CN103291316B - Large-scale underground cavern group arrangement design method - Google Patents
Large-scale underground cavern group arrangement design method Download PDFInfo
- Publication number
- CN103291316B CN103291316B CN201310234638.7A CN201310234638A CN103291316B CN 103291316 B CN103291316 B CN 103291316B CN 201310234638 A CN201310234638 A CN 201310234638A CN 103291316 B CN103291316 B CN 103291316B
- Authority
- CN
- China
- Prior art keywords
- cavern
- stress
- main
- rock
- underground
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Landscapes
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a kind of in Hydraulic and Hydro-Power Engineering, the large-scale underground cavern group arrangement design method of underground storage engineering application, this layout design method can comprehensively be considered to affect the stable principal element of underground rock cavern, particularly this most important factor of rock strength stress ratio, make large-scale underground cavern group arrangement design scheme more science, the factor considered is more comprehensive, first position, main cavern is determined, then main cavern axis direction is determined, determine the thickness between main cavern again, finally determine main cavern hole shape, when determining main cavern's axis direction, first construction place rock mass primary structure face trend and major principal stress orientation is recorded, main cavern axis direction is determined with the angle in rock mass primary structure face trend and major principal stress orientation with main cavern axis, the angle that main cavern axis and rock mass primary structure face are moved towards is not less than 40 °, the angle in main cavern axis and major principal stress orientation is 0 ~ 40 °.
Description
Technical field
The present invention relates to a kind of underground chamber method for arranging, especially a kind of large-scale underground cavern group arrangement 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, 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 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.By rational layout design, and take reasonably to excavate and after supporting measure, the stable and safety problem of the stable of large underground hole group country rock and safety problem, particularly high-ground stress environment large underground hole group country rock can be solved preferably.Therefore, rational layout design is the prerequisite ensureing large underground hole group adjoining rock stability and safety.
The layout design of underground hole group comprises the working contents such as determination of position, cavern, cavern's longitudinal axis, cavern's spacing and hole shape.When carrying out underground hole group layout by the layout design method of existing traditional large underground hole group, the factor such as general only consideration geostatic stress size and Orientation, rock mass discontinuity development characteristics, cavern's size, internal placement requirement, does not pay attention to factors such as rock strength stress ratio, site district geostatic stress distribution characteristics.
Owing to not considering this most important factor of rock strength stress ratio, the layout of the main cavern of the large underground hole group determined by existing method is unreasonable, thus may cause the underground hole group country rock 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 breaks etc., threaten engineering safety and cause duration delayed and investment to increase.
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, its rock strength is compared obviously on the low side.The large deformation of surrounding rock of chamber timeliness has been there is in construction and excavation process, the obvious changing of the relative positions in high side wall crack, main building downstream haunch country rock cleavage fracture, 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, and by the failure and deformation of surrounding rocks degree of brae gusset rock (rock pillar) apparently higher than away from side, brae, near larger structural plane, the deformation failure degree of country rock is also apparently higher than general place, threat is brought safely to stability of tunnel and construction period personnel equipment, cavity group is made to encounter stern challenge in excavation and support processes, this project stops excavation implementing strengthening supporting for this reason, investment is caused to increase, duration delayed about one-year age.Think the reason of above-mentioned deformation failure situation main and surrounding rock structure surface development, the cavern positions such as rock strength relatively low, tomography and lamprophyre veins high with geostatic stress close to brae, the factor such as too small, the supporting of cavern's spacing is relevant.
Therefore, a kind of large-scale underground cavern group arrangement design method of more science must be invented, to consider rock fundamental strength, ground stress characteristics, these three key factors of rock mass discontinuity development characteristics be easy to realize when carrying out underground hole group and arranging.
Summary of the invention
Technical problem to be solved by this invention is to provide and a kind ofly makes design scheme more science can reduce the large-scale underground cavern group arrangement design method of construction risk.
The present invention solves the large-scale underground cavern group arrangement design method that its technical problem adopts, first position, main cavern is determined, then main cavern axis direction is determined, determine the thickness between main cavern again, finally determine main cavern hole shape, when determining main cavern's axis direction, first construction place rock mass primary structure face trend and major principal stress orientation is recorded, main cavern axis direction is determined with the angle in rock mass primary structure face trend and major principal stress orientation with main cavern axis, the angle that main cavern axis and rock mass primary structure face are moved towards is not less than 40 °, the angle in main cavern axis and major principal stress orientation is 0 ~ 40 °.
Be further, when determining main position, cavern, if construction ground is river gorge segment, the riverbank geostatic stress within brae to massif is divided into geostatic stress district, river valley, away from transition of stress district three part between the stress control zone primitively of river valley geomorgy, said two devices; Geostatic stress district, river valley again Further Division is the area of stress concentration of riverbed one band and the stress relaxation area of a domatic band; The stress relaxation area of a domatic band and the area of stress concentration of riverbed one band should be avoided in the position of the main cavern of large underground hole group, and exceed the transition of stress area edge of stress distribution extremely unstable.
Further, when rock strength stress ratio is greater than 7.0, the angle that main cavern axis and rock mass primary structure face are moved towards is not less than 60 °; When rock strength stress ratio is 2.0 ~ 4.0, the angle in main cavern axis and major principal stress orientation is 15 ~ 40 ° of scope values and the lower value of rock strength stress ratio is less.
Further, major principal stress orientation is determined by the following method: when first principal stress and second principal stress stress level close to time, select the orientation of the horizontal component the greater in first principal stress or second principal stress as major principal stress orientation; Otherwise select first principal stress orientation as major principal stress orientation.
Further, when determining the thickness between main cavern, thickness value is 1.0 ~ 2.5 times of the average excavation span of adjacent main cavern and is 0.5 ~ 0.8 times of the greater height in adjacent Liang Gezhu cavern.
Be further, when rock strength stress ratio is 2.0 ~ 4.0, thickness value is taken as 2.0 ~ 2.5 times of the average excavation span of adjacent main cavern, and rock strength stress ratio close to 2.0 time near higher limit value, rock strength stress ratio close to 4.0 time near lower limit value, be required to be 0.7 ~ 0.8 times of larger cavern height simultaneously; When rock strength stress ratio is 4.0 ~ 7.0, thickness value is taken as 1.5 ~ 2.0 times of the average excavation span of adjacent cavern, and rock strength stress ratio close to 4.0 time near higher limit value, close to 7.0 time near lower limit value, be required to be 0.6 ~ 0.7 times of larger cavern height simultaneously; When rock strength stress ratio is greater than 7.0, thickness value is taken as 1.0 ~ 1.5 times of the average excavation span of adjacent cavern, and rock strength stress ratio near 7.0 time near higher limit value, be required to be 0.5 ~ 0.6 times of larger cavern height simultaneously.
Be further, when determining main cavern hole shape, according to function, main cavern is divided into Main Underground factory building, transformer chamber and down stream surge-chamber three class, the hole shape of Main Underground factory building and transformer chamber adopts circular arch stalk shape or avette, and down stream surge-chamber adopts cylindrical shape or gallery shape.
Further, when rock strength stress ratio is 2.0 ~ 4.0, down stream surge-chamber adopts cylindrical shape; When rock strength stress ratio is less than 2.0, Main Underground factory building and transformer chamber adopt avette.
Further, the Main Underground factory building of circular arch stalk shape and the parameter of transformer chamber are determined in the following ways: 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; When rock strength stress ratio is 4.0 ~ 7.0, the crown ratio of rise to span of circular arch stalk shape section gets 1/3.5 ~ 1/4.0; When rock strength stress ratio is greater than 7.0, 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-scale underground cavern group arrangement design method that the present invention proposes, main base area stress characteristics, rock strength stress ratio and wall rock structure face development characteristics carry out underground hole group layout design, its essence is according to underground chamber architectural feature, surrounding rock structure feature and supporting capacity (rock strength), load characteristics (i.e. geostatic stress) etc. carries out the layout design of underground hole group, this method for arranging can comprehensively be considered to affect the stable principal element of underground rock cavern, particularly this most important factor of rock strength stress ratio, layout design is carried out according to this method for arranging, relative to the design scheme more science that traditional method for arranging proposes, particularly at high-ground stress environment, under the relatively low condition of Surrounding Rock Strength, significantly can reduce the deformation failure phenomenon of underground hole group country rock country rock after excavate and unload or reduce its order of severity, the strengthening supporting cost of country rock can be reduced, reduce duration delayed risk, construction period security risk, security of operation.
Detailed description of the invention
The invention will be further described below.
First the present invention determines position, main cavern, then main cavern axis direction is determined, determine the thickness between main cavern again, finally determine main cavern hole shape, when determining main position, cavern, first record the rock strength stress ratio of construction ground, when rock strength stress ratio is 2.0 ~ 4.0, main cavern outer rim should be greater than 400m to the rock mass thickness in face, brae; When rock strength stress ratio is 4.0 ~ 7.0, main cavern outer rim is 200 ~ 400m to the rock mass thickness value in face, brae; When rock strength stress ratio is greater than 7.0, main cavern outer rim is 150 ~ 200m to the rock mass thickness in face, brae.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 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 simultaneously, 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.Judge on the basis of underground hole group site district stress field feature in macroscopic view, according to the position of rock strength stress ratio and the main cavern of wall rock structure face development characteristics determination underground hole group.
At river gorge segment, the riverbank geostatic stress within brae to massif can be divided into geostatic stress district, river valley, away from transition of stress district three part between the stress control zone primitively of river valley geomorgy, said two devices.Geostatic stress district, river valley can Further Division be the area of stress concentration of riverbed one band and the stress relaxation area of a domatic band again.The stress relaxation area of a domatic band and the area of stress concentration of riverbed one band should be avoided in the position of the main cavern of large underground hole group, and exceed the transition of stress area edge of stress distribution extremely unstable.
When rock strength stress ratio is too low (as be less than 2.0, for highly ambient stress), the large underground hole groups such as underground workshop should not be arranged; When rock strength stress ratio is lower (as 2.0 ~ 4.0, being high-ground stress environment), large underground hole group main cavern outer rim should be greater than 400m to the rock mass thickness in face, brae; When rock strength stress ratio is medium (as 4.0 ~ 7.0, being medium ground stress environment), large underground hole group outer rim can be taken as 200 ~ 400m to the rock mass thickness in face, brae; During rock strength stress ratio height (as be greater than 7.0, and be lower earth stress environment), large underground hole group main cavern outer rim is to the desirable 150 ~ 200m of rock mass thickness in face, brae.The position of the main cavern of underground hole group should be avoided, to oblique area, core portion and active fault, avoiding the scale comparatively macrostructure faces such as inactive region tomography, common tomography and influence zone thereof as far as possible.
The method of the position, determination large underground hole group main cavern that the present invention proposes, according to the position of site stress field feature, rock strength stress ratio and the main cavern of country rock structural feature determination underground hole group, 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 (i.e. geostatic stress), can avoid the problem that traditional design method may cause.Organically combine rock mass initial field stress hierarchical approaches in GB50287-2006 " hydraulic power project geological mapping specification ", be applicable to the underground hole group layout design under various geostatic stress level.Propose comparatively concrete quantizating index, be convenient to designer's application.
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.
According to the thickness between the main cavern of rock strength stress ratio determination underground hole group, the overall principle is: during rock strength stress ratio height, thickness gets the small value, otherwise then takes large values.The method in the longitudinal axis orientation, determination large underground hole group main cavern that the present invention proposes, base area stress characteristics, rock strength stress ratio and wall rock structure face development characteristics determine 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 (i.e. geostatic stress), can avoid the problem that traditional design method may cause.
When designing and constructing thickness, illustrate with the example that is defined as of thickness between the main cavern of underground workshop.Distance between the main cavern of underground power house is favourable to Stability of Excavation Surrounding time larger, can reduce the risk that the rock pillar plastic zone between main cavern is communicated with, but can corresponding increase construction investment and long-term electric energy loss.According to statistics, the thickness between domestic and international large hydropower station underground power house adjacent main cavern is about 0.8 ~ 2.5 times (major part is between 1 ~ 2 times) of 0.5 ~ 0.8 times (major part is between 0.6 ~ 0.8 times) of large cavern height and the average excavation span of adjacent cavern.Therefore, using 1.0 ~ 2.5 times of the average excavation span of adjacent cavern as main cavern thickness a reference value, then thickness might as well be selected according to the size of rock strength stress ratio, finally using 0.5 ~ 0.8 times of larger cavern height as verification index.Thickness value as follows between the main cavern of underground workshop:
A) (as 2.0 ~ 4.0 when rock strength stress ratio is lower, high-ground stress environment), be taken as 2.0 ~ 2.5 times of the average excavation span of adjacent cavern, and rock strength stress ratio close to 2.0 time near higher limit value, get larger with the uncertainty and risk reduced in construction in later period process during conditions permit as far as possible, rock strength stress ratio close to 4.0 time near lower limit value, and whether verification meets the index request of 0.7 ~ 0.8 times of larger cavern height.The large hydropower station underground power house thickness according to said method determined is about 50 ~ 60m, and the thickness value between the main cavern of on average excavating span and larger cavern high computational by cavern is close.
B) (as 4.0 ~ 7.0 when rock strength stress ratio is medium, medium ground stress environment), be taken as 1.5 ~ 2.0 times of the average excavation span of adjacent cavern, and rock strength stress ratio close to 4.0 time near higher limit value, close to 7.0 time near lower limit value, and whether verification meets the index request of 0.6 ~ 0.7 times of larger cavern height.With cavern average span 25m, the large hydropower station underground power house of height 70m is example, the large hydropower station underground power house thickness according to said method determined is about 40 ~ 50m, and thickness value between the main cavern of on average excavating span and larger cavern high computational by cavern is close.
C) when rock strength stress ratio is larger time (as being greater than 7.0), be taken as 1.0 ~ 1.5 times of the average excavation span of adjacent cavern, and rock strength stress ratio near 7.0 time near higher limit value, and whether verification meets the index request of 0.5 ~ 0.6 times of larger cavern height.Because the deformation failure of surrounding rock of chamber in this situation is mainly by rock mass discontinuity factor controlling, the thickness value between main cavern depends primarily on larger cavern height.With cavern average span 25m, the large hydropower station underground power house of height 70m is example, and between the main cavern according to said method determined, thickness is about 35 ~ 40m.
The method of the thickness between the main cavern of determination large underground hole group that the present invention proposes, the thickness between main cavern is determined according to cavern's size and rock strength stress ratio, the layout design that its essence is architectural feature, surrounding rock structure feature and supporting capacity (rock strength) according to underground chamber, load characteristics (i.e. geostatic stress) carries out underground hole group, can avoid the problem that traditional design method may cause.
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.
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 method according to rock strength stress ratio determination large underground hole group main cavern hole shape that the present invention proposes, its essence is the layout design of carrying out underground hole group according to underground rock cavern supporting capacity (rock strength), can avoid the problem that traditional design method may cause.
Claims (8)
1. large-scale underground cavern group arrangement design method, first position, main cavern is determined, then main cavern axis direction is determined, determine the thickness between main cavern again, finally determine main cavern hole shape, it is characterized in that: when determining main cavern's axis direction, first construction place rock mass primary structure face trend and major principal stress orientation is recorded, main cavern axis direction is determined with the angle in rock mass primary structure face trend and major principal stress orientation with main cavern axis, the angle that main cavern axis and rock mass primary structure face are moved towards is not less than 40 °, the angle in main cavern axis and major principal stress orientation is 0 ~ 40 °, when rock strength stress ratio is greater than 7.0, the angle that main cavern axis and rock mass primary structure face are moved towards is not less than 60 °, when rock strength stress ratio is 2.0 ~ 4.0, the angle in main cavern axis and major principal stress orientation is 15 ~ 40 ° of scope values and the lower value of rock strength stress ratio is less.
2. large-scale underground cavern group arrangement design method as claimed in claim 1, it is characterized in that: when determining main position, cavern, if construction ground is river gorge segment, the riverbank geostatic stress within brae to massif is divided into geostatic stress district, river valley, away from transition of stress district three part between the stress control zone primitively of river valley geomorgy, said two devices; Geostatic stress district, river valley again Further Division is the area of stress concentration of riverbed one band and the stress relaxation area of a domatic band; The stress relaxation area of a domatic band and the area of stress concentration of riverbed one band should be avoided in the position of the main cavern of large underground hole group, and exceed the transition of stress area edge of stress distribution extremely unstable.
3. large-scale underground cavern group arrangement design method as claimed in claim 1, it is characterized in that: major principal stress orientation is determined by the following method: when first principal stress and second principal stress stress level close to time, select the orientation of the horizontal component the greater in first principal stress or second principal stress as major principal stress orientation; Otherwise select first principal stress orientation as major principal stress orientation.
4. large-scale underground cavern group arrangement design method as claimed in claim 1, it is characterized in that: when determining the thickness between main cavern, thickness value is 1.0 ~ 2.5 times of the average excavation span of adjacent main cavern and is 0.5 ~ 0.8 times of the greater height in adjacent Liang Gezhu cavern.
5. large-scale underground cavern group arrangement design method as claimed in claim 4, it is characterized in that: when rock strength stress ratio is 2.0 ~ 4.0, thickness value is taken as 2.0 ~ 2.5 times of the average excavation span of adjacent main cavern, and rock strength stress ratio close to 2.0 time near higher limit value, rock strength stress ratio close to 4.0 time near lower limit value, be required to be 0.7 ~ 0.8 times of larger cavern height simultaneously; When rock strength stress ratio is 4.0 ~ 7.0, thickness value is taken as 1.5 ~ 2.0 times of the average excavation span of adjacent cavern, and rock strength stress ratio close to 4.0 time near higher limit value, close to 7.0 time near lower limit value, be required to be 0.6 ~ 0.7 times of larger cavern height simultaneously; When rock strength stress ratio is greater than 7.0, thickness value is taken as 1.0 ~ 1.5 times of the average excavation span of adjacent cavern, and rock strength stress ratio near 7.0 time near higher limit value, be required to be 0.5 ~ 0.6 times of larger cavern height simultaneously.
6. the large-scale underground cavern group arrangement design method as described in claim as arbitrary in claim 1 to 5, it is characterized in that: when determining main cavern hole shape, according to function, main cavern is divided into Main Underground factory building, transformer chamber and down stream surge-chamber three class, the hole shape of Main Underground factory building and transformer chamber adopts circular arch stalk shape or avette, and down stream surge-chamber adopts cylindrical shape or gallery shape.
7. large-scale underground cavern group arrangement design method as claimed in claim 6, is characterized in that: when rock strength stress ratio is 2.0 ~ 4.0, and down stream surge-chamber adopts cylindrical shape; When rock strength stress ratio is less than 2.0, Main Underground factory building and transformer chamber adopt avette.
8. large-scale underground cavern group arrangement design method as claimed in claim 6, it is characterized in that: the Main Underground factory building of circular arch stalk shape and the parameter of transformer chamber are determined in the following ways: rock strength stress ratio is 2.0 ~ 4.0, the crown ratio of rise to span of circular arch stalk shape section gets 1/3.0 ~ 1/3.5; When rock strength stress ratio is 4.0 ~ 7.0, the crown ratio of rise to span of circular arch stalk shape section gets 1/3.5 ~ 1/4.0; When rock strength stress ratio is greater than 7.0, the crown ratio of rise to span of circular arch stalk shape section gets 1/4.0 ~ 1/4.5.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310234638.7A CN103291316B (en) | 2013-06-14 | 2013-06-14 | Large-scale underground cavern group arrangement design method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310234638.7A CN103291316B (en) | 2013-06-14 | 2013-06-14 | Large-scale underground cavern group arrangement design method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103291316A CN103291316A (en) | 2013-09-11 |
| CN103291316B true CN103291316B (en) | 2015-12-09 |
Family
ID=49092778
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201310234638.7A Active CN103291316B (en) | 2013-06-14 | 2013-06-14 | Large-scale underground cavern group arrangement design method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103291316B (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110595887A (en) * | 2019-09-11 | 2019-12-20 | 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 |
Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| RU2648775C1 (en) * | 2014-06-13 | 2018-03-28 | Чанцзян Сервей Плэннинг Дизайн Энд Рисерч Ко., Лтд. | Construction scheme of group of underground workings for installations of radiation part of underground nuclear power plant located perpendicularly to direction of mountain inland |
| RU2651820C1 (en) * | 2014-06-13 | 2018-04-24 | Чанцзян Сервей Плэннинг Дизайн Энд Рисерч Ко., Лтд. | Rings construction scheme of underground workings group of radiation part of underground nuclear power plant |
| CN105089024B (en) * | 2015-07-22 | 2017-09-12 | 中国电建集团贵阳勘测设计研究院有限公司 | Underground power house outlet arrangement and structure |
| 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 |
| CN110569606B (en) * | 2019-09-11 | 2020-12-22 | 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 |
| 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 |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
Family Cites Families (2)
| 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 |
-
2013
- 2013-06-14 CN CN201310234638.7A patent/CN103291316B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 (1)
| Title |
|---|
| 龙滩水电站地下洞室群布置及监控设计;张孝松;《岩石力学与工程学报》;20051130;第24卷(第21期);第3983－3989页 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110595887A (en) * | 2019-09-11 | 2019-12-20 | 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 |
| 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN103291316A (en) | 2013-09-11 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103291331B (en) | Underground cavern group layout method | |
| CN103291316B (en) | Large-scale underground cavern group arrangement design method | |
| CN103266902B (en) | Layout design method of underground cavern group | |
| CN103291332B (en) | Large-scale underground cavern group arrangement method | |
| CN104005777B (en) | A kind of large-scale underground cavern group arrangement design method | |
| CN106529052B (en) | Primary support design calculation method for tunnel primary support bearing all design loads | |
| Ma et al. | Comprehensive analysis of the surrounding rock mass stability in the underground caverns of Jinping I hydropower station in Southwest China | |
| Zhang et al. | Pillar stability of salt caverns used for gas storage considering sedimentary rhythm of the interlayers | |
| Zhang et al. | Research on anchoring effect and failure mechanism of hard interlayers in the cavern pillar of underground gas storage in bedded salt formations | |
| Zhang et al. | Surrounding rock stability of horizontal cavern reconstructed for gas storage | |
| CN104005776B (en) | A kind of large-scale underground cavern group arrangement method | |
| CN203822325U (en) | Steel grating steel arch frame combined support for initial stage of expansibility soil layer tunnel | |
| CN202810873U (en) | Pipe curtain connection buckle | |
| CN109915182B (en) | Design parameter determination method for deep-buried large-span underground cavern group | |
| Cheng et al. | Stability analysis regarding underground cavern group of Songyang pumped storage power station | |
| CN102518147B (en) | Anchoring and retaining structure for reducing support height of existing overhigh retaining wall | |
| CN205134355U (en) | A foundation structure for shallow overburden wind generating set | |
| CN106638508A (en) | Method for selecting axis of large cavern under high ground stress condition | |
| CN201330388Y (en) | Pumped storage power station buried steel bifurcated pipe and wall rock union forced structure | |
| Zhang et al. | Optimization of geometric shape of Xiamen arch dam | |
| Xu et al. | Stress and Deformation Analysis for the Concrete Face Rockfill Dam of Wuyue Pumped Storage Power Station | |
| CN106777655B (en) | Method and device for calculating equivalent mining thickness ratio of coal mine goaf of overhead transmission line | |
| Zhang et al. | Application of double-enlarged excavation foundation in transmission line engineering | |
| Gu et al. | Morphology design and stability evaluation of double-well gas storage salt cave | |
| Zhao et al. | Research on collapse failure process and mechanism of earthen sites under the action of capillary water |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C53 | Correction of patent for invention or patent application | ||
| CB02 | Change of applicant information |
Address after: The North Qingyang District of Chengdu City, Sichuan Province, No. 610072 Applicant after: Chengdu Hydroelectric Investigation & Design Institute of SPC Address before: The North Qingyang District of Chengdu City, Sichuan Province, No. 610072 Applicant before: Chengdu Hydroelectric Investigation & Design Institute of China Hydropower Consu |
|
| COR | Change of bibliographic data |
Free format text: CORRECT: APPLICANT; FROM: CHENGDU HYDROELECTRIC INVESTIGATION + DESIGN INSTITUTE OF CHINA HYDROPOWER CONSU TO: CHENGDU HYDROELECTRIC INVESTIGATION + DESIGN INSTITUTE OF SPC |
|
| C53 | Correction of patent for invention or patent application | ||
| CB02 | Change of applicant information |
Address after: The North Qingyang District of Chengdu City, Sichuan Province, No. 610072 Applicant after: Co., Ltd of Chengdu survey and design academy of electricity Jian group of China Address before: The North Qingyang District of Chengdu City, Sichuan Province, No. 610072 Applicant before: Chengdu Hydroelectric Investigation & Design Institute of SPC |
|
| COR | Change of bibliographic data |
Free format text: CORRECT: APPLICANT; FROM: CHENGDU HYDROELECTRIC INVESTIGATION + DESIGN INSTITUTE OF SPC TO: CHINA POWER GROUP CHENGDU INVESTIGATION DESIGN + RESEARCH INSTITUTE CO., LTD. |
|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |