CN109268068A - Method for predicting surface subsidence control value caused by subway tunnel construction in frozen soil area - Google Patents
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- 239000002689 soil Substances 0.000 title claims abstract description 54
- 238000000034 method Methods 0.000 title claims abstract description 24
- 238000010276 construction Methods 0.000 title abstract description 18
- 238000007710 freezing Methods 0.000 claims abstract description 33
- 238000009412 basement excavation Methods 0.000 claims abstract description 20
- 238000010257 thawing Methods 0.000 claims abstract description 7
- 230000000630 rising effect Effects 0.000 claims abstract description 4
- 230000008014 freezing Effects 0.000 claims description 28
- 238000004364 calculation method Methods 0.000 claims description 18
- 239000000155 melt Substances 0.000 claims description 15
- 230000008569 process Effects 0.000 claims description 9
- HZEBHPIOVYHPMT-KUYOKYOWSA-N polonium-218 atom Chemical compound [218Po] HZEBHPIOVYHPMT-KUYOKYOWSA-N 0.000 claims description 3
- 238000004062 sedimentation Methods 0.000 claims description 3
- 230000006641 stabilisation Effects 0.000 claims description 3
- 238000011105 stabilization Methods 0.000 claims description 3
- 239000011435 rock Substances 0.000 abstract description 8
- 230000008018 melting Effects 0.000 abstract description 2
- 238000002844 melting Methods 0.000 abstract description 2
- 230000002349 favourable effect Effects 0.000 abstract 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 21
- 238000006073 displacement reaction Methods 0.000 description 6
- 238000011161 development Methods 0.000 description 5
- 239000004927 clay Substances 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000010521 absorption reaction Methods 0.000 description 2
- 230000009471 action Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 201000010099 disease Diseases 0.000 description 2
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- 238000005457 optimization Methods 0.000 description 2
- 239000002245 particle Substances 0.000 description 2
- 239000011378 shotcrete Substances 0.000 description 2
- 239000007787 solid Substances 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 230000002776 aggregation Effects 0.000 description 1
- 238000004220 aggregation Methods 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 230000003247 decreasing effect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 235000013399 edible fruits Nutrition 0.000 description 1
- 229910052500 inorganic mineral Inorganic materials 0.000 description 1
- 230000005012 migration Effects 0.000 description 1
- 238000013508 migration Methods 0.000 description 1
- 239000011707 mineral Substances 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 230000003716 rejuvenation Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000007619 statistical method Methods 0.000 description 1
- 230000005945 translocation Effects 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
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- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to the technical field of subway tunnel engineering, in particular to a method for predicting a control value of surface subsidence caused by subway tunnel construction in a frozen soil area, which comprises the following steps: determining the surface subsidence W (1) caused by tunnel excavation; the second step is that: calculating the ground rise W caused by freezing2(X); the third step: calculating the surface subsidence W caused by the melting of the frozen soil3(X); the fourth step: by using the sinking of the earth's surface W (1) caused by tunnel excavation and the rising of the earth's surface W caused by freezing2(X) surface subsidence W caused by thawing frozen soil3(X) calculating the final surface subsidence W (X) of each point of the surface. The method and the device complete the prediction of the surface subsidence caused by the subway tunnel construction in the frozen soil region, comprehensively consider the factors such as the stability of surrounding rocks, surface buildings, underground pipelines and the like, respectively determine the allowable surface subsidence values, take the minimum value as a control reference value, improve the accuracy and the reliability of the prediction of the surface subsidence caused by the subway tunnel construction in the frozen soil region, and are more favorable for providing reliable data reference for actual construction.
Description
Technical field
It is that a kind of Frozen Ground Area constructing metro tunnel causes earth's surface the present invention relates to a kind of Metro Tunnel technical field
The prediction technique of raft foundation stress.
Background technique
With the rapid development of society, urban population is intensive, and space is crowded, traffic jam, and development and utilization Urban Underground is empty
Between be 21 century urban development the only way which must be passed, in the world many scholars will 21 century be referred to as " underground space development
Century ", at present in rejuvenating the northeast and the construction tide of development of the West Regions, extremely frigid zones will will appear it is more and more building or
The tunnel in cold area built up.Cold area's permafrost tunnel is more sensitive to water and heat due to forming with special country rock, can generate
Many diseases.Such as since soil layer freezes frost heave to be occurred, causing land upheaval, melting when frozen soil thaws will appear thaw collapse again,
Cause surface subsidence, so that frost heave and thaw collapse phenomenon can generate adverse effect to the construction in tunnel.Various countries are in construction Han Qu many years
Serious disease was all once encountered in frozen soil tunnel, construction unit can take a substantial amount of time in treatment procedure, while also increase
Construction cost is added.
Summary of the invention
The present invention provides the prediction techniques that a kind of Frozen Ground Area constructing metro tunnel causes surface settlement control value, overcome
The deficiency of the above-mentioned prior art, can effectively solve existing in the prior art cannot draw Frozen Ground Area constructing metro tunnel
Play the problem of ground settlement is predicted, is unfavorable for practice of construction.
The technical scheme is that being realized by following measures: a kind of Frozen Ground Area constructing metro tunnel causes ground
The prediction technique of table raft foundation stress, comprising the following steps:
Step 1: determine surface subsidence W (1) caused by tunnel excavation, it is specific as follows:
(1) the ground settlement value S at tunnel center line lateral distance x is calculatedX, calculation formula is shown below:
Wherein, V is tunnel excavation unit length Stratum Loss amount；
(2) earth's surface maximum settlement value S is calculated according to earth's surface sedimentation valueMAX, calculation formula is shown below:
(3) surface subsidence curve inflection point is taken as at a distance from far point, determines subsider spread factor；
Wherein, Φ is the internal friction angle of the soil body, and H is distance of the tunnel vault to earth's surface, and R is tunnel radius；
(4) formula (1) is brought into formula (2), calculates surface subsidence W (1) caused by tunnel excavation；
Step 2: calculating the ground caused by freezing rises W2(X)；
Step 3: calculating frozen soil melts caused surface subsidence W3(X)；
Step 4: using surface subsidence W (1) caused by tunnel excavation, freezing caused ground rising W2(X) melt with frozen soil
Surface subsidence W caused by changing3(X) the final surface subsidence W (X) of earth's surface each point is calculated, calculation formula is as follows
W (X)=W (1)+W2(X)+W3(X)。
Here is the further optimization and/or improvements to invention technology described above scheme:
Above-mentioned second step calculates the protuberance W of the ground each point caused by freezing2(X) detailed process is as follows:
(1) frozen-heave coefficient ε is calculated1, calculation formula is as follows:
Wherein: h freezes length for ground；△ h is the frost heaving amount of ground；
(2) one dot element of earth's surface generated when ground is excavated away from the underground unit expander d ε d η at earth's surface η is calculated
Swell We(X), calculation formula is as follows:
(3) one dot element of earth's surface caused by each unit expansion d ε d η swells We(X) it is overlapped in earth's surface, Freezing stratum as rapid
Caused ground rises W2(X) as follows:
Wherein: Ω is frozen region.
Above-mentioned third step calculates frozen soil and melts caused surface subsidence W3(X) detailed process is as follows:
(1) frozen-heave coefficient ε is calculated2, calculation formula is as follows:
Wherein: h is the melt layer thickness of frozen soil；△ h is that the stabilization of frozen soil melts contracting amount；
(2) tunnel excavation section is set as circle, and initial radium A, tunnel builds up rear radius uniform shrinkage △ A；Ground
When layer freezes to complete, the outer radius for freezing ring is R, and after tunnel is built up, the outer radius of ring is freezed on stratum after the completion of freezing before thawing
R3It is as follows to melt contracting amount △ R difference for the radial direction of frozen soil after thawing with stratum:
R3=R- Δ A (9)
Δ R=ε2(R3-A) (10)
(3) it calculates frozen soil and melts caused surface subsidence W3(X)；
Wherein: r1=R- Δ A- ε2(R-ΔA-A)；r2=R- Δ A；θ1=0；θ2=2 π.
The present invention by surface subsidence W (1) caused by tunnel excavation, freeze caused by ground rise W2(X) melt with frozen soil
Caused surface subsidence W3(X) it is overlapped, determines the final surface subsidence W during the constructing metro tunnel of Frozen Ground Area
(X), so as to complete causing the prediction of ground settlement to Frozen Ground Area constructing metro tunnel, and comprehensively considered adjoining rock stability,
The factors such as surface buildings, underground utilities determine that it allows ground settlement value respectively, and take its minimum value as control benchmark
Value, improves the accuracy and reliability for causing Ground surface settlement to Frozen Ground Area constructing metro tunnel, is more advantageous to as reality
Border construction provides reliable data reference.
Detailed description of the invention
Attached drawing 1 is flow chart of the invention.
Attached drawing 2 is that cell cube of the invention expands land upheaval schematic diagram.
Attached drawing 3 is frozen soil thaw collapse surface subsidence schematic diagram of the invention.
Specific embodiment
The present invention is not limited by the following examples, can determine according to the technique and scheme of the present invention with actual conditions specific
Embodiment.
Below with reference to examples and drawings, the invention will be further described:
Embodiment 1: as shown in attached drawing 1,2, which causes the prediction of surface settlement control value
Method, it is characterised in that the following steps are included:
Step 1: determine surface subsidence W (1) caused by tunnel excavation, it is specific as follows:
(1) the ground settlement value S at tunnel center line lateral distance x is calculatedX, calculation formula is shown below:
Wherein, V is tunnel excavation unit length Stratum Loss amount；
(2) earth's surface maximum settlement value S is calculated according to earth's surface sedimentation valueMAX, calculation formula is shown below:
(3) surface subsidence curve inflection point is taken as at a distance from far point, determines subsider spread factor；
Wherein, Φ is the internal friction angle of the soil body, and H is distance of the tunnel vault to earth's surface, and R is tunnel radius；
(4) formula (1) is brought into formula (2), calculates surface subsidence W (1) caused by tunnel excavation；
Step 2: calculating the ground caused by freezing rises W2(X)；
Step 3: calculating frozen soil melts caused surface subsidence W3(X)；
Step 4: using surface subsidence W (1) caused by tunnel excavation, freezing caused ground rising W2(X) melt with frozen soil
Surface subsidence W caused by changing3(X) the final surface subsidence W (X) of earth's surface each point is calculated, calculation formula is as follows
W (X)=W (1)+W2(X)+W3(X)。
According to China " railway tunnel shotcrete bolt construction method technical specification " (TB10108-2002), " anchor sprayed concrete branch
Protect technical specification " (GB50086-2001) and " vcehicular tunnel design specification " (JTGD70-2004), and by referring to external related
Data and to the measured data of some engineerings in China it is for statistical analysis on the basis of, determine that permission phase is enclosed in hole as shown in Table 1
To shift value, i.e. the opposite convergency value of permission is enclosed in hole；1) relative displacement refers to measured displacements value and two side points apart from it in table 1
Than or the ratio between crown displacement value and tunnel width；2) hard surrounding rock gets the small value, and weak surrounding rock takes large values.
When it is implemented, the actual measurement relative displacement of tunnel perimeter arbitrary point should be less than specified value, therefore when displacement speed
When rate is without being decreased obviously, actual measurement relative displacement has been approached specified value in table, or when supporting concrete surface has occurred obviously
When crack, it is necessary to take reinforcement measure, and change construction method；General convergence management reference value is set to: convergent deformation speed
3mm/d to 4mm/d, maximum deformation value 20mm to 50mm；
The domestic and international subway engineering construction metric data administrative standard table of comparisons as shown in Table 2 can be established from above, according to this
Surface subsidence W (1) caused by tunnel excavation can be set as 30MM by table, the present invention.
The present invention by surface subsidence W (1) caused by tunnel excavation, freeze caused by ground rise W2(X) melt with frozen soil
Caused surface subsidence W3(X) it is overlapped, determines the final surface subsidence W during the constructing metro tunnel of Frozen Ground Area
(X), so as to complete causing the prediction of ground settlement to Frozen Ground Area constructing metro tunnel, and comprehensively considered adjoining rock stability,
The factors such as surface buildings, underground utilities determine that it allows ground settlement value respectively, and take its minimum value as control benchmark
Value, improves the accuracy and reliability for causing Ground surface settlement to Frozen Ground Area constructing metro tunnel, is more advantageous to as reality
Border construction provides reliable data reference.
Here is the further optimization and/or improvements to invention technology described above scheme:
As shown in Figure 1, 2, second step calculates the protuberance W of the ground each point caused by freezing2(X) detailed process is as follows:
(1) frozen-heave coefficient ε is calculated1, calculation formula is as follows:
Wherein: h freezes length for ground；△ h is the frost heaving amount of ground；
Above-mentioned frozen-heave coefficient ε1For the index for reflecting ground frost heave power, it refers to that frost heave caused by unit frost heave length increases
It measures, the soil body power that frost heave is displaced and deforms in appearance is indicated in the present invention.
(2) one dot element of earth's surface generated when ground is excavated away from the underground unit expander d ε d η at earth's surface η is calculated
Swell We(X), calculation formula is as follows:
Here ground generates frost heave after freezing in stratum, and ground volume is caused to increase, and frost heave action is reacted to ground surface, i.e.,
Cause land upheaval.As shown in Fig. 2, under the conditions of plane deformation, the ground away from the underground unit expander d ε d η generation at earth's surface η
One dot element of table swells We(X) as shown in formula (6).
(3) one dot element of earth's surface caused by each unit expansion d ε d η swells We(X) it is overlapped in earth's surface, Freezing stratum as rapid
Caused ground rises W2(X) it is shown below:
Wherein: Ω is frozen region.
Set frozen-heave coefficient ε1, when Freezing stratum as rapid is completed, freeze the outer radius of ring from R1It is expanded to R, therefore Freezing stratum as rapid is drawn
The ground risen rises W2(X) it can be deformed into following formula:
Wherein: r1=R1；r2=R；θ1=0；θ2=2 π.
Ground caused by above-mentioned Freezing stratum as rapid rises in aqueous topsoil or weathered rocks, when temperature is reduced to
Freezing temperature or it is lower when, most of water freezes and is cemented to solid particle in Rock And Soil, forms frozen soil；The formation of frozen soil
Journey, the process of crack water freezing and cementing solid particle actually in the soil body；In soil water can be divided into absorption water, film water and
Free water, adsorbs water and film water content in soil is seldom, and absorption water, which will arrive -180 DEG C, can just freeze, and film water will arrive -20 DEG C
Could all it freeze to -30 DEG C；And Free water is present in ground gap, as light water, freezes at normal atmospheric pressure
Point is 0 DEG C；Therefore in construction freezing method, mainly freeze Free water, it in rock-soil layer content number, directly affect and freeze
Effect；At normal atmospheric pressure, water volume of build-uping ice will increase 9%, and the soil body is when freezing, original crevice water in the one side soil body
Glaciation, in addition for the moisture of non-frozen fraction constantly to the migration of peak face, aggregation is freezed, water freezing causes ground volume expansion,
Frost heave action of this phenomenon soil, abbreviation frost heave.The frost heave of ground is that Free water is build-up ice caused ground in freezing process
The sum of reexpansion caused by expansion and water translocation.
The many factors such as frost heave and soil body grain diameter, the mineral composition of the soil body and the water content of soil are related, also with soil
Freezing speed it is related.It is generally not in apparent frost heaving for sand, this kind of stratum of gravel；Frost heave mainly occurs
In the freezing process of sticky soil property.For weak soil, soil nature mainly has silt clay, clay and silty clay etc., contains
Water is generally higher, has stronger frost heaving characteristic.
As shown in Figure 1,3, third step calculates surface subsidence W caused by frozen soil thawing3(X) detailed process is as follows:
(1) frozen-heave coefficient ε is calculated2, calculation formula is as follows:
Wherein: h is the melt layer thickness of frozen soil；△ h is that the stabilization of frozen soil melts contracting amount；
(2) as shown in figure 3, setting tunnel excavation section as circle, initial radium A, tunnel builds up rear radius and uniformly receives
Contracted △ A；When Freezing stratum as rapid is completed, the outer radius for freezing ring is R, and after tunnel is built up, stratum is freezed before thawing after the completion of freezing
The outer radius R of ring3It is as follows to melt contracting amount △ R difference for the radial direction of frozen soil after thawing with stratum:
R3=R- Δ A (9)
Δ R=ε2(R3-A) (10)
(3) it calculates frozen soil and melts caused surface subsidence W3(X)；
Wherein: r1=R- Δ A- ε2(R-ΔA-A)；r2=R- Δ A；θ1=0；θ2=2 π.
The above technical characteristic constitutes highly preferred embodiment of the present invention, with stronger adaptability and best implementation effect
Fruit can increase and decrease non-essential technical characteristic, according to actual needs to meet the needs of different situations.
Enclose the opposite convergency value of permission in 1 hole of table
The domestic and international subway engineering of the table 2 construction metric data administrative standard table of comparisons
Claims (3)
1. the prediction technique that a kind of Frozen Ground Area constructing metro tunnel causes surface settlement control value, it is characterised in that including following
Step:
Step 1: determine surface subsidence W (1) caused by tunnel excavation, it is specific as follows:
(1) the ground settlement value S at tunnel center line lateral distance x is calculatedX, calculation formula is shown below:
Wherein, V is tunnel excavation unit length Stratum Loss amount；
(2) earth's surface maximum settlement value S is calculated according to earth's surface sedimentation valueMAX, calculation formula is shown below:
(3) surface subsidence curve inflection point is taken as at a distance from far point, determines subsider spread factor；
Wherein, Φ is the internal friction angle of the soil body, and H is distance of the tunnel vault to earth's surface, and R is tunnel radius；
(4) formula (1) is brought into formula (2), calculates surface subsidence W (1) caused by tunnel excavation；
Step 2: calculating the ground caused by freezing rises W2(X)；
Step 3: calculating frozen soil melts caused surface subsidence W3(X)；
Step 4: using surface subsidence W (1) caused by tunnel excavation, freezing caused ground rising W2(X) and frozen soil melts institute
Caused surface subsidence W3(X) the final surface subsidence W (X) of earth's surface each point is calculated, calculation formula is as follows
W (X)=W (1)+W2(X)+W3(X)。
2. Frozen Ground Area constructing metro tunnel according to claim 1 causes the prediction technique of surface settlement control value,
It is characterized in that second step calculates the protuberance W of the ground each point caused by freezing2(X) detailed process is as follows:
(1) frozen-heave coefficient ε is calculated1, calculation formula is as follows:
Wherein: h freezes length for ground；△ h is the frost heaving amount of ground；
(2) it calculates when ground excavates, swells W away from one dot element of earth's surface that the underground unit expander d ε d η at earth's surface η is generatede
(X), calculation formula is as follows:
(3) one dot element of earth's surface caused by each unit expansion d ε d η swells We(X) it is overlapped in earth's surface, caused by Freezing stratum as rapid
Ground rises W2(X) as follows:
Wherein: Ω is frozen region.
3. Frozen Ground Area constructing metro tunnel according to claim 1 or 2 causes the prediction technique of surface settlement control value,
It is characterized in that third step, which calculates frozen soil, melts caused surface subsidence W3(X) detailed process is as follows:
(1) frozen-heave coefficient ε is calculated2, calculation formula is as follows:
Wherein: h is the melt layer thickness of frozen soil；△ h is that the stabilization of frozen soil melts contracting amount；
(2) tunnel excavation section is set as circle, and initial radium A, tunnel builds up rear radius uniform shrinkage △ A；Stratum is frozen
When knot is completed, the outer radius for freezing ring is R, and after tunnel is built up, the outer radius R of ring is freezed on stratum after the completion of freezing before thawing3With
It is as follows to melt contracting amount △ R difference for the radial direction of frozen soil after stratum thaws:
R3=R- Δ A (9)
Δ R=ε2(R3-A) (10)
(3) it calculates frozen soil and melts caused surface subsidence W3(X)；
Wherein: r1=R- Δ A- ε2(R-ΔA-A)；r2=R- Δ A；θ1=0；θ2=2 π.
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Cited By (2)
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| CN113515880A (en) * | 2021-03-11 | 2021-10-19 | 中国市政工程中南设计研究总院有限公司 | Freeze swelling and thaw collapse deformation mechanism research method and device based on deep learning near-sea large shield tunnel freezing method |
| CN115114709A (en) * | 2022-06-13 | 2022-09-27 | 安徽理工大学 | Prediction method for three-dimensional melting-sinking deformation of subway tunnel freezing method construction stratum |
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Application publication date: 20190125 |