CN108362562A - A kind of determination method of compound stratum shallow embedding small-clear-distance tunnel pressure from surrounding rock - Google Patents

A kind of determination method of compound stratum shallow embedding small-clear-distance tunnel pressure from surrounding rock Download PDF

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CN108362562A
CN108362562A CN201810108562.6A CN201810108562A CN108362562A CN 108362562 A CN108362562 A CN 108362562A CN 201810108562 A CN201810108562 A CN 201810108562A CN 108362562 A CN108362562 A CN 108362562A
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rock
soil
tunnel
following formula
angle
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CN108362562B (en
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杨晨
吕海敏
张宁
沈水龙
许烨霜
吴怀娜
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Shanghai Jiaotong University
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    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/0001—Type of application of the stress
    • G01N2203/0003—Steady
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/0014—Type of force applied
    • G01N2203/0016—Tensile or compressive
    • G01N2203/0019—Compressive
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/0058—Kind of property studied
    • G01N2203/006—Crack, flaws, fracture or rupture
    • G01N2203/0067—Fracture or rupture
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
    • G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
    • G01N2203/02—Details not specific for a particular testing method
    • G01N2203/025—Geometry of the test
    • G01N2203/0256—Triaxial, i.e. the forces being applied along three normal axes of the specimen

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Abstract

The present invention provides a kind of determination method of compound stratum shallow embedding small-clear-distance tunnel pressure from surrounding rock, including：The first step obtains tunnel Rock And Soil division information, Rock And Soil physical and mechanical parameter and structure design of tunnel information；Second step, the position for determining the two tunnel Rock And Soil planes of fracture and failure mode of surrounding rock；Third step determines calculating parameter according to failure mode；4th step determines tunnel vault distributed load according to failure mode；5th step determines tunnel horizontal pressure force according to failure mode.The surrounding rock failure of small-clear-distance tunnel in compound stratum is divided into two kinds of slip fracture patterns, i.e. A failure modes and B failure modes by the present invention；Consider the influence of compound stratum and tunnel excavation sequence to pressure from surrounding rock, it is proposed that the vertical pressure vault of the shallow embedding small-clear-distance tunnel under the conditions of compound stratum and the determination method of side direction horizontal pressure, the method is simple, and application is strong.

Description

A kind of determination method of compound stratum shallow embedding small-clear-distance tunnel pressure from surrounding rock
Technical field
The present invention relates to a kind of methods of construction engineering technical field, and in particular, to a kind of compound stratum shallow embedding is small net Determination method away from Tunnel Surrounding Rock Pressure.
Background technology
During tunnel construction, due to the disturbance of excavation, country rock will produce deformation, relaxation, the changing of the relative positions, squeeze around tunnel Phenomena such as pressure, fracture.To prevent country rock from generating larger deformation, ensure that engineering safety is reliable, constructing tunnel needs to set up permanent Or temporary structure carries out supporting to country rock.The rational design of supporting construction, key are to carry out surrouding rock stress accurate true It is fixed.Most of domestic and foreign scholars only study the calculating of Tunnel Surrounding Rock Pressure in single stratum, but in Practical Project situation The determination method on often MULTILAYER COMPOSITE stratum, single stratum pressure from surrounding rock is not particularly suited for the country rock pressure of practical compound stratum Power calculates.
Through to existing technical literature retrieve find, Xie Jiajie in 1964《Civil engineering journal》On 06 phase page 58 It delivers《The strata pressure of shallow tunnel》It is carried after combining 1025 landslide data in domestic and international more than 400 seat tunnel in one text Go out the semi-theoretical pressure from surrounding rock computational methods of semiempirical, the angle of the both sides plane of fracture be determined using limiting equilibrium method, But there is no consider influence of the tunnel excavation sequence to country rock for this method.Gong Jianwu in 2010《Rock mechanics and engineering Report》It is delivered in 29th phase increasing volume 2《Shallow embedding small-clear-distance tunnel pressure from surrounding rock is calculated to be analyzed with monitoring》It is small to shallow embedding net in one text It is inquired into away from influencing each other for tunnel excavation sequence generation, and to edpth of tunnel and tunnel clear distance size to country rock pressure The affecting laws of power are analyzed respectively, it is proposed that the determination method of country rock sliding failure model and pressure from surrounding rock.But This method assumes that tunnel is full face tunneling mode, single formation condition is only considered, with the incomplete phase of situation in Practical Project Symbol, it is difficult to for instructing Practical Project.
It is, thus, sought for a kind of determination for the Tunnel Surrounding Rock Pressure can be applied in compound stratum consider sequence of excavation Method, to solve the above problem.
Invention content
For the defects in the prior art, the object of the present invention is to provide a kind of compound stratum shallow embedding small-clear-distance tunnels to enclose The determination method of rock pressure power provides reliable theoretical foundation for the design of tunnel cross-section structure, reduces because using simple single Error caused by the pressure from surrounding rock theory of stratum.
In order to achieve the above object, the present invention provides a kind of determination side of compound stratum shallow embedding small-clear-distance tunnel pressure from surrounding rock Method, the method are on the basis of thanking family's outstanding person's formula and Gong Jianwu formula, to small-clear-distance tunnel surrouding rock stress in compound stratum Computational methods on assumed, derived, and assume the small-clear-distance tunnel sliding failure pattern of shallow embedding in compound stratum.
Described method includes following steps：
The first step obtains tunnel Rock And Soil division information, Rock And Soil physical and mechanical parameter and structure design of tunnel information, I.e.：The Rock And Soil division information that tunnel place is obtained by boring extracting soil method obtains stratum physical mechanics by laboratory test Parameter obtains structure design of tunnel information by design scheme.
Preferably, in the first step, the boring extracting soil method refers to：In Tunnel Design depth bounds, taken using heavy wall Earthenware chooses soil sample, is advisable with being no less than three test specimens.
Preferably, in the first step, the Rock And Soil division information is the thickness h of upper layer Rock And Soil1With lower layer's Rock And Soil thickness Spend h2。
Preferably, in the first step, the laboratory test refers to density test and triaxial compression test.
Preferably, in the first step, the Rock And Soil physical and mechanical parameter includes：The day of compound stratum Rock And Soil at the middle and upper levels Right unit weight γ1, lower layer's Rock And Soil natural unit weight γ2, upper layer Rock And Soil internal friction angleLower layer's Rock And Soil internal friction angle Grades of Surrounding Rock, upper layer Rock And Soil are reduced internal friction angle θ1Value, lower layer Rock And Soil reduction internal friction angle θ2Value.
It is highly preferred that the upper layer Rock And Soil reduction internal friction angle θ1Value refers to：
When Grades of Surrounding Rock is I, II, III, θ1Value is
When Grades of Surrounding Rock is IV, θ1Value is
When Grades of Surrounding Rock is V, θ1Value is
When Grades of Surrounding Rock is VI, θ1Value is
It is highly preferred that lower layer's Rock And Soil reduction internal friction angle θ2Value refers to：
When Grades of Surrounding Rock is I, II, III, θ2Value is
When Grades of Surrounding Rock is IV, θ2Value is
When Grades of Surrounding Rock is V, θ2Value is
When Grades of Surrounding Rock is VI, θ2Value is
Preferably, in the first step, the structure design of tunnel information refers to：Tunnel width a, two tunnel spacing b and up and down Rock stratum line of demarcation is to tunnel vault height H.
Second step, the position for determining the two tunnel Rock And Soil planes of fracture and failure mode of surrounding rock；
Preferably, in second step, the Rock And Soil plane of fracture refers to：To far from tunnel center line at the arch springing of tunnel both sides Direction extends to two broken lines of earth's surface；Wherein：
The leading hole tunnel both sides Rock And Soil plane of fracture and ground on the outside of upper layer Rock And Soil horizontal direction angle and rear row tunnel The body plane of fracture and upper layer Rock And Soil horizontal direction angle are angle of rupture β1, the leading hole tunnel both sides Rock And Soil plane of fracture and lower layer The Rock And Soil plane of fracture and lower layer's Rock And Soil horizontal direction angle are angle of rupture on the outside of Rock And Soil horizontal direction angle and rear row tunnel β2, and β2>β1；
The Rock And Soil plane of fracture and upper layer Rock And Soil horizontal direction angle are angle of rupture β on the inside of row tunnel afterwards1', rear row tunnel The inside Rock And Soil plane of fracture and lower layer's Rock And Soil horizontal direction angle are angle of rupture β2', and β2′>β1′。
Preferably, in second step, the failure mode of surrounding rock includes A failure modes and B failure modes, wherein：
(1) A failure modes refer to the Rock And Soil plane of fracture at position among two tunnels infall in the Rock And Soil of upper layer, It meets following formula：
(2) B failure modes refer to the country rock plane of fracture infall in lower layer's Rock And Soil, meet following formula：
Third step determines calculating parameter according to failure mode；
(1) A failure modes parameter is lateral pressure coefficient λ1、λ2、λ3、λ4、λ1' and angle of rupture β1、β2、β1′、β2′。
Determine that method is as follows：
1) lateral pressure coefficient λ is determined1, angle of rupture β1, wherein：
The angle of rupture β1Meet following formula：
The lateral pressure coefficient λ1Meet following formula：
The vertical direction of the topsoil Rock And Soil plane of fracture and levels ground body interface surrounds Rock And Soil on the outside of leading hole, Lateral pressure coefficient λ1For the parameter after the stress balance relationship abbreviation of the Rock And Soil, using β1It indicates；
The subsoil Rock And Soil plane of fracture, levels ground body interface and leading hole outside vertical direction are enclosed on the outside of leading hole At Rock And Soil, lateral pressure coefficient λ2For the parameter after the stress balance relationship abbreviation of the Rock And Soil, using β2It indicates；
The plane of fracture of upper layer Rock And Soil, the Vertical Square with upper layer soil body plane of fracture intersection point on the inside of leading hole on the inside of row hole afterwards Rock And Soil, lateral pressure coefficient λ are surrounded to horizontal direction and vertical direction3After the stress balance relationship abbreviation of the Rock And Soil Parameter, using β1' indicate；
Lower layer's Rock And Soil plane of fracture, levels ground body interface and rear row hole inner vertical direction surround on the inside of row hole afterwards Rock And Soil, lateral pressure coefficient λ4For the parameter after the stress balance relationship abbreviation of the Rock And Soil, using β2' indicate；
The plane of fracture of upper layer Rock And Soil, the Vertical Square with upper layer soil body plane of fracture intersection point on the inside of rear row hole on the inside of leading hole Rock And Soil, lateral pressure coefficient λ are surrounded to horizontal direction and vertical direction1' for the Rock And Soil stress balance relationship abbreviation after Parameter, using β1、β2It indicates.
2) lateral pressure coefficient λ is determined2, angle of rupture β2, wherein：
The angle of rupture β2Meet following formula：
The lateral pressure coefficient λ2Meet following formula：
3) lateral pressure coefficient λ is determined4, angle of rupture β2', wherein：
The angle of rupture β2' meet following formula：
The lateral pressure coefficient λ4Meet following formula：
4) lateral pressure coefficient λ is determined3, angle of rupture β1', wherein：
The angle of rupture β1' meet following formula：
The lateral pressure coefficient λ3Meet following formula：
5) lateral pressure coefficient λ is determined1', λ1' meet following formula：
(2) B failure modes parameter is lateral pressure coefficient λ1B、λ2B、λ3B、λ4BWith angle of rupture β1B、β2B、β2B′。
Lower layer's soil body plane of fracture on the inside of leading hole, inner vertical direction, horizontal direction and with lower layer's rock on the inside of rear row hole The vertical direction of the intersection point of the soil body plane of fracture surrounds Rock And Soil, lateral pressure coefficient λ3BFor the stress balance relativization of the Rock And Soil Parameter after letter, using β2BIt indicates；
Afterwards lower layer's soil body plane of fracture on the inside of row hole, inner vertical direction, horizontal direction and with lower layer's rock on the inside of leading hole The vertical direction of the intersection point of the soil body plane of fracture surrounds Rock And Soil, lateral pressure coefficient λ4BFor the stress balance relativization of the Rock And Soil Parameter after letter, using β2B' indicate.
Wherein：λ1B=λ1、λ2B=λ2, angle of rupture β1B=β1、β2B=β2, remaining parameter determination method is as follows：
1) lateral pressure coefficient λ is determined4B, angle of rupture β2B', wherein：
The lateral pressure coefficient λ4BMeet following formula：
In formula, d2' be after on the inside of row hole tunnel footing to plane of fracture intersection point on the inside of leading hole in lower layer's soil body bottom surface The length projected in horizontal direction, size are approximately the half of two tunnel spacing b.
The angle of rupture β2B' meet following formula：
2) lateral pressure coefficient λ is determined3B, λ3BMeet following formula：
In formula, d1' for footing on the inside of existing leading hole to plane of fracture intersection point on the inside of rear row hole at lower layer's soil body bottom The projection of face horizontal direction, size are approximately the half of two tunnel spacing b.
4th step determines tunnel vault distributed load according to failure mode；
(1) A failure modes：
H is the height at required hole and ground, and range is in h1+H≤h≤h1+h2；
1) afterwards before the wide open digging of row, vault distributed load q on the outside of leading hole1It is determined by following formula：
2) afterwards after the wide open digging of row, vault distributed load q on the inside of leading hole2It is determined by following formula：
3) vault distributed load q on the inside of row hole afterwards3It is determined by following formula：
4) vault distributed load q on the outside of row hole afterwards4Equal to vault distributed load q on the outside of leading hole1；
(2) B failure modes：
1) afterwards before the wide open digging of row, leading hole arch outside top distributed load q1BIt is determined by following formula：
2) afterwards after the wide open digging of row, the distributed load q on the inside of leading hole2BIt is determined by following formula：
3) distributed load q on the inside of row hole afterwards3BIt is determined by following formula：
4) vault distributed load q on the outside of row hole afterwards4BEncircle outside top distributed load q equal to leading hole1B。
5th step determines tunnel horizontal pressure force according to failure mode.
(1) A failure modes：
H is the height at required hole and ground, and range is in h1+H≤h≤h1+h2。
1) horizontal pressure force e on the outside of leading hole1It is determined by following formula：
e1=λ1γ1h1+λ2γ2(h-h1)；
2) horizontal pressure force e on the inside of leading hole2It is determined by following formula：
e2=λ '1γ1h1+λ2γ2(h-h1)；
3) horizontal pressure force e on the inside of row hole afterwards3It is determined by following formula：
e3=λ3γ1h1+λ2γ2(h-h1)；
4) horizontal pressure force e on the outside of row hole afterwards4It is determined by following formula：
e4=λ1γ1h1+λ2γ2(h-h1)；
(2) B failure modes：
H is the height at required hole and ground, and range is in h1+H≤h≤h1+h2；
1) horizontal pressure force e on the outside of leading hole1BIt is determined by following formula：
e1B=λ1Bγ1h1+λ2Bγ2(h-h1)；
2) horizontal pressure force e on the inside of leading hole2BIt is determined by following formula：
e2B=λ3Bγ2h；
3) horizontal pressure force e on the inside of row hole afterwards3BIt is determined by following formula：
e3B=λ4Bγ2h；
4) horizontal pressure force e on the outside of row hole afterwards4BIt is determined by following formula：
e4B=λ1Bγ1h1+λ2Bγ2(h-h1)。
Compared with prior art, the present invention has the advantages that：
The surrounding rock failure of small-clear-distance tunnel in compound stratum is divided into two kinds of slip fracture patterns by the present invention, i.e. A destroys mould Formula and B failure modes；Consider the influence of compound stratum and tunnel excavation sequence to pressure from surrounding rock, it is proposed that compound stratum item The vertical pressure vault of shallow embedding small-clear-distance tunnel under part and the determination method of side direction horizontal pressure, method is simple, application By force.
Description of the drawings
Upon reading the detailed description of non-limiting embodiments with reference to the following drawings, other feature of the invention, Objects and advantages will become more apparent upon：
Fig. 1 is the A failure mode schematic diagrames of one embodiment of the invention；
Fig. 2 is the B failure mode schematic diagrames of one embodiment of the invention；
Fig. 3 is that the pressure from surrounding rock of one embodiment of the invention integrates cloth result figure.
Specific implementation mode
With reference to specific embodiment, the present invention is described in detail.Following embodiment will be helpful to the skill of this field Art personnel further understand the present invention, but the invention is not limited in any way.It should be pointed out that the common of this field For technical staff, without departing from the inventive concept of the premise, various modifications and improvements can be made.These are belonged to Protection scope of the present invention.
Concrete application embodiment presented below, do not have in embodiment to be described in detail partly referring to described in invention content It carries out.
Certain Chongqing Light Rail loop wire power shallow-buried tunnel engineering, selected tunnel section country rock is by upper layer Sandy Silt and lower layer Sandstone is combined, Sandy Silt thickness 7m, rock stratum boundary to tunnel bottom thickness 10m.Sandy Silt and sandstone physical mechanics Parameter is obtained by rock sample indoor test.Tunnel cross-section size is width 6m, high 6m, and spacing is 6m between tunnel.Double-hole tunnel when excavation It successively excavates, considers wide open digging influence caused by the country rock of rear row hole in advance.
As shown in Figure 1, Figure 2, Figure 3 shows, a kind of determination method of compound stratum shallow embedding small-clear-distance tunnel pressure from surrounding rock, specifically Embodiment include the following steps：
Step 1: obtaining compound stratum shallow embedding small-clear-distance tunnel Rock And Soil parameter, soil layer information and structure design of tunnel letter Breath；
In the present embodiment, by boring extracting soil method, in Tunnel Design depth bounds, chosen using heavy wall soil sampler Soil sample is advisable with being no less than three test specimens；
Specifically, by this step：Determine the natural unit weight γ of compound stratum at the middle and upper levels1For 25.6kN/m3, lower layer's ground The natural unit weight γ of body2For 24.9kN/m3；Report acquisition is surveyed by ground：The thickness h of upper layer Rock And Soil1For 7m, lower layer's Rock And Soil Thickness h2For 10m；Upper layer Rock And Soil internal friction angleIt is 32 °；Lower layer's Rock And Soil internal friction angleIt is 46 °；
It is obtained by design information：Tunnel width a is 6m, two small-clear-distance tunnel spacing b are 6m, upper and lower rock stratum line of demarcation Height H to tunnel vault is 4m.
Step 2: judging tunnel surrounding failure mode
The failure mode of surrounding rock includes A failure modes and B failure modes, wherein：
The A failure modes refer to the infall of the Rock And Soil plane of fracture at position among two tunnels in the Rock And Soil of upper layer, Meet following formula：
The B failure modes refer to the infall of the country rock plane of fracture in lower layer's Rock And Soil, meet following formula：
In the present embodiment：
Therefore use A failure modes.
Step 3: determining failure mode parameter
In this step, A failure mode parameters are lateral pressure coefficient λ1、λ2、λ3、λ4、λ1' and angle of rupture β1、 β2、β1′、β2′； Referring to Fig.1, shown in 2, wherein：
λ1Be Rock And Soil APE by after stress balance relationship abbreviation use β1The parameter of expression；
λ2Be Rock And Soil EIB by after stress balance relationship abbreviation use β2The parameter of expression；
λ3Be Rock And Soil KSE ' O by after stress balance relationship abbreviation use β1' the parameter indicated；
λ4Be Rock And Soil E ' I ' B ' by after stress balance relationship abbreviation use β2' the parameter indicated；
λ1' for Rock And Soil QKOF by after stress balance relationship abbreviation use β1、β2The parameter of expression.
The determination method of above-mentioned parameter is as follows：
1) lateral pressure coefficient λ is determined1, angle of rupture β1, wherein：
The angle of rupture β1Meet：
The lateral pressure coefficient λ1Meet：
2) lateral pressure coefficient λ is determined2, angle of rupture β2, wherein：
The angle of rupture β2Meet：
The lateral pressure coefficient λ2Meet：
3) lateral pressure coefficient λ is determined4, angle of rupture β2', wherein：
The angle of rupture β2' meet：
tanβ'2=tan β2=3.768
The lateral pressure coefficient λ4Meet：
λ4=λ2=0.618
4) lateral pressure coefficient λ is determined3, angle of rupture β1', wherein：
The angle of rupture β1' meet：
The lateral pressure coefficient λ3Meet：
5) lateral pressure coefficient λ is determined1', the lateral pressure coefficient λ1' meet：
Step 4: determining failure mode tunnel vault pressure at right angle
(1) leading hole vault pressure at right angle
A. afterwards before capable wide open digging
Vault distributed load q on the outside of leading hole1It can be determined by following formula：
B. afterwards after capable wide open digging
The excavation in row hole is mainly reflected on the inside of leading hole the distribution of leading hole surrouding rock stress influence afterwards, the present embodiment In think that surrouding rock stress is unaffected on the outside of leading hole, on the outside of leading hole vault distributed load still be q1；
Vault distributed load q on the inside of leading hole2It can be determined by following formula：
(2) row hole vault pressure at right angle afterwards
Vault distributed load q on the inside of row hole afterwards3It can be determined by following formula：
Vault distributed load q on the outside of row hole afterwards4Because it is influenced by leading hole, therefore have：
q4=q1=202.44kPa
Step 5: determining failure mode tunnel horizontal pressure force
(1) leading hole side direction horizontal pressure
A. horizontal pressure force e on the outside of leading hole1
e1=λ1γ1h1+λ2γ2(h-h1)=15.388h-26.002
11m≤h≤17m
B. horizontal pressure force e on the inside of leading hole2
e2=λ '1γ1h1+λ2γ2(h-h1)=15.388h-85.138
11m≤h≤17m
(2) row hole side direction horizontal pressure afterwards
A. horizontal pressure force e on the inside of row hole afterwards3
e3=λ3γ1h1+λ2γ2(h-h1)=15.388h-61.842
11m≤h≤17m
B. horizontal pressure force e on the outside of row hole afterwards4
e4=λ1γ1h1+λ2γ2(h-h1)=15.388h-26.022
11m≤h≤17m。
The surrounding rock failure of small-clear-distance tunnel in compound stratum is divided into two kinds of slip fracture patterns by the present invention, i.e. A destroys mould Formula and B failure modes, it is contemplated that the influence of compound stratum and tunnel excavation sequence to pressure from surrounding rock, it is proposed that compound stratum item The vertical pressure vault of shallow embedding small-clear-distance tunnel under part and the determination method of side direction horizontal pressure, method is simple, application By force.
The present invention provides reliable theoretical foundation for the design of tunnel cross-section structure, reduces because using simply solely Error caused by layer pressure from surrounding rock theory.
Specific embodiments of the present invention are described above.It is to be appreciated that the invention is not limited in above-mentioned Particular implementation, those skilled in the art can make various deformations or amendments within the scope of the claims, this not shadow Ring the substantive content of the present invention.

Claims (10)

1. a kind of determination method of compound stratum shallow embedding small-clear-distance tunnel pressure from surrounding rock, which is characterized in that the method includes such as Lower step：
The first step obtains tunnel Rock And Soil division information, Rock And Soil physical and mechanical parameter and structure design of tunnel information, wherein：
The Rock And Soil division information is the thickness h of upper layer Rock And Soil1With lower layer's Rock And Soil thickness h2；
The Rock And Soil physical and mechanical parameter includes：The natural unit weight γ of compound stratum Rock And Soil at the middle and upper levels1, lower layer Rock And Soil Natural unit weight γ2, upper layer Rock And Soil internal friction angleLower layer's Rock And Soil internal friction angleGrades of Surrounding Rock, the reduction of upper layer Rock And Soil Internal friction angle θ1Value, lower layer Rock And Soil reduction internal friction angle θ2Value；
The structure design of tunnel information refers to：Tunnel width a, two tunnel spacing b and upper and lower rock stratum line of demarcation are to tunnel vault Height H；
Second step, the position for determining the two tunnel Rock And Soil planes of fracture and failure mode of surrounding rock, wherein according to two kinds in compound stratum Section destroys situation and provides two kinds of failure modes；
The Rock And Soil plane of fracture refers to：To two foldings for extending to earth's surface far from tunnel centerline direction at the arch springing of tunnel both sides Line；Wherein：
The leading hole tunnel both sides Rock And Soil plane of fracture and Rock And Soil on the outside of upper layer Rock And Soil horizontal direction angle and rear row tunnel are broken Broken face and upper layer Rock And Soil horizontal direction angle are angle of rupture β1, the leading hole tunnel both sides Rock And Soil plane of fracture and lower layer's Rock And Soil The Rock And Soil plane of fracture and lower layer's Rock And Soil horizontal direction angle are angle of rupture β on the outside of horizontal direction angle and rear row tunnel2, and β2> β1；
The Rock And Soil plane of fracture and upper layer Rock And Soil horizontal direction angle are angle of rupture β on the inside of row tunnel afterwards1', rock on the inside of rear row tunnel The soil body plane of fracture and lower layer's Rock And Soil horizontal direction angle are angle of rupture β2', and β2′>β1′；
The failure mode of surrounding rock includes A failure modes and B failure modes, wherein：
(1) A failure modes refer to the Rock And Soil plane of fracture at position among two tunnels infall in the Rock And Soil of upper layer, meet Following formula：
(2) B failure modes refer to the country rock plane of fracture infall in lower layer's Rock And Soil, meet following formula：
Third step determines parameter according to failure mode of surrounding rock, and the parameter of wherein A failure modes includes lateral pressure coefficient λ1、λ2、λ3、 λ4、λ1' and angle of rupture β1、β2、β1′、β2′；The parameter of B failure modes includes lateral pressure coefficient λ1B、λ2B、λ3B、λ4BAnd angle of rupture β1B、β2B、β2B′；
4th step determines tunnel vault distributed load according to A failure modes, the B failure modes of country rock；
5th step determines tunnel horizontal pressure force according to failure mode of surrounding rock A failure modes, B failure modes.
2. a kind of determination method of compound stratum shallow embedding small-clear-distance tunnel pressure from surrounding rock according to claim 1, feature It is, in the first step：Tunnel Rock And Soil division information is obtained by boring extracting soil method, Rock And Soil object is obtained by laboratory test Mechanics parameter is managed, structure design of tunnel information is obtained by design scheme；
The boring extracting soil method refers to：In Tunnel Design depth bounds, using heavy wall soil sampler choose soil sample, no less than three A test specimen；
The laboratory test refers to density test and triaxial compression test.
3. a kind of determination method of compound stratum shallow embedding small-clear-distance tunnel pressure from surrounding rock according to claim 1, feature It is, in the first step：The upper layer Rock And Soil reduction internal friction angle θ1Value refers to：
When Grades of Surrounding Rock is I, II, III, θ1Value is
When Grades of Surrounding Rock is IV, θ1Value is
When Grades of Surrounding Rock is V, θ1Value is
When Grades of Surrounding Rock is VI, θ1Value is
4. a kind of determination method of compound stratum shallow embedding small-clear-distance tunnel pressure from surrounding rock according to claim 1, feature It is, in the first step：Lower layer's Rock And Soil reduction internal friction angle θ2Value refers to：
When Grades of Surrounding Rock is I, II, III, θ2Value is
When Grades of Surrounding Rock is IV, θ2Value is
When Grades of Surrounding Rock is V, θ2Value is
When Grades of Surrounding Rock is VI, θ2Value is
5. a kind of determination method of compound stratum shallow embedding small-clear-distance tunnel pressure from surrounding rock according to claim 1, feature It is, in third step：A failure mode parameters are lateral pressure coefficient λ1、λ2、λ3、λ4、λ1' and angle of rupture β1、β2、β1′、β2', it determines Method is as follows：
1) lateral pressure coefficient λ is determined1, angle of rupture β1, wherein：
The angle of rupture β1Meet following formula：
The lateral pressure coefficient λ1Meet following formula：
2) lateral pressure coefficient λ is determined2, angle of rupture β2, wherein：
The angle of rupture β2Meet following formula：
The lateral pressure coefficient λ2Meet following formula：
3) lateral pressure coefficient λ is determined4, angle of rupture β2', wherein：
The angle of rupture β2' meet following formula：
The lateral pressure coefficient λ4Meet following formula：
4) lateral pressure coefficient λ is determined3, angle of rupture β1', wherein：
The angle of rupture β1' meet following formula：
The lateral pressure coefficient λ3Meet following formula：
5) lateral pressure coefficient λ is determined1', λ1' meet following formula：
6. a kind of determination method of compound stratum shallow embedding small-clear-distance tunnel pressure from surrounding rock according to claim 1, feature It is, in third step, B failure mode parameters are lateral pressure coefficient λ1B、λ2B、λ3B、λ4BAnd angle of rupture β1B、β2B、β2B', wherein： λ1B=λ1、λ2B=λ2, angle of rupture β1B=β1、β2B=β2, remaining parameter determination method is as follows：
1) lateral pressure coefficient λ is determined4B, angle of rupture β2B', wherein：
The lateral pressure coefficient λ4BMeet following formula：
In formula, d2' be after on the inside of row hole tunnel footing to plane of fracture intersection point on the inside of leading hole in lower layer's soil body bottom surface level side The length projected upwards, size are approximately the half of two tunnel spacing b；
The angle of rupture β2B' meet following formula：
2) lateral pressure coefficient λ is determined3B, λ3BMeet following formula：
In formula, d1' extremely horizontal in lower layer's soil body bottom surface with plane of fracture intersection point on the inside of rear row hole for footing on the inside of existing leading hole The projection in direction, size are approximately the half of two tunnel spacing b.
7. a kind of determination method of compound stratum shallow embedding small-clear-distance tunnel pressure from surrounding rock according to claim 1, feature It is, in the 4th step, the determining tunnel vault distributed load, wherein for A failure modes, if h is required hole and ground Height, range is in h1+H≤h≤h1+h2, then：
1) afterwards before the wide open digging of row, vault distributed load q on the outside of leading hole1It is determined by following formula：
2) afterwards after the wide open digging of row, vault distributed load q on the inside of leading hole2It is determined by following formula：
3) vault distributed load q on the inside of row hole afterwards3It is determined by following formula：
4) vault distributed load q on the outside of row hole afterwards4Equal to vault distributed load q on the outside of leading hole1。
8. a kind of determination method of compound stratum shallow embedding small-clear-distance tunnel pressure from surrounding rock according to claim 1, feature It is, in the 4th step, the determining tunnel vault distributed load, wherein for B failure modes：
1) afterwards before the wide open digging of row, leading hole arch outside top distributed load q1BIt is determined by following formula：
2) afterwards after the wide open digging of row, the distributed load q on the inside of leading hole2BIt is determined by following formula：
3) distributed load q on the inside of row hole afterwards3BIt is determined by following formula：
4) vault distributed load q on the outside of row hole afterwards4BEncircle outside top distributed load q equal to leading hole1B。
9. according to a kind of determination side of compound stratum shallow embedding small-clear-distance tunnel pressure from surrounding rock of claim 1-8 any one of them Method, which is characterized in that in the 5th step, the determining tunnel horizontal pressure force, wherein for A failure modes, if h be required hole with The height on ground, range is in h1+H≤h≤h1+h2, then：
1) horizontal pressure force e on the outside of leading hole1It is determined by following formula：
e1=λ1γ1h1+λ2γ2(h-h1)；
2) horizontal pressure force e on the inside of leading hole2It is determined by following formula：
e2=λ '1γ1h1+λ2γ2(h-h1)；
3) horizontal pressure force e on the inside of row hole afterwards3It is determined by following formula：
e3=λ3γ1h1+λ2γ2(h-h1)；
4) horizontal pressure force e on the outside of row hole afterwards4It is determined by following formula：
e4=λ1γ1h1+λ2γ2(h-h1)。
10. according to a kind of determination side of compound stratum shallow embedding small-clear-distance tunnel pressure from surrounding rock of claim 1-8 any one of them Method, which is characterized in that in the 5th step, the determining tunnel horizontal pressure force, wherein for B failure modes, if h be required hole with The height on ground, range is in h1+H≤h≤h1+h2, then：
1) horizontal pressure force e on the outside of leading hole1BIt is determined by following formula：
e1B=λ1Bγ1h1+λ2Bγ2(h-h1)；
2) horizontal pressure force e on the inside of leading hole2BIt is determined by following formula：
e2B=λ3Bγ2h；
3) horizontal pressure force e on the inside of row hole afterwards3BIt is determined by following formula：
e3B=λ4Bγ2h；
4) horizontal pressure force e on the outside of row hole afterwards4BIt is determined by following formula：
e4B=λ1Bγ1h1+λ2Bγ2(h-h1)。
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