CN109915182B - Design parameter determination method for deep-buried large-span underground cavern group - Google Patents
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Abstract
The invention provides a method for determining design parameters of a deep-buried large-span underground cavern group, which is used for determining basic design parameters of the large-span underground cavern group under the condition of high stress through a designed comprehensive index IPS and can be widely applied to the design of the deep-buried underground cavern group in various fields. The method comprises the following steps: step 1, calculating to obtain an after-peak stress ratio IPS (in-plane switching) of a crack initiation peak according to the maximum main stress of the ground stress, the crack initiation strength of a rock mass and the after-peak brittleness characteristic factor BDF of an engineering region; and 2, determining the distance between two adjacent large-span caverns and the cavern axis according to the maximum main stress and the crack initiation peak rear stress ratio IPS, and determining the support type, the anchor cable stretching tonnage and the excavation layering height of the top arch and the side wall.
Description
Technical Field
The invention relates to the technical field of underground engineering design, in particular to a design parameter determination method for a deep-buried large-span underground cavern group.
Background
GB20287-2006 "hydropower engineering geological survey standard" grades rock initial ground stress, and the grading basis is the ratio of the maximum main stress and rock strength stress measured in an engineering area. For the problem of high stress, the rock mass cracking strength and the post-peak characteristics determine the degree and range of high stress failure of the surrounding rock to a great extent, and are reflected by the actually measured depth of the relaxation ring, the actually measured low wave velocity value and the like. Therefore, if rock strength stress ratio is used to guide the design of 3 significant defects in a subterranean cavern:
(1) the condition of occurrence of stress-type cracking damage of the surrounding rock is determined by the cracking strength, the common phenomenon is that the peak strength is the same and the cracking difference is large, and the strength-to-stress ratio index cannot reflect the cracking strength difference, so that the stress-type damage of the surrounding rock with the low cracking strength threshold value tends to be underestimated, and the stress-type damage of the surrounding rock with the high cracking strength threshold value tends to be overestimated.
(2) The degree of stress-type damage of the surrounding rock is mainly determined by the post-peak mechanical characteristics of the rock mass. Under the same conditions, the peak is expressed by brittle-ductile transition characteristics or ideal brittle characteristics, and the high stress failure degree has obvious difference. Conventional strength-to-stress ratio indicators do not take into account post-peak characteristics and tend to underestimate stress-type failure of the surrounding rock with significant brittleness characteristics.
(3) In a specific case, the damage and the fracture of the surrounding rock may induce a time effect, and the strength-stress ratio index cannot provide a criterion for the fracture time effect.
High stress conditions, how to design large-span underground cavern groups, are always lack of mature methods or even guidance method systems. The method for designing the underground cave group under the high stress condition of the system is provided through the designed comprehensive index IPS, and can be widely applied to the design of the deeply buried underground cave group in various fields.
Disclosure of Invention
The invention provides a method for determining design parameters of a deep-buried large-span underground cavern group, aiming at overcoming the defects of the method for determining the design parameters of the deep-buried large-span underground cavern group in the prior art.
In order to achieve the purpose, the invention adopts the following technical scheme:
the invention discloses a method for determining design parameters of a deep-buried large-span underground cavern group, which comprises the following steps of:
step 1, the maximum principal stress sigma of the ground stress is measured according to the engineering region1Crack initiation Strength σ of rock BlockiniCalculating to obtain a post-cracking-peak stress ratio IPS (in-plane switching) of the post-peak brittleness characteristic factor BDF;
step 2, according to the maximum principal stress sigma1And determining the distance between two adjacent large-span caverns and the cavern axis, determining the support type of the top arch and the side wall, the stretching tonnage of the anchor cable and the excavation layering height by using the post-cracking peak stress ratio IPS.
Preferably, the calculation formula of the post-cracking peak stress ratio IPS is as follows:
preferably, the step 2 further comprises:
maximum principal stress sigma1More than 30Mpa, and 1.0-2.5 IPS, the ratio L/Bmax of the maximum value of the hole spacing and the two adjacent hole chamber spans is 1.6-1.9, the hole axis and the maximum principal stress sigma1The included angle is less than or equal to 30 degrees, the side wall of the cavern is supported by a system anchor rope, the tensioning tonnage of the anchor rope of the side wall is 80 percent, the top arch is supported by a local anchor rope, the tensioning tonnage of the anchor rope of the top arch is 80 to 90 percent, the height of the middle upper part of the excavation layering is less than or equal to 6m, and the height of the middle lower part is less than or equal to 4 m.
Maximum principal stress sigma1Greater than 30Mpa and IPS less than 1.0, the ratio L/Bmax of the maximum value of the hole spacing and the span of two adjacent holes is greater than or equal to 1.9, the hole axis and the maximum principal stress sigma1The included angle is less than or equal to 20 degrees, the side wall of the cavern is supported by a system anchor rope, the tensioning tonnage of the anchor rope of the side wall is 70 percent, the top arch is supported by the system anchor rope, the tensioning tonnage of the anchor rope of the top arch is 70 to 80 percent, the height of the middle upper part of the excavation layering is less than or equal to 5m, and the height of the middle lower part is 3.5 to 4 m;
maximum principal stress sigma115-30 Mpa, and 1.2-2.5 IPS, the ratio L/Bmax of the maximum value of the hole distance and the span of two adjacent holes is 1.5-1.8, the hole axis and the maximum principal stress sigma1The included angle is less than or equal to 45 degrees, the side wall of the cavern is supported by a local anchor rope, the top arch is supported by a local anchor rope, and the excavation layering height is less than or equal to 6 m;
maximum principal stress sigma115-30 Mpa, and when IPS is less than 1.2, the ratio L/Bmax of the maximum value of the hole space and the span of two adjacent holes is larger than or equal toEqual to 1.8, hole axis and maximum principal stress σ1The included angle is less than or equal to 30 degrees, the side wall of the cavern is supported by a system anchor cable, the tensioning tonnage of the anchor cable of the side wall is 70-90 percent, the top arch is supported by a local anchor cable, the height of the upper part in the excavation layering is less than or equal to 6m, and the height of the lower part in the excavation layering is less than or equal to 5 m;
maximum principal stress sigma1When the pressure is less than 15Mpa, the ratio L/Bmax of the distance between holes and the maximum value of the span of two adjacent holes is more than or equal to 1.4;
the Bmax is max { B1, B2}, wherein B1 and B2 are distributed as spans of two adjacent chambers.
Preferably, the fracture initiation strength σ of the rock mass in the step 1iniThe numerical value is 0.3-0.45 of the uniaxial compressive strength UCS, and the uniaxial compressive strength UCS and the cracking strength sigma of the rock are determined through a uniaxial compression acoustic emission testini。
Preferably, the step of determining the post-peak brittleness characteristic factor BDF in the step 1 is to determine post-peak mechanical characteristics through a triaxial test in a confining pressure range of 0-40 MPa, wherein the post-peak mechanical characteristics comprise a remarkable brittleness-ductility characteristic, a brittleness characteristic and an ideal brittleness characteristic; the BDF value of the post-peak brittleness characteristic factor corresponding to the obvious brittleness-ductility characteristic is 1.2, the BDF value of the post-peak brittleness characteristic factor corresponding to the brittleness characteristic is 1.0, and the BDF value of the post-peak brittleness characteristic factor corresponding to the ideal brittleness characteristic is 0.8.
Preferably, the confining pressure of the triaxial test is set to 0MPa, 5MPa, 10MPa, 15MPa, 20MPa, 25MPa, 30MPa, 35MPa, 40 MPa.
The method for designing the cavern group based on the initial ground stress of the rock body is classified according to the ratio of the actually measured maximum main stress and the rock strength stress of the engineering area in the prior art, and has 3 main defects. The invention designs the comprehensive index IPS (in-plane switching) as a basic basis for the selection of the design parameters of the cavern group. Determination of IPS, maximum principal stress σ from measured ground stress1Crack initiation Strength σ of rock BlockiniThe post-peak brittleness characteristic factor BDF has the formula
Therefore, the defects of the existing method are overcome, and the method specifically comprises the following steps:
(1) crack initiation strength sigma with rock massiniThe positive correlation makes up that the strength-stress ratio index of the existing method cannot reflect the difference of the cracking strength, the peak strength is the same, and the cracking difference is large and is a common phenomenon, so that the surrounding rock stress type damage of the low cracking strength threshold value cannot be prone to be underestimated, the surrounding rock stress type damage of the high cracking strength threshold value cannot be overestimated, and the influence of the cracking strength of rock blocks on the design requirements of the deeply-buried large-span underground cavern group can be accurately reflected.
(2) Correlating post-peak brittleness characteristic factors BDF, wherein the BDF can reflect the difference influence of post-peak mechanical characteristics of three different rock masses, namely brittleness-ductility characteristics, brittleness characteristics and ideal brittleness characteristics, and the degree of stress type damage of surrounding rocks is mainly determined by the post-peak mechanical characteristics of the rock masses; existing strength-to-stress ratio indicators do not take post-peak characteristics into account and tend to underestimate stress-type failure of surrounding rock with significant brittleness characteristics.
(3) Meanwhile, under a specific condition, the damage and the fracture of the surrounding rock can induce a time effect, and the conventional strength-stress ratio index cannot provide a criterion of the fracture time effect.
Drawings
FIG. 1 is a table of typical post-peak mechanical features and BDF values.
FIG. 2 is a table showing the relationship between IPS index and the design of cavity group spacing and cavity axis.
FIG. 3 is a table showing the relationship between IPS index and the supporting type of the cavern group, the tension tonnage of the anchor cable and the excavation layering.
Detailed Description
The invention is further described below with reference to the accompanying drawings.
The invention discloses a method for determining design parameters of a deep-buried large-span underground cavern group, which comprises the following steps of:
step 1, calculating to obtain an IPS (stress-in-plane) of a post-crack-initiation peak stress ratio according to the maximum main stress of the ground stress, the crack initiation strength of a rock mass and a post-peak brittleness characteristic factor BDF of an engineering region.
Preferably, the post-cracking peak stress ratioThe IPS has the formula:
specifically, the crack initiation strength value is 0.3-0.45 of the uniaxial compressive strength UCS, and the uniaxial compressive strength UCS and the crack initiation strength of the rock are determined through a uniaxial compression acoustic emission test.
The step of determining the post-peak brittleness characteristic factor BDF is to determine post-peak mechanical characteristics through a triaxial test in a confining pressure range of 0-40 MPa, wherein the confining pressure of the triaxial test is set to be 0MPa, 5MPa, 10MPa, 15MPa, 20MPa, 25MPa, 30MPa, 35MPa and 40 MPa.
FIG. 1 is a table of typical post-peak mechanical characteristics, including a significant brittleness-ductility characteristic, a brittleness characteristic, an ideal brittleness characteristic, as shown in FIG. 1, versus BDF values; the BDF value of the post-peak brittleness characteristic factor corresponding to the obvious brittleness-ductility characteristic is 1.2, the BDF value of the post-peak brittleness characteristic factor corresponding to the brittleness characteristic is 1.0, and the BDF value of the post-peak brittleness characteristic factor corresponding to the ideal brittleness characteristic is 0.8.
And 2, determining the distance between two adjacent large-span caverns and the cavern axis according to the maximum main stress and the crack initiation peak rear stress ratio IPS, and determining the support type, the anchor cable stretching tonnage and the excavation layering height of the top arch and the side wall.
Fig. 2 is a table showing the relationship between the IPS index and the design of the distance between the cavern groups and the cavern axis, and fig. 3 is a table showing the relationship between the IPS index and the supporting type of the cavern groups, the cable tension tonnage and the excavation layering. As shown in fig. 2 and 3, the maximum principal stress σ for obtaining the post-cracking-peak stress ratio IPS and the measured ground stress can be calculated in step 11And determining design parameters and requirements of the large-span cavern.
Maximum principal stress sigma1More than 30Mpa, and 1.0-2.5 IPS, the ratio L/Bmax of the maximum value of the hole spacing and the two adjacent hole chamber spans is 1.6-1.9, the hole axis and the maximum principal stress sigma1The included angle is less than or equal to 30 degrees, the side wall of the cavern is supported by a system anchor rope, the tensioning tonnage of the anchor rope of the side wall is 80 percent, the top arch is supported by a local anchor rope, the tensioning tonnage of the anchor rope of the top arch is 80 to 90 percent, and the height of the upper part in the excavation stratification is less than or equal to 6m, and the height of the middle lower part is less than or equal to 4 m.
Maximum principal stress sigma1Greater than 30Mpa and IPS less than 1.0, the ratio L/Bmax of the maximum value of the hole spacing and the span of two adjacent holes is greater than or equal to 1.9, the hole axis and the maximum principal stress sigma1The included angle is less than or equal to 20 degrees, the side wall of the cavern is supported by a system anchor rope, the tensioning tonnage of the anchor rope of the side wall is 70 percent, the top arch is supported by the system anchor rope, the tensioning tonnage of the anchor rope of the top arch is 70 to 80 percent, the height of the middle upper part of the excavation layering is less than or equal to 5m, and the height of the middle lower part is 3.5 to 4 m.
Maximum principal stress sigma115-30 Mpa, and 1.2-2.5 IPS, the ratio L/Bmax of the maximum value of the hole distance and the span of two adjacent holes is 1.5-1.8, and the included angle sigma between the hole axis and the maximum principal stress is1And the angle is less than or equal to 45 degrees, the side wall of the cavern is supported by using a local anchor rope, the top arch is supported by using a local anchor rope, and the excavation layering height is less than or equal to 6 m.
Maximum principal stress sigma115-30 Mpa, IPS is less than 1.2, the ratio L/Bmax of the maximum value of the hole distance and the span of two adjacent holes is more than or equal to 1.8, and the hole axis and the maximum principal stress sigma1The included angle is less than or equal to 30 degrees, the side wall of the cavern is supported by a system anchor cable, the tensioning tonnage of the anchor cable of the side wall is 70-90 percent, the top arch is supported by a local anchor cable, the height of the upper part in the excavation layering is less than or equal to 6m, and the height of the lower part in the excavation layering is less than or equal to 5 m.
Maximum principal stress sigma1Less than 15MPa, the ratio L/Bmax of the maximum value of the hole spacing and the span of two adjacent holes is greater than or equal to 1.4, and the hole axis and the maximum principal stress sigma are optimized according to the potential block sizes generated by different arrangements1The included angle and the supporting type are determined according to the block size.
The method for designing the cavern group based on the initial ground stress of the rock body is classified according to the ratio of the actually measured maximum main stress and the rock strength stress of the engineering area in the prior art, and has 3 main defects. The invention designs the comprehensive index IPS (in-plane switching) as a basic basis for the selection of the design parameters of the cavern group. Maximum principal stress from measured ground stress due to IPS determinationσ1Crack initiation Strength σ of rock BlockiniThe post-peak brittleness characteristic factor BDF has the formula
Therefore, the defects of the existing method are overcome, and the method specifically comprises the following steps:
(4) crack initiation strength sigma with rock massiniThe positive correlation makes up that the strength-stress ratio index of the existing method cannot reflect the difference of the cracking strength, the peak strength is the same, and the cracking difference is large and is a common phenomenon, so that the surrounding rock stress type damage of the low cracking strength threshold value cannot be prone to be underestimated, the surrounding rock stress type damage of the high cracking strength threshold value cannot be overestimated, and the influence of the cracking strength of rock blocks on the design requirements of the deeply-buried large-span underground cavern group can be accurately reflected.
(5) Correlating post-peak brittleness characteristic factors BDF, wherein the BDF can reflect the difference influence of post-peak mechanical characteristics of three different rock masses, namely brittleness-ductility characteristics, brittleness characteristics and ideal brittleness characteristics, and the degree of stress type damage of surrounding rocks is mainly determined by the post-peak mechanical characteristics of the rock masses; existing strength-to-stress ratio indicators do not take post-peak characteristics into account and tend to underestimate stress-type failure of surrounding rock with significant brittleness characteristics.
(6) Meanwhile, under a specific condition, the damage and the fracture of the surrounding rock can induce a time effect, and the conventional strength-stress ratio index cannot provide a criterion of the fracture time effect.
Claims (4)
1. A design parameter determination method for a deep-buried large-span underground cavern group is characterized by comprising the following steps:
step 1, the maximum principal stress sigma of the ground stress is measured according to the engineering region1Crack initiation Strength σ of rock BlockiniAnd calculating to obtain a post-crack initiation peak stress ratio IPS (in-plane switching) by using a post-peak brittleness characteristic factor BDF, wherein the calculation formula of the post-crack initiation peak stress ratio IPS is as follows:
step 2, according to the maximum principal stress sigma1And after cracking peak shouldThe force ratio IPS determines the distance between two adjacent large-span caverns and the cavern axis, determines the support type of the top arch and the side wall, the stretching tonnage of the anchor cable and the excavation layering height,
maximum principal stress sigma1More than 30Mpa, and 1.0-2.5 IPS, the ratio L/Bmax of the maximum value of the hole spacing and the two adjacent hole chamber spans is 1.6-1.9, the hole axis and the maximum principal stress sigma1The included angle is less than or equal to 30 degrees, the side wall of the cavern is supported by a system anchor cable, the tensioning tonnage of the anchor cable of the side wall is 80 percent, the top arch is supported by a local anchor cable, the tensioning tonnage of the anchor cable of the top arch is 80 to 90 percent, the height of the middle upper part of the excavation layering is less than or equal to 6m, and the height of the middle lower part is less than or equal to 4 m;
maximum principal stress sigma1Greater than 30Mpa and IPS less than 1.0, the ratio L/Bmax of the maximum value of the hole spacing and the span of two adjacent holes is greater than or equal to 1.9, the hole axis and the maximum principal stress sigma1The included angle is less than or equal to 20 degrees, the side wall of the cavern is supported by a system anchor rope, the tensioning tonnage of the anchor rope of the side wall is 70 percent, the top arch is supported by the system anchor rope, the tensioning tonnage of the anchor rope of the top arch is 70 to 80 percent, the height of the middle upper part of the excavation layering is less than or equal to 5m, and the height of the middle lower part is 3.5 to 4 m;
maximum principal stress sigma115-30 Mpa, and 1.2-2.5 IPS, the ratio L/Bmax of the maximum value of the hole distance and the span of two adjacent holes is 1.5-1.8, the hole axis and the maximum principal stress sigma1The included angle is less than or equal to 45 degrees, the side wall of the cavern is supported by a local anchor rope, the top arch is supported by a local anchor rope, and the excavation layering height is less than or equal to 6 m;
maximum principal stress sigma115-30 Mpa, IPS is less than 1.2, the ratio L/Bmax of the maximum value of the hole distance and the span of two adjacent holes is more than or equal to 1.8, and the hole axis and the maximum principal stress sigma1The included angle is less than or equal to 30 degrees, the side wall of the cavern is supported by a system anchor cable, the tensioning tonnage of the anchor cable of the side wall is 70-90 percent, the top arch is supported by a local anchor cable, the height of the upper part in the excavation layering is less than or equal to 6m, and the height of the lower part in the excavation layering is less than or equal to 5 m;
maximum principal stress sigma1At less than 15MPa, hole spacing and span of two adjacent chambersThe ratio L/Bmax of the maximum values is greater than or equal to 1.4;
the Bmax is max { B1, B2}, wherein B1 and B2 are distributed as spans of two adjacent chambers.
2. The method as claimed in claim 1, wherein the rock mass in step 1 has a fracture initiation strength σiniThe numerical value is 0.3-0.45 of the uniaxial compressive strength UCS, and the uniaxial compressive strength UCS and the cracking strength sigma of the rock are determined through a uniaxial compression acoustic emission testini。
3. The method as claimed in claim 1, wherein the step of determining the post-peak brittleness characteristic factor BDF in the step 1 is to determine post-peak mechanical characteristics through a triaxial test in a confining pressure range of 0-40 MPa, wherein the post-peak mechanical characteristics comprise a significant brittleness-ductility characteristic, a brittleness characteristic and an ideal brittleness characteristic; the BDF value of the post-peak brittleness characteristic factor corresponding to the obvious brittleness-ductility characteristic is 1.2, the BDF value of the post-peak brittleness characteristic factor corresponding to the brittleness characteristic is 1.0, and the BDF value of the post-peak brittleness characteristic factor corresponding to the ideal brittleness characteristic is 0.8.
4. The method according to claim 3, wherein the three-cycle test is performed under a confining pressure of 0MPa, 5MPa, 10MPa, 15MPa, 20MPa, 25MPa, 30MPa, 35MPa, or 40 MPa.
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