is characterized in that: backer's side in described tunnel has been built steel concrete rib post (4) and has been built steel concrete grade beam (3) in the bottom surface, and remainder is cast with concrete lining in the tunnel; Be laid with a row prestress anchorage cable (8,9) on steel concrete rib post (4) and the steel concrete grade beam (3), and anchor cable passes massif slide plane (2), be anchored in stable, the competent bed; The crown in tunnel is provided with radial drain hole (6), and the bottom surface in tunnel is provided with and is used for and will be compiled the gutter (7) in the surface water discharge tunnel in the next sliding mass by drain hole.
CN2008101479910A 2008-12-24 2008-12-24 Giant heavy laver land slide pre-stress anchor cable antiskid tunnel construction method and novel prevention structure Expired - Fee Related CN101476466B (en)

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Families Citing this family (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102392649A (en) * 2011-10-19 2012-03-28 中铁西北科学研究院有限公司勘察设计分公司 Pre-reinforced composite structure for tunnel longitudinally penetrating through slope and implementation method thereof
CN102979543B (en) * 2012-12-25 2014-07-23 成都理工大学 Support method for brittle failure of surrounding rocks of hard rock double-track tunnel by river in area of high stress
CN104196544B (en) * 2014-03-18 2018-03-23 中铁二院工程集团有限责任公司 Wing Wall Tunnel Portal entirety Anti-Sliding Design method
CN103821536B (en) * 2014-03-20 2016-04-27 中铁七局集团第三工程有限公司 Location, landslide method for tunnel construction
CN104389628B (en) * 2014-11-21 2015-09-02 山西省交通科学研究院 Landslide location tunnel reinforcement device and reinforced construction method
CN106567723B (en) * 2015-10-13 2018-08-28 叶大伟 A kind of gliding mass section tunnel reinforcement system and its reinforcement means
CN106149631B (en) * 2016-07-31 2018-06-12 中水东北勘测设计研究有限责任公司 High mountain strid arch dam avalanche type Slope Treatment method
CN111074888A (en) * 2020-02-06 2020-04-28 贵州星隆迪岩土工程有限公司 Super-strong anti-slip anchor rod and construction method

Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN1469017A (en) * 2002-07-16 2004-01-21 石午江 High slope rock and soil anchoring construction method and apparatus
US20070007501A1 (en) * 2005-07-06 2007-01-11 Neusch William H Cable barrier system
CN101230577A (en) * 2007-12-28 2008-07-30 中国科学院水利部成都山地灾害与环境研究所 Construction method for vertical prestressed anchor rope friction pile slope-sliding prevention and treatment

Patent Citations (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN1469017A (en) * 2002-07-16 2004-01-21 石午江 High slope rock and soil anchoring construction method and apparatus
US20070007501A1 (en) * 2005-07-06 2007-01-11 Neusch William H Cable barrier system
CN101230577A (en) * 2007-12-28 2008-07-30 中国科学院水利部成都山地灾害与环境研究所 Construction method for vertical prestressed anchor rope friction pile slope-sliding prevention and treatment

Non-Patent Citations (3)

* Cited by examiner, † Cited by third party
Title
李新坡等.预应力锚索加固土质边坡的稳定性极限分析.《四川大学学报(工程科学版)》.2006,第38卷(第5期),82-85. *
陈金城.古田隧道山体滑坡整治技术.《铁道标准设计》.2005,(第7期),92-94. *
高辉.铁路隧道滑坡的治理及检测结果分析.《企业技术开发》.2006,第25卷(第4期),56-57. *

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