CN109915182A - Buried large-span underground chamber group design parameter determines method - Google Patents
Buried large-span underground chamber group design parameter determines method Download PDFInfo
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Abstract
The present invention provides a kind of buried large-span underground chamber group design parameters to determine method, pass through the overall target IPS of design, for determining under condition of high ground stress, the basic design parameters of large-span underground chamber group can be designed widely using with the buried Underground Tunnels Group in each field.The described method comprises the following steps: step 1, the maximum principal stress of crustal stress is surveyed according to Engineering Zone, sillar opens resistance to spalling, Brittleness factor B DF behind peak, calculate obtain open split peak after stress ratio IPS；Step 2, according to maximum principal stress and open split peak after stress ratio IPS determine spacing between two adjacent Large span caverns, hole axis, and determine crown and the Support types of abutment wall, anchorage cable stretching tonnage, excavation in layers height.
Description
Technical field
The present invention relates to a kind of underground engineering design technical fields more particularly to a kind of buried large-span underground chamber group to set
Count parameter determination method.
Background technique
GB20287-2006 " hydro-electric power project geological mapping specification " has carried out grade classification to rock mass initial field stress,
Partitioning standards are Engineering Zone actual measurement the ratio between maximum principal stresses and rock strength stress.For high stress problem, rock mass is opened
Resistance to spalling and Post peak Characteristic have been largely fixed the degree and range of country rock high stress destruction, are presented as that actual measurement relaxation circle is deep
Spend and survey low value of wave speed etc..Therefore, if instructed using rock strength stress ratio Underground Tunnels indoor design have 3 it is great lack
It falls into:
(1) surrouding rock stress type fracture damage Conditions are determined by opening resistance to spalling, peak strength it is identical and open split difference compared with
It is universal phenomenon greatly, strength-stress ratio index, which can not embody, opens resistance to spalling difference, therefore tends to underestimate and low open resistance to spalling threshold values
Surrouding rock stress type destroy, over-evaluate height open resistance to spalling threshold values surrouding rock stress type destruction.
(2) degree that surrouding rock stress type destroys mainly is determined by mechanical characteristics behind rock mass peak.Under equal conditions, showed behind peak
Be it is crisp-prolong converting characteristic also or ideal Brittleness, there are marked differences for high stress extent of the destruction.Traditional strength-stress ratio
Index does not consider post-failure behavior, it is intended to underestimate the surrouding rock stress type with significant Brittleness and destroy.
(3) under specific condition, rock convergence measure rupture may Induction time effect, strength-stress ratio index can not provide brokenly
Split the criterion of time effect.
How condition of high ground stress, design large-span underground chamber group, lacks mature method always, or even lack guidance side
Law system.This patent provides hole group design method under a kind of condition of high ground stress of system by the overall target IPS of design,
It can widely be designed using with the buried Underground Tunnels Group in each field.
Summary of the invention
The present invention is to overcome existing large-span underground chamber group design parameter buried in the prior art to determine method
Above-mentioned shortcoming provides a kind of buried large-span underground chamber group design parameter and determines method, referred to by the synthesis of design
Mark IPS, for determining under condition of high ground stress, the basic design parameters of large-span underground chamber group, can widely using with it is each
The buried Underground Tunnels Group in field designs.
To achieve the above object, the invention adopts the following technical scheme:
A kind of buried large-span underground chamber group design parameter of the invention determines method, and the method includes following steps
It is rapid:
Step 1, the maximum principal stress σ of crustal stress is surveyed according to Engineering Zone1, sillar opens resistance to spalling σini, brittleness behind peak
Characterization factor BDF, calculate obtain open split peak after stress ratio IPS；
Step 2, according to maximum principal stress σ1And open split peak after stress ratio IPS determine between two adjacent Large span caverns
Spacing, hole axis, and determine crown and the Support types of abutment wall, anchorage cable stretching tonnage, excavation in layers height.
Preferably, it is described open split peak after stress ratio IPS calculation formula are as follows:
Preferably, the step 2 further comprises:
Maximum principal stress σ1Greater than 30Mpa, and when IPS is 1.0~2.5, hole spacing and two neighboring cavern span are most
The ratio L/Bmax being worth greatly is 1.6~1.9, hole axis and maximum principal stress σ1Angle is less than or equal to 30 degree, and cavern's abutment wall is adopted
With system cable bolting, abutment wall anchorage cable stretching tonnage is 80%, and crown is using local cable bolting, crown anchorage cable stretching tonnage
80%~90%, excavation in layers middle and upper part height is less than or equal to 6m, and middle and lower part height is less than or equal to 4m.
Maximum principal stress σ1Greater than 30Mpa, and when IPS is less than 1.0, the maximum value of hole spacing and two neighboring cavern span
Ratio L/Bmax be greater than or equal to 1.9, hole axis and maximum principal stress σ1Angle is less than or equal to 20 degree, and cavern's abutment wall uses
System cable bolting, abutment wall anchorage cable stretching tonnage are 70%, and crown uses system cable bolting, and crown anchorage cable stretching tonnage is
70%~80%, excavation in layers middle and upper part height is less than or equal to 5m, and middle and lower part height is 3.5~4m；
Maximum principal stress σ1For 15~30Mpa, and when IPS is 1.2~2.5, hole spacing and two neighboring cavern span
The ratio L/Bmax of maximum value is 1.5~1.8, hole axis and maximum principal stress σ1Angle is less than or equal to 45 degree, cavern's abutment wall
Using local cable bolting, crown is less than or equal to 6m using local cable bolting, excavation in layers height；
Maximum principal stress σ1For 15~30Mpa, and when IPS is less than 1.2, the maximum of hole spacing and two neighboring cavern span
The ratio L/Bmax of value is more than or equal to 1.8, hole axis and maximum principal stress σ1Angle is less than or equal to 30 degree, and cavern's abutment wall is adopted
With system cable bolting, abutment wall anchorage cable stretching tonnage is 70%~90%, crown using local cable bolting, in excavation in layers on
Portion's height is less than or equal to 6m, and middle and lower part height is less than or equal to 5m；
Maximum principal stress σ1When less than 15Mpa, the ratio L/Bmax of the maximum value of hole spacing and two neighboring cavern span
More than or equal to 1.4；
The Bmax=max { B1, B2 }, wherein B1 and B2 is distributed as the span of two neighboring cavern.
Preferably, sillar opens resistance to spalling σ in the step 1iniNumerical value is 0.3~0.45 uniaxial compressive strength UCS,
The uniaxial compressive strength UCS of rock is determined by uniaxial compression Experimental on acoustic emission and opens resistance to spalling σini。
Preferably, the step that Brittleness factor B DF is determined behind peak in the step 1 is by 0~40MPa confining pressure model
The triaxial test enclosed determines mechanical characteristics behind peak, behind the peak mechanical characteristics include it is significant it is crisp-prolong feature, Brittleness, ideal
Brittleness；It is significant it is crisp-prolong the corresponding peak of feature after Brittleness factor B DF value be 1.2, brittleness behind the corresponding peak of Brittleness
Characterization factor BDF value is 1.0, and Brittleness factor B DF value is 0.8 behind the corresponding peak of ideal Brittleness.
Preferably, described three weeks test confining pressure be set as 0MPa, 5MPa, 10MPa, 15MPa, 20MPa, 25MPa,
30MPa、35MPa、40MPa。
For actual measurement the ratio between the maximum principal stress and rock strength stress of Engineering Zone in the prior art as according to rock mass
Initial field stress has carried out grade classification, carries out 3 major defects existing for the method for cavity group design based on this.The present invention is set
Counted overall target open split peak after stress ratio IPS, as cavity group design parameter selection basic foundation.Due to the determination of IPS,
According to the maximum principal stress σ of actual measurement crustal stress1, sillar opens resistance to spalling σini, Brittleness factor B DF behind peak, formula isTherefore the defect of existing method is solved, specifically:
(1) resistance to spalling σ is opened with sillariniIt is positively correlated, therefore compensate for existing method strength-stress ratio index not embodying
It opens resistance to spalling difference, and peak strength is identical and opens and splits that differ greatly be universal phenomenon, therefore does not tend to underestimate low open and split
The surrouding rock stress type of intensity threshold destroys, and over-evaluates height and opens the destruction of resistance to spalling threshold values surrouding rock stress type, is capable of accurate response sillar
Open influence of the resistance to spalling to buried large-span underground chamber group design requirement.
(2) after association peak Brittleness factor B DF, BDF can react it is significant it is crisp-prolong feature, Brittleness, ideal brittleness
The difference of mechanical characteristics influences behind the peak of three kinds of feature different rock mass, it is contemplated that the degree that surrouding rock stress type destroys is mainly by rock mass
Mechanical characteristics determine behind peak；And existing strength-stress ratio index does not consider post-failure behavior, it is intended to underestimate with significant brittleness
The surrouding rock stress type of feature destroys.
(3) consider under specific condition simultaneously, rock convergence measure rupture may Induction time effect, and existing strength stress
Than the criterion that index can not provide rupture time effect.
Detailed description of the invention
Fig. 1 is mechanical characteristics and BDF value table after typical peaks.
Fig. 2 is IPS index and cavity group spacing and the relation table that hole axis designs.
Fig. 3 is the relation table of IPS index and cavity group Support types, anchorage cable stretching tonnage and excavation in layers.
Specific embodiment
The present invention is described further with reference to the accompanying drawings of the specification.
A kind of buried large-span underground chamber group design parameter of the invention determines method, and the method includes following steps
It is rapid:
Step 1, the maximum principal stress of crustal stress is surveyed according to Engineering Zone, sillar opens resistance to spalling, Brittleness behind peak
Factor B DF, calculate obtain open split peak after stress ratio IPS.
Preferably, it is described open split peak after stress ratio IPS calculation formula are as follows:
Specifically, opening resistance to spalling numerical value is 0.3~0.45 uniaxial compressive strength UCS, pass through uniaxial compression Experimental on acoustic emission
It determines the uniaxial compressive strength UCS of rock and opens resistance to spalling.
The step that Brittleness factor B DF is determined behind peak is after determining peak by the triaxial test of 0~40MPa confining pressure range
Mechanical characteristics, described three weeks test confining pressure be set as 0MPa, 5MPa, 10MPa, 15MPa, 20MPa, 25MPa, 30MPa,
35MPa、40MPa。
Fig. 1 is mechanical characteristics and BDF value table after typical peaks, as shown in Figure 1, mechanical characteristics include significant behind the peak
It is crisp-to prolong feature, Brittleness, ideal Brittleness；It is significant it is crisp-prolong the corresponding peak of feature after Brittleness factor B DF value be
1.2, Brittleness factor B DF value is 1.0 behind the corresponding peak of Brittleness, behind the corresponding peak of ideal Brittleness Brittleness because
Sub- BDF value is 0.8.
Step 2, according to maximum principal stress and open split peak after between stress ratio IPS determines between two adjacent Large span caverns
Away from, hole axis, and determine crown and the Support types of abutment wall, anchorage cable stretching tonnage, excavation in layers height.
Fig. 2 is IPS index and cavity group spacing and the relation table that hole axis designs, and Fig. 3 is IPS index and cavity group supporting
The relation table of type, anchorage cable stretching tonnage and excavation in layers.As shown in Figure 2 and Figure 3, it can be split by calculating to obtain to open in step 1
The maximum principal stress σ of stress ratio IPS and actual measurement crustal stress behind peak1, determine design parameter and the requirement of Large span cavern.
Maximum principal stress σ1Greater than 30Mpa, and when IPS is 1.0~2.5, hole spacing and two neighboring cavern span are most
The ratio L/Bmax being worth greatly is 1.6~1.9, hole axis and maximum principal stress σ1Angle is less than or equal to 30 degree, and cavern's abutment wall is adopted
With system cable bolting, abutment wall anchorage cable stretching tonnage is 80%, and crown is using local cable bolting, crown anchorage cable stretching tonnage
80%~90%, excavation in layers middle and upper part height is less than or equal to 6m, and middle and lower part height is less than or equal to 4m.
Maximum principal stress σ1Greater than 30Mpa, and when IPS is less than 1.0, the maximum value of hole spacing and two neighboring cavern span
Ratio L/Bmax be greater than or equal to 1.9, hole axis and maximum principal stress σ1Angle is less than or equal to 20 degree, and cavern's abutment wall uses
System cable bolting, abutment wall anchorage cable stretching tonnage are 70%, and crown uses system cable bolting, and crown anchorage cable stretching tonnage is
70%~80%, excavation in layers middle and upper part height is less than or equal to 5m, and middle and lower part height is 3.5~4m.
Maximum principal stress σ1For 15~30Mpa, and when IPS is 1.2~2.5, hole spacing and two neighboring cavern span
The ratio L/Bmax of maximum value is 1.5~1.8, hole axis and maximum principal stress angle σ1Less than or equal to 45 degree, cavern's abutment wall
Using local cable bolting, crown is less than or equal to 6m using local cable bolting, excavation in layers height.
Maximum principal stress σ1For 15~30Mpa, and when IPS is less than 1.2, the maximum of hole spacing and two neighboring cavern span
The ratio L/Bmax of value is more than or equal to 1.8, hole axis and maximum principal stress σ1Angle is less than or equal to 30 degree, and cavern's abutment wall is adopted
With system cable bolting, abutment wall anchorage cable stretching tonnage is 70%~90%, crown using local cable bolting, in excavation in layers on
Portion's height is less than or equal to 6m, and middle and lower part height is less than or equal to 5m.
Maximum principal stress σ1When less than 15Mpa, the ratio L/Bmax of the maximum value of hole spacing and two neighboring cavern span
More than or equal to 1.4, the potential preferred hole axis of block scale and maximum principal stress σ that are generated according to different arrangements1Angle, supporting
Type regards block scale and determines.
For actual measurement the ratio between the maximum principal stress and rock strength stress of Engineering Zone in the prior art as according to rock mass
Initial field stress has carried out grade classification, carries out 3 major defects existing for the method for cavity group design based on this.The present invention is set
Counted overall target open split peak after stress ratio IPS, as cavity group design parameter selection basic foundation.Due to the determination of IPS,
According to the maximum principal stress σ of actual measurement crustal stress1, sillar opens resistance to spalling σini, Brittleness factor B DF behind peak, formula isTherefore the defect of existing method is solved, specifically:
(4) resistance to spalling σ is opened with sillariniIt is positively correlated, therefore compensate for existing method strength-stress ratio index not embodying
It opens resistance to spalling difference, and peak strength is identical and opens and splits that differ greatly be universal phenomenon, therefore does not tend to underestimate low open and split
The surrouding rock stress type of intensity threshold destroys, and over-evaluates height and opens the destruction of resistance to spalling threshold values surrouding rock stress type, is capable of accurate response sillar
Open influence of the resistance to spalling to buried large-span underground chamber group design requirement.
(5) after association peak Brittleness factor B DF, BDF can react it is significant it is crisp-prolong feature, Brittleness, ideal brittleness
The difference of mechanical characteristics influences behind the peak of three kinds of feature different rock mass, it is contemplated that the degree that surrouding rock stress type destroys is mainly by rock mass
Mechanical characteristics determine behind peak；And existing strength-stress ratio index does not consider post-failure behavior, it is intended to underestimate with significant brittleness
The surrouding rock stress type of feature destroys.
(6) consider under specific condition simultaneously, rock convergence measure rupture may Induction time effect, and existing strength stress
Than the criterion that index can not provide rupture time effect.
Claims (6)
1. a kind of buried large-span underground chamber group design parameter determines method, characterized in that the described method comprises the following steps:
Step 1, the maximum principal stress σ of crustal stress is surveyed according to Engineering Zone1, sillar opens resistance to spalling σini, Brittleness behind peak
Factor B DF, calculate obtain open split peak after stress ratio IPS；
Step 2, according to maximum principal stress σ1And open split peak after stress ratio IPS determine spacing between two adjacent Large span caverns,
Hole axis, and determine crown and the Support types of abutment wall, anchorage cable stretching tonnage, excavation in layers height.
2. according to the method described in claim 1, it is characterized in that, it is described open split peak after stress ratio IPS calculation formula are as follows:
3. according to the method described in claim 1, it is characterized in that, the step 2 further comprises:
Maximum principal stress σ1Greater than 30Mpa, and when IPS is 1.0~2.5, the maximum value of hole spacing and two neighboring cavern span
Ratio L/Bmax is 1.6~1.9, hole axis and maximum principal stress σ1Angle is less than or equal to 30 degree, and cavern's abutment wall uses system
Cable bolting, abutment wall anchorage cable stretching tonnage are 80%, crown using local cable bolting, crown anchorage cable stretching tonnage is 80%~
90%, excavation in layers middle and upper part height is less than or equal to 6m, and middle and lower part height is less than or equal to 4m.
Maximum principal stress σ1Greater than 30Mpa, and when IPS is less than 1.0, the ratio of the maximum value of hole spacing and two neighboring cavern span
Value L/Bmax is more than or equal to 1.9, hole axis and maximum principal stress σ1Angle is less than or equal to 20 degree, and cavern's abutment wall uses system
Cable bolting, abutment wall anchorage cable stretching tonnage be 70%, crown use system cable bolting, crown anchorage cable stretching tonnage be 70%~
80%, excavation in layers middle and upper part height is less than or equal to 5m, and middle and lower part height is 3.5~4m；
Maximum principal stress σ1For 15~30Mpa, and when IPS is 1.2~2.5, the maximum value of hole spacing and two neighboring cavern span
Ratio L/Bmax be 1.5~1.8, hole axis and maximum principal stress σ1Angle is less than or equal to 45 degree, and cavern's abutment wall uses office
Portion's cable bolting, crown are less than or equal to 6m using local cable bolting, excavation in layers height；
Maximum principal stress σ1For 15~30Mpa, and when IPS is less than 1.2, the maximum value of hole spacing and two neighboring cavern span
Ratio L/Bmax is more than or equal to 1.8, hole axis and maximum principal stress σ1Angle is less than or equal to 30 degree, and cavern's abutment wall is using system
System cable bolting, abutment wall anchorage cable stretching tonnage are 70%~90%, and for crown using local cable bolting, excavation in layers middle and upper part is high
Degree is less than or equal to 6m, and middle and lower part height is less than or equal to 5m；
Maximum principal stress σ1When less than 15Mpa, the ratio L/Bmax of the maximum value of hole spacing and two neighboring cavern span be greater than or
Equal to 1.4；
The Bmax=max { B1, B2 }, wherein B1 and B2 is distributed as the span of two neighboring cavern.
4. according to the method described in claim 1, it is characterized in that, sillar opens resistance to spalling σ in the step 1iniNumerical value is 0.3
~0.45 uniaxial compressive strength UCS is determined the uniaxial compressive strength UCS of rock and is opened and split by force by uniaxial compression Experimental on acoustic emission
Spend σini。
5. according to the method described in claim 1, it is characterized in that, in the step 1 behind peak Brittleness factor B DF determine step
It suddenly is that mechanical characteristics behind peak are determined by the triaxial test of 0~40MPa confining pressure range, mechanical characteristics include significant behind the peak
It is crisp-to prolong feature, Brittleness, ideal Brittleness；It is significant it is crisp-prolong the corresponding peak of feature after Brittleness factor B DF value be
1.2, Brittleness factor B DF value is 1.0 behind the corresponding peak of Brittleness, behind the corresponding peak of ideal Brittleness Brittleness because
Sub- BDF value is 0.8.
6. according to the method described in claim 5, it is characterized in that, described three weeks test confining pressure be set as 0MPa, 5MPa,
10MPa、15MPa、20MPa、25MPa、30MPa、35MPa、40MPa。
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| CN113326547A (en) * | 2021-03-19 | 2021-08-31 | 青岛理工大学 | Slope anchor rod anchoring method based on stress compensation |
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