CN114439545B - Extremely high stress large deformation difference unloading deformation blocking method - Google Patents
Extremely high stress large deformation difference unloading deformation blocking method Download PDFInfo
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- CN114439545B CN114439545B CN202210100284.6A CN202210100284A CN114439545B CN 114439545 B CN114439545 B CN 114439545B CN 202210100284 A CN202210100284 A CN 202210100284A CN 114439545 B CN114439545 B CN 114439545B
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
- E21D21/006—Anchoring-bolts made of cables or wires
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
Abstract
The invention discloses a difference unloading deformation blocking method for extremely high stress and large deformation, which comprises the steps of firstly determining the maximum range value of a surrounding rock loosening ring and the radius of a surrounding rock plastic zone; then dividing the surrounding rock into a deep part, a middle part and a shallow part from inside to outside; then determining a shallow supporting range based on the maximum range value of the surrounding rock loosening ring and surrounding rock parameters, and determining a deep supporting range based on the radius of the surrounding rock plastic zone and the surrounding rock parameters; and finally, connecting the deep supporting end part and the shallow supporting end part through a steel strand, determining unloading completion based on the deformation condition of the steel strand, not only considering the influence of high ground stress on the surrounding rock, but also considering the influence of high head pressure on the surrounding rock, and calculating an extremely strong deformation value of the surrounding rock through a formula, thereby accurately and effectively avoiding the large deformation of the underground chamber and ensuring the personal safety and the engineering progress of construction workers.
Description
Technical Field
The invention belongs to the technical field of tunnels and underground engineering, and particularly relates to a difference unloading deformation blocking method for extremely high stress and large deformation.
Background
The large deformation of the surrounding rock is a geological disaster phenomenon which often occurs after the underground chamber is excavated, the deformation of the surrounding rock refers to the change of the shape and the volume of rock mass around the underground chamber and the change of a cavity wall, and is a general term for the rheology, the creep, the displacement, the sedimentation and the bottom heave of the surrounding rock. The collapse and collapse of loose and broken surrounding rock mass, the local and overall radial large deformation and collapse of weak and expansive soil and rock mass, the deformation of mountain body, and the rock burst in hard and complete rock mass. The deformation of the surrounding rock is caused by the action of external factors, such as changes in stress. When underground caverns are excavated in rock masses, the rock masses which are originally in a balanced state generate stress change, namely surrounding rock stress release. The surrounding rock rebounds within the range influenced by the stress release to form a rebounding area; within a certain range close to the periphery of the hole, the surrounding rock is deformed to loosen the rock body, so that a loosening area is formed. The deformation of the surrounding rock has great influence on the pressure of the mountain rock on the lining or the support. Both excessive and insufficient surrounding rock deformation can cause the pressure of the rock to increase. Proper surrounding rock deformation can reduce the pressure of the rock to a certain extent.
The large deformation event of surrounding rocks occurs in the underground chamber excavation process, and the influences on the life safety of construction workers, the engineering progress and the property loss are very great. According to abundant engineering experience, the large deformation caused by underground chamber excavation is sudden, so that the study on the large deformation of the surrounding rock has important practical significance on the survey design and construction of the long tunnel and the long-term stability in the later period; the existing research shows that the large deformation influence factors of the surrounding rock of the underground chamber mainly comprise two aspects, wherein the first is that the high ground stress in the rock mass causes the extrusion deformation of the surrounding rock; secondly, the surrounding rock is damaged due to the existence of high water head pressure in the rock mass. The prior art generally considers only one of the influencing factors to avoid large deformation of the underground chamber.
Therefore, how to more accurately and effectively avoid the large deformation of the underground chamber and guarantee the life safety and the engineering progress of construction workers is a technical problem to be solved by technical personnel in the field.
Disclosure of Invention
The invention aims to more accurately and effectively avoid the large deformation of the underground chamber, and provides a difference unloading deformation blocking method for the extremely high stress large deformation.
The technical scheme of the invention is as follows: a difference unloading deformation blocking method for extremely high stress and large deformation comprises the following steps:
s1, determining a maximum range value of a surrounding rock loosening ring and a surrounding rock plastic zone radius;
s2, dividing the surrounding rock into a deep part, a middle part and a shallow part from inside to outside;
s3, determining a shallow supporting range based on the maximum range value of the surrounding rock loosening ring and the surrounding rock parameters, and determining a deep supporting range based on the surrounding rock plastic zone radius and the surrounding rock parameters;
and S4, arranging a steel strand expansion piece in the middle, connecting the deep supporting end part and the shallow supporting end part through a steel strand, and determining unloading completion based on the deformation values of the reinforced deep part and the reinforced shallow part.
Further, the maximum range value of the surrounding rock loosening ring is determined by the following formula:
in the formula, H max Is the maximum range value of the loosening ring of the surrounding rock, D max Maximum opening diameter, σ, of tunnels 1 The initial ground stress value of the rock mass, C the cohesion of the rock mass,
the internal friction angle of the rock mass, vw is the hourly infiltration of groundwater.
Further, the radius of the plastic zone of the surrounding rock is determined by the following formula:
wherein R is the plastic zone radius of the surrounding rock, D max The largest diameter of the opening of the tunnel,
is the internal angle of friction, σ, of the rock mass max Is the maximum principal stress of the rock mass, R c The uniaxial saturated compressive strength of the rock mass, C the cohesive force of the rock mass,
the internal friction angle of the rock mass, vw the hourly permeation quantity of underground water and alpha the correction coefficient of the surrounding rock plastic zone.
Further, the surrounding rock parameters specifically include the cohesion of the rock mass, the internal friction angle of the rock mass, the uniaxial saturated compressive strength of the rock mass, the maximum principal stress of the rock mass and the integrity coefficient of the rock mass.
Further, the deep support range is determined by the following formula:
in the formula, L 1 For deep support range, D max The maximum opening diameter of the tunnel, R is the plastic zone radius of the surrounding rock, lambda is the corrected value of the uniaxial saturated compressive strength of the rock mass, and R is c Is uniaxial saturated compressive strength of rock mass, sigma max The maximum principal stress of the rock mass, C the cohesion of the rock mass,
is the internal friction angle of the rock mass.
Further, the shallow support range is determined by the following formula:
in the formula, L 2 In the shallow supporting range, H max Is the maximum range value, sigma, of the loose circle of the surrounding rock max Is the maximum principal stress of the rock mass, C is the cohesion of the rock mass, R c Is the uniaxial saturated compressive strength of the rock mass,
is the internal angle of friction, K, of the rock mass v Is the complete coefficient of the rock mass.
Further, in the step S4, the steel strand extending from the two ends of the steel strand expander is connected to the deep supporting end and the shallow supporting end respectively by a two-stage reinforcing method, so that the surrounding rock loosening ring forms a whole, and the steel strand expander can limit the expansion of the steel strand.
Further, the step S4 specifically includes the following sub-steps:
s41, calculating the reference deformation of the shallow part after reinforcement through a preset formula;
s42, anchoring the steel strand extending out of one end of the steel strand expansion piece to the deep part;
s43, reinforcing the deep part, and when the deformation of the reinforced deep part reaches one third of the reference deformation, anchoring the steel strand extending out of the other end of the steel strand expansion piece to the shallow part and then reinforcing the shallow part;
and S44, tightening the steel strand after the shallow part reinforcement is finished, and limiting the steel strand when the deformation of the shallow part reinforced reaches the reference deformation.
Further, the preset formula is specifically as follows:
wherein, delta is deformation of the surrounding rock after shallow part reinforcement, H max Is the maximum range value of the loosening ring of the surrounding rock, K v Is the coefficient of integrity of the rock mass, D max The maximum opening diameter of the tunnel.
Compared with the prior art, the invention has the following beneficial effects:
the method comprises the steps of firstly determining the maximum range value of the loose circle of the surrounding rock and the radius of the plastic zone of the surrounding rock; then dividing the surrounding rock into a deep part, a middle part and a shallow part from inside to outside; then determining a shallow supporting range based on the maximum range value of the surrounding rock loosening ring and the surrounding rock parameters, and determining a deep supporting range based on the surrounding rock plastic zone radius and the surrounding rock parameters; and finally, the deep support end part and the shallow support end part are connected by a steel strand by adopting a two-section reinforcement method, and the surrounding rock loosening ring is reinforced into a whole, so that the stress transmission is obstructed. And the unloading completion is determined based on the deformation condition of the steel strand, the influence of high ground stress on the surrounding rock is considered, the influence of high head pressure on the surrounding rock is also considered, the extremely strong deformation value of the surrounding rock is calculated through a formula, the large deformation of the underground chamber is accurately and effectively avoided, and the life safety and the engineering progress of construction workers are guaranteed.
Drawings
Fig. 1 is a schematic flow chart of a differential unloading deformation blocking method for extremely high stress and large deformation according to an embodiment of the present invention.
Detailed Description
The technical solutions in the embodiments of the present application will be described clearly and completely with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are only some embodiments of the present application, and not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
The application provides a difference unloading deformation blocking method for extremely high stress large deformation, which is used for accurately and effectively avoiding the large deformation of an underground chamber.
Fig. 1 is a schematic flow chart of a differential unloading deformation blocking method for a very high stress and large deformation according to an embodiment of the present application, where the method includes the following steps:
s1, determining the maximum range value of the surrounding rock loosening ring and the radius of a surrounding rock plastic zone.
In the embodiment of the application, the maximum range value of the surrounding rock loosening ring is determined by the following formula:
in the formula, H max Is the maximum range value of the loosening ring of the surrounding rock, D max Maximum opening diameter of tunnel, σ 1 Is the initial ground stress value of the rock mass, C is the cohesion of the rock mass,
the internal friction angle of the rock mass, vw is the hourly infiltration of groundwater.
In the embodiment of the application, the radius of the surrounding rock plastic zone is determined by the following formula:
wherein R is the plastic zone radius of the surrounding rock, D max In order to be the maximum opening diameter of the tunnel,
is the internal angle of friction, σ, of the rock mass max Is the maximum principal stress of the rock mass, R c Is uniaxial saturated compressive strength of rock mass, K v Is the integrity coefficient of the rock mass, C is the cohesion of the rock mass,
the internal friction angle of the rock mass, vw the permeation quantity of underground water per hour, and alpha the correction coefficient of the surrounding rock plastic zone, which is generally 1.1.
And S2, dividing the surrounding rock into a deep part, a middle part and a shallow part from inside to outside.
And S3, determining a shallow supporting range based on the maximum range value of the surrounding rock loosening ring and the surrounding rock parameters, and determining a deep supporting range based on the surrounding rock plastic zone radius and the surrounding rock parameters.
In the embodiment of the application, the surrounding rock parameters specifically include the cohesion of the rock mass, the internal friction angle of the rock mass, the uniaxial saturated compressive strength of the rock mass, the maximum principal stress of the rock mass and the integrity coefficient of the rock mass.
In the embodiment of the application, the deep part supporting range is determined by the following formula:
in the formula, L 1 In the deep support range, R is the plastic zone radius of the surrounding rock, D max Is the maximum opening diameter of the tunnel, lambda is the corrected value of the uniaxial saturated compressive strength of the rock mass, R c Is uniaxial saturated compressive strength, sigma, of rock mass max The maximum principal stress of the rock mass, C the cohesion of the rock mass,
is the internal friction angle of the rock mass.
In the embodiment of the present application, the shallow support range is specifically determined by the following formula:
in the formula, L 2 In the shallow supporting range, H max Is the maximum range value of the loosening ring of the surrounding rock, sigma max The maximum principal stress of the rock mass, C the cohesion of the rock mass, R c Is the uniaxial saturated compressive strength of the rock mass,
is the internal angle of friction, K, of the rock mass v Is the complete coefficient of the rock mass.
And S4, arranging a steel strand expansion piece in the middle, connecting the deep supporting end part and the shallow supporting end part through a steel strand, and determining unloading completion based on the deformation values of the deep and shallow reinforced parts.
In this embodiment, in step S4, the steel strand extending through the two ends of the steel strand expander is connected to the deep supporting end and the shallow supporting end respectively by a two-stage reinforcing method, so that the surrounding rock loosening ring forms a whole, and the steel strand expander can limit the expansion of the steel strand.
In the embodiment of the present application, the step S4 specifically includes the following sub-steps:
s41, calculating the reference deformation of the shallow part after reinforcement through a preset formula;
s42, anchoring the steel strand extending out of one end of the steel strand expansion piece to the deep part;
s43, reinforcing the deep part, and when the deformation of the reinforced deep part reaches one third of the reference deformation, anchoring the steel strand extending out of the other end of the steel strand expansion piece to the shallow part and then reinforcing the shallow part;
and S44, tightening the steel strand after the shallow part is reinforced, and limiting the steel strand when the deformation of the shallow part after reinforcement reaches the reference deformation.
In the embodiment of the present application, the preset formula is specifically as follows:
wherein delta is deformation of surrounding rock after shallow part reinforcement, H max Is the maximum range value of the loosening ring of the surrounding rock, K v Is the coefficient of integrity of the rock mass, D max The maximum opening diameter of the tunnel.
In a specific application scene, the steel strand expansion piece is a mechanical device for expanding steel strands, the limiting gear is installed in the steel strand expansion piece, the elastic strain of the steel strands can be fully exerted through the limiting gear in a deformation allowable range, the gear can be locked after a preset displacement is achieved, the purpose of limiting the steel strands to continue to expand and deform is achieved, and the purpose of actively controlling uncoordinated deformation to achieve stress isolation is achieved. Any steel strand expansion piece with the functions can be used, and steel strands made of different materials can be flexibly selected according to the deep supporting range and the shallow supporting range to be connected.
Specifically, the deep part, the middle part and the shallow part of the surrounding rock which are divided from inside to outside are reinforced by different reinforcing modes and strengths. The telescopic range of a steel strand can be determined through the ratio of deep support to shallow support and the bonding strength of the steel strand and a reinforcing material, so that the final length of the steel strand is limited. When the steel strand is completely contracted and expanded, the groove on the spiral rotating shaft is clamped into the groove of the expansion piece, and unloading is completed. In other words, the calculated shallow deformation is the unloading completion, and the steel strand is limited.
The key point is that a certain pore is generated between the loose ring of the surrounding rock and the rock mass outside the loose ring by a two-section reinforcing method, and the loose ring is reinforced into a whole to form a relatively independent unit with the surrounding rock outside the loose ring. The surrounding rock stress outside the loosening area can not be or slightly be transmitted to the loosening ring. The stress born by the loose ring is reduced. This patent carries out two segmentation reinforcements and finally anchors the pine circle as a whole, is exactly for the transmission of separation stress, reduces the power that strut the required provision. And meanwhile, the overall stability of the surrounding rock is improved.
In order to further illustrate the technical idea of the present invention, the present invention further provides a specific embodiment in combination with a specific application scenario to further explain the technical effect of the present invention.
The method comprises the following steps of selecting a Wenzhan tunnel, wherein the tunnel has a large deformation and damage phenomenon of a large-scale primary support structure in the construction process, and the construction period is seriously influenced. The wenshushan tunnel is located between the salt source of yangzi subplate-lijiang terrestris zone, and the lijiang-glauca break and the lijiang-ning 33943of the northeast structural system. The geological structure of the area is complex, folds and fractures are developed very much, and the range of the line passing through is mainly Ning 33943.
According to geological survey data and in-situ tests, the rock mass structure is broken, the structural planes are developed and the number of groups is 3, the bonding degree of the main structural planes is poor, the surrounding rock grade is V grade, and the rock mass integrity index K can be obtained v =0.6; design maximum opening diameter D max =12.5m; measuring the hourly infiltration volume V of the underground water w =1.38m3/h; measuring initial crustal stress sigma of rock mass 1 =22MPa, maximum principal stress sigma of rock mass max =25MPa, cohesion c =8MPa, internal friction angle
Uniaxial saturated compressive strength R of surrounding rock c ＝12MPa；
Integrating the results of in-situ test data and geological survey data, and substituting the obtained data into the corresponding formula to determine the maximum range value H of the loose circle of the surrounding rock max =6.82m, the surrounding rock plastic zone radius R =12.75m;
continuously calculating the deep strong support range L of the surrounding rock through the corresponding formula according to the calculated plastic zone radius of the surrounding rock 1 If =3.88 m-4.81 m, then L 1 The value is 4.0m;
continuously calculating the shallow supporting range L through the corresponding formula according to the maximum range of the surrounding rock loosening ring obtained through calculation 2 L is 0.0 to 2.04m 2 The value is 2.0m, and L can be obtained by calculation 1 /L 2 ＝2.0。
The deformation delta =0.92m after shallow reinforcement can be determined through the corresponding formula, so that the shallow reinforcement of the surrounding rock is started when the deep reinforcement is one third of the deformation value after shallow reinforcement, namely the deformation value of the deep part is 0.31 m;
and finally, measuring the ground stress value of the unloaded surrounding rock to be 10MPa, and successfully solving the problem of large deformation of the tunnel surrounding rock caused by high ground stress through differential unloading.
In conclusion, the difference unloading deformation blocking method for the extremely high stress large deformation is formed based on the multi-factor condition of tunnel excavation, is suitable for most of surrounding rock large deformation caused by the high ground stress, is clear in applicable object, and can be completely suitable for large-deformation support of various tunnels.
It will be appreciated by those of ordinary skill in the art that the embodiments described herein are intended to assist the reader in understanding the principles of the invention and are to be construed as being without limitation to such specifically recited embodiments and examples. Those skilled in the art can make various other specific changes and combinations based on the teachings of the present invention without departing from the spirit of the invention, and these changes and combinations are within the scope of the invention.
Claims (5)
1. A difference unloading deformation blocking method for extremely high stress and large deformation is characterized by comprising the following steps:
s1, determining a maximum range value of a surrounding rock loosening ring and a surrounding rock plastic zone radius;
s2, dividing the surrounding rock into a deep part, a middle part and a shallow part from inside to outside;
s3, determining a shallow supporting range based on the maximum range value of the surrounding rock loosening ring and surrounding rock parameters, and determining a deep supporting range based on the radius of the plastic zone of the surrounding rock and the surrounding rock parameters;
specifically, the deep support range is determined by the following formula:
in the formula, L 1 For deep support range, D max The maximum opening diameter of the tunnel, R is the plastic zone radius of the surrounding rock, lambda is the corrected value of the uniaxial saturated compressive strength of the rock mass, and R is c Is uniaxial saturated compressive strength, sigma, of rock mass max The maximum principal stress of the rock mass, C the cohesion of the rock mass,
is the internal friction angle of the rock mass;
specifically, the shallow support range is determined by the following formula:
in the formula, L 2 In the shallow supporting range, H max Is the maximum range value, sigma, of the loose circle of the surrounding rock max The maximum principal stress of the rock mass, C the cohesion of the rock mass, R c Is the uniaxial saturated compressive strength of the rock mass,
is the internal angle of friction, K, of the rock mass v Is the complete coefficient of the rock mass;
s4, arranging a steel strand expansion piece in the middle, connecting a deep supporting end part and a shallow supporting end part through a steel strand, and determining unloading completion based on deformation values of the deep and shallow reinforced parts;
the step S4 specifically includes the following sub-steps:
s41, calculating the reference deformation of the shallow part after reinforcement through a preset formula;
the preset formula is specifically as follows:
wherein delta is deformation of surrounding rock after shallow part reinforcement, H max Is the maximum range value of the loosening ring of the surrounding rock, K v Is the coefficient of integrity of the rock mass, D max The maximum opening diameter of the tunnel;
s42, anchoring the steel strand extending out of one end of the steel strand expansion piece to the deep part;
s43, reinforcing the deep part, and when the deformation of the reinforced deep part reaches one third of the reference deformation, anchoring the steel strand extending out of the other end of the steel strand expansion piece to the shallow part and then reinforcing the shallow part;
and S44, tightening the steel strand after the shallow part reinforcement is finished, and limiting the steel strand when the deformation of the shallow part reinforced reaches the reference deformation.
2. The differential unloading deformation blocking method for extremely high stress and large deformation according to claim 1, wherein the maximum range value of the loose circle of the surrounding rock is determined by the following formula:
in the formula, H max Is the maximum range value of the loosening ring of the surrounding rock, D max Maximum opening diameter of tunnel, σ 1 Is the initial ground stress value of the rock mass, C is the cohesion of the rock mass,
the internal friction angle of the rock mass, vw is the hourly infiltration of groundwater.
3. The difference unloading deformation blocking method for extremely high stress and large deformation as claimed in claim 1, wherein the radius of the plasticity zone of the surrounding rock is determined by the following formula:
wherein R is the plastic zone radius of the surrounding rock, D max In order to be the maximum opening diameter of the tunnel,
is the internal angle of friction, σ, of the rock mass max Is the maximum principal stress of the rock mass, R c The uniaxial saturated compressive strength of the rock mass, C the cohesion of the rock mass, K v The coefficient is the integrity coefficient of the rock mass, vw is the hourly permeation quantity of underground water, and alpha is the correction coefficient of the surrounding rock plastic zone.
4. The differential unloading deformation blocking method for extremely high stress and large deformation as claimed in claim 1, wherein the surrounding rock parameters specifically comprise the cohesion of the rock mass, the internal friction angle of the rock mass, the uniaxial saturated compressive strength of the rock mass, the maximum principal stress of the rock mass and the integrity coefficient of the rock mass.
5. The difference unloading deformation blocking method for the extremely high stress and large deformation as claimed in claim 1, wherein in step S4, the deep support end and the shallow support end are respectively connected by two-stage reinforcement method through the steel strand extending from both ends of the steel strand expander, so that the loose ring of the surrounding rock forms a whole, and the steel strand expander can limit the expansion of the steel strand.
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| CN103711507A (en) * | 2013-12-05 | 2014-04-09 | 中国矿业大学 | Method for controlling deformation of large broken rock zone roadway by using multi-steel stranded wire combined supporting device |
| CN107657124A (en) * | 2017-09-30 | 2018-02-02 | 成都理工大学 | A kind of loss of anchorage force of pre-stressed anchor cable computational methods for considering the strong off-load of high slope |
| CN108385698A (en) * | 2018-02-07 | 2018-08-10 | 华东交通大学 | A kind of prestressd anchor cable regulating device |
| CN108509746A (en) * | 2018-04-16 | 2018-09-07 | 辽宁工程技术大学 | A kind of Exploring Loose Rock Country in Tunnels method of determining range |
| CN111119925A (en) * | 2018-10-31 | 2020-05-08 | 冯福东 | Deep roadway supporting method based on loosening ring theory |
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| US10963600B2 (en) * | 2015-07-09 | 2021-03-30 | Conocophillips Company | Rock strength and in-situ stresses from drilling response |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103711507A (en) * | 2013-12-05 | 2014-04-09 | 中国矿业大学 | Method for controlling deformation of large broken rock zone roadway by using multi-steel stranded wire combined supporting device |
| CN107657124A (en) * | 2017-09-30 | 2018-02-02 | 成都理工大学 | A kind of loss of anchorage force of pre-stressed anchor cable computational methods for considering the strong off-load of high slope |
| CN108385698A (en) * | 2018-02-07 | 2018-08-10 | 华东交通大学 | A kind of prestressd anchor cable regulating device |
| CN108509746A (en) * | 2018-04-16 | 2018-09-07 | 辽宁工程技术大学 | A kind of Exploring Loose Rock Country in Tunnels method of determining range |
| CN111119925A (en) * | 2018-10-31 | 2020-05-08 | 冯福东 | Deep roadway supporting method based on loosening ring theory |
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