CN109357943A - A kind of slope monitoring method based on the sphenoid fissure water pressure regularity of distribution - Google Patents
A kind of slope monitoring method based on the sphenoid fissure water pressure regularity of distribution Download PDFInfo
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- 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
- G01N3/10—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces generated by pneumatic or hydraulic pressure
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Abstract
The present invention relates to sphenoid stability analysis technical fields, in particular to a kind of slope monitoring method based on the sphenoid fissure water pressure regularity of distribution.The following steps are included: 1), identify potential unstable sphenoid W；2) force analysis, is carried out to unstable sphenoid W；3), the fissure water pressure regularity of distribution of sphenoid W is analyzed；4), sphenoid safety coefficient in the case of distribution of water pressure locating for solution sphenoid；5) the maximum shear displacement of sphenoid W, is solved based on weight parameter；6) criticality safety displacement, is derived；7) displacement of edge slope structure face intersection L, is calculated, and by itself and criticality safety displacement comparison, corresponding measure is taken according to comparing result.The present invention improves traditional fissure water pressure regularity of distribution according to the loading characteristic of sphenoid, solves the maximum shear displacement that different distribution of water pressure act on lower sphenoid, avoids the inaccuracy solved in conventional method to sphenoid displacement.
Description
Technical field
The present invention relates to sphenoid stability analysis technical fields, in particular to one kind based on sphenoid fissure water pressure point
The slope monitoring method of cloth rule.
Background technique
Landslide has great harmfulness and destructiveness, brings to China huge as one of serious geological disaster in China
Big economic asset loss, and architectural engineering is caused to seriously threaten safely with people's life.Wherein, rock slope is common
A kind of biggish Landslide Hazards of harm, especially when rock mass slope has apparent structural plane, slip mass is easily along knot
It slides to form landslide in structure face.Therefore, it takes corresponding control measure in time for rock mass slope and reduces or eradicate rock slope
The risk of disaster has highly important scientific meaning and engineering application value in landslide disaster reduction and prevention field.
According to rock mass structure type, rock slope can be divided into overall structure side slope, layer structure side slope, cataclastic texture side
The four kinds of different types in slope and granular media structure side slope.It is according to statistics, most commonly seen in rock slope that one is cataclastic texture side slopes
In wedge-shaped double glide face side slope.Wedge-shaped double glide face side slope is generally cut by two structural planes, and wedge-shaped tetrahedron is formed.Wedge shape
The tendency in double glide face slope sliding face is greater than 30 °, often comes across Huan Qing rift structure area, because of its slide construction face and side slope
It is inclined to few completely the same or close geological conditions, so wedge-shaped double glide face side slope occurs than single sliding surface structure side slope
Probability it is higher.
Sphenoid is as a kind of common failure mode of rock side slope, in practical projects, how according to the change of sphenoid
Shape judges that its stable state is an important problem.In sphenoid rock side slope, when carrying out sphenoid stability analysis,
The geometric direction for only considering sphenoid, is difficult to accurately obtain the safety coefficient of sphenoid.In practical projects, how according to wedge
The deformation of body is to judge that its stable state is an important problem.Sphenoid landslide belongs to double sliding surface landslides, due to two
The occurrence of sliding surface, shear strength parameter etc. have differences, also different to the AsA -GSH cycle of sphenoid.
Many researchs and statistics show that an important factor for influencing reservoir stability stability is underground water.Underground water
Seepage effect will affect the Mechanical property in side slope as seepage flow skeleton, thus to influence bank stability.Hoek etc. exists
1973 in the stability analysis of sphenoid, it is contemplated that the geometric dimension of sphenoid, the shearing strength of structural plane and underground water
Distribution can effectively solve the safety coefficient of sphenoid side slope, but its groundwater occurrence considered is sphenoid intersection
Middle position is maximum water pressure, and this consideration can only be adapted to certain special circumstances, not be suitable for the crack of entire sphenoid
Water pressure analysis.
Therefore, force analysis is carried out to sphenoid, probes into structural plane in sphenoid to the influence degree of slope texture, it is right
Traditional distribution of water pressure model improves, and the weight displacement of sphenoid is solved, thus according to the deformation measurement data at scene
Suitable opportunity be can choose to slopes progress supporting, for the monitoring in Practical Project and forecast that slopes deformation has important finger
Lead meaning.
Summary of the invention
Present invention aim to the existing sphenoid Side Slope Safety Coefficient for solving to mention in above-mentioned background technique calculating
The groundwater occurrence situation that mode is based on is not particularly suited for the fissure water pressure analysis of entire sphenoid, provides a kind of based on wedge
The slope monitoring method of the body fissure water pressure regularity of distribution.
The technical solution of the present invention is as follows: a kind of slope monitoring method based on the sphenoid fissure water pressure regularity of distribution,
It is characterized in that: the following steps are included:
1), monitoring side slope is analyzed, potential unstable sphenoid W is identified, determines wedge with equatorial horizon projection
The space geometry form and mechanical characteristics of body；
2) force analysis, is carried out to sphenoid W；
3), the fissure water pressure regularity of distribution of sphenoid W is analyzed；
4) Displacement Analysis, is carried out to sphenoid W, using the loading characteristic of sphenoid structure, is based on sphenoid local environment
Under distribution of water pressure situation, solve sphenoid safety coefficient；
5), according to sphenoid safety coefficient method for solving, limit equilibrium analysis is carried out to sphenoid, solves weight parameter,
The maximum shear displacement of sphenoid W is solved based on weight parameter；
6), according to GB50330-2013 Technique Code for Building Slope Engineering, sphenoid W safety coefficient is set, based on maximum
Shear displacemant derives criticality safety displacement；
7), according to monitoring point with the positional relationship of the intersection L of the sphenoid W structural plane a contacted with side slope and structural plane b,
The displacement of edge slope structure face intersection L is calculated, and it is compared with criticality safety displacement, is taken according to comparing result and is accordingly arranged
It applies.
In the further step 4), the distribution of water pressure situation includes that the discharging capacity of sphenoid lower end is big
It is not more than sphenoid upper end in distribution of water pressure situation, the sphenoid lower end discharging capacity of sphenoid upper end supply capacity and feeds energy
The distribution of water pressure situation of distribution of water pressure situation and sphenoid lower end without discharging capacity of power.
Further the discharging capacity in sphenoid lower end is greater than the distribution of water pressure situation of sphenoid upper end supply capacity
The lower method for solving sphenoid safety coefficient are as follows: calculate sphenoid safety coefficient according to the following formula:
Wherein: Fs--- sphenoid safety coefficient；
Na--- the effective normal stress being subject on the side structural plane a that sphenoid is contacted with natural slope；
Nb--- the effective normal stress being subject on the other side structural plane b that sphenoid is contacted with natural slope；
--- the internal friction angle of structural plane a；
--- the internal friction angle of structural plane b；
ca--- the cohesion of structural plane a；
cb--- the cohesion of structural plane b；
Aa--- the area of structural plane a；
Ab--- the area of structural plane b；
The sliding force that S --- sphenoid is subject to.
Further it is not more than the distribution of water pressure situation of sphenoid upper end supply capacity in sphenoid lower end discharging capacity
The lower method for solving sphenoid safety coefficient are as follows: calculate sphenoid safety coefficient according to the following formula:
Wherein: Fs--- sphenoid safety coefficient；
Na--- the effective normal stress being subject on the side structural plane a that sphenoid is contacted with natural slope；
Nb--- the effective normal stress being subject on the other side structural plane b that sphenoid is contacted with natural slope；
--- the internal friction angle of structural plane a；
--- the internal friction angle of structural plane b；
ca--- the cohesion of structural plane a；
cb--- the cohesion of structural plane b；
Aa--- the area of structural plane a；
Ab--- the area of structural plane b；
The sliding force that S --- sphenoid is subject to；
Ua2--- the hydrostatic uplift force on structural plane a；
Ub2--- the hydrostatic uplift force on structural plane b.
Sphenoid safety coefficient is further solved in distribution of water pressure of the sphenoid lower end without discharging capacity
Method are as follows: calculate sphenoid safety coefficient according to the following formula:
Wherein: Fs--- sphenoid safety coefficient；
Na--- the effective normal stress being subject on the side structural plane a that sphenoid is contacted with natural slope；
Nb--- the effective normal stress being subject on the other side structural plane b that sphenoid is contacted with natural slope；
--- the internal friction angle of structural plane a；
--- the internal friction angle of structural plane b；
ca--- the cohesion of structural plane a；
cb--- the cohesion of structural plane b；
Aa--- the area of structural plane a；
Ab--- the area of structural plane b；
The sliding force that S --- sphenoid is subject to；
Ua3--- the hydrostatic uplift force on structural plane a；
Ub3--- the hydrostatic uplift force on structural plane b.
The discharging capacity of further sphenoid lower end is greater than in the case of the distribution of water pressure of sphenoid upper end supply capacity
The displacement of sphenoid maximum shear are as follows:
Wherein: εmax--- the displacement of sphenoid maximum shear；
Na--- the effective normal stress being subject on the side structural plane a that sphenoid is contacted with natural slope；
Nb--- the effective normal stress being subject on the other side structural plane b that sphenoid is contacted with natural slope；
--- the internal friction angle of structural plane a；
--- the internal friction angle of structural plane b；
ca--- the cohesion of structural plane a；
cb--- the cohesion of structural plane b；
Aa--- the area of structural plane a；
Ab--- the area of structural plane b；
εmax,a--- the maximum shear of structural plane a is displaced；
εmax,b--- the maximum shear of structural plane b is displaced.
In the case of further sphenoid lower end discharging capacity is no more than the distribution of water pressure of sphenoid upper end supply capacity
The displacement of sphenoid maximum shear are as follows:
Wherein: εmax--- the displacement of sphenoid maximum shear；
Na--- the effective normal stress being subject on the side structural plane a that sphenoid is contacted with natural slope；
Nb--- the effective normal stress being subject on the other side structural plane b that sphenoid is contacted with natural slope；
--- the internal friction angle of structural plane a；
--- the internal friction angle of structural plane b；
ca--- the cohesion of structural plane a；
cb--- the cohesion of structural plane b；
Aa--- the area of structural plane a；
Ab--- the area of structural plane b；
Ua2--- the hydrostatic uplift force on structural plane a；
Ub2--- the hydrostatic uplift force on structural plane b；
εmax,a--- the maximum shear of structural plane a is displaced；
εmax,b--- the maximum shear of structural plane b is displaced.
Further sphenoid lower end is displaced without sphenoid maximum shear in the case of the distribution of water pressure of discharging capacity are as follows:
Wherein: εmax--- the displacement of sphenoid maximum shear；
Na--- the effective normal stress being subject on the side structural plane a that sphenoid is contacted with natural slope；
Nb--- the effective normal stress being subject on the other side structural plane b that sphenoid is contacted with natural slope；
--- the internal friction angle of structural plane a；
--- the internal friction angle of structural plane b；
ca--- the cohesion of structural plane a；
cb--- the cohesion of structural plane b；
Aa--- the area of structural plane a；
Ab--- the area of structural plane b；
Ua3--- the hydrostatic uplift force on structural plane a；
Ub3--- the hydrostatic uplift force on structural plane b；
εmax,a--- the maximum shear of structural plane a is displaced；
εmax,b--- the maximum shear of structural plane b is displaced.
In the further step 7, the displacement method of edge slope structure face intersection L is calculated are as follows: when sphenoid glides it
When crack being not present between upper end and side slope, the displacement of edge slope structure face intersection L is calculated according to the following formula:
Wherein: Δ x1--- when slope surface is excavated along the vertical direction, the shift value of structural plane intersection L；
Δ x --- monitoring point shift value；
θ1--- the angle between structural plane intersection L and excavation face；
Angle between α --- excavation face and natural slope elongated surfaces.
In the further step 7, the displacement method of edge slope structure face intersection L is calculated are as follows: when sphenoid glides it
There are when crack between upper end and side slope, the displacement of edge slope structure face intersection L is calculated according to the following formula:
Wherein: Δ x1--- when slope surface is excavated along the vertical direction, the shift value of structural plane intersection L；
Δ x ' --- the fracture width between sphenoid upper end and side slope；
Δ x --- monitoring point shift value；
θ1--- the angle between structural plane intersection L and excavation face；
Angle between α --- excavation face and natural slope elongated surfaces.
The present invention utilizes Stereographic polar projection method, force analysis is carried out to sphenoid, for the wedge shape of different crack forms
Body proposes different distribution of water pressure rules, and carries out stability analysis to the sphenoid under different distribution of water pressure rules,
Since sphenoid structural face shear strength is different to sphenoid stability influence degree, with its loading characteristic, wedge shape is derived
Body structural plane weight parameter.
Reference test data and related specifications are listed the maximum shear strain of single structure face slopes, are obtained with solution
Weight parameter solves the maximum shear strain of sphenoid；Setting sphenoid safety coefficient derives critical displacement value, according to prison
Measuring point and structural plane intersection positional relationship judge the relationship of monitoring point displacement with maximum shear strain.In practical projects, for
The more and complicated rock side slope of structural plane needs to choose two groups of structural planes in case of the rock mass of sphenoid sliding unstability, steady
Qualitative judgement method is same as above.
Advantages of the present invention has:
A. according to the loading characteristic of sphenoid, traditional fissure water pressure regularity of distribution is improved, difference is solved
Distribution of water pressure acts on the maximum shear displacement of lower sphenoid, avoids the inaccuracy solved in conventional method to sphenoid displacement
Property；
B. method definite conception, engineer application are easy.
Detailed description of the invention
Fig. 1: sphenoid structural schematic diagram；
Fig. 2: sphenoid geometry schematic diagram；
Fig. 3: vertical excavation slope structural schematic diagram when the free from flaw of sphenoid upper end；
Fig. 4: excavation slope structural schematic diagram is vertically tilted when the free from flaw of sphenoid upper end；
Fig. 5: excavation slope structural schematic diagram when there is crack in sphenoid upper end；
Fig. 6: equatorial horizon projection's figure of the present embodiment side slope.
Specific embodiment
The following further describes the present invention in detail with reference to the accompanying drawings and specific embodiments.
Certain natural slope is chosen as research side slope, the space geometry shape of side slope sphenoid is determined with equatorial horizon projection
State and mechanical characteristics.The sphenoid of potential sliding, and the sliding class of principium identification sphenoid W are found in the rock mass of more structural planes
Type solves for the displacement of further weight and provides necessary parameter.
It is the sphenoid W of the present embodiment as shown in Fig. 1~2, sphenoid W is tetrahedral structure, vertex C, bottom point O,
Two sides endpoint is respectively A and B, and the structural plane that wherein sphenoid W is contacted with natural slope is respectively structural plane a and structural plane b,
That is COA and COB in Fig. 2, as shown in Figure 1, the intersection of structural plane a and structural plane b are L, i.e. 5 in Fig. 2, excavation face and knot
The intersection of structure face a is intersection 1, and the intersection with structural plane b is intersection 2, natural slope (e as shown in Fig. 1 and 3~5) and knot
The intersection of structure face a is intersection 3, and the intersection with structural plane b is intersection 4.
Sphenoid W itself is waterproof, and when there is water to flow down from side slope, water is from the top sphenoid W along intersection 3 and intersection 4
Into, and oozed out from the intersection 1 and intersection 2 in slope surface, maximum pressure appears on structural plane intersection L, and in intersection 1, friendship
Pressure is zero on line 2, intersection 3 and intersection 4.
After sphenoid W confirmation, need to carry out force analysis to sphenoid W, steps are as follows:
1), the calculating of sphenoid W self weight
For wedge arbitrary for one in three-dimensional space, and there are drawing crack seam in the case where wedge block self weight it is public
Formula is as follows:
Formula 1
Wherein: W --- wedge-shaped body weight；
γ --- sphenoid bulk density；
θ34--- the angle between straight flange CA and straight flange CB；
θ35--- the angle between straight flange CA and straight flange CO；
θ45--- the angle between straight flange CB and straight flange CO；
CO --- the length of straight flange CO；
CA --- the length of straight flange CA；
CB --- the length of straight flange CB.
2), the calculating of sphenoid W slide area
According to Fig. 1 and Fig. 2, it is assumed that in the case that sphenoid sliding block does not have tensile crack, the areal calculation formula of sliding surface:
Wherein: Aa--- the area of sliding surface OAC；
Ab--- the area of sliding surface OAB；
θ13--- the angle between straight flange CA and straight flange OA；
θ15--- the angle between straight flange CO and straight flange OA；
θ24--- the angle between straight flange CB and straight flange OB；
θ25--- the angle between straight flange CO and straight flange OB；
CA --- the length of straight flange CA；
CB --- the length of straight flange CB.
Based on sphenoid W and the case where natural slope, the fissure water pressure regularity of distribution of sphenoid W is analyzed.It is real
Distribution of water pressure rule can be divided into three classes on border, the discharging capacity including sphenoid lower end is greater than sphenoid upper end and feeds energy
Power, sphenoid lower end discharging capacity are no more than sphenoid upper end supply capacity, sphenoid lower end without discharging capacity.For these three
Situation calculates separately the sphenoid safety coefficient under different situations.
1), the discharging capacity of sphenoid lower end is greater than the safety coefficient of sphenoid in the case of the supply capacity of sphenoid upper end
There is abundant discharging capacity for the crack of sphenoid, i.e., sphenoid crack lower end (intersection 1 and intersection 2) is let out
Outlet capacity is greater than the situation of vertical sphenoid crack top (intersection 3 and intersection 4) supply capacity, not will form stabilization in crack
Water level, hydrostatic pressure at this moment is zero, and the dynamic pressure of flowing water not will form stable water level, therefore is determining stability of slope
The effect of fissure water pressure can not be considered when coefficient, calculate sphenoid safety coefficient according to the following formula:
Wherein: Fs--- sphenoid safety coefficient；
Na--- the effective normal stress being subject on sphenoid structural plane a；
Nb--- the effective normal stress being subject on sphenoid structural plane b；
--- the internal friction angle of structural plane a；
--- the internal friction angle of structural plane b；
ca--- the cohesion of structural plane a；
cb--- the cohesion of structural plane b；
Aa--- the area of structural plane a；
Ab--- the area of structural plane b；
The sliding force that S --- sphenoid is subject to.
2), safety coefficient of the discharging capacity of sphenoid lower end no more than sphenoid in the case of the supply capacity of sphenoid upper end
There is biggish sluicing speed for the crack lower end (intersection 1 and intersection 2) of sphenoid, but discharging capacity is not more than
Sphenoid crack upper end (intersection 3 and intersection 4) supply capacity, i.e., maintain the situation of stable water level, in view of water in crack
The water pressure that face and discharge opening go out is zero, and preferably taking the midpoint of crack overall height is water pressure maximum point, the size of water pressure
It is calculated by hydrostatic pressure calculation method, calculates sphenoid safety coefficient according to the following formula:
Wherein: Fs--- sphenoid safety coefficient；
Na--- the effective normal stress being subject on the side structural plane a that sphenoid is contacted with natural slope；
Nb--- the effective normal stress being subject on the other side structural plane b that sphenoid is contacted with natural slope；
--- the internal friction angle of structural plane a；
--- the internal friction angle of structural plane b；
ca--- the cohesion of structural plane a；
cb--- the cohesion of structural plane b；
Aa--- the area of structural plane a；
Ab--- the area of structural plane b；
The sliding force that S --- sphenoid is subject to；
Ua2--- the hydrostatic uplift force on structural plane a；
Ub2--- the hydrostatic uplift force on structural plane b.
When the discharging capacity of sphenoid crack lower end is not more than vertical sphenoid crack upper end supply capacity, it is assumed that wedge shape
Body water pressure rests on structural plane a and b, so uplift force UaAnd UbThe uplift force of water on structural plane a and structural plane b acts on
Face is its slide area SOAC、SOBC, the hydrostatic uplift force acted on structural plane a and structural plane b calculates according to the following formula:
Wherein: Ua2--- the hydrostatic uplift force on structural plane a；
Ub2--- the hydrostatic uplift force on structural plane b；
σW2--- the maximum hydrostatic pressure that structural plane a and structural plane b are subject to when being distribution of water pressure form 2；
H --- it is high for sphenoid slope；
γW--- it is the bulk density of water.
3), safety coefficient of the sphenoid lower end without sphenoid in the case of discharging capacity
Sphenoid sliding surface lower end of diving is not opened, i.e. intersection 1 and intersection 2 are closures in Fig. 1, and there is no aerial drainages
Situation, fissure water pressure can be calculated by water level overall height hydrostatic pressure in crack, calculate sphenoid safety coefficient according to the following formula:
Wherein: Fs--- sphenoid safety coefficient；
Na--- the effective normal stress being subject on the side structural plane a that sphenoid is contacted with natural slope；
Nb--- the effective normal stress being subject on the other side structural plane b that sphenoid is contacted with natural slope；
--- the internal friction angle of structural plane a；
--- the internal friction angle of structural plane b；
ca--- the cohesion of structural plane a；
cb--- the cohesion of structural plane b；
Aa--- the area of structural plane a；
Ab--- the area of structural plane b；
The sliding force that S --- sphenoid is subject to；
Ua3--- the hydrostatic uplift force on structural plane a；
Ub3--- the hydrostatic uplift force on structural plane b.
When in the case of sphenoid lower end is without discharging capacity, the hydrostatic uplift force on structural plane a and structural plane b can be under
Column company calculates:
σW3=γWH formula 12
Wherein: Ua3--- the hydrostatic uplift force on structural plane a；
Ub3--- the hydrostatic uplift force on structural plane b；
σW3--- the maximum hydrostatic pressure that structural plane a and structural plane b are subject to when being distribution of water pressure form 2；
H --- it is high for sphenoid slope；
γW--- it is the bulk density of water.
In sphenoid displacement solves, it is contemplated that structural plane a and structural plane b is displaced sphenoid and generates phorogenesis,
It is also different to the AsA -GSH cycle of sphenoid since the occurrence of two sliding surfaces, shear strength parameter etc. have differences, for
The loading characteristic of sphenoid establishes the weight parameter to slope-mass slide displacement of structural plane a and structural plane b, is established based on weight parameter
Sphenoid displacement formula:
1), the discharging capacity of sphenoid lower end is greater than the maximum shear position of sphenoid in the case of the supply capacity of sphenoid upper end
It moves
The weight parameter of structural plane a and structural plane b are calculated by the following formula and obtain；
Wherein: Pa --- consider the weight parameter of structural plane a when internal friction angle, cohesion and head pressure act on；
Pb--- consider the weight parameter of structural plane b when internal friction angle, cohesion and head pressure act on；
Na--- the effective normal stress being subject on sphenoid structural plane a；
Nb--- the effective normal stress being subject on sphenoid structural plane b；
--- the internal friction angle of structural plane a；
--- the internal friction angle of structural plane b；
ca--- the cohesion of structural plane a；
cb--- the cohesion of structural plane b；
Aa--- the area of structural plane a；
Ab--- the area of structural plane b.
The maximum shear displacement of sphenoid is calculated by weight parameter:
εmax=Pa·εMax, a+Pb·εMax, bFormula 15
Wherein: εmax--- the displacement of sphenoid maximum shear；
εmax,a--- the maximum shear of structural plane a is displaced；
εmax,b--- the maximum shear of structural plane b is displaced.
2), maximum shear of the discharging capacity of sphenoid lower end no more than sphenoid in the case of the supply capacity of sphenoid upper end
Displacement
The weight parameter of structural plane a and structural plane b are calculated by the following formula and obtain；
Wherein: Pa2--- consider the weight parameter of structural plane a when internal friction angle, cohesion and head pressure act on；
Pb2--- consider the weight parameter of structural plane b when internal friction angle, cohesion and head pressure act on；
Na--- the effective normal stress being subject on sphenoid structural plane a；
Nb--- the effective normal stress being subject on sphenoid structural plane b；
--- the internal friction angle of structural plane a；
--- the internal friction angle of structural plane b；
ca--- the cohesion of structural plane a；
cb--- the cohesion of structural plane b；
Aa--- the area of structural plane a；
Ab--- the area of structural plane b；
Ua2--- the hydrostatic uplift force on structural plane a；
Ub2--- the hydrostatic uplift force on structural plane b.
The maximum shear displacement of sphenoid is calculated by weight parameter:
εmax=Pa2εMax, a+Pb2εMax, bFormula 18
Wherein: εmax--- the displacement of sphenoid maximum shear；
εmax,a--- the maximum shear of structural plane a is displaced；
εmax,b--- the maximum shear of structural plane b is displaced.
3), maximum shear displacement of the sphenoid lower end without sphenoid in the case of discharging capacity
The weight parameter of structural plane a and structural plane b are calculated by the following formula and obtain；
Wherein: Pa3--- consider the weight parameter of structural plane a when internal friction angle, cohesion and head pressure act on；
Pb3--- consider the weight parameter of structural plane b when internal friction angle, cohesion and head pressure act on；
Na--- the effective normal stress being subject on sphenoid structural plane a；
Nb--- the effective normal stress being subject on sphenoid structural plane b；
--- the internal friction angle of structural plane a；
--- the internal friction angle of structural plane b；
ca--- the cohesion of structural plane a；
cb--- the cohesion of structural plane b；
Aa--- the area of structural plane a；
Ab--- the area of structural plane b；
Ua3--- the hydrostatic uplift force on structural plane a；
Ub3--- the hydrostatic uplift force on structural plane b.
The maximum shear displacement of sphenoid is established by weight parameter:
εmax=Pa3εMax, a+Pb3εMax, bFormula 21
Wherein: εmax--- the displacement of sphenoid maximum shear；
εmax,a--- the maximum shear of structural plane a is displaced；
εmax,b--- the maximum shear of structural plane b is displaced.
Based on the sphenoid maximum shear displacement under above-mentioned three kinds of water distribution rules, the safety system of sphenoid can establish
Number derives the displacement of sphenoid criticality safety.Under actual conditions, sphenoid can be faced according to the specific environment locating for sphenoid
Boundary's safe displacement is analyzed, such as the region seldom for precipitation, and the knot safe displacement of side slope sphenoid can take
Whose a kind of pressure distribution situation solution criticality safety displacement, instructs follow-up work by solving result；It is very big for annual precipitation
Region can take the third distribution of water pressure situation carry out criticality safety displacement calculate；Between two kinds of precipitation events
Situation carries out criticality safety displacement using second of distribution of water pressure situation and calculates.Specific precipitation parameter can be according to over the years
Meteorological data carries out analysis acquisition, when can not obtain rainfall distribution situation, can choose three kinds analysis in the case of it is maximum critical
Safe displacement is as guidance as a result, being under normal circumstances the criticality safety displacement parameter in the case of the third distribution of water pressure.
During slope excavating, monitoring point (P in such as Fig. 3~5) is set on sphenoid, as seen in figures 3-5, side slope
There are two kinds of situations for excavation, first is that crack is not present between sphenoid upper end and side slope, second is that between sphenoid upper end and side slope
There are cracks.When not having crack between sphenoid upper end and side slope, excavation face is (in such as Fig. 1 and 3~5 in either such as Fig. 3
Shown in excavation f) along the vertical direction, or as in Fig. 4 excavation face (f as shown in Fig. 1 and 3~5) it is vertically inclined
It excavates, the calculating of sphenoid structural plane intersection L shift value can be carried out by the following method.Referring to shown in Fig. 3~4, work as slope surface
When excavation, the inclination angle of structural plane intersection is θ2, structural plane intersection and excavation face angle are θ1, then excavation face and natural slope extend
Angle is α between face, at this point, can obtain displacement x on structural plane intersection L by monitoring point shift value Δ x1:
Wherein: Δ x1--- structural plane intersection L displacement value；
The shift value of Δ x --- monitoring point；
θ1--- the angle between structural plane intersection L and excavation face.
When between sphenoid upper end and side slope there are when the Δ x ' of crack, it is shown in Figure 5, when slope surface, which tilts, to be excavated, knot
The inclination angle of structure face intersection L is θ2, structural plane intersection L and excavation face angle are θ1, then angle between excavation face and natural slope elongated surfaces
For α, if sphenoid glides, there are rear cracks, and measuring rear fracture width is Δ x ', then can obtain the displacement of structural plane intersection and be
Δx3:
Wherein: Δ x3--- structural plane intersection L displacement value；
Δ x ' --- the fracture width between sphenoid upper end and side slope；
θ1--- the angle between structural plane intersection L and excavation face.
The Δ x that will finally calculate1Or Δ x ' is compared with the displacement of sphenoid criticality safety, once it calculates
Intersection L displacement it is close or when being more than criticality safety displacement, it is necessary to take corresponding reinforcement measure, avoid generating sphenoid
It glides, causes the generation of safety accident.
It is analyzed according to the method described above with specific embodiment below.
Certain highway major part roadbed is located in natural concordant rock matter slopes, and rock stratum tendency is consistent with landform slope aspect, opens
It easily collapses along level when digging.Subterrane is mainly limestone, and the Rock And Soil of earth's surface exposure is that clay is caught broken stone, wherein sticking
The limestone and limestone rubble of soil folder 10%~20%.The Weathering Zones of Igneous Rock cranny development of high weathered layer, rock crushing；Middle weathered layer
Rock mass is influenced by crack in layer, and rock quality is general.It is sliding to occur side slope at 5 during certain section of Excavating Construction of Roadbed wherein
The phenomenon that shifting is collapsed is studied by taking sphenoid landslide at wherein 1 as an example herein.
The side slope slump portion bottom and periphery have no obvious seeping phenomenon, but the soil body is relatively wet, the joint plane after slump
It is relatively flat with level.The slumping block is mainly slided along two structural planes without rear tensile crack, gliding mass, belongs to double sliding surface sphenoids
Sliding.According to geology exploration data, consult neighboring area geologic information and field investigation situation, determine its structural plane, level and
The attitude of natural slope carries out indoor shearing test according to the rock sample taken during reconnoitring, to the object of the slopes structural plane
It manages mechanics parameter and carries out experience value, related data is shown in Table 1, is inclined to the angle to rotate clockwise on the basis of direct north
Degree.
1 sphenoid attitude of table
According to aforementioned wedge body limit equilibrium theory, sphenoid stability is analyzed, when not considering water pressure, i.e.,
When sphenoid distribution of water pressure is form 1, table 2 is stability analysis computational chart.
2 sphenoid stability analysis computational chart of table
When sphenoid distribution of water pressure is form 2, the slopes safety coefficient being calculated is 1.234；When sphenoid water
When pressure is distributed as form 3, the slopes safety coefficient being calculated is 0.556.
It is available from result above, to sphenoid carry out stability analysis during, if do not consider rainfall with
And distribution of water pressure form, calculated result will have very big error.It, should be according to slopes form and crack form in Practical Project
Suitable distribution of water pressure model is selected to carry out calculating analysis.
Since two structural planes are all displaced generation phorogenesis, the production of two sliding surfaces to sphenoid in double sliding surface sphenoids
Shape, shear strength parameter etc. have differences, also different to the AsA -GSH cycle of sphenoid, for the loading characteristic of sphenoid
And distribution of water pressure form, the weight parameter to slope-mass slide displacement of structural plane a and structural plane b are established, sphenoid is utilized at this
The safety coefficient of solution carries out weight displacement and solves.
According to above-mentioned sphenoid weight Displacement Analysis, need to take a, b to tie the maximum shear displacement for obtaining two structural planes
Structure face rock sample does uniaxial compression test, carries out value to structural plane shearing resistance peak strength referring to related data, can obtain its peak value of a, b
Shift value, a, b test result such as table 3.
3 rock specimen in uniaxial test result table of table
1, when distribution of water pressure form is the first distribution situation
When sphenoid water pressure is distribution form 1, relevant parameter in table 2 is brought into formula 13 and 14, can must be tied
The weight parameter of structure face a and structural plane b are as follows: Pa=0.540, Pb=0.460, so as to obtain the displacement of sphenoid maximum shear are as follows:
εmax=0.54 × 4.406 × 10-3+0.46×4.258×10-3=4.338 × 10-3Formula 24
Referring to " building slope technical specification " (GB50330-2013), this example side slope is second level side slope, is checked in by specification
Stability of slope coefficient F=1.3, then structural plane intersection allows the calculation formula of maximum displacement value ε are as follows:
Then structural plane intersection allows maximum displacement value to be 3.337 × 10-3m。
2, when distribution of water pressure form is second of distribution situation
When sphenoid water pressure is distribution form 2, the weight parameter of structural plane a and structural plane b can be obtained are as follows: Pa2=
0.589, Pb2=0.411, so as to obtain the displacement of sphenoid maximum shear are as follows:
εmax=0.589 × 4.406 × 10-3+0.411×4.258×10-3=4.339 × 10-3Formula 26
Referring to " building slope technical specification " (GB50330-2013), this example side slope is second level side slope, is checked in by specification
Stability of slope coefficient F=1.3, then structural plane intersection allows the calculation formula of maximum displacement value ε are as follows:
Then structural plane intersection allows maximum displacement value to be 3.337 × 10-3m。
3, when distribution of water pressure form is the third situation
When sphenoid water pressure is distribution form 3, the weight parameter of structural plane a and structural plane b can be obtained are as follows: Pa3=
0.759, Pb3=0.241, so as to obtain the displacement of sphenoid maximum shear are as follows:
εmax=0.759 × 4.406 × 10-3+0.241×4.258×10-3=4.37 × 10-3Formula 28
Referring to " building slope technical specification " (GB50330-2013), this example side slope is second level side slope, is checked in by specification
Stability of slope coefficient F=1.3, then structural plane intersection allows the calculation formula of maximum displacement value ε are as follows:
Then structural plane intersection allows maximum displacement value to be 3.362 × 10-3m。
Calculated by the displacement of weight to the above sphenoid the result shows that, the sphenoid weight position under different distribution of water pressure
Shifting differs greatly, if all using traditional distribution of water pressure form proposed to all sphenoids, sometimes calculates knot
Fruit can be relatively safe, can cause danger to Practical Project.In practical projects, be monitored it is pre- give the correct time, should fully consider wedge shape
The geometrical characteristic of body selects suitable distribution of water pressure form, carries out force analysis to sphenoid and weight displacement solves, can
Preferably instruct slope monitoring and supporting.
The basic principles, main features and advantages of the present invention have been shown and described above.The technology of the industry
Personnel are it should be appreciated that the present invention is not limited to the above embodiments, and the above embodiments and description only describe this
The principle of invention, various changes and improvements may be made to the invention without departing from the spirit and scope of the present invention, these changes
Change and improvement all fall within the protetion scope of the claimed invention.The claimed scope of the invention by appended claims and its
Equivalent defines.
Claims (10)
1. a kind of slope monitoring method based on the sphenoid fissure water pressure regularity of distribution, it is characterised in that: the following steps are included:
1), monitoring side slope is analyzed, potential unstable sphenoid W is identified, determines sphenoid with equatorial horizon projection
Space geometry form and mechanical characteristics；
2) force analysis, is carried out to sphenoid W；
3), the fissure water pressure regularity of distribution of sphenoid W is analyzed；
4) Displacement Analysis, is carried out to sphenoid W, using the loading characteristic of sphenoid structure, based under sphenoid local environment
Distribution of water pressure situation solves sphenoid safety coefficient；
5), according to sphenoid safety coefficient method for solving, limit equilibrium analysis is carried out to sphenoid, weight parameter is solved, is based on
Weight parameter solves the maximum shear displacement of sphenoid W；
6), according to GB50330-2013 Technique Code for Building Slope Engineering, sphenoid W safety coefficient is set, is based on maximum shear
Displacement derives criticality safety displacement；
7) it, is calculated according to monitoring point with the positional relationship of the intersection L of the sphenoid W structural plane a contacted with side slope and structural plane b
The displacement of edge slope structure face intersection L, and it is compared with criticality safety displacement, corresponding measure is taken according to comparing result.
2. a kind of slope monitoring method based on the sphenoid fissure water pressure regularity of distribution as described in claim 1, feature
Be: in the step 4), the distribution of water pressure situation includes that the discharging capacity of sphenoid lower end is greater than on sphenoid
The distribution of water pressure situation of supply capacity, sphenoid lower end discharging capacity is held to be not more than the water pressure of sphenoid upper end supply capacity
The distribution of water pressure situation of distribution situation and sphenoid lower end without discharging capacity.
3. a kind of slope monitoring method based on the sphenoid fissure water pressure regularity of distribution as claimed in claim 2, feature
Be: the discharging capacity in sphenoid lower end solves sphenoid when being greater than the distribution of water pressure of sphenoid upper end supply capacity
The method of safety coefficient are as follows: calculate sphenoid safety coefficient according to the following formula:
Wherein: Fs--- sphenoid safety coefficient；
Na--- the effective normal stress being subject on the side structural plane a that sphenoid is contacted with natural slope；
Nb--- the effective normal stress being subject on the other side structural plane b that sphenoid is contacted with natural slope；
--- the internal friction angle of structural plane a；
--- the internal friction angle of structural plane b；
ca--- the cohesion of structural plane a；
cb--- the cohesion of structural plane b；
Aa--- the area of structural plane a；
Ab--- the area of structural plane b；
The sliding force that S --- sphenoid is subject to.
4. a kind of slope monitoring method based on the sphenoid fissure water pressure regularity of distribution as claimed in claim 2, feature
It is: solves sphenoid when sphenoid lower end discharging capacity is not more than the distribution of water pressure of sphenoid upper end supply capacity
The method of safety coefficient are as follows: calculate sphenoid safety coefficient according to the following formula:
Wherein: Fs--- sphenoid safety coefficient；
Na--- the effective normal stress being subject on the side structural plane a that sphenoid is contacted with natural slope；
Nb--- the effective normal stress being subject on the other side structural plane b that sphenoid is contacted with natural slope；
--- the internal friction angle of structural plane a；
--- the internal friction angle of structural plane b；
ca--- the cohesion of structural plane a；
cb--- the cohesion of structural plane b；
Aa--- the area of structural plane a；
Ab--- the area of structural plane b；
The sliding force that S --- sphenoid is subject to；
Ua2--- the hydrostatic uplift force on structural plane a；
Ub2--- the hydrostatic uplift force on structural plane b.
5. a kind of slope monitoring method based on the sphenoid fissure water pressure regularity of distribution as claimed in claim 2, feature
It is: solves the method for sphenoid safety coefficient when the distribution of water pressure without discharging capacity in sphenoid lower end are as follows: according to
Following equation calculates sphenoid safety coefficient:
Wherein: Fs--- sphenoid safety coefficient；
Na--- the effective normal stress being subject on the side structural plane a that sphenoid is contacted with natural slope；
Nb--- the effective normal stress being subject on the other side structural plane b that sphenoid is contacted with natural slope；
--- the internal friction angle of structural plane a；
--- the internal friction angle of structural plane b；
ca--- the cohesion of structural plane a；
cb--- the cohesion of structural plane b；
Aa--- the area of structural plane a；
Ab--- the area of structural plane b；
The sliding force that S --- sphenoid is subject to；
Ua3--- the hydrostatic uplift force on structural plane a；
Ub3--- the hydrostatic uplift force on structural plane b.
6. a kind of slope monitoring method based on the sphenoid fissure water pressure regularity of distribution as claimed in claim 3, feature
Be: the discharging capacity of sphenoid lower end is cut greater than sphenoid maximum in the case of the distribution of water pressure of sphenoid upper end supply capacity
Cut displacement are as follows:
Wherein: εmax--- the displacement of sphenoid maximum shear；
Na--- the effective normal stress being subject on the side structural plane a that sphenoid is contacted with natural slope；
Nb--- the effective normal stress being subject on the other side structural plane b that sphenoid is contacted with natural slope；
--- the internal friction angle of structural plane a；
--- the internal friction angle of structural plane b；
ca--- the cohesion of structural plane a；
cb--- the cohesion of structural plane b；
Aa--- the area of structural plane a；
Ab--- the area of structural plane b；
εmax,a--- the maximum shear of structural plane a is displaced；
εmax,b--- the maximum shear of structural plane b is displaced.
7. a kind of slope monitoring method based on the sphenoid fissure water pressure regularity of distribution as claimed in claim 4, feature
Be: sphenoid lower end discharging capacity is cut no more than sphenoid maximum in the case of the distribution of water pressure of sphenoid upper end supply capacity
Cut displacement are as follows:
Wherein: εmax--- the displacement of sphenoid maximum shear；
Na--- the effective normal stress being subject on the side structural plane a that sphenoid is contacted with natural slope；
Nb--- the effective normal stress being subject on the other side structural plane b that sphenoid is contacted with natural slope；
--- the internal friction angle of structural plane a；
--- the internal friction angle of structural plane b；
ca--- the cohesion of structural plane a；
cb--- the cohesion of structural plane b；
Aa--- the area of structural plane a；
Ab--- the area of structural plane b；
Ua2--- the hydrostatic uplift force on structural plane a；
Ub2--- the hydrostatic uplift force on structural plane b；
εmax,a--- the maximum shear of structural plane a is displaced；
εmax,b--- the maximum shear of structural plane b is displaced.
8. a kind of slope monitoring method based on the sphenoid fissure water pressure regularity of distribution as claimed in claim 5, feature
Be: sphenoid lower end is displaced without sphenoid maximum shear in the case of the distribution of water pressure of discharging capacity are as follows:
Wherein: εmax--- the displacement of sphenoid maximum shear；
Na--- the effective normal stress being subject on the side structural plane a that sphenoid is contacted with natural slope；
Nb--- the effective normal stress being subject on the other side structural plane b that sphenoid is contacted with natural slope；
--- the internal friction angle of structural plane a；
--- the internal friction angle of structural plane b；
ca--- the cohesion of structural plane a；
cb--- the cohesion of structural plane b；
Aa--- the area of structural plane a；
Ab--- the area of structural plane b；
Ua3--- the hydrostatic uplift force on structural plane a；
Ub3--- the hydrostatic uplift force on structural plane b；
εmax,a--- the maximum shear of structural plane a is displaced；
εmax,b--- the maximum shear of structural plane b is displaced.
9. a kind of slope monitoring method based on the sphenoid fissure water pressure regularity of distribution as described in claim 1, feature
Be: in the step 7, calculating the displacement method of edge slope structure face intersection L are as follows: when sphenoid glide the upper end and side slope it
Between be not present crack when, according to the following formula calculate edge slope structure face intersection L displacement:
Wherein: Δ x1--- when slope surface is excavated along the vertical direction, the shift value of structural plane intersection L；
Δ x --- monitoring point shift value；
θ1--- the angle between structural plane intersection L and excavation face；
Angle between α --- excavation face and natural slope elongated surfaces.
10. a kind of slope monitoring method based on the sphenoid fissure water pressure regularity of distribution as described in claim 1, feature
Be: in the step 7, calculating the displacement method of edge slope structure face intersection L are as follows: when sphenoid glide the upper end and side slope it
Between there are when crack, calculate the displacement of edge slope structure face intersection L according to the following formula:
Wherein: Δ x1--- when slope surface is excavated along the vertical direction, the shift value of structural plane intersection L；
Δ x ' --- the fracture width between sphenoid upper end and side slope；
Δ x --- monitoring point shift value；
θ1--- the angle between structural plane intersection L and excavation face；
Angle between α --- excavation face and natural slope elongated surfaces.
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