CN104005776A - Large-sized underground cavern group arrangement method - Google Patents
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- CN104005776A CN104005776A CN201410230738.7A CN201410230738A CN104005776A CN 104005776 A CN104005776 A CN 104005776A CN 201410230738 A CN201410230738 A CN 201410230738A CN 104005776 A CN104005776 A CN 104005776A
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Abstract
The invention relates to the underground cavern group designing method and discloses a large-sized underground cavern group arrangement method to scientifically and reasonably confirm thickness of rock pillars between parallel caverns. According to the large-sized underground cavern group arrangement method, the adjacent cavern horizontal span B1 and B2, the rock column hollowing rate eta, the rock uniaxial wet compressive strength Rs, a confining pressure influence coefficient K2 and a target safety coefficient [k] are required to be confirmed according to the structure and functions of a cavern group; the required adjacent cavern rock column thickness B is obtained according to a proposed corresponding formula; the formula can be used to reexamine the safety of excavated rock columns between the caverns. The large-sized underground cavern group arrangement method is applicable to confirmation the thickness of rock columns between the parallel caverns such as an underground main workshop, a main transformer chamber and a tail adjustment (gate) chamber and the thickness of rock mass between tailrace tunnels and judgment of the rock mass safety.
Description
Technical field
The present invention relates to underground chamber method for designing, especially a kind of large underground hole group method for arranging 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 in high mountain gorge area, there is the features such as cavern's buried depth is large, geostatic stress is high, complex geologic conditions, thereby make the stable and safety problem of large underground hole group country rock become very outstanding.Rock mechanics domain-specific expert and underground engineering construction person more and more clearly recognized in recent years, rock fundamental strength, geostatic stress, surrounding rock structure surface development feature, supporting intensity are to determine underground engineering wall rock whether stable key factor, and the promptness of cavern excavation size and group hole effect, construction and excavation order, blasting method, supporting etc. also all can cause certain influence to surrounding rock of chamber stable; And in the essentially identical situation of other conditions, different rock strength stress ratios will cause underground hole group country rock to show different deformation failure features.
Underground workshop is mainly adjusted (lock) chamber, diversion tunnel, tailrace tunnel, bus tunnel, outlet hole (well), access tunnel, construction to prop up hole etc. by main building, main transformer hole, tail to form, formed interconnective underground hole group centered by main building, main transformer hole, tail are adjusted (lock) chamber.Due to characteristics of compact layout between cavern, after excavation, between cavern, influence each other, form group hole effect, its intensity will affect adjoining rock stability and the excavation supporting scheme of cavity group.Just because of the existence of cavity group effect, carrying out cavity group while arranging, must rationally determine adjacent cavern spacing, in rock pillar bearing capacity, prevent that between cavern, rock pillar plastic zone is interconnected making full use of between cavern.
The flexible support of modern tunnel is taking " giving full play to bearing capacity of the wall rock " as core.The design of its support of large underground hole is also to adopt flexiblesystem supporting at present, total supporting intensity of pneumatically placed concrete layer, system anchor bolt and system anchor cable that point three phases is implemented step by step is generally between 0.2～0.3MPa, far below stress level initially, 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 taking " giving full play to bearing capacity of the wall rock " as core, and the intensity of supporting and effect are very limited, in the time 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, reasonably layout design is to ensure large underground hole group adjoining rock stability and safe prerequisite.
When the prior art providing 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 " is carried 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 underground hole group layout design by prior art is: first determine position, main cavern, then determine main cavern axis direction, determine again main cavern hole shape and size, finally determine the thickness between main cavern, its main layout design foundation is engineering experience, engineering analogy.While carrying out underground hole group layout by prior art, in the time of the thickness of determining between underground hole group main cavern, generally only consider cavern's size factor, to geostatic stress with rock strength factor is not paid attention to or only surrounding rock of chamber is added to strong supporting when the follow-up design of its support is remedied.
Unreasonable by the thickness between the definite main cavern of underground hole group of this conventional art, thereby may cause the rock pillar between the underground hole group cavern under high-ground stress environment, the relatively low condition of Surrounding Rock Strength that comparatively serious failure and deformation of surrounding rocks phenomenon occurs after cavern excavation off-load, as country rock rock burst, timeliness large deformation, country rock relaxation depth are large, country rock pressure break, block unstability etc., cause the later stage to strengthen support engineering amount huge, even cannot be made up by adding strong 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, belong to high-ground stress condition together with two power stations, beach, 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 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, the serious cracking of main building downstream haunch concrete spray coating 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 catastrophe phenomenons such as top layer rock mass pressure break, hole week relax zone depth capacity has reached 2～5 times and sustainable development of common engineering simultaneously, between numerical computations 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 two power stations, beach, Pubugou Hydropower Station, Guandi Hydropower Station is serious, bring threat to stability of tunnel and construction period personnel device security, domestic relevant expert even thinks that the problems referred to above have exceeded theoretic knowledge and the engineering application level of existing rock mechanics to a certain extent, make cavity group in excavation and support processes, run into stern challenge.As can be seen here, conventional art can not be applicable to the large underground hole group layout design of various geostatic stress levels and complex geological condition.
The deficiency existing for solving above-mentioned conventional art, in existing patent application, (application number is 201310234648.0, 201310234638.7, 201310234651.2, 201310234313.9) in disclosed technology contents, in the time of the thickness of determining 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 between the main cavern of a large amount of built and projects under construction, the final thickness of determining between the main cavern of target engineering, its index has realized quantification substantially, also be applicable to the large underground hole group design of various geostatic stress levels and complex geological condition.Its major defect is, the method of determining cavity group thickness is relatively high to the degree of dependence of engineering experience, and can not carry out accurate Calculation to thickness according to indexs such as rock strength and geostatic stress values, 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 to propose the new method that a kind of large underground hole group is arranged, more science, determine that thickness between main cavern is (as Hydropower Station Underground main building, transformer chamber, tail are adjusted between San great cavern, (lock) chamber exactly, and 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 underground hole group method for arranging, determine scientifically and rationally the thickness between the cavern being parallel to each other, further, the definite bearing capacity safety factor that can also obtain rock pillar between cavern is 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 underground hole group method for arranging, 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 upper overlying strata body thickness; In the time of the thickness of determining between main cavern, calculate thickness B according to following formula:
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, with initially the rear off-load degree of stress level and excavation is relevant; K
vfor the rock integrity coefficient before excavation; η is that rock pillar hollows out rate, the hole cross-sectional area that same elevation is excavated and the ratio of full cross-sectional area; R
sfor Rock Under Uniaxial Compression wet compressive strength; σ
zfor Mass Near The Top of Underground Cavity vertical to geostatic stress; [K] is rock pillar pressurized permission safety factor.
In the time of value, K
2span is 0.7～0.8, K
vcan be according to GB50287-2006 " hydraulic power project geological mapping specification " value, [K] value 2.0.
Further, the method also comprises: 1. 2. calculate the safety factor [K] of rock pillar with formula by above-mentioned formula, in order to check the safety of rock pillar between the main cavern after excavation.
Further, between the main cavern of checking after excavation when 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 the SVEL of test acquisition 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 definite cavity group that the present invention proposes, consider to affect the main associated factors of thickness between cavern, its explicit physical meaning, according to abundant, the all indexs that quantize are all easily obtained, workable, be convenient to engineering design person and grasp; Both can be applicable to the layout design of cavity group, also can be used for checking the safety of rock pillar between the cavern after excavation; Can be calculated the definite bearing capacity safety factor of rock pillar between cavern by this formula, and result of calculation and project situation comparatively meet, changed and mainly relied on for a long time engineering experience to determine the deficiency of cavern's spacing.
Detailed description of the invention
Rock strength stress ratio refers to the initially ratio of stress major principal stress value of the saturated uniaxial compressive strength of rock and rock mass, 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 to substitute " rock stress strength ratio " in the present invention.In the time carrying out cavity group layout design, all adopt " rock strength stress ratio " this index, this index had both been considered rock fundamental strength, these two factors of geostatic stress level, it is again the initially Main Basis of stress grading of rock mass, its physical significance is similar to the bearing capacity safety factor of underground rock cavern, be rock strength stress ratio when high surrounding rock of chamber bearing capacity safety factor large, when rock strength stress ratio is low, surrounding rock of chamber bearing capacity safety factor is little.
In the present invention, in the time of the thickness of determining between main cavern, calculate thickness B according to following formula:
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, with initially the rear off-load degree of stress level and excavation is relevant; K
vfor the rock integrity coefficient before excavation; η is that rock pillar hollows out rate, the hole cross-sectional area that same elevation is excavated and the ratio of full cross-sectional area; R
sfor Rock Under Uniaxial Compression wet compressive strength; σ
zfor Mass Near The Top of Underground Cavity vertical to geostatic stress; [K] is rock pillar pressurized permission safety factor.
In the time of value, K2 span is 0.7～0.8, K
vcan be 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: the adjacent horizontal span B of cavern that need to determine according to the 26S Proteasome Structure and Function of cavity group
1, B
2, rock pillar hollows out the rate η ratio of full face area (the hole section excavated of same elevation with), Rock Under Uniaxial Compression wet compressive strength R
s, and confined pressure influence coefficient K
2, 2. 1. targeted security coefficient [K], can calculate the required adjacent thickness B of cavern with formula by formula.
In the present invention, 2. 1. above-mentioned formula also possess another function with formula, is and can calculates the safety factor [K] of having excavated rock pillar between cavern, and concrete operation method is: according to the adjacent horizontal span B of cavern
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, can 1. 2. calculate by formula the safety factor [K] of required adjacent cavern rock pillar with formula.
Between the cavern of checking after excavation when 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 the SVEL of test acquisition 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, 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: 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, rock pillar 5 the long view holes of sonic test in middle part (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 in 0.75 left and right.
As an example of rock pillar between land owned by officials engineering main building and transformer chamber example checking 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], meet the demands.If wish meets K=[2.0] requirement, required thickness is 46.3m.
Checking: the σ as an example of rock pillar between certain engineering main building and transformer chamber example again
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], do not meet the demands; If meet K=[2.0] requirement, thickness need to reach 61.0m.If press R
s=60MPa calculates, rock pillar safety coefficient K=1.44<[2.0], there is larger gap with the safety factor of regulation, the situation that this deformation failure degree from this project country rock is serious compared with common engineering can be confirmed.
The present invention is meeting under the prerequisite of structure function and general arrangement requirement, according to rock strength stress ratio and take into account geostatic stress orientation, surrounding rock structure surface development feature and finally determine the longitudinal axis orientation, main cavern of underground hole group:
When country rock primary structure face trend is compared with mitre with main cavern axis direction, structural plane often only occurs in regional area to the impact of cavity group, in the stability of taking can ensure after corresponding reinforcement measure these positions.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, reduce high side wall lateral deformation, thereby are conducive to the stable of high side wall; But when the angle in longitudinal axis orientation, main cavern and major principal stress orientation is too small, again to unfavorable with stablizing of main cavern vertically arranged other surrounding rock of chamber in longitudinal axis orientation.
According to built engineering successful case, the angle of the longitudinal axis orientation of large underground hole and rock mass primary structure face trend generally should not be less than 40 °, more preferably greater than 60 °; Longitudinal axis orientation, main cavern and the major principal stress angle of large underground hole group are generally 15～40 °.Along with the reduction of rock strength stress ratio, the deformation failure of surrounding rock of chamber is gradually from taking surrounding rock structure face control type as main, to structural plane and the transition of stress composite control type, until occur, taking Stress Control type as main deformation failure, to determine that according to rock strength stress ratio method and the principle in longitudinal axis orientation, cavern is as follows:
A) when rock strength stress ratio is larger, (as be greater than 7.0, low ground stress environment), the deformation failure of surrounding rock of chamber is mainly subject to surrounding rock structure face factor controlling, the selection in longitudinal axis orientation, cavern is to consider that structural plane factor is as main, ensureing that angle that main cavern longitudinal axis and rock mass primary structure face move towards is greater than under the prerequisite of 60 °, angle value and as far as possible little in 15～40 ° of taking into account main cavern longitudinal axis and major principal stress orientation, also notes that the impact of structural plane;
B) when rock strength stress ratio is medium (as 4.0～7.0, medium ground stress environment), the deformation failure main manifestations of surrounding rock of chamber is that structural plane and stress composite control type but structural plane factor are preponderated, when longitudinal axis orientation, cavern is selected, all should pay attention to structural plane and geostatic stress factor, the angle that should simultaneously ensure main cavern longitudinal axis and rock mass primary structure face trend be greater than 40 °, and the angle in major principal stress orientation in 40 °;
C) when rock strength stress ratio is lower (as 2.0～4.0, 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 bring into play leading role and two factors deterioration wall rock condition that can influence each other, may there is medium rock burst in hard rock, there is hard rock season cracking and secular distortion problem, may there is moderate finite deformation in soft rock, when selecting, longitudinal axis orientation, cavern all should pay attention to especially structural plane and geostatic stress factor, the angle in main cavern longitudinal axis and major principal stress orientation is less in 15～30 ° of scope values and the lower value of rock strength stress ratio, angle value more than 40 ° of main cavern longitudinal axis and rock mass primary structure face trend,
D) when 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 ageing obviously, and strongly～strong rock burst on active may occur hard rock, may there is to continue large deformation or rheology in soft rock, should not arrange large underground hole group, while selecting longitudinal axis orientation, main cavern, mainly consider geostatic stress factor, 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, in the time that first principal stress and second principal stress answer value to approach, according to first principal stress or second principal stress in horizontal component the greater be less angle, be compared with the principle of mitre and select longitudinal axis orientation, main cavern with rock mass primary structure face.
In the time of definite main cavern hole shape, main cavern is generally divided into Main Underground factory building, transformer chamber and down stream surge-chamber three classes.The reasonable hole shape of determining large underground hole according to rock strength stress, the overall principle is: the weak surrounding rock that rock strength stress ratio is low should adopt oval or circular cross section; If adopt circular arch stalk shape section, should adopt larger crown ratio of rise to span (ratio of rise and cavern span), and should carry out cavetto processing to reduce the stress concentration degree at this position to crown abut position.
Being defined as example with the hole shape of large hydropower station underground power house three large caverns illustrates.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; In the time that 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 two kinds of arrangements of gallery shape.According to numerical analysis achievement and practical engineering experience, the country rock off-load of gallery shape surge-chamber high side wall and mid-board is lax comparatively outstanding with block stable problem, the in the situation that of complex geologic conditions, rock strength stress ratio low (as 2.0～4.0), should adopt cylindrical shape surge-chamber.The crown ratio of rise to span method of determining 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), gets 1/3.5～1/4.0; When rock strength stress ratio is larger, when (as being greater than 7.0), get 1/4.0～1/4.5.
The above-mentioned method of determining the main cavern of large underground hole group hole shape according to rock strength stress ratio, its essence is the layout design of carrying out underground hole group according to underground rock cavern supporting capacity, with the problem of avoiding traditional design method to cause.
The present invention, in the time of definite main cavity group brae side rock mass thickness and upper overlying strata body thickness, can carry out according to following manner:
Determine cavity group brae side rock mass thickness:
If main cavern longitudinal axis moves towards vertical L with brae face
r=L
1+ mB+c
If main cavern longitudinal axis moves towards parallel L with brae face
r=L
1+ mH+c
In formula: L
rfor brae side rock mass thickness undetermined (level to); L
1it is the horizontal range of center to the brae face 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: RSS>=7 o'clock get 1.0; When 4≤RSS < 7, get 1.0～1.5; When 2≤RSS < 4, get 1.5～2.0; Value 2.0～2.5 when RSS < 2; Can intermediate interpolated.
Determine overlying strata body thickness on cavity group: the upper overlying strata body thickness H that determines cavity group according to rock strength stress ratio RSS
c: in the time of RSS>=7, get H
c2 times or 0.5 times of cavity group width of>=larger cavern span; When 4≤RSS < 7, get cavity group width 0.5～1.0 times; When 2≤RSS < 4, get cavity group width 1.0～1.5 times; When RSS < 2, get cavity group width 1.5～2.0 times.
On the design formulas of the brae side rock mass thickness proposing by foregoing, cavity group, definite method of overlying strata body thickness, not only scientific and reasonable, and quantization degree is high, workable.
Claims (3)
1. a large underground hole group method for arranging, 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 upper overlying strata body thickness;
It is characterized in that, in the time of the thickness of determining between main cavern, calculate thickness B according to following formula:
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, with initially the rear off-load degree of stress level and excavation is relevant; K
vfor the rock integrity coefficient before excavation; η is that rock pillar hollows out rate, the hole cross-sectional area that same elevation is excavated and the ratio of full cross-sectional area; R
sfor Rock Under Uniaxial Compression wet compressive strength; σ
zfor Mass Near The Top of Underground Cavity vertical to geostatic stress; [K] for rock pillar pressurized allow safety factor, in the time of value, K
2span is 0.7～0.8, K
vcan be according to GB50287-2006 " hydraulic power project geological mapping specification " value, [K] value 2.0.
2. a kind of large underground hole group method for arranging as claimed in claim 1, is characterized in that, the method also comprises: 1. 2. obtain the safety factor [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 underground hole group method for arranging as claimed in claim 1 or 2, is characterized in that, while checking the safety of rock pillar between the cavern after excavation, and the confined pressure influence coefficient K of formula in 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 the SVEL of test acquisition engineering surrounding rock fresh rock, K
vfor the rock integrity coefficient before excavation.
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| CN106194222A (en) * | 2016-09-05 | 2016-12-07 | 中国电建集团成都勘测设计研究院有限公司 | The underground chamber group structure being applicable under large ground pressure and construction technology thereof |
| CN108168921A (en) * | 2017-11-23 | 2018-06-15 | 中国电建集团华东勘测设计研究院有限公司 | Underground hole group Rock pillar stability evaluation method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106194222A (en) * | 2016-09-05 | 2016-12-07 | 中国电建集团成都勘测设计研究院有限公司 | The underground chamber group structure being applicable under large ground pressure and construction technology thereof |
| CN108168921A (en) * | 2017-11-23 | 2018-06-15 | 中国电建集团华东勘测设计研究院有限公司 | Underground hole group Rock pillar stability evaluation method |
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