CN110631918A - Tunnel invasion contact strip long pipe shed reinforcement stability judgment method - Google Patents

Tunnel invasion contact strip long pipe shed reinforcement stability judgment method Download PDF

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Publication number
CN110631918A
CN110631918A CN201911151706.7A CN201911151706A CN110631918A CN 110631918 A CN110631918 A CN 110631918A CN 201911151706 A CN201911151706 A CN 201911151706A CN 110631918 A CN110631918 A CN 110631918A
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CN
China
Prior art keywords
long pipe
pipe shed
tunnel
contact zone
shed
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Pending
Application number
CN201911151706.7A
Other languages
Chinese (zh)
Inventor
刘晓迪
王建军
严仕舜
杨柳枝
李辉
王怀东
韩佳鹏
吕增勇
李映林
潘洪涛
徐大统
许立泽
孙德鹏
于飞
韩超
张鹏
潘婷
韩宏玮
霍万盛
王广胜
郭云鹏
吴迪
冯志强
张思琦
姜绍琳
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
China Railway Xiamen Investment Co Ltd
China Railway No 9 Group Co Ltd
Fourth Engineering Co Ltd of China Railway No 9 Group Co Ltd
Original Assignee
China Railway Xiamen Investment Co Ltd
China Railway No 9 Group Co Ltd
Fourth Engineering Co Ltd of China Railway No 9 Group Co Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by China Railway Xiamen Investment Co Ltd, China Railway No 9 Group Co Ltd, Fourth Engineering Co Ltd of China Railway No 9 Group Co Ltd filed Critical China Railway Xiamen Investment Co Ltd
Priority to CN201911151706.7A priority Critical patent/CN110631918A/en
Publication of CN110631918A publication Critical patent/CN110631918A/en
Pending legal-status Critical Current

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Classifications

    • GPHYSICS
    • G01MEASURING; TESTING
    • G01BMEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
    • G01B21/00Measuring arrangements or details thereof in so far as they are not adapted to particular types of measuring means of the preceding groups
    • G01B21/02Measuring arrangements or details thereof in so far as they are not adapted to particular types of measuring means of the preceding groups for measuring length, width, or thickness
    • G01B21/08Measuring arrangements or details thereof in so far as they are not adapted to particular types of measuring means of the preceding groups for measuring length, width, or thickness for measuring thickness
    • GPHYSICS
    • G01MEASURING; TESTING
    • G01NINVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N3/00Investigating strength properties of solid materials by application of mechanical stress
    • G01N3/08Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
    • GPHYSICS
    • G01MEASURING; TESTING
    • G01NINVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N3/00Investigating strength properties of solid materials by application of mechanical stress
    • G01N3/24Investigating strength properties of solid materials by application of mechanical stress by applying steady shearing forces
    • GPHYSICS
    • G01MEASURING; TESTING
    • G01NINVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/0014Type of force applied
    • G01N2203/0016Tensile or compressive
    • G01N2203/0019Compressive
    • GPHYSICS
    • G01MEASURING; TESTING
    • G01NINVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/0014Type of force applied
    • G01N2203/0025Shearing
    • GPHYSICS
    • G01MEASURING; TESTING
    • G01NINVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/02Details not specific for a particular testing method
    • G01N2203/0202Control of the test
    • G01N2203/0212Theories, calculations
    • G01N2203/0218Calculations based on experimental data

Abstract

The invention relates to a method for judging the reinforcement stability of a long pipe shed of a tunnel invasion contact zone, belonging to the field of tunnel infrastructureuAnd the thickness d of the long pipe shed after groutingzDiameter d of steel pipe of long pipe shed1Wall thickness delta, long canopy shear strength cpAnd shear strength of the grout ccAfter weighted average of steel pipes of long pipe shed and grouting body according to area, shearing strength cc,pLong pipe shed shear-resistant bearing capacity KjThe perimeter L of the cross section of the grouting body of the long pipe shed and the length L of the shorter side of the surrounding rock at the inner side of the long pipe shed embedded intrusion contact zoned1The length L of the shorter side of the better surrounding rock outside the long pipe shed embedded and invaded contact zoned2Long pipe shed grouting body and intrusion jointShear strength tau between side wall rocks in contact zone1Shear strength tau between long pipe shed grouting body and surrounding rock with good invasion contact zone outside2Tensile bearing capacity K of long pipe shed grouting bodylAnd long pipe shed consolidates bearing capacity K, differentiates tunnel invasion contact zone long pipe shed reinforcement stability, avoids invading the contact zone and appears slumping.

Description

Tunnel invasion contact strip long pipe shed reinforcement stability judgment method
Technical Field
The invention relates to a method for judging the reinforcement stability of a tunnel intrusion contact strip long pipe shed, and belongs to the field of tunnel infrastructure.
Background
In the contact zone of two kinds of rocks of volcanic rock and sedimentary rock, an invasion contact zone is often contained at the contact position due to the strong invasion squeezing and thermal erosion effects. The invaded contact zone tends to be in the form of a crushed block, sandy soil or clayey, lower in strength and higher in water content. When tunnel excavation passes through the contact zone, if the contact zone is not reinforced, disasters such as collapse and water inrush are likely to occur. Among various reinforcing methods, long pipe shed reinforcing is one of the common measures, the long pipe shed is driven into the long pipe shed, and then the long pipe shed is grouted, and then the tunnel excavation is carried out, so that the stability of the surrounding rock can be greatly improved. At present, the bearing capacity of a long pipe shed after construction is basically based on previous construction experience, and the guidance is lack of a corresponding theoretical formula, so that if the bearing capacity after construction is insufficient, the contact belt is still likely to collapse when the contact belt is invaded. The bearing capacity of the long pipe shed comprises shearing resistance bearing capacity and tensile resistance bearing capacity, and if one of the shearing resistance bearing capacity and the tensile resistance bearing capacity cannot meet the requirement, the long pipe shed is damaged, so that the upper invasion contact belt slides and collapses.
Disclosure of Invention
The technical problem to be solved by the invention is to provide a method for judging the stability of the reinforcement of the long pipe shed of the tunnel invasion contact zone, and the stability of the long pipe shed can be judged by comparing the bearing capacity of the reinforcement of the long pipe shed with the destructive power suffered by the invasion contact zone, so that the slip and collapse accidents of the invasion contact zone are avoided.
In order to solve the above problems, the specific technical scheme of the invention is as follows: a method for judging the reinforcement stability of a tunnel intrusion contact strip long pipe shed comprises the following steps:
(1) determining the distance z from the ground of the invaded zone of contact to the vault of the tunnel
Measuring the height h1 of the invaded contact belt ground and the height h2 of the vault, wherein z = h1-h 2;
(2) determination of non-draining shear strength c of soil mass intruding into contact zoneu
Unconfined compressive strength q is measured by invasion of geological borehole in contact zoneuShear strength c of soil body without drainageuWherein c isu=qu/2;
(3) Determining the thickness d of the long pipe shed after groutingz
According to the construction experience of the prior engineering, or carrying out the field grouting test of the single long pipe shed, and measuring the thickness d after grouting by excavationz
(4) Determining the diameter d of a long shed steel pipe1Wall thickness delta, shear strength c of long tube shedspAnd shear strength c of the groutc
The parameters of the long pipe shed are determined according to the selected long pipe shed steel pipe, and the shear strength of the grouting body is obtained by taking a grouting block body according to the prior engineering construction experience or on site and carrying out a shear test;
(5) determining the shearing strength c of the long pipe shed steel pipe and the grouting body after weighted average according to the areac,p
(1)
(2)
(3)
(6) Determining the shear-resistant bearing capacity K of a long pipe shedj
(4)
Wherein, B is the width of the tunnel;
(7) determining the perimeter L of the cross section of the grouting body of the long pipe shed and the length L of the shorter side of the side wall rock in the embedded invasion contact belt of the long pipe shedd1The length L of the side of the long pipe shed with the better surrounding rock at the outer side of the embedded invasion contact belt is shorterd2Shear strength tau between long pipe shed grouting body and surrounding rock on inner side of invasion contact zone1Shear strength tau between long pipe shed grouting body and surrounding rock with good invasion contact zone outside2
(5)
Wherein m is the distance between the long pipe sheds on the cross section of the tunnel, and n is the number of the long pipe sheds on the cross section of the tunnel; l isd1And Ld2Determining according to a tunnel excavation construction process; tau is1And τ2Determining the drawing test of a single long pipe shed according to the prior engineering experience or on site;
(8) determining tensile bearing capacity K of grouting body of long pipe shedl
(6)
(9) Determining the bearing capacity K for reinforcing a long pipe shed
(7)
The destructive power that will invade the contact zone and suffer is compared with the bearing capacity K that the long tube canopy was consolidated, and the bearing capacity K that the long tube canopy was consolidated is greater than the destructive power that the contact zone of invasion suffered, and stability accords with the requirement promptly.
The unconfined compressive strength q in the step (2)uShear strength c of soil body without drainageuAnd measuring and calculating indoors through a field cross plate shearing test or an original sample in the drilling process.
The invention has the following beneficial effects: through the bearing capacity of long pipe shed reinforcement and the destructive power that the contact zone of invasion suffered carry out the comparison, can judge long pipe shed's stability, avoid invading the contact zone and appear the collapse accident.
Detailed Description
A tunnel in Fujian province passes through an invasion contact zone, advanced drilling is carried out on the left side arch angle on site in 2016, 3 and 19 days, when a hole is drilled to 22m, large-scale water inrush and mud outburst occur, an emergency plan is immediately started, and operators are withdrawn. The water pressure is large at the initial stage of water inrush, the spraying distance reaches 8m, and the peak water inrush amount is about 3000m at the time of water inrush3Perh, after 4 hours, the water inrush pressure is reduced, and the water inrush is changed into a natural running water state from jetting and gradually becomes stable, about 100m3And about/h. The water burst in large amount is changed into intermittent water burst in 3 months and 22 days. Then large-scale mud outburst occurs, and the total mud outburst is about 5000m3The length of the deposition tunnel is about 265m, and the lining trolley and the rack behind the tunnel face are submerged. In order to stabilize the front invasion contact zone, a long pipe shed is adopted for reinforcement within a certain mileage range. By adopting the method, the bearing capacity of the tunnel reinforced by the long pipe shed is judged.
Based on previous measurements, the tunnel intruding into the contact zone from the ground to the tunnel vaultThe distance z is 177.1 m; the width B of the tunnel is 6.0 m; sampling through geological drilling, carrying out unconfined compressive strength test in a laboratory to obtain quCalculated non-drainage shear strength c of the soil mass at 38kPau19 kPa; according to the prior engineering experience, the thickness d of the long pipe shed after groutingzIs 0.5 m; diameter d of selected long tube shed steel tube1108mm, 6mm wall thickness delta, shear strength c of the long pipe shedp100MPa, shear strength c of the grout according to previous engineering experiencecThe shear strength c of the long pipe shed steel pipe and the grouting body after weighted average according to the area is calculated according to the formula (1) ~ (3) and is 11MPac,pThe shear resistance K of the long pipe shed is calculated according to the formula (4) and is 11.2MPaj128692.1 kN; according to construction experience data, the distance m between the long pipe sheds on the cross section of the tunnel is 0.35m, the number n of the long pipe shed steel pipes on the cross section of the tunnel is 22, and therefore the perimeter L of the cross section of the grouting body of the long pipe shed is 17.7m according to the formula (5); in a certain stage of construction process, the long pipe shed is embedded into the shorter side L of the side wall rock in the contact zoned1Length L of the long pipe shed embedded into the shorter side of the better surrounding rock outside the contact zone is 12md2Shear strength tau between long tunnel grout and surrounding rock on the inner side of the invaded contact zone of 0m190kPa, the shear strength tau between the long pipe shed grout and the surrounding rock well outside the invasion contact zone2600 kPa; from this, calculate the tensile bearing capacity K of the long tunnel grout according to equation (6)l19116 kN; finally, the bearing capacity K for reinforcing the long pipe shed is determined to be 19116kN according to the formula (7), and the stability of the long pipe shed can be judged by comparing the bearing capacity for reinforcing the long pipe shed with the destructive power caused by the gravity, seepage force and the like of the invasion contact zone.
In the description of the present invention, it is to be understood that the terms "upper", "side", and the like, indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for the purpose of describing the present invention and simplifying the description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention.
What has been described above is merely a preferred embodiment of the invention. It should be noted that variations and modifications can be made by those skilled in the art without departing from the principle of the present invention, and they should also be considered as falling within the scope of the present invention.

Claims (2)

1. A method for judging the reinforcement stability of a tunnel intrusion contact strip long pipe shed is characterized by comprising the following steps:
(1) determining the distance z from the ground of the invaded zone of contact to the vault of the tunnel
Measuring the height h1 of the invaded contact belt ground and the height h2 of the vault, wherein z = h1-h 2;
(2) determination of non-draining shear strength c of soil mass intruding into contact zoneu
Unconfined compressive strength q is measured by invasion of geological borehole in contact zoneuShear strength c of soil body without drainageuWherein c isu=qu/2;
(3) Determining the thickness d of the long pipe shed after groutingz
According to the construction experience of the prior engineering, or carrying out the field grouting test of the single long pipe shed, and measuring the thickness d after grouting by excavationz
(4) Determining the diameter d of a long shed steel pipe1Wall thickness delta, shear strength c of long tube shedspAnd shear strength c of the groutc
The parameters of the long pipe shed are determined according to the selected long pipe shed steel pipe, and the shear strength of the grouting body is obtained by taking a grouting block body according to the prior engineering construction experience or on site and carrying out a shear test;
(5) determining the shearing strength c of the long pipe shed steel pipe and the grouting body after weighted average according to the areac,p
(1)
(2)
(3)
(6) Determining the shear-resistant bearing capacity K of a long pipe shedj
(4)
Wherein, B is the width of the tunnel;
(7) determining the perimeter L of the cross section of the grouting body of the long pipe shed and the length L of the shorter side of the side wall rock in the embedded invasion contact belt of the long pipe shedd1The length L of the side of the long pipe shed with the better surrounding rock at the outer side of the embedded invasion contact belt is shorterd2Shear strength tau between long pipe shed grouting body and surrounding rock on inner side of invasion contact zone1Shear strength tau between long pipe shed grouting body and surrounding rock with good invasion contact zone outside2
(5)
Wherein m is the distance between the long pipe sheds on the cross section of the tunnel, and n is the number of the long pipe sheds on the cross section of the tunnel; l isd1And Ld2Determining according to a tunnel excavation construction process; tau is1And τ2Determining the drawing test of a single long pipe shed according to the prior engineering experience or on site;
(8) determining tensile bearing capacity K of grouting body of long pipe shedl
(6)
(9) Determining the bearing capacity K for reinforcing a long pipe shed
(7),
The destructive power suffered by the invasion contact zone is compared with the bearing capacity K reinforced by the long pipe shed, and the bearing capacity K reinforced by the long pipe shed is larger than the destructive power suffered by the invasion contact zone, namely the stability meets the requirement.
2. A method for judging the stability of reinforcing a tunnel by means of a contact strip with a long pipe shed for tunnel intrusion according to claim 1, wherein: the unconfined compressive strength q in the step (2)uShear strength c of soil body without drainageuAnd measuring and calculating indoors through a field cross plate shearing test or an original sample in the drilling process.
CN201911151706.7A 2019-11-22 2019-11-22 Tunnel invasion contact strip long pipe shed reinforcement stability judgment method Pending CN110631918A (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN111878094A (en) * 2020-08-06 2020-11-03 中铁九局集团有限公司 Method for judging safety of subway broken belt after curtain grouting

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CN205691430U (en) * 2016-05-23 2016-11-16 安徽理工大学 A kind of tunnel-liner support structure indoor model test device
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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN111878094A (en) * 2020-08-06 2020-11-03 中铁九局集团有限公司 Method for judging safety of subway broken belt after curtain grouting
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