CN104005776B - A kind of large-scale underground cavern group arrangement method - Google Patents
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Abstract
The present invention relates to underground chamber method for designing, it discloses a kind of large-scale underground cavern group arrangement method, determine the thickness between the cavern that is parallel to each other scientifically and rationally.Need the adjacent cavern horizontal span B determined according to the 26S Proteasome Structure and Function of cavity group in the present invention
1, B
2, rock pillar hollows out rate η, Rock Under Uniaxial Compression wet compressive strength R
s, and confined pressure influence coefficient K
2, targeted security coefficient [K], the respective formula proposed by the present invention calculates required adjacent cavern thickness B.The safety of rock pillar between the cavern after this formula can be utilized in addition to check excavation.The present invention is applicable to the thickness between the cavern that determines to be parallel to each other, as Hydropower Station Underground main building, transformer chamber, tail are adjusted between the three large caverns of (lock) room, and the rock mass thickness between tailrace tunnel etc., and judge its safety.
Description
Technical field
The present invention relates to underground chamber method for designing, especially a kind of large-scale underground cavern group arrangement method at Hydraulic and Hydro-Power Engineering, underground storage engineering application.
Background technology
In fields such as Hydraulic and Hydro-Power Engineering, underground storage engineerings, all relate to the reasonable Arrangement design problem of underground hole group, particularly western China underground workshop, its cavity group is larger, often be in high-mountain gorge areas, there is the features such as cavern's buried depth is large, geostatic stress is high, complex geologic conditions, thus make the stable of large underground hole group country rock and safety problem become very outstanding.Rock mechanics field associated specialist and underground engineering construction person more and more clearly recognized in recent years, rock fundamental strength, geostatic stress, wall rock structure face development characteristics, supporting intensity determine the whether stable key factor of underground engineering wall rock, and the promptness etc. of cavern excavation size and multiple electrodes, construction and excavation order, blasting method, supporting also all can cause certain influence to the stable of surrounding rock of chamber; And when other conditions are substantially identical, different rock strength stress ratios shows different deformation-failure character by causing underground hole group country rock.
Underground workshop adjusts the composition such as (lock) room, diversion tunnel, tailrace tunnel, bus tunnel, outlet hole (well), access tunnel, working tunnel primarily of main building, main transformer hole, tail, defines and adjusts interconnective underground hole group centered by (lock) room by main building, main transformer hole, tail.Due to characteristics of compact layout between cavern, influence each other after excavation between cavern, form multiple electrodes, its intensity will affect adjoining rock stability and the excavation supporting scheme of cavity group.Just because of the existence of cavity group effect, when carrying out cavity group and arranging, rationally must determine adjacent cavern spacing, prevent rock pillar plastic zone between cavern to be interconnected while rock pillar bearing capacity making full use of between cavern.
The flexible support of modern tunnel with " giving full play to bearing capacity of the wall rock " for core.The design of its support of current large underground hole is also adopt flexiblesystem supporting, total supporting intensity of the pneumatically placed concrete layer, system anchor bolt and the system anchor cable that divide three phases to implement step by step is generally between 0.2 ~ 0.3MPa, far below initial field stress level, almost can not limit the Unloading Deformation of country rock, this is confirmed in surrounding rock of chamber numerical analysis for many years and engineering practice.Just because of flexible support with " giving full play to bearing capacity of the wall rock " for core, and the intensity of supporting is very limited with effect, when carrying out cavity group layout design, first should make surrounding rock of chamber after excavation, not rely on flexible support power just can reach stable equilibrium to a certain degree.Therefore, rational layout design is the prerequisite ensureing large underground hole group adjoining rock stability and safety.
When the prior art provided according to SD335-1989 " powerhouse of hydropower station design specifications (trying) ", " SL266-2001 powerhouse of hydropower station design specifications ", NB/T35011-2013 " powerhouse of hydropower station design specifications " carries out underground hole group layout design, need to determine position, cavern, cavern's longitudinal axis, cavern's spacing and hole shape.The workflow of carrying out large-scale underground cavern group arrangement design by prior art is: first determine position, main cavern, then main cavern axis direction is determined, determine main cavern hole shape and size again, finally determine the thickness between main cavern, its main layout design foundation is engineering experience, engineering analogy.When carrying out underground hole group layout by prior art, generally only considering cavern's size factor when determining the thickness between the main cavern of underground hole group, geostatic stress and rock strength factor not paid attention to or only when follow-up design of its support, strengthening supporting is carried out to surrounding rock of chamber and being remedied.
Thickness between the main cavern of the underground hole group determined by this conventional art is unreasonable, thus may cause the rock pillar between the underground hole group cavern under the relatively low condition of high-ground stress environment, Surrounding Rock Strength that comparatively serious failure and deformation of surrounding rocks phenomenon occurs after cavern excavation off-load, as large in country rock rock burst, timeliness large deformation, country rock relaxation depth, country rock pressure break, block unstability etc., cause later stage strengthening supporting engineering quantity huge, even cannot be made up by strengthening supporting, cause engineering safety nargin not enough or dangerous, or uneconomical.As very complicated in some hydropower station underground power house geological conditions, cavity group scale is large, actual measurement plant area major principal stress is 20.0 ~ 35.7MPa, large ground pressure is belonged to together with ERTAN Hydroelectric ProJect, Pubugou Hydropower Station, Guandi Hydropower Station etc., but its rock uniaxiality strength is only 60 ~ 75MPa, compared with other power station rock strengths obviously (other power station Rock Under Uniaxial Compression wet compressive strengths are all at more than 100MPa) on the low side.In construction and excavation process, factory building surrounding rock of chamber has occurred that Aging Characteristic significantly continues large deformation, main building downstream haunch concrete spray coating seriously ftractures and country rock cleavage fracture, the obvious changing of the relative positions in main building high side wall crack, rock mass scales off, the country rock off-load catastrophic rupture such as top layer rock mass pressure break, simultaneously hole week relax zone depth capacity reaches 2 ~ 5 times of common engineering and sustainable development, between mathematical calculation model Zhong Zhu cavern, plastic zone is communicated with, anchor shaft anchor cable value of thrust overrun condition is comparatively serious, the deformation failure situation of its surrounding rock of chamber and the stressed overrun condition of supporting are more than ERTAN Hydroelectric ProJect, Pubugou Hydropower Station, Guandi Hydropower Station is serious, threat is brought safely to stability of tunnel and construction period personnel equipment, domestic associated specialist even thinks the problems referred to above to a certain extent beyond theoretic knowledge and the engineer applied level of existing rock mechanics, cavity group is made to encounter stern challenge in excavation and support processes.As can be seen here, conventional art can not be applicable to the large-scale underground cavern group arrangement design of various geostatic stress level and complex geological condition.
For solving the deficiency that above-mentioned conventional art exists, in existing patent application, (application number is 201310234648.0, 201310234638.7, 201310234651.2, 201310234313.9) in disclosed technology contents, when determining the thickness between main cavern, Main Basis rock strength should compare index, the width of adjacent cavern and height dimension, in conjunction with the thickness statistical indicator in a large number between the built and main cavern of project under construction, finally determine the thickness between the main cavern of purpose project, its index achieves quantification substantially, also the large underground hole group design of various geostatic stress level and complex geological condition is applicable to.Its major defect is, determine that the method for cavity group thickness is relatively high to the degree of dependence of engineering experience, and accurate Calculation can not be carried out according to indexs such as rock strength and geostatic stress values to thickness, can not be used for checking the safety of rock pillar between cavern and provide concrete bearing capacity value of safety factor value.
Therefore, the present invention is necessary the new method proposing a kind of large underground hole group layout, more science, determine that thickness between main cavern is (as Hydropower Station Underground main building, transformer chamber, tail are adjusted between the three large caverns of (lock) room exactly, and the rock mass thickness between tailrace tunnel etc.), to overcome now methodical shortcoming.
Summary of the invention
Technical problem to be solved by this invention is: propose a kind of large-scale underground cavern group arrangement method, determine the thickness between the cavern that is parallel to each other scientifically and rationally, further, the definite bearing capacity safety factor of rock pillar between cavern can also be obtained to check the safety of rock pillar between the cavern after excavation.
The present invention solves the problems of the technologies described above adopted technical scheme:
A kind of large-scale underground cavern group arrangement method, comprise: first determine main cavity group longitudinal axis orientation, then determine hole shape and the size of main cavern, then determine the thickness between main cavern, finally determine main cavity group brae side rock mass thickness and top covering rockmass thickness; When determining the thickness between main cavern, go out thickness B according to following formulae discovery:
K
1=1+ (B
1+ B
2)/2B formula 2.
In formula: K is rock pillar pressurized safety factor; K
1for the factor of stress concentration after cavern excavation; B
1, B
2be respectively the span of adjacent cavern; B is thickness between adjacent cavern; K
2for confined pressure influence coefficient, relevant with excavating rear off-load degree with initial field stress level; K
vfor the rock integrity coefficient before excavation; η is that rock pillar hollows out rate, i.e. the hole cross-sectional area excavated of same elevation and tunneling boring area ratio; R
sfor Rock Under Uniaxial Compression wet compressive strength; σ
zfor Mass Near The Top of Underground Cavity is vertical to geostatic stress; [K] is rock pillar pressurized permission safety factor.
When value, K
2span is 0.7 ~ 0.8, K
vcan according to GB50287-2006 " hydraulic power project geological mapping specification " value, [K] value 2.0.
Further, the method also comprises: the safety factor [K] 1. 2. being calculated rock pillar by above-mentioned formula with formula, in order to check the safety of rock pillar between the main cavern after excavation.
Further, between the main cavern after checking excavation during the safety of rock pillar, formula confined pressure influence coefficient K 1.
23. calculate by following formula:
K
2=(V/V
k)
2/ K
vformula 3.,
Wherein, V surveys average sound wave value, V for excavating rock pillar between rear adjacent cavern
kfor test obtains the SVEL of engineering surrounding rock fresh rock, K
vfor the rock integrity coefficient before excavation.
The invention has the beneficial effects as follows: the thickness design formulas between the main cavern of determination cavity group that the present invention proposes, consider the main associated factors affecting thickness between cavern, its explicit physical meaning, according to abundant, the all indexs quantized all easily obtain, workable, be convenient to design engineer and grasp; Both can be applicable to the layout design of cavity group, also can be used for the safety of rock pillar between the cavern after checking excavation; Can be obtained the definite bearing capacity safety factor of rock pillar between cavern by this formulae discovery, and result of calculation and project situation comparatively meet, change and mainly rely on engineering experience to determine the deficiency of cavern's spacing for a long time.
Detailed description of the invention
Rock strength stress ratio refers to the ratio of rock saturation uniaxial compressive strength and rock mass initial field stress major principal stress value, consistent with the definition of " rock strength stress ratio " in GB50287-2006 " hydraulic power project geological mapping specification ", certainly also can use " Surrounding Rock Strength stress ratio ", " rock stress strength ratio ", " surrouding rock stress strength ratio " index substitutes " rock stress strength ratio " in the present invention.When carrying out cavity group layout design, all adopt " rock strength stress ratio " this index, this index had both considered rock fundamental strength, these two factors of geostatic stress level, it is again the Main Basis of rock mass initial field stress classification, its physical significance is similar to the bearing capacity safety factor of underground rock cavern, namely during rock strength stress ratio height, surrounding rock of chamber bearing capacity safety factor is large, and when rock strength stress ratio is low, surrounding rock of chamber bearing capacity safety factor is little.
In the present invention, when determining the thickness between main cavern, according to following formulae discovery thickness B:
K
1=1+ (B
1+ B
2)/2B formula 2.
In formula: K is rock pillar pressurized safety factor; K
1for the factor of stress concentration after cavern excavation; B
1, B
2be respectively the span of adjacent cavern; B is thickness between adjacent cavern; K
2for confined pressure influence coefficient, relevant with excavating rear off-load degree with initial field stress level; K
vfor the rock integrity coefficient before excavation; η is that rock pillar hollows out rate, i.e. the hole cross-sectional area excavated of same elevation and tunneling boring area ratio; R
sfor Rock Under Uniaxial Compression wet compressive strength; σ
zfor Mass Near The Top of Underground Cavity is vertical to geostatic stress; [K] is rock pillar pressurized permission safety factor.
When value, K2 span is 0.7 ~ 0.8, K
vcan according to GB50287-2006 " hydraulic power project geological mapping specification " value, [K] value 2.0.
Above-mentioned according to formula 1. and formula 2. ask the concrete operation method of thickness between required cavern to be: need the adjacent cavern horizontal span B determined according to the 26S Proteasome Structure and Function of cavity group
1, B
2, rock pillar hollows out rate η (same elevation is by the hole section excavated and full face area ratio), Rock Under Uniaxial Compression wet compressive strength R
s, and confined pressure influence coefficient K
2, 2. targeted security coefficient [K], 1. can calculate required adjacent cavern thickness B by formula with formula.
In the present invention, 2. 1. above-mentioned formula also possess another function with formula, and be the safety factor [K] that can calculate and excavate rock pillar between cavern, concrete operation method is: according to adjacent cavern horizontal span B
1, B
2, thickness B, rock pillar hollows out rate η, Rock Under Uniaxial Compression wet compressive strength R
s, and confined pressure influence coefficient K
2, 1. 2. can calculate the safety factor [K] of required adjacent cavern rock pillar with formula by formula.
Between the cavern after checking excavation during the safety of rock pillar, formula confined pressure influence coefficient K 1.
23. calculate by formula by following:
K
2=(V/V
k)
2/ K
vformula 3.,
Wherein, V surveys average sound wave value, V for excavating rock pillar between rear adjacent cavern
kfor test obtains the SVEL of engineering surrounding rock fresh rock, K
vfor the rock integrity coefficient before excavation.
Can be for reference, engineering fresh basalt SVEL in land owned by officials is 6600m/s, and after excavation, between main building and transformer chamber, the average sound wave value of actual measurement of rock pillar instrument connection (hole depth 20m) is 5034m/s, calculates its country rock integrity coefficient K
vvalue is 0.58, if the integrity factor K before cavern excavation
vvalue is 0.75, then: K
2=0.58/0.75=0.77.After Jinping I engineering completes after excavation, the rock integrity COEFFICIENT K that between main building and transformer chamber, in the middle part of rock pillar, 5 long view holes of sonic test (hole depth 20.6m) record
vvalue is respectively 0.50,0.55,0.57,0.57,0.63, if press the integrity factor K before cavern excavation
vvalue is 0.75, can calculate corresponding K
2value is between 0.67 ~ 0.84, and median is about 0.75.
For rock pillar between land owned by officials engineering main building and transformer chamber verify formula 1. with formula reasonability 2.: σ
z=17.0MPa, R
s=130MPa, B
1=31.1m, B
2=18.8m, B=49.2m, K
1=1.507, K
v=0.75, K
2=0.7, η=9.1/38.0=0.239, can be calculated K=2.03> [2.0], meets the demands.If for the requirement meeting K=[2.0], required thickness is 46.3m.
Verify for rock pillar between certain engineering main building and transformer chamber again: σ
z=10.0MPa, R
s=75MPa, B
1=28.9m, B
2=19.3m, B=43.75m, K
1=1.55, K
v=0.75, K
2=0.7, η=9.2/31.7=0.290, can be calculated K=1.80< [2.0], does not meet the demands; To meet the requirement of K=[2.0], thickness needs to reach 61.0m.If press R
s=60MPa calculates, rock pillar safety coefficient K=1.44< [2.0], then there is larger gap with the safety factor of regulation, this can be confirmed from the situation that the deformation failure degree of this project country rock is serious compared with common engineering.
The present invention under the prerequisite meeting structure function and general arrangement requirement, according to rock strength stress ratio and take into account geostatic stress orientation, longitudinal axis orientation, main cavern that wall rock structure face development characteristics finally determines underground hole group:
Country rock primary structure face trend with main cavern axis direction in comparatively mitre time, the impact of structural plane on cavity group often only occurs in regional area, can ensure the stability at these positions after taking corresponding reinforcement measure.Longitudinal axis orientation, main cavern and major principal stress orientation adopt less angle, can reduce the rear cavern's bias voltage of excavation and the factor of stress concentration, prevent rock burst or reduce rock burst rank, reducing high side wall lateral deformation, thus be conducive to the stable of high side wall; But it is when the angle in longitudinal axis orientation, main cavern and major principal stress orientation is too small, unfavorable to stablizing of other surrounding rock of chamber arranged with main cavern longitudinal axis oriented perpendicular again.
According to built engineering successful case, the angle that the longitudinal axis orientation of large underground hole and rock mass primary structure face are moved towards generally should not be less than 40 °, more preferably greater than 60 °; The longitudinal axis orientation, main cavern of large underground hole group and major principal stress angle are generally 15 ~ 40 °.Along with the reduction of rock strength stress ratio, the deformation failure of surrounding rock of chamber is gradually from based on wall rock structure face control type, to structural plane and the transition of stress composite control type, until occur based on the deformation failure of Stress Control type, according to rock strength stress ratio determine the method in longitudinal axis orientation, cavern and principle as follows:
When a) rock strength stress ratio is larger (as be greater than 7.0, lower earth stress environment), the deformation failure of surrounding rock of chamber is mainly by wall rock structure face factor controlling, the selection in longitudinal axis orientation, cavern is to consider structural plane factor, under ensureing that angle that main cavern longitudinal axis and rock mass primary structure face are moved towards is greater than the prerequisite of 60 °, the angle taking into account main cavern longitudinal axis and major principal stress orientation value and as far as possible little within 15 ~ 40 °, also notes that the impact of structural plane;
B) (as 4.0 ~ 7.0 when rock strength stress ratio is medium, medium ground stress environment), the deformation failure main manifestations of surrounding rock of chamber is structural plane and stress composite control type but structural plane factor is preponderated, all should pay attention to structural plane and geostatic stress factor when longitudinal axis orientation, cavern is selected, should ensure simultaneously angle that main cavern longitudinal axis and rock mass primary structure face are moved towards be greater than 40 °, and the angle in major principal stress orientation within 40 °;
C) (as 2.0 ~ 4.0 when rock strength stress ratio is lower, high-ground stress environment), the deformation failure main manifestations of surrounding rock of chamber is structural plane and stress composite control type, stress factors starts to play leading role the deterioration wall rock condition and two factors can influence each other, medium rock burst may be there is in hard rock, there is hard rock season cracking and secular distortion problem, may moderate finite deformation be there is in soft rock, all should pay attention to especially structural plane and geostatic stress factor when longitudinal axis orientation, cavern is selected, the angle in main cavern longitudinal axis and major principal stress orientation is 15 ~ 30 ° of scope values and the lower value of rock strength stress ratio is less, angle value more than 40 ° that main cavern longitudinal axis and rock mass primary structure face are moved towards,
When d) rock strength stress ratio is too low (as be less than 2.0, ambient stress highly), the deformation failure deformation failure phenomenon of surrounding rock of chamber is serious, main manifestations is that structural plane and stress composite control type destroy, and deformation failure is obviously ageing, and strongly ~ strong rock burst on active may occur hard rock, lasting large deformation may occur soft rock or stream becomes, should not large underground hole group be arranged, select mainly to consider geostatic stress factor during main longitudinal axis orientation, cavern, can be parallel with major principal stress orientation;
E) when longitudinal axis orientation, main cavern is selected, note also the impact of second principal stress, when first principal stress and second principal stress answer value close to time, according to the horizontal component the greater in first principal stress or second principal stress in less angle, with rock mass primary structure face in selecting longitudinal axis orientation, main cavern compared with the principle of mitre.
When determining main cavern hole shape, main cavern is generally divided into Main Underground factory building, transformer chamber and down stream surge-chamber three class.According to the reasonable hole shape of rock strength stress determination large underground hole, the overall principle is: the weak surrounding rock that rock strength stress ratio is low should adopt oval or circular cross section; According to circular arch stalk shape section, larger crown ratio of rise to span (ratio of rise and cavern span) should be adopted, and cavetto process should be carried out to reduce the stress concentration degree at this position to crown abut position.
Be defined as example with the hole shape of large hydropower station underground power house three large caverns to illustrate.For ease of factors such as construction and Rock Crane Rail Support structural configuration, Main Underground factory building and transformer chamber generally adopt circular arch stalk shape; When rock strength stress ratio is less than 2.0, Main Underground factory building and transformer chamber should adopt avette.Down stream surge-chamber generally adopts cylindrical shape and gallery shape two kinds of arrangements.According to numerical analysis achievement and practical engineering experience, country rock load-reief loosen and the block stability analysis problem of gallery shape surge-chamber high side wall and mid-board are comparatively outstanding, when complex geologic conditions, rock strength stress ratio low (as 2.0 ~ 4.0), cylindrical shape surge-chamber should be adopted.Determine that the crown ratio of rise to span method of underground workshop circular arch stalk shape section is: when rock strength stress ratio is lower (as 2.0 ~ 4.0), get 1/3.0 ~ 1/3.5; When rock strength stress ratio is medium (as being less than 4.0 ~ 7.0), get 1/3.5 ~ 1/4.0; When rock strength stress ratio is larger time (as being greater than 7.0), get 1/4.0 ~ 1/4.5.
The above-mentioned method according to rock strength stress ratio determination large underground hole group main cavern hole shape, its essence is the layout design of carrying out underground hole group according to underground rock cavern supporting capacity, with the problem avoiding traditional design method to cause.
The present invention, when determining main cavity group brae side rock mass thickness and top covering rockmass thickness, can carry out according to following manner:
Determine side, cavity group brae rock mass thickness:
If main cavern longitudinal axis moves towards vertical L with face, brae
r=L
1+ mB+c
If main cavern longitudinal axis moves towards parallel L with face, brae
r=L
1+ mH+c
In formula: L
rfor side, brae rock mass thickness undetermined (level to); L
1it is the horizontal range in center to the face, brae of lateral stress concentration zones, main Mass Near The Top of Underground Cavity elevation brae; B is main cavern maximum span; H is Ce Zhu cavern, brae height; C is reserved horizontal range, desirable 30 ~ 50m; M is stress influence depth coefficient, according to rock strength stress ratio RSS value: get 1.0 during RSS>=7; 1.0 ~ 1.5 are got during 4≤RSS < 7; 1.5 ~ 2.0 are got during 2≤RSS < 4; Value 2.0 ~ 2.5 during RSS < 2; Can intermediate interpolated.
Determine cavity group top covering rockmass thickness: the top covering rockmass thickness H determining cavity group according to rock strength stress ratio RSS
c: get H when RSS>=7
c2 times of>=larger cavern span or 0.5 times of cavity group width; During 4≤RSS < 7,0.5 ~ 1.0 times that gets cavity group width; 1.0 ~ 1.5 times that get cavity group width during 2≤RSS < 4; 1.5 ~ 2.0 times that get cavity group width during RSS < 2.
The design formulas of side, the brae rock mass thickness proposed by foregoing, the defining method of cavity group top covering rockmass thickness, not only scientific and reasonable, and also quantization degree is high, and workable.
Claims (3)
1. a large-scale underground cavern group arrangement method, comprising: first determine longitudinal axis orientation, main cavern, then determines hole shape and the size of main cavern, then determines the thickness between main cavern, finally determine main cavern side, brae rock mass thickness and top covering rockmass thickness;
It is characterized in that, when determining the thickness between main cavern, going out thickness B according to following formulae discovery:
K
1=1+ (B
1+ B
2)/2B formula 2.
In formula: K is rock pillar pressurized safety factor; K
1for the factor of stress concentration after cavern excavation; B
1, B
2be respectively the span of adjacent cavern; B is thickness between adjacent cavern; K
2for confined pressure influence coefficient, relevant with excavating rear off-load degree with initial field stress level; K
vfor the rock integrity coefficient before excavation; η is that rock pillar hollows out rate, i.e. the hole cross-sectional area excavated of same elevation and tunneling boring area ratio; R
sfor Rock Under Uniaxial Compression wet compressive strength; σ
zfor Mass Near The Top of Underground Cavity is vertical to geostatic stress; [K] is rock pillar pressurized permission safety factor; When value, K
2span is 0.7 ~ 0.8, K
vaccording to GB50287-2006 " hydraulic power project geological mapping specification " value, [K] value 2.0.
2. a kind of large-scale underground cavern group arrangement method as claimed in claim 1, it is characterized in that, the method also comprises: 1. 2. obtain the safety coefficient K of rock pillar with formula by above-mentioned formula, to check the safety of rock pillar between the cavern after excavation.
3. a kind of large-scale underground cavern group arrangement method as claimed in claim 1 or 2, is characterized in that, when checking the safety of rock pillar between the cavern after excavation, formula 1. in confined pressure influence coefficient K
23. calculate by following formula:
K
2=(V/V
k)
2/ K
vformula 3.,
Wherein, V surveys average sound wave value, V for excavating rock pillar between rear adjacent cavern
kfor test obtains the SVEL of engineering surrounding rock fresh rock, K
vfor the rock integrity coefficient before excavation.
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