CN106529150B - Compound stratum shield tunnel vault load calculation method - Google Patents
Compound stratum shield tunnel vault load calculation method Download PDFInfo
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Abstract
The present invention relates to a kind of compound stratum shield tunnel vault load calculation method, include the following steps: the actual (real) thickness value that superposed first soil layer at Shield Tunneling face is obtained according to exploration material；Using Critical Thickness, the critical thickness values of the first soil layer when the slide surface width of superposed first soil layer at calculating Shield Tunneling face is equal with the slide surface width of the second soil layer of lower part is located at；Multilevel iudge, if the actual (real) thickness value of first soil layer is less than or equal to critical thickness values, tunnel vault vertical earth pressure is calculated using the slide surface width of second soil layer, if the actual (real) thickness value of first soil layer is greater than critical thickness values, tunnel vault vertical earth pressure is calculated using the slide surface width of first soil layer.The present invention considers the actual conditions of compound stratum, can more accurately reflect segment deformation and force-bearing situation, provides the foundation for the accurate shield tunnel segment inner force that solves.
Description
Technical field
The present invention relates to Structural Test of Tunnel Segments internal force calculating fields, refer in particular to a kind of compound stratum shield tunnel vault loadometer
Calculation method.
Background technique
Currently, domestic shield tunnel tunnel segment structure internal force calculates and mostly uses modified routine method greatly.Modified routine method assumes
Structure is elastic uniform plastid, considers that girth joint exists, and the bending stiffness of annulus entirety reduces, as shown in Figure 1, taking annulus bending resistance
Rigidity is η EI.The load that tunnel structure is subject in modified routine method is as shown in Figure 1, include vault vertical earth pressure q1, hogback soil
Pressure qG, top/bottom part horizontal direction soil pressure e1And e2, lining cutting be self-possessed g, hydrostatic pressure qw, the vertical counter-force q in bottom2, horizontal direction triangle
Shape drag pp.Wherein vault vertical earth pressure q1The internal force and deformation of shield tunnel construction are directly affected.Vault is vertical
Soil pressure q1Calculating be divided into two methods of full earthing soil pressure and relaxation pressure.Full earthing earth pressure theory calculates more simple
It is single, i.e., according to upper earthing weight degree and depth calculation whole earthing weight.
When tunnel has certain thickness of earth-fill cover, and upper earthing has certain intensity, relaxation pressure is mostly used to manage
By calculating vault vertical earth pressure q1.Since tunnel excavation face causes the soil body of tunnel upper to slide downwards, in the side in tunnel
Active slide surface is produced between top, this slide surface extends to ground along vertical direction, by soil block vertical direction
The balance of power obtains Tai Shaji relaxation pressure formula.And vault is calculated using Tai Shaji relaxation pressure formula in the prior art
Vertical earth pressure is calculated based on uniform stratum, for compound stratum, the vertical soil pressure of the vault which obtains
The error of power is larger, is not able to satisfy the required precision of shield tunnel tunnel segment structure internal force calculating.
Summary of the invention
It is an object of the invention to overcome the deficiencies of existing technologies, a kind of compound stratum shield tunnel vault loadometer is provided
Calculation method solves to calculate vault vertical earth pressure due to based on equably using Tai Shaji relaxation pressure formula in the prior art
Error larger the problem of being unsatisfactory for required precision caused by layer calculates.
Realizing the technical solution of above-mentioned purpose is:
The present invention provides a kind of compound stratum shield tunnel vault load calculation methods, include the following steps:
The exploration material for obtaining shield tunnel obtains according to the exploration material and is located at top at Shield Tunneling face
The first soil layer actual (real) thickness value；
Using Critical Thickness, the slide surface of superposed first soil layer at Shield Tunneling face is calculated
The critical thickness values of the first soil layer when width is equal with the slide surface width of the second soil layer of lower part is located at；
The Critical Thickness includes:
In formula one: αIt is criticalR is the critical thickness values of the first soil layer, αIt is criticalFor proportionality coefficient, R is the half of Shield Tunneling face
Diameter,For the soil body internal friction angle of the first soil layer,For the soil body internal friction angle of the second soil layer；And
The actual (real) thickness value of first soil layer described in multilevel iudge and the size of the critical thickness values, if first soil layer
Actual (real) thickness value be less than or equal to critical thickness values, using second soil layer slide surface width calculate tunnel vault it is vertically native
Pressure utilizes the slide surface width gauge of first soil layer if the actual (real) thickness value of first soil layer is greater than critical thickness values
Calculate tunnel vault vertical earth pressure.
The present invention improves Tai Shaji relaxation pressure calculation method, considers the actual conditions of compound stratum, root
It is calculated according to the first soil layer of compound stratum and the actual (real) thickness value of the second soil layer, when the actual (real) thickness value of the first soil layer is less than
When equal to critical thickness values, the slide surface width for choosing the second soil layer calculates tunnel vault vertical earth pressure, when the first soil layer
When actual (real) thickness value is greater than critical thickness values, the slide surface width for choosing the first soil layer calculates tunnel vault vertical earth pressure, from
And can more accurately reflect segment deformation and force-bearing situation, it solves to calculate using Tai Shaji relaxation pressure in the prior art public
Formula is not suitable for the problem of compound stratum, and the present invention is that the accurate shield tunnel segment inner force that solves provides the foundation.
Compound stratum shield tunnel vault load of the present invention calculates further improvements in methods and is, further includes utilizing relaxation
Earth Pressure calculates tunnel vault vertical earth pressure；
The relaxation pressure calculation formula includes:
In formula two: σvFor shield tunnel vault vertical earth pressure value, γ is the soil body severe of earthing body on shield tunnel, H
For the depth of earthing body on shield tunnel, c is the soil body cohesive strength of earthing body on shield tunnel, and K is the lateral pressure of shield tunnel
Coefficient, P0For surface load power, e is natural constant,For the internal friction angle of earthing body on shield tunnel, if first soil layer
Actual (real) thickness value be less than or equal to critical thickness values then B be the second soil layer slide surface width, if the reality of first soil layer
Thickness value be greater than critical thickness values then B be the first soil layer slide surface width.
Compound stratum shield tunnel vault load of the present invention calculates further improvements in methods and is, the relaxation pressure
The derivation process of calculation formula includes:
Assuming that it is that width is soil block of the 2B with a thickness of dz at z that the top in Shield Tunneling face, which is equipped with buried depth, according to power
Following formula can be obtained in equation of equilibrium:
2B γ dz=2B (σy+dσy)-2Bσy+ 2 τ dz (formula three)
In formula three and formula four: B is the half that Shield Tunneling influences width, and R is the radius in Shield Tunneling face,
For soil body internal friction angle, γ is soil body severe, σyFor vertical stress, τ is lateral shear stress, and d is differential；
According to coulomb failure criteria,
In formula five: c is soil body cohesive strength, and K is lateral pressure coefficient, σxFor horizontal stress, σyFor vertical stress,For the soil body
Internal friction angle；
Formula five is brought into formula three, is obtained:
Consider boundary condition, when Z=0, σy=P0, therefore obtain the relaxation pressure calculation formula, P0For surface load
Power.
Compound stratum shield tunnel vault load of the present invention calculates further improvements in methods and is, further includes:
Shield tunnel is subjected to segmentation along design route with set distance and forms multiple sections；
Tunnel vault vertical earth pressure value is calculated using the relaxation pressure calculation formula for each section.
Compound stratum shield tunnel vault load of the present invention calculates further improvements in methods and is, the critical thickness meter
Calculate formula derivation process include:
Following formula is obtained by the slide surface width of superposed first soil layer in Shield Tunneling face:
Following formula is obtained by the slide surface width of second soil layer positioned at lower part in Shield Tunneling face:
Due to B1=B2, therefore acquire the Critical Thickness；
In formula seven and formula eight: B1For the slide surface width of superposed first soil layer at Shield Tunneling face, B2For
The slide surface width of the second soil layer positioned at lower part at Shield Tunneling face, αIt is criticalR is the critical thickness values of the first soil layer, R
For the radius in Shield Tunneling face,For the sliding angle of the first soil layer,For the second soil layer
Angle is slid,For the soil body internal friction angle of the first soil layer,For the soil body internal friction angle of the second soil layer.
Detailed description of the invention
Fig. 1 is modified routine method computation model.
Fig. 2 is that relaxation pressure calculates schematic diagram.
Fig. 3 is the cross-section diagram on exemplary complex stratum.
Fig. 4 is a kind of schematic diagram of situation of the slide surface on the first stratum and the second stratum in compound stratum.
Fig. 5 is the schematic diagram of another situation of the slide surface on the first stratum and the second stratum in compound stratum.
Fig. 6 is the schematic diagram that the slide surface width on the first stratum and the second stratum is equal in compound stratum.
Specific embodiment
The present invention will be further explained below with reference to the attached drawings and specific examples.
The present invention provides a kind of compound stratum shield tunnel vault load calculation methods, and it is too husky to solve traditional shield tunnel
The problem of base relaxation pressure calculation formula is not suitable for compound stratum proposes a kind of more accurate calculation method.This hair
The bright actual conditions for compound stratum, slide surface width are selected according to the variation in rock stratum line of demarcation, and it is vertical to calculate vault
Soil pressure reduces error to improve the accuracy calculated, provides basis for the accurate shield tunnel segment inner force that solves.Below
Compound stratum shield tunnel vault load calculation method of the present invention is illustrated in conjunction with attached drawing.
The present invention provides a kind of compound stratum shield tunnel vault load calculation methods, include the following steps:
The exploration material for obtaining shield tunnel obtains superposed the at Shield Tunneling face according to exploration material
The actual (real) thickness value of one soil layer；As shown in connection with fig. 3, the diameter in Shield Tunneling face is D, is located at Shield Tunneling face
The actual (real) thickness value of second soil layer of lower part is h1, and the actual (real) thickness value of first soil layer is D-h1, and compound stratum usually shows
To be upper soft lower hard, i.e. the first soil layer is soft layer, and the second soil layer is competent bed, due to stratum line of demarcation ups and downs, from
And cause slide surface width B caused by stratum up and down different.As shown in Figure 4 and Figure 5, when rock stratum line of demarcation changes, the first soil layer
Slide surface width B1It is likely larger than the slide surface width B of the second soil layer2, it is also possible to less than the slide surface width B of the second soil layer2。
In Fig. 4 and Fig. 5For the sliding angle of the first soil layer,For the sliding angle of the second soil layer,For the soil body internal friction angle of the first soil layer,For the soil body internal friction angle of the second soil layer, α R is position at Shield Tunneling face
In the actual (real) thickness value of first soil layer on top, α is proportionality coefficient, and R is the radius in Shield Tunneling face.
Using Critical Thickness, the slide surface of superposed first soil layer at Shield Tunneling face is calculated
The critical thickness values of the first soil layer when width is equal with the slide surface width of the second soil layer of lower part is located at；
Critical Thickness includes:
In formula one: αIt is criticalR is the critical thickness values of the first soil layer, αIt is criticalFor proportionality coefficient, R is the half of Shield Tunneling face
Diameter,For the soil body internal friction angle of the first soil layer,For the soil body internal friction angle of the second soil layer；
The actual (real) thickness value of the first soil layer of multilevel iudge and the size of critical thickness values, if the actual (real) thickness value of the first soil layer
Less than or equal to critical thickness values, i.e. α≤αIt is critical, tunnel vault vertical earth pressure is calculated using the slide surface width of the second soil layer, i.e.,
Take B=B2If the actual (real) thickness value of the first soil layer is greater than critical thickness values, i.e. α > αIt is critical, the slide surface using the first soil layer is wide
Degree calculates tunnel vault vertical earth pressure, that is, takes B=B1, B therein is slide surface width.
The present invention is determined according to the actual (real) thickness for the first soil layer of top for being located at shield tunnel excavation surface in compound stratum
Suitable slide surface width, and tunnel vault vertical earth pressure is obtained to calculate with this, compared to based on the derivation of uniform stratum
Tunnel vault vertical earth pressure is calculated, can be improved the computational accuracy of tunnel vault vertical earth pressure, more accurately reflects that section of jurisdiction becomes
Shape and force-bearing situation provide the foundation for the accurate shield tunnel segment inner force that solves.
It further include calculating tunnel vault using relaxation pressure calculation formula to erect as a better embodiment of the invention
To soil pressure, the slide surface width B of selection is brought into relaxation pressure calculation formula and is calculated to obtain tunnel vault
Vertical earth pressure.
As shown in connection with fig. 2, which includes:
In formula two: σvFor shield tunnel vault vertical earth pressure value, γ is the soil body severe of earthing body on shield tunnel, H
For the depth of earthing body on shield tunnel, c is the soil body cohesive strength of earthing body on shield tunnel, and K is the lateral pressure of shield tunnel
Coefficient, P0For surface load power, e is natural constant,For the internal friction angle of earthing body on shield tunnel, generally earthing body on this
For the first soil layer, i.e.,B is the cunning of the second soil layer if the actual (real) thickness value of the first soil layer is less than or equal to critical thickness values
Shifting face width B2, B is the slide surface width B of the first soil layer if the actual (real) thickness value of the first soil layer is greater than critical thickness values1。
As a better embodiment of the invention, the derivation process of relaxation pressure calculation formula includes:
As illustrated in fig. 2, it is assumed that it is that width is soil of the 2B with a thickness of dz at z that the top in Shield Tunneling face, which is equipped with buried depth,
Following formula can be obtained according to the equation of equilibrium of power in block:
2B γ dz=2B (σy+dσy)-2Bσy+ 2 τ dz (formula three)
In formula three and formula four: B is the half that Shield Tunneling influences width, and R is the radius in Shield Tunneling face,
For soil body internal friction angle, γ is soil body severe, σyFor vertical stress, τ is lateral shear stress, and d is differential；
According to coulomb failure criteria,
In formula five: c is soil body cohesive strength, and K is lateral pressure coefficient, σxFor horizontal stress, σyFor vertical stress,For the soil body
Internal friction angle；
Formula five is brought into formula three, is obtained:
Consider boundary condition, when Z=0, the vertical stress at earth's surface is overcharge on ground, i.e. σy=P0, therefore obtain relaxation soil
Calculation of pressure formula (formula two), P0For surface load power.
As a better embodiment of the invention, further includes:
Shield tunnel is subjected to segmentation along design route with set distance and forms multiple sections；
Tunnel vault vertical earth pressure value is calculated using relaxation pressure calculation formula for each section.Due to stratum point
The actual (real) thickness of boundary line ups and downs, i.e., the first soil layer at the Shield Tunneling face of each section is different, so each area
The tunnel vault vertical earth pressure value of section is different, so tunnel vault vertical earth pressure value is calculated for each section is corresponding, into one
Step improves the accuracy of duct pieces of shield tunnel structural internal force calculation.
As a better embodiment of the invention, the derivation process of Critical Thickness includes；
As shown in fig. 6, being obtained by the slide surface width of superposed first soil layer in Shield Tunneling face as follows
Formula:
Following formula is obtained by the slide surface width of second soil layer positioned at lower part in Shield Tunneling face:
Due to B1=B2, therefore acquire Critical Thickness (formula one)；Superposed at Shield Tunneling face
When one soil layer is in critical thickness, the slide surface width of the first soil layer and the slide surface width of the second soil layer are equal.
In formula seven and formula eight: B1For the slide surface width of superposed first soil layer at Shield Tunneling face, B2For
The slide surface width of the second soil layer positioned at lower part at Shield Tunneling face, αIt is criticalR is the critical thickness values of the first soil layer, R
For the radius in Shield Tunneling face,For the sliding angle of the first soil layer,For the second soil layer
Sliding angle,For the soil body internal friction angle of the first soil layer,For the soil body internal friction angle of the second soil layer.
As shown in Figure 1, calculation method through the invention obtains the vertical soil pressure of tunnel vault of the every section of shield tunnel
After power, recycle modified routine method that duct pieces of shield tunnel structural internal force, i.e. hogback soil pressure q is calculatedG, top/bottom part horizontal direction
Soil pressure e1And e2, lining cutting be self-possessed g, hydrostatic pressure qw, the vertical counter-force q in bottom2, horizontal direction triangle drag pp.Thus obtain
Duct pieces of shield tunnel structural internal force, provides guidance for shield tunnel construction, according to duct pieces of shield tunnel force-bearing situation, designs shield
The construction parameter in structure tunnel, to ensure the construction safety of shield tunnel.
Compound stratum shield tunnel vault load calculation method of the present invention has the beneficial effect that
The present invention is likely larger than the sliding of lower layer's hard rock in view of the slide surface width of the upper layer Soft Soil Layer in compound stratum
Face width, it is also possible to less than the slide surface width of lower layer's hard rock, so according to the parameter that actual condition selection calculates, i.e., when first
When the actual (real) thickness value of soil layer is less than or equal to critical thickness values, the slide surface width calculating tunnel vault for choosing the second soil layer is vertical
Soil pressure, when the actual (real) thickness value of the first soil layer is greater than critical thickness values, the slide surface width for choosing the first soil layer calculates tunnel
Road vault vertical earth pressure solves in the prior art so as to more accurately reflect segment deformation and force-bearing situation using too
The problem of husky base relaxation pressure calculation formula is not suitable for compound stratum, the present invention are accurate solve in shield tunnel section of jurisdiction
Power provides the foundation.
The present invention has been described in detail with reference to the accompanying drawings, those skilled in the art can be according to upper
It states and bright many variations example is made to the present invention.Thus, certain details in embodiment should not constitute limitation of the invention, this
Invention will be using the range that the appended claims define as protection scope of the present invention.
Claims (4)
1. a kind of compound stratum shield tunnel vault load calculation method, which comprises the steps of:
The exploration material for obtaining shield tunnel obtains superposed the at Shield Tunneling face according to the exploration material
The actual (real) thickness value of one soil layer；
Using Critical Thickness, the slide surface width of superposed first soil layer at Shield Tunneling face is calculated
The critical thickness values of the first soil layer when equal with the slide surface width of the second soil layer of lower part is located at；
The Critical Thickness includes:
In formula one: αIt is criticalR is the critical thickness values of the first soil layer, αIt is criticalFor proportionality coefficient, R is the radius in Shield Tunneling face,For the soil body internal friction angle of the first soil layer,For the soil body internal friction angle of the second soil layer；And
The actual (real) thickness value of first soil layer described in multilevel iudge and the size of the critical thickness values, if the reality of first soil layer
Border thickness value is less than or equal to critical thickness values, calculates the vertical soil pressure of tunnel vault using the slide surface width of second soil layer
Power is calculated if the actual (real) thickness value of first soil layer is greater than critical thickness values using the slide surface width of first soil layer
Tunnel vault vertical earth pressure；
The derivation process of the Critical Thickness includes:
Following formula is obtained by the slide surface width of superposed first soil layer in Shield Tunneling face:
Following formula is obtained by the slide surface width of second soil layer positioned at lower part in Shield Tunneling face:
Due to B1=B2, therefore acquire the Critical Thickness；
In formula seven and formula eight: B1For the slide surface width of superposed first soil layer at Shield Tunneling face, B2For shield
The slide surface width of the second soil layer positioned at lower part at tunnel excavation face, αIt is criticalR is the critical thickness values of the first soil layer, and R is shield
The radius in structure tunnel excavation face,For the sliding angle of the first soil layer,For the cunning of the second soil layer
Angle is moved,For the soil body internal friction angle of the first soil layer,For the soil body internal friction angle of the second soil layer.
2. compound stratum shield tunnel vault load calculation method as described in claim 1, which is characterized in that further include utilizing
Relaxation pressure calculation formula calculates tunnel vault vertical earth pressure；
The relaxation pressure calculation formula includes:
In formula two: σvFor shield tunnel vault vertical earth pressure value, γ is the soil body severe of earthing body on shield tunnel, and H is shield
The depth of earthing body on tunnel, c are the soil body cohesive strength of earthing body on shield tunnel, and K is the lateral pressure coefficient of shield tunnel, P0
For surface load power, e is natural constant,For the internal friction angle of earthing body on shield tunnel, if the reality of first soil layer
Thickness value be less than or equal to critical thickness values then B be the second soil layer slide surface width, if the actual (real) thickness value of first soil layer
Greater than critical thickness values then B be the first soil layer slide surface width.
3. compound stratum shield tunnel vault load calculation method as claimed in claim 2, which is characterized in that the relaxation soil
The derivation process of calculation of pressure formula includes:
Assuming that it is that width is soil block of the 2B with a thickness of dz at z that the top in Shield Tunneling face, which is equipped with buried depth, according to the balance of power
Following formula can be obtained in formula:
2B γ dz=2B (σy+dσy)-2Bσy+ 2 τ dz (formula three)
In formula three and formula four: B is the second soil layer if the actual (real) thickness value of first soil layer is less than or equal to critical thickness values
Slide surface width, B is the slide surface width of the first soil layer if the actual (real) thickness value of first soil layer is greater than critical thickness values,
R is the radius in Shield Tunneling face,For soil body internal friction angle, γ is soil body severe, σyFor vertical stress, τ is laterally to cut to answer
Power, d are differential；
According to coulomb failure criteria,
In formula five: c is soil body cohesive strength, and K is lateral pressure coefficient, σxFor horizontal stress, σyFor vertical stress,To rub in the soil body
Wipe angle；
Formula five is brought into formula three, is obtained:
Consider boundary condition, when z=0, σy=P0, therefore obtain the relaxation pressure calculation formula, P0For surface load power.
4. compound stratum shield tunnel vault load calculation method as claimed in claim 2, which is characterized in that further include:
Shield tunnel is subjected to segmentation along design route with set distance and forms multiple sections；
Tunnel vault vertical earth pressure value is calculated using the relaxation pressure calculation formula for each section.
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| CN107577836B (en) * | 2017-07-24 | 2021-03-26 | 同济大学 | Method for determining pressure of soil covering above tunnel in soft soil stratum |
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| CN110059370B (en) * | 2019-03-28 | 2022-03-08 | 中铁第四勘察设计院集团有限公司 | Base load calculation method suitable for tunnel penetrating through composite stratum |
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