CN103291316A - Large-scale underground cavern group arrangement design method - Google Patents
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Abstract
The invention discloses a large-scale underground cavern group arrangement design method applied to hydraulic and hydroelectric engineering and underground storage cavern engineering. According to the arrangement design method, principal factors, especially the essential factor of the rock strength-stress ratio, influencing underground cavern surrounding rock stability can be comprehensively taken into account, the designing scheme for large-scale underground cavern group arrangement can be more scientific, and considered factors are more comprehensive. The position of a main cave is determined at first, the orientation of an axis of the main cave is determined, then the thickness of a rock pillar in the main cave is determined, and at last the shape of the main cave is determined. When the orientation of the axis of the main cave is determined, the trend of a rock mass main structural surface on a construction site and the orientation of the maximum principal stress are measured at first, the orientation of the axis of the main cave is determined according to an included angle between the axis of the main cave and the trend of the rock mass main structural surface and an included angle between the axis of the main cave and the orientation of the maximum principal stress, the included angle between the axis of the main cave and the trend of the rock mass main structural surface is not less than 40 degrees, and the included angle between the axis of the main cave and the orientation of the maximum principal stress is 0-40 degrees.
Description
Technical field
The present invention relates to a kind of underground chamber method for arranging, especially a kind of large underground hole group layout design 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, the reasonable Arrangement design problem that all relates to underground hole group, western China underground workshop particularly, its cavity group is larger, often be in the high mountain gorge area, have characteristics such as cavern's buried depth is big, geostatic stress is high, geological conditions complexity, thereby make the stable and safety problem of large underground hole group country rock become very outstanding.The relevant expert in rock mechanics field 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 the stable key factor of underground engineering wall rock, 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 under the essentially identical situation of other conditions, different rock strength stress ratios will cause the underground hole group country rock to show different deformation failure features.By rational layout design, and after taking reasonable excavation and supporting measure, can solve the stable and safety problem of stable and the safety problem, particularly high-ground stress environment large underground hole group country rock of large underground hole group country rock preferably.Therefore, reasonably layout design is the prerequisite that guarantees large underground hole group adjoining rock stability and safety.
The layout design of underground hole group comprises the working contents such as determine of position, cavern, cavern's longitudinal axis, cavern's spacing and hole shape.When carrying out the underground hole group layout by the layout design method that has traditional large underground hole group now, generally only consider factors such as geostatic stress size and Orientation, rock mass discontinuity development characteristics, cavern's size, internal placement requirement, factors such as rock strength stress ratio, site district geostatic stress distribution characteristics are not considered.
Owing to do not consider this most important factor of rock strength stress ratio, layout by the definite large underground hole group master cavern of existing method is unreasonable, thereby may cause the underground hole group country rock under high-ground stress environment, the relatively low condition of country rock intensity that comparatively serious surrouding rock deformation breakoff phenomenon takes place after the cavern excavation off-load,, country rock pressure breaks big as the lax degree of depth of country rock rock burst, timeliness large deformation, country rock etc. threaten engineering safety also to cause the duration to lag behind and investment increases.
Very complicated as certain underground workshop geological conditions, the cavity group scale is big, actual measurement plant area major principal stress is 20.0～35.7MPa, belong to the high-ground stress condition together with power station, two beaches, waterfall ditch power station, power station, land owned by officials etc., but its rock uniaxiality strength only is 60～75MPa, and its rock strength is compared obviously on the low side.The large deformation of surrounding rock of chamber timeliness has appearred in the construction and excavation process, the obvious changing of the relative positions in high abutment wall crack, main building downstream haunch country rock cleavage fracture, rock mass scales off, 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, plastic zone connection between main cavern in the numerical computations model, 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 power station, two beaches, waterfall ditch power station, the power station, land owned by officials is serious, and by the surrouding rock deformation destructiveness of brae gusset rock (rock pillar) apparently higher than away from the brae side, the deformation failure degree of country rock is also apparently higher than general place near the larger structural plane, bring threat for surrounding rock of chamber stability and construction period personnel device security, make cavity group in the excavation supporting process, run into stern challenge, this project stops excavation and implements to add strong supporting for this reason, causes investment to increase, the about one-year age of duration hysteresis.Think the reason of above-mentioned deformation failure situation main with the geostatic stress height surrounding rock structure surface development such as relatively low, the tomography of rock strength and lamprophyre arteries and veins, factors such as the position, cavern is nearer far from the brae, cavern's spacing is too small, supporting relevant.
Therefore, must invent a kind of large underground hole group layout design method of more science, in order to when carrying out the underground hole group layout, consider rock fundamental strength, geostatic stress feature, these three key factors of rock mass discontinuity development characteristics and be easy to realization.
Summary of the invention
Technical problem to be solved by this invention provides a kind of more science and can reduce the large underground hole group layout design method of construction risk of design scheme that makes.
The present invention solves the large underground hole group layout design method that its technical problem adopts, at first determine position, main cavern, determine main cavern axis direction then, determine the rock pillar thickness between the main cavern again, determine main cavern hole shape at last, when definite main cavern axis direction, at first record construction place rock mass primary structure face trend and major principal stress orientation, determine main cavern axis direction with main cavern axis with the angle in rock mass primary structure face trend and major principal stress orientation, the angle of main cavern axis and rock mass primary structure face trend is not less than 40 °, and the angle in main cavern axis and major principal stress orientation is 0～40 °.
Further be, when position, definite main cavern, if construction ground is location, valley, river, with the brae to massif with interior riverbank geostatic stress be divided into geostatic stress district, river valley, away from the stress control zone primitively of river valley geomorgy, transition region three parts between the said two devices; Geostatic stress district, river valley further is divided into the stress relaxation district of area of stress concentration and a domatic band of riverbed one band again; Brae stress relaxation band and area of stress concentration should be avoided in the position of large underground hole group master cavern, and surpass the extremely unsettled transition of stress area edge of stress distribution.
Further be, when the rock strength stress ratio greater than 7.0 the time, the angle of main cavern axis and rock mass primary structure face trend is not less than 60 °; When the rock strength stress ratio was 2.0～4.0, the angle in main cavern axis and major principal stress orientation was more little in 15～40 ° of scope values and the more low value of rock strength stress ratio.
Further be that the major principal stress orientation is determined by the following method: when first principal stress and second principal stress answer value near the time, the orientation of the horizontal component the greater in selection first principal stress or the second principal stress is as the major principal stress orientation; Otherwise select the first principal stress orientation as the major principal stress orientation.
Further be that when the rock pillar thickness of determining between the main cavern, the rock pillar one-tenth-value thickness 1/10 is 1.0～2.5 times of average excavation span of adjacent main cavern and is 0.5～0.8 times of the greater height in adjacent two main caverns.
Further be, when the rock strength stress ratio is 2.0～4.0, the rock pillar one-tenth-value thickness 1/10 is taken as 2.0～2.5 times of average excavation span of adjacent main cavern, and the rock strength stress ratio was near near 2.0 o'clock values higher limit, the rock strength stress ratio is required to be 0.7～0.8 times of big cavern height simultaneously near near 4.0 o'clock values lower limit; The rock strength stress ratio is 4.0～7.0 o'clock, the rock pillar one-tenth-value thickness 1/10 is taken as 1.5～2.0 times of average excavation span of adjacent cavern, and the rock strength stress ratio near near 7.0 o'clock values lower limit, is required to be 0.6～0.7 times of big cavern height near near 4.0 o'clock values higher limit simultaneously; The rock strength stress ratio is greater than 7.0 o'clock, and the rock pillar one-tenth-value thickness 1/10 is taken as 1.0～1.5 times of average excavation span of adjacent cavern, and the rock strength stress ratio near 7.0 the time near higher limit value, be required to be 0.5～0.6 times of big cavern height simultaneously.
Further be, when definite main cavern hole shape, according to function main cavern is divided into underground main building, transformer chamber and down stream surge-chamber three classes, the hole shape of underground main building and transformer chamber is adopted circular arch stalk shape or avette, and down stream surge-chamber adopts cylindrical shape or gallery shape.
Further be that when the rock strength stress ratio was 2.0～4.0, down stream surge-chamber adopted cylindrical shape; When the rock strength stress ratio less than 2.0 the time, underground main building and transformer chamber adopt avette.。
Further be that the underground main building of circular arch stalk shape and the parameter of transformer chamber are determined in the following ways: the rock strength stress ratio is 2.0～4.0, and the crown ratio of rise to span of circular arch stalk shape section gets 1/3.0～1/3.5; The rock strength stress ratio is 4.0～7.0 o'clock, and the crown ratio of rise to span of circular arch stalk shape section gets 1/3.5～1/4.0; The rock strength stress ratio was greater than 7.0 o'clock, and the crown ratio of rise to span of circular arch stalk shape section gets 1/4.0～1/4.5.
The invention has the beneficial effects as follows: the large underground hole group layout design method that the present invention proposes, main base area stress characteristics, rock strength stress ratio and surrounding rock structure surface development feature are carried out the underground hole group layout design, its essence is according to the underground chamber architectural feature, surrounding rock structure feature and supporting capacity (rock strength), load characteristics (being geostatic stress) etc. is carried out the layout design of underground hole group, this method for arranging can comprehensively consider to influence the stable principal element of underground rock cavern, this most important factor of rock strength stress ratio particularly, carry out layout design according to this method for arranging, the design scheme that proposes with respect to traditional method for arranging is science more, particularly at the high-ground stress environment, under the relatively low condition of country rock intensity, can reduce the deformation failure phenomenon of underground hole group country rock country rock after the excavation off-load significantly or reduce its order of severity, can reduce the reinforcement support cost of country rock, reduce duration hysteresis risk, the construction period security risk, security of operation.
The specific embodiment
Below the invention will be further described.
The present invention at first determines position, main cavern, determine main cavern axis direction then, determine the rock pillar thickness between the main cavern again, determine main cavern hole shape at last, when position, definite main cavern, at first record the rock strength stress ratio on construction ground, when the rock strength stress ratio was 2.0～4.0, main cavern outer rim should be greater than 400m to the rock mass thickness of brae face; The rock strength stress ratio is 4.0～7.0 o'clock, and main cavern outer rim is 200～400m to the rock mass thickness value of brae face; The rock strength stress ratio was greater than 7.0 o'clock, and main cavern outer rim is 150～200m to the rock mass thickness of brae face.The rock strength stress ratio refers to the saturated uniaxial compressive strength of rock and the rock mass ratio of stress major principal stress value initially, consistent with the definition of " rock strength stress ratio " among the GB50287-2006 " hydraulic power project geological mapping standard ", also available " country rock strength-stress ratio ", " rock stress strength ratio ", " surrouding rock stress strength ratio " index substitute " rock stress strength ratio " among the present invention certainly.When carrying out 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 simultaneously, it is again the rock mass main foundation of stress grading initially, its physical significance is similar to the bearing capacity safety factor of underground rock cavern, be the rock strength stress ratio when high surrounding rock of chamber bearing capacity safety factor big, surrounding rock of chamber bearing capacity safety factor was little when the rock strength stress ratio was low.Judge in macroscopic view on the basis of underground hole group site district stress field feature, determine the position of underground hole group master cavern according to rock strength stress ratio and surrounding rock structure surface development feature.
In location, valley, river, can with the brae to massif with interior riverbank geostatic stress be divided into geostatic stress district, river valley, away from the stress control zone primitively of river valley geomorgy, transition region three parts between the said two devices.Geostatic stress district, river valley can further be divided into the stress relaxation district of area of stress concentration and a domatic band of riverbed one band again.Brae stress relaxation band and area of stress concentration should be avoided in the position of large underground hole group master cavern, and surpass the extremely unsettled transition of stress area edge of stress distribution.
The rock strength stress ratio is crossed when low (as less than 2.0, for ambient stress) highly, should not arrange large underground hole groups such as underground workshop; When the rock strength stress ratio is low (as 2.0～4.0, being the high-ground stress environment), large underground hole group master cavern outer rim should be greater than 400m to the rock mass thickness of brae face; (as 4.0～7.0, be medium ground stress environment) when the rock strength stress ratio is medium, the large underground hole group outer rim can be taken as 200～400m to the rock mass thickness of brae face; (as greater than 7.0, be low ground stress environment) when the rock strength stress ratio is high, large underground hole group master cavern outer rim is to the desirable 150～200m of rock mass thickness of brae face.The position of underground hole group master cavern should be avoided to oblique nuclear portion area and active fault, and the scales such as inactive regional faults, common tomography and influence band thereof of as far as possible avoiding are than the macrostructure face.
The method of the position, definite large underground hole group master cavern that the present invention proposes, determine the position of underground hole group master cavern according to site stress field feature, rock strength stress ratio and country rock structural feature, its essence is the layout design of carrying out underground hole group according to underground rock cavern architectural feature and supporting capacity (rock strength), load characteristics (being geostatic stress), the problem that can avoid traditional design method to cause.Organically combine the middle rock mass of GB50287-2006 " hydraulic power project geological mapping standard " stress grading mode initially, be applicable to the underground hole group layout design under the various geostatic stress levels.Proposed comparatively concrete quantizating index, be convenient to the designer and use.
Under the prerequisite that satisfies structure function and general arrangement requirement, according to the rock strength stress ratio and take into account the longitudinal axis orientation, main cavern that geostatic stress orientation, surrounding rock structure surface development feature are finally determined underground hole group.
When country rock primary structure face trend was than mitre with main cavern axis direction, structural plane often only occurred in regional area to the influence of cavity group, can guarantee 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 excavation back cavern's bias voltage and the factor of stress concentration, prevent rock burst or reduce the rock burst rank, reduce high abutment wall lateral deformation, thereby are conducive to the stable of high abutment 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 building the 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 °.Reduction along with the rock strength stress ratio, the deformation failure of surrounding rock of chamber is gradually from based on surrounding rock structure face control type, to structural plane and the compound control type transition of stress, until the deformation failure that takes place based on the Stress Control type, determine that according to the rock strength stress ratio method and the principle in longitudinal axis orientation, cavern is as follows:
When a) the rock strength stress ratio is big (as greater than 7.0, low ground stress environment), the deformation failure of surrounding rock of chamber is controlled by surrounding rock structure face factor mainly, the selection in longitudinal axis orientation, cavern is to consider the structural plane factor, under guaranteeing that angle that main cavern longitudinal axis and rock mass primary structure face move towards is greater than 60 ° prerequisite, the angle of taking into account main cavern longitudinal axis and major principal stress orientation 15～40 ° with interior value and as far as possible little, also note that the influence of structural plane;
When b) the rock strength stress ratio is medium (as 4.0～7.0, medium ground stress environment), the deformation failure of surrounding rock of chamber mainly shows as structural plane and the compound control type of stress but the structural plane factor is preponderated, all should pay attention to structural plane and geostatic stress factor when longitudinal axis orientation, cavern is selected, the angle that should guarantee main cavern longitudinal axis and rock mass primary structure face trend simultaneously greater than 40 °, and the angle in major principal stress orientation in 40 °;
When c) the rock strength stress ratio is low (as 2.0～4.0, the high-ground stress environment), the deformation failure of surrounding rock of chamber mainly shows as structural plane and the compound control type of stress, stress factors begins to bring into play leading role and two factors deterioration wall rock condition that can influence each other, medium rock burst may take place in hard rock, there are hard rock season cracking and secular distortion problem, moderate finite deformation may take place 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 more little in 15～30 ° of scope values and the more low value of rock strength stress ratio, and the angle of main cavern longitudinal axis and rock mass primary structure face trend is in value more than 40 °;
D) the rock strength stress ratio is crossed when low (as less than 2.0, ambient stress highly), the deformation failure deformation failure phenomenon of surrounding rock of chamber is serious, mainly show as the compound control type of structural plane and stress and destroy, deformation failure is ageing obviously, and hard rock may take place strongly～strong rock burst on active, large deformation or rheology may take place to continue in soft rock, should not arrange large underground hole group, mainly consider the geostatic stress factor when selecting longitudinal axis orientation, main cavern, can be parallel with the major principal stress orientation;
When e) longitudinal axis orientation, main cavern is selected, note also the influence of second principal stress, when first principal stress and second principal stress answer value near the time, according to first principal stress or second principal stress in horizontal component the greater be less angle, be than the principle of mitre with rock mass primary structure face and select longitudinal axis orientation, main cavern.
Determine rock pillar thickness between the underground hole group master cavern according to the rock strength stress ratio, the overall principle is: rock pillar thickness got the small value when the rock strength stress ratio was high, otherwise then got big value.The method in the longitudinal axis orientation, definite large underground hole group master cavern that the present invention proposes, base area stress characteristics, rock strength stress ratio and surrounding rock structure surface development feature are determined the longitudinal axis orientation of main cavern, its essence is the layout design of carrying out underground hole group according to underground rock cavern architectural feature and supporting capacity (rock strength), load characteristics (being geostatic stress), the problem that can avoid traditional design method to cause.
When design and construction rock pillar thickness, specify with the example that is defined as of rock pillar thickness between the underground workshop master cavern.When the distance between the main cavern of underground power house is big surrounding rock of chamber is stablized favourablely, can be reduced the risk that the rock pillar plastic zone between the main cavern is communicated with, but can corresponding increase construction investment and long-term electric energy loss.According to statistics, both at home and abroad the rock pillar thickness between the adjacent main cavern of large hydropower station underground power house is about 0.8～2.5 times (most of between 1～2 times) of the average excavation span of 0.5～0.8 times (most of between 0.6～0.8 times) of big cavern height and adjacent cavern.Therefore, might as well select rock pillar thickness according to the size of rock strength stress ratio again with 1.0～2.5 times of the average excavation span of adjacent cavern as main cavern rock pillar thickness a reference value, at last with 0.5～0.8 times of big cavern height as the verification index.Rock pillar thickness between the underground workshop master cavern is value as follows:
When a) the rock strength stress ratio is low (as 2.0～4.0, the high-ground stress environment), be taken as 2.0～2.5 times of average excavation span of adjacent cavern, and the rock strength stress ratio was near near 2.0 o'clock values higher limit, get during conditions permit as far as possible bigger to reduce the uncertain risk in the construction in later period process, the rock strength stress ratio was near near 4.0 o'clock values lower limit, and whether verification satisfies 0.7～0.8 times index request of big cavern height.According to said method the large hydropower station underground power house rock pillar thickness of Que Dinging is about 50～60m, on average excavates span and approaching than the rock pillar one-tenth-value thickness 1/10 between the main cavern of big cavern high computational by the cavern.
When b) the rock strength stress ratio is medium (as 4.0～7.0, medium ground stress environment), be taken as 1.5～2.0 times of average excavation span of adjacent cavern, and the rock strength stress ratio was near near 4.0 o'clock values higher limit, near near 7.0 o'clock values lower limit, and whether verification satisfied 0.6～0.7 times index request of big cavern height.With the average span 25m in cavern, the large hydropower station underground power house of height 70m is example, according to said method the large hydropower station underground power house rock pillar thickness of Que Dinging is about 40～50m, and on average excavates span and approaching than the rock pillar one-tenth-value thickness 1/10 between the main cavern of big cavern high computational by the cavern.
When c) the rock strength stress ratio is big when (as greater than 7.0), be taken as 1.0～1.5 times of average excavation span of adjacent cavern, and the rock strength stress ratio near 7.0 the time near higher limit value, and whether verification satisfies 0.5～0.6 times index request of big cavern height.Because the deformation failure of surrounding rock of chamber is controlled by the rock mass discontinuity factor mainly under this situation, the rock pillar one-tenth-value thickness 1/10 between the main cavern depends primarily on big cavern height.With the average span 25m in cavern, the large hydropower station underground power house of height 70m is example, and according to said method rock pillar thickness is about 35～40m between the main cavern of Que Dinging.
The method of the rock pillar thickness between definite large underground hole group master cavern that the present invention proposes, recently determine rock pillar thickness between the main cavern according to cavern's size and rock strength stress, its essence is architectural feature, surrounding rock structure feature and the supporting capacity (rock strength) according to underground chamber, the layout design that load characteristics (being geostatic stress) is carried out underground hole group, the problem that can avoid traditional design method to cause.
When definite main cavern hole shape, main cavern generally is divided into underground main building, transformer chamber and down stream surge-chamber three classes.Determine the reasonable hole shape of large underground hole according to rock strength stress, the overall principle is: the weak surrounding rock that the rock strength stress ratio is low should adopt oval or circular cross section; If adopt circular arch stalk shape section, should adopt bigger crown ratio of rise to span (ratio of rise and cavern span).
Being defined as example with the hole shape of large hydropower station underground power house three big caverns specifies.For ease of factors such as construction and crag crane girder structural configuration, underground main building and transformer chamber generally adopt circular arch stalk shape; When the rock strength stress ratio less than 2.0 the time, underground main 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 the high abutment wall of gallery shape surge-chamber and mid-board is lax and the block stable problem is comparatively outstanding, under the situation of geological conditions complexity, rock strength stress ratio low (as 2.0～4.0), should adopt the cylindrical shape surge-chamber.The crown ratio of rise to span method of determining underground workshop circular arch stalk shape section is: when the rock strength stress ratio is low (as 2.0～4.0), get 1/3.0～1/3.5; (as less than 4.0～7.0) got 1/3.5～1/4.0 when the rock strength stress ratio was medium; When (as greater than 7.0), get 1/4.0～1/4.5 when the rock strength stress ratio is big.
What the present invention proposed determines the method for large underground hole group master cavern hole shape according to the rock strength stress ratio, its essence is the layout design of carrying out underground hole group according to underground rock cavern supporting capacity (rock strength), the problem that can avoid traditional design method to cause.
Claims (9)
1. large underground hole group layout design method, at first determine position, main cavern, determine main cavern axis direction then, determine the rock pillar thickness between the main cavern again, determine main cavern hole shape at last, it is characterized in that: when definite main cavern axis direction, at first record construction place rock mass primary structure face trend and major principal stress orientation, determine main cavern axis direction with main cavern axis with the angle in rock mass primary structure face trend and major principal stress orientation, the angle of main cavern axis and rock mass primary structure face trend is not less than 40 °, and the angle in main cavern axis and major principal stress orientation is 0～40 °.
2. large underground hole group layout design method as claimed in claim 1, it is characterized in that: when position, definite main cavern, if construction ground is location, valley, river, with the brae to massif with interior riverbank geostatic stress be divided into geostatic stress district, river valley, away from the stress control zone primitively of river valley geomorgy, transition region three parts between the said two devices; Geostatic stress district, river valley further is divided into the stress relaxation district of area of stress concentration and a domatic band of riverbed one band again; Brae stress relaxation band and area of stress concentration should be avoided in the position of large underground hole group master cavern, and surpass the extremely unsettled transition of stress area edge of stress distribution.
3. large underground hole group layout design method as claimed in claim 1 is characterized in that: when the rock strength stress ratio greater than 7.0 the time, the angle of main cavern axis and rock mass primary structure face trend is not less than 60 °; When the rock strength stress ratio was 2.0～4.0, the angle in main cavern axis and major principal stress orientation was more little in 15～40 ° of scope values and the more low value of rock strength stress ratio.
4. large underground hole group layout design method as claimed in claim 1, it is characterized in that: the major principal stress orientation is determined by the following method: when first principal stress and second principal stress answer value near the time, the orientation of the horizontal component the greater in selection first principal stress or the second principal stress is as the major principal stress orientation; Otherwise select the first principal stress orientation as the major principal stress orientation.
5. large underground hole group layout design method as claimed in claim 1, it is characterized in that: when the rock pillar thickness of determining between the main cavern, the rock pillar one-tenth-value thickness 1/10 is 1.0～2.5 times of average excavation span of adjacent main cavern and is 0.5～0.8 times of the greater height in adjacent two main caverns.
6. large underground hole group layout design method as claimed in claim 5, it is characterized in that: when the rock strength stress ratio is 2.0～4.0, the rock pillar one-tenth-value thickness 1/10 is taken as 2.0～2.5 times of average excavation span of adjacent main cavern, and the rock strength stress ratio was near near 2.0 o'clock values higher limit, the rock strength stress ratio is required to be 0.7～0.8 times of big cavern height simultaneously near near 4.0 o'clock values lower limit; The rock strength stress ratio is 4.0～7.0 o'clock, the rock pillar one-tenth-value thickness 1/10 is taken as 1.5～2.0 times of average excavation span of adjacent cavern, and the rock strength stress ratio near near 7.0 o'clock values lower limit, is required to be 0.6～0.7 times of big cavern height near near 4.0 o'clock values higher limit simultaneously; The rock strength stress ratio is greater than 7.0 o'clock, and the rock pillar one-tenth-value thickness 1/10 is taken as 1.0～1.5 times of average excavation span of adjacent cavern, and the rock strength stress ratio near 7.0 the time near higher limit value, be required to be 0.5～0.6 times of big cavern height simultaneously.
7. as the described large underground hole group layout design of the arbitrary claim of claim 1 to 6 method, it is characterized in that: when definite main cavern hole shape, according to function main cavern is divided into underground main building, transformer chamber and down stream surge-chamber three classes, the hole shape of underground main building and transformer chamber is adopted circular arch stalk shape or avette, and down stream surge-chamber adopts cylindrical shape or gallery shape.
8. large underground hole group layout design method as claimed in claim 7 is characterized in that: when the rock strength stress ratio was 2.0～4.0, down stream surge-chamber adopted cylindrical shape; When the rock strength stress ratio less than 2.0 the time, underground main building and transformer chamber adopt avette.
9. large underground hole group layout design method as claimed in claim 7, it is characterized in that: the underground main building of circular arch stalk shape and the parameter of transformer chamber are determined in the following ways: the rock strength stress ratio is 2.0～4.0, and the crown ratio of rise to span of circular arch stalk shape section gets 1/3.0～1/3.5; The rock strength stress ratio is 4.0～7.0 o'clock, and the crown ratio of rise to span of circular arch stalk shape section gets 1/3.5～1/4.0; The rock strength stress ratio was greater than 7.0 o'clock, and the crown ratio of rise to span of circular arch stalk shape section gets 1/4.0～1/4.5.
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN104005777A (en) * | 2014-05-28 | 2014-08-27 | 中国电建集团成都勘测设计研究院有限公司 | Large-sized underground cavern group arrangement designing method |
| CN104005776A (en) * | 2014-05-28 | 2014-08-27 | 中国电建集团成都勘测设计研究院有限公司 | Large-sized underground cavern group arrangement method |
| CN105089024A (en) * | 2015-07-22 | 2015-11-25 | 中国电建集团贵阳勘测设计研究院有限公司 | Underground powerhouse wire outgoing arrangement mode and structure |
| WO2015188693A1 (en) * | 2014-06-13 | 2015-12-17 | 长江勘测规划设计研究有限责任公司 | Construction layout of underground nuclear power station nuclear island plant underground cavern group being perpendicular to mountain depth direction |
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| CN106638508A (en) * | 2016-11-18 | 2017-05-10 | 中国电建集团成都勘测设计研究院有限公司 | Method for selecting axis of large cavern under high ground stress condition |
| CN110569606A (en) * | 2019-09-11 | 2019-12-13 | 长江水利委员会长江科学院 | Method for quantitatively designing axis arrangement of large-scale underground cavern in hard rock in canyon high-stress region |
| CN113153348A (en) * | 2020-10-23 | 2021-07-23 | 中国电建集团华东勘测设计研究院有限公司 | Method for comparing and selecting underground cavern group arrangement schemes under high ground stress condition |
Families Citing this family (1)
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|---|---|---|---|---|
| CN110595887B (en) * | 2019-09-11 | 2020-12-22 | 长江水利委员会长江科学院 | Quantitative evaluation method for cave forming conditions of shallow hard rock large-scale underground cavern |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6131594A (en) * | 1984-07-23 | 1986-02-14 | 東京電力株式会社 | Bypass tunnel construction method |
| JPS6168997A (en) * | 1984-09-12 | 1986-04-09 | 田代 栄一 | Underground common duct |
| CN1587643A (en) * | 2004-09-02 | 2005-03-02 | 同济大学 | Digging method for shallow underground hole |
| CN102733817A (en) * | 2012-06-18 | 2012-10-17 | 重庆交通建设(集团)有限责任公司 | Method for determining construction sizes of tunnel and cavern |
-
2013
- 2013-06-14 CN CN201310234638.7A patent/CN103291316B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6131594A (en) * | 1984-07-23 | 1986-02-14 | 東京電力株式会社 | Bypass tunnel construction method |
| JPS6168997A (en) * | 1984-09-12 | 1986-04-09 | 田代 栄一 | Underground common duct |
| CN1587643A (en) * | 2004-09-02 | 2005-03-02 | 同济大学 | Digging method for shallow underground hole |
| CN102733817A (en) * | 2012-06-18 | 2012-10-17 | 重庆交通建设(集团)有限责任公司 | Method for determining construction sizes of tunnel and cavern |
Non-Patent Citations (3)
| Title |
|---|
| 宋建波等: "《岩体地基极限承载力》", 31 December 2009, 地质出版社 * |
| 张孝松: "龙滩水电站地下洞室群布置及监控设计", 《岩石力学与工程学报》 * |
| 谷兆祺，彭守拙，李仲奎: "《地下洞室工程》", 31 May 1994, 清华大学出版 * |
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| CN104005777A (en) * | 2014-05-28 | 2014-08-27 | 中国电建集团成都勘测设计研究院有限公司 | Large-sized underground cavern group arrangement designing method |
| CN104005776A (en) * | 2014-05-28 | 2014-08-27 | 中国电建集团成都勘测设计研究院有限公司 | Large-sized underground cavern group arrangement method |
| CN104005776B (en) * | 2014-05-28 | 2016-03-09 | 中国电建集团成都勘测设计研究院有限公司 | A kind of large-scale underground cavern group arrangement method |
| CN104005777B (en) * | 2014-05-28 | 2016-08-17 | 中国电建集团成都勘测设计研究院有限公司 | A kind of large-scale underground cavern group arrangement design method |
| WO2015188693A1 (en) * | 2014-06-13 | 2015-12-17 | 长江勘测规划设计研究有限责任公司 | Construction layout of underground nuclear power station nuclear island plant underground cavern group being perpendicular to mountain depth direction |
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| CN105089024A (en) * | 2015-07-22 | 2015-11-25 | 中国电建集团贵阳勘测设计研究院有限公司 | Underground powerhouse wire outgoing arrangement mode and structure |
| CN106638508A (en) * | 2016-11-18 | 2017-05-10 | 中国电建集团成都勘测设计研究院有限公司 | Method for selecting axis of large cavern under high ground stress condition |
| CN106638508B (en) * | 2016-11-18 | 2019-03-08 | 中国电建集团成都勘测设计研究院有限公司 | Huge underground cavity axis selection method under large ground pressure |
| CN110569606A (en) * | 2019-09-11 | 2019-12-13 | 长江水利委员会长江科学院 | Method for quantitatively designing axis arrangement of large-scale underground cavern in hard rock in canyon high-stress region |
| CN113153348A (en) * | 2020-10-23 | 2021-07-23 | 中国电建集团华东勘测设计研究院有限公司 | Method for comparing and selecting underground cavern group arrangement schemes under high ground stress condition |
| CN113153348B (en) * | 2020-10-23 | 2024-05-10 | 中国电建集团华东勘测设计研究院有限公司 | Underground cavern group arrangement scheme comparison and selection method under high ground stress condition |
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