CN108119162B - A kind of unsymmetrial loading tunnel sidewall stability control construction method - Google Patents
A kind of unsymmetrial loading tunnel sidewall stability control construction method Download PDFInfo
- Publication number
- CN108119162B CN108119162B CN201711365752.8A CN201711365752A CN108119162B CN 108119162 B CN108119162 B CN 108119162B CN 201711365752 A CN201711365752 A CN 201711365752A CN 108119162 B CN108119162 B CN 108119162B
- Authority
- CN
- China
- Prior art keywords
- tunnel
- side wall
- sidewalls
- supporting
- tunnel sidewalls
- 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
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06Q—INFORMATION AND COMMUNICATION TECHNOLOGY [ICT] SPECIALLY ADAPTED FOR ADMINISTRATIVE, COMMERCIAL, FINANCIAL, MANAGERIAL OR SUPERVISORY PURPOSES; SYSTEMS OR METHODS SPECIALLY ADAPTED FOR ADMINISTRATIVE, COMMERCIAL, FINANCIAL, MANAGERIAL OR SUPERVISORY PURPOSES, NOT OTHERWISE PROVIDED FOR
- G06Q50/00—Systems or methods specially adapted for specific business sectors, e.g. utilities or tourism
- G06Q50/02—Agriculture; Fishing; Mining
Abstract
The invention discloses a kind of unsymmetrial loading tunnel sidewall stabilities to control construction method, comprising steps of Step 1: country rock basic mechanical parameter determines；Step 2: tunnel sidewalls supporting scheme determines: tunnel sidewalls supporting scheme used by the left and right tunnel sidewalls to current constructed segment determines respectively；Step 3: tunnel excavation and the synchronous supporting construction of tunnel sidewalls；Step 4: next segment is excavated and the synchronous supporting construction of tunnel sidewalls: repeating step 1 to step 3, excavate to next segment and tunnel sidewalls synchronize supporting construction；Step 5: step 4 is repeated several times, until completing the whole excavations and the synchronous supporting construction process of tunnel sidewalls of unsymmetrial loading tunnel.The method of the present invention step is simple, realizes that convenient and using effect is good, supporting construction used by the tunnel sidewalls support system judged according to tunnel sidewalls unstability to unsymmetrial loading tunnel is designed, and it can be effectively controlled unsymmetrial loading tunnel side wall failure and deformation of surrounding rocks, and construction cost is low.
Description
Technical field
The invention belongs to technical field of tunnel construction, control construction party more particularly, to a kind of unsymmetrial loading tunnel sidewall stability
Method.
Background technique
In recent years, developing by leaps and bounds with China's communication, a large amount of buried mountain tunnels will be travelling through rich water high-ground stress
Area, construction faces prominent mud water burst, country rock squeezes large deformation and the serious problems such as even caves in, if supporting is not in time or mode is improper,
Tunnel cross-section is easily led to reduce and supporting construction unstability, the rapid construction for seriously affecting tunnel and safe operation in the future.For a long time
Since, numerous experts and scholars carry out the surrouding rock deformation mechanism and its support technology of soft rock tunnel (also referred to as Support System in Soft Rock Tunnels)
Further investigation.What this country, high-ground stress tunnel, the ridge Deng Yimuzhai is engineering background, and analyzing tectonic stress, soft rock tunnel becomes off field
Shape characteristic, energy accumulation, mechanical response and plastic zone rule；All skills etc. have inquired into meizoseismal area soft rock tunnel under different supporting schemes
Vault settlement, perimeter convergence, ground settlement and structural internal force variation relation；Wang Bo etc. analyzes the big of meizoseismal area soft rock tunnel
Deformation behaviour and its origin mechanism；Zhang Chaoqiang etc. is based on crustal stress measured result, analyzes the crustal stress of Soft Rock Tunnel Excavation phase
Field distribution and failure and deformation of surrounding rocks feature；Chen Zhimin is ground by the field measurement to high ground stress soft rock stress tunnel crustal stress, theory
Study carefully and numerical simulation, analyzes the mechanical mechanism of tunnel surrounding and supporting construction interaction；Wang Shuren etc. analyzes Wushao Ling
The deformation mechanical mechanism of tunnel surrounding proposes the soft layer support technology of rigid gap；Li Hongbo etc. analyzes the mouth of a gorge by on-the-spot test
The loading characteristic of high stressed soft rock Highway Tunnel Wall Rock deformation rule and structure proposes the branch of high stressed soft rock serious deformation
Protect Design Countermeasure；Deng Botuan etc. establishes the strain softening constitutive model of Weak Rock highway Tunnel country rock.
Roof fall wall caving refers to that mine, tunnel, culvert excavation, lining cutting are improper because of excavation or supporting in the process, top or side wall
Large area collapses the accident damaged.Wherein, tunnel sidewalls (also referred to as tunnel portion, side, tunnel-side or tunnel side wall) are in tunnel
The phenomenon that being deformed under surrouding rock stress effect, destroying and fall off referred to as wall caving, also referred to as side wall disease；Tunnel top, which is caving, to be known as emitting
Top.Before tunnel excavation, side wall rock mass is in three-dimensional stress original stable state.After tunnel excavation, cross suffered by tunnel sidewalls rock mass
Become two dimensional stress state after being released to horizontal stress, compression strength significantly reduces；Meanwhile weight occurs for tunnel surrounding stress
There is stress concentration in new distribution, periphery, and side wall rock mass stress increases, when side wall rock mass initial fissure tunnel roof (i.e.
Tunnel upper rock mass) with the damage accumulation under tunnel floor (i.e. tunnel below rock mass) clamping action to certain magnitude when, tunnel
Side wall will unstability, to the sliding failure by shear of drawing crack-or monocline face failure by shear occur.Wherein, it is deposited when in side wall rock mass
At drawing crack face, the sliding failure by shear of drawing crack-as Figure 1-1 will occur for tunnel sidewalls, at this time the tunnel of unsymmetrial loading tunnel 1
The region that the sliding failure by shear of drawing crack-occurs in road side wall country rock 2 is that side wall drawing crack slides caving zone 3-1, and q is tunnel roof
Act on the well-distributed pressure on tunnel sidewalls country rock 2；When drawing crack face is not present in side wall rock mass, tunnel sidewalls will occur such as
Monocline face failure by shear occurs in the tunnel sidewalls country rock 2 of unsymmetrial loading tunnel 1 at this time for monocline face failure by shear shown in Fig. 1-2
Region is side wall monocline face caving zone 3-2.
Although more research achievement is achieved in terms of soft rock tunnel surrouding rock deformation and support technology at present, about soft rock
The research of Tunnel Landslide and pucking is also more deep, but still few for the research of tunnel wall caving disaster common in soft rock tunnel
See, live wall caving handle measure still relies on construction experience, and regulation effect is also unsatisfactory.Especially to tunnel sidewalls unstability
Soft rock tunnel for, almost without referential construction experience.Also, when constructed soft rock tunnel is unsymmetrial loading tunnel, by
It causes two area load of tunnel structure asymmetric in landform asymmetry or geological formations factor, is formed bias, two sides tunnel
The wall rock destabilization state of side wall is inconsistent, and tunnel sidewalls stability contorting difficulty of construction is higher.
Summary of the invention
In view of the above-mentioned deficiencies in the prior art, the technical problem to be solved by the present invention is that providing a kind of unsymmetrial loading tunnel
Sidewall stability controls construction method, and method and step is simple, realizes that convenient and using effect is good, is sentenced according to tunnel sidewalls unstability
Supporting construction used by the disconnected tunnel sidewalls support system to unsymmetrial loading tunnel is designed, and can be effectively controlled unsymmetrial loading tunnel side
Wall failure and deformation of surrounding rocks, and construction cost is low.
In order to solve the above technical problems, the technical solution adopted by the present invention is that: a kind of unsymmetrial loading tunnel sidewall stability control
Construction method, it is characterised in that: along tunnel longitudinal extension divide from the front to the back multiple segments to unsymmetrial loading tunnel carry out excavate and
Side wall supporting construction, the excavation and side wall construction method for supporting of multiple segments are all the same；The unsymmetrial loading tunnel is soft rock tunnel
Road, the side buried depth of the unsymmetrial loading tunnel is H1 and its other side buried depth is H2, and wherein H1 is the side tunnel side of unsymmetrial loading tunnel
The vertical height on wall top to ground, H2 are the vertical height on other side tunnel sidewalls top to the ground of unsymmetrial loading tunnel, H1 <
H2, H1 < 2B, wherein B is the excavation width of unsymmetrial loading tunnel, and the unit of H1, H2 and B are m；Any segment is excavated
And when side wall supporting construction, comprising the following steps:
Step 1: country rock basic mechanical parameter determines: by boring sample to scene and carrying out laboratory test, to currently being applied
The country rock basic mechanical parameter of work segment is tested, and synchronizes record to test result；
Step 2: tunnel sidewalls supporting scheme determines: tunnel used by the left and right tunnel sidewalls to current constructed segment
Road side wall supporting scheme determines that the determination method of two used tunnel sidewalls supporting schemes of tunnel sidewalls is identical respectively；
When the tunnel sidewalls supporting scheme used by any one described tunnel sidewalls is determined, it is to the tunnel sidewalls
It is no to be determined respectively using the supporting construction of tunnel sidewalls support system and used tunnel sidewalls support system；It is described
Tunnel sidewalls support system is the first tunnel sidewalls support system or the second tunnel sidewalls support system；
The first tunnel sidewalls support system includes multiple the first side walls laid from the front to the back along tunnel extending direction
The structure of supporting unit, multiple first side wall supporting units is all the same, and each first side wall supporting unit is laid
In on same tunnel cross-section；
The second tunnel sidewalls support system includes multiple the second side walls laid from the front to the back along tunnel extending direction
The structure of supporting unit, multiple second side wall supporting units is all the same, and each second side wall supporting unit is laid
In on same tunnel cross-section；
The first side wall supporting unit is identical with the quantity of the second side wall supporting unit, each first side wall
The tunnel cross section that supporting unit is laid is the tunnel cross section that the second side wall supporting unit is laid；
Each first side wall supporting unit is that the split side wall drawing crack sliding dug on molding Tunnel side wall is collapsed
Area of collapsing carries out the asymmetric supporting construction of supporting, the top of side wall drawing crack sliding caving zone and the side wall of the Tunnel
Top flush, the cross section of side wall drawing crack sliding caving zone be right-angled trapezium and it include top drawing crack area and positioned at institute
The lower part slip region immediately below the drawing crack area of top is stated, the cross section in top drawing crack area is rectangle, the lower part slip region
It is of same size with top drawing crack area that cross section is right angled triangle and upper part width；Each first side wall supporting
Unit includes side wall deep support structure and the side wall shallow-layer supporting construction immediately below the side wall deep support structure；
The side wall deep support structure includes the side wall anchor cable that supporting is carried out in horizontal layout and to top drawing crack area, institute
State side wall shallow-layer supporting construction include more from top to bottom to the lower part slip region carry out supporting the first side wall anchor poles, more
The first side wall anchor pole is laid and it is tilted gradually downward from the inside to the outside in parallel；
Each second side wall supporting unit is to carry out to the side wall monocline face caving zone on the Tunnel side wall
The supporting construction of supporting, the top of side wall monocline face caving zone and the side wall top flush of the Tunnel, the side
The cross section of wall monocline face caving zone is triangle；Each second side wall supporting unit includes more opposite sides from top to bottom
Wall monocline face caving zone carries out second side joist anchor bar of supporting, and more second side joist anchor bars are in horizontal layout；
When the tunnel sidewalls supporting scheme used by any one described tunnel sidewalls is determined, process is as follows:
Step 201, the judgement of tunnel sidewalls unstability: in conjunction with country rock basic mechanical parameter identified in step 1, and according to
FormulaIt is critical when being calculated current judged tunnel sidewalls unstability
Height hcr；The critical altitude h that will be calculated againcrWith the side wall design height h of the Tunnel3It is compared: working as h3≤hcr
When, judgement show that current judged tunnel sidewalls are in stable state, and judges to obtain current judged tunnel sidewalls without adopting
With tunnel sidewalls support system, the tunnel sidewalls supporting scheme determination process of current judged tunnel sidewalls is completed；Work as hcr< h3
≤h0maxWhen, judgement show that current judged tunnel sidewalls are in the sliding failure by shear state of drawing crack-, while judgement obtains and works as
The tunnel sidewalls support system that preceding judged tunnel sidewalls use enters step 202 for the first tunnel sidewalls support system；When
h3> h0maxWhen, judgement show that current judged tunnel sidewalls are in monocline face failure by shear state, while judgement obtains current institute
Judge that the tunnel sidewalls support system that tunnel sidewalls use for the second tunnel sidewalls support system, and enters step 203；
Wherein, h0maxThe limit level under the sliding failure by shear state of drawing crack-is in by current judgement tunnel sidewalls
And By the internal friction angle of current judgement tunnel sidewalls Rock Mass, c is currently is judged
The cohesive strength of tunnel sidewalls Rock Mass, γ by current judgement tunnel sidewalls Rock Mass volume-weighted average；The unit of c is
The unit of Pa, γ are N/m3, h3、h0maxAnd hcrUnit be m；H is by currently judging tunnel sidewalls side in unsymmetrial loading tunnel
Buried depth and H=H1 or H2；
Step 202, tunnel sidewalls are in tunnel sidewalls supporting scheme under the sliding failure by shear state of drawing crack-and determine, mistake
Journey is as follows:
Step 2021, the slide surface inclination angle of side wall drawing crack sliding caving zone, inside height, outside height and collapsing width are true
It is fixed: in conjunction with country rock basic mechanical parameter identified in step 1, and according to formulaCurrent institute is calculated
The slide surface inclination alpha of the side wall drawing crack sliding caving zone of construction segment；In formula, ψ encloses by the tunnel sidewalls of current construction segment
The dilative angle of rock rock mass；The slide surface inclination alpha of the side wall drawing crack sliding caving zone is that side wall drawing crack slides described in caving zone
Angle between the slide surface and horizontal plane of lower part slip region；
Further according to formula WithCalculate separately the side wall for obtaining current constructed segment
The inside height h of drawing crack sliding caving zone0, outside height z and collapsing width b, h0, z and b unit be m, 90 ° of α <；Its
In, q by the overlying rock of current institute construction segment act on currently judgement tunnel sidewalls tunnel sidewalls country rock on be evenly distributed with
Pressure and q=γ0(h1+h2), γ0By the volume-weighted average of the overlying rock of current construction segment, γ0Unit be N/m3；h1
Inbreak kiln crown when being in the sliding failure by shear of drawing crack-by current judgement tunnel sidewalls andh4For the design excavation height of the Tunnel, h2+h3=h4, h2For the Tunnel
Arch design height, h1、h2And h4Unit be m；F by current construction segment overlying rock solid coefficient；
The height in top drawing crack area is z and its width is b, and the height of the lower part slip region is h0-z；
Step 2022, supporting construction determine: according to the slide surface of the side wall drawing crack sliding caving zone determined in step 2021
Inclination alpha, inside height h0, outside height z and collapsing width b, to side wall deep layer branch described in the first side wall supporting unit
Supporting construction used by protection structure and the side wall shallow-layer supporting construction is determined respectively；
Step 203, tunnel sidewalls are in tunnel sidewalls supporting scheme under the failure by shear state of monocline face and determine that process is such as
Under:
Step 2031, the collapsing width of side wall monocline face caving zone are determining: according to formulaIt is calculated and works as
The collapsing width b1 of the side wall monocline face caving zone of preceding constructed segment；
Side wall monocline face caving zone upper width is b1；
Step 2032, supporting construction determine: according to the collapsing width b1 determined in step 2031, to the second side wall branch
Supporting construction used by shield unit is determined；
Step 3: tunnel excavation and the synchronous supporting construction of tunnel sidewalls: opening from the front to the back current constructed segment
It digs, the tunnel sidewalls supporting scheme according to used by the tunnel sidewalls of left and right identified in step 2 in digging process, by backward
The preceding split molding Tunnel left and right side walls of digging carries out supporting respectively；
Step 4: next segment is excavated and the synchronous supporting construction of tunnel sidewalls: repeating step 1 to step 3, to next section
Duan Jinhang is excavated and the synchronous supporting construction of tunnel sidewalls；
Step 5: step 4 is repeated several times, until the whole for completing unsymmetrial loading tunnel is excavated and the synchronous supporting of tunnel sidewalls is applied
Work process.
A kind of above-mentioned unsymmetrial loading tunnel sidewall stability controls construction method, it is characterized in that: it is basic to carry out country rock in step 1
Before mechanics parameter determines, a segment is first chosen from current constructed segment and is excavated as test section；In step 1
When progress country rock basic mechanical parameter determines, bores sample from the test section and carry out laboratory test, and test result obtained
By the country rock basic mechanical parameter of construction segment current after excavating.
A kind of above-mentioned unsymmetrial loading tunnel sidewall stability controls construction method, it is characterized in that: the longitudinal direction of multiple segments is long
Degree is 10m~50m；
Spacing and front and back in step 2 between the two neighboring first side wall supporting unit in front and back is two neighboring described
Spacing between second side wall supporting unit is identical, and the spacing between the two neighboring first side wall supporting unit in front and back is
0.8m~1.2m.
A kind of above-mentioned unsymmetrial loading tunnel sidewall stability controls construction method, it is characterized in that: to the side wall in step 2022
When supporting construction used by deep support structure is determined, according to the opposite side the outside height z joist anchor determined in step 2021
The installation position of rope is determined and is located at side wall anchor cable in top drawing crack area, according to the opposite side collapsing width b joist anchor rope
Length be determined and extend out to the front end of side wall anchor cable on the outside of top drawing crack area；
When being determined to supporting construction used by the side wall shallow-layer supporting construction, according to slide surface inclination alpha to
The tilt angle of side joist anchor bar is determined, according to inside height h0With outside height z and collapsing width b to the first side wall anchor
The installation position of bar is determined and is laid in the more first side wall anchor poles from top to bottom on the lower part slip region, root
It is determined according to length of the collapsing width b to the first side wall anchor pole and extend out to the front end of the every first side wall anchor pole
On the outside of the lower part slip region.
A kind of above-mentioned unsymmetrial loading tunnel sidewall stability controls construction method, it is characterized in that: according to the opposite side collapsing width b joist anchor
When the length of rope is determined, the length L of the side wall anchor cable1=l1+L1+l2, wherein l1=0.1m~15cm, l2=0.3m~
0.4m, L1 >=1.5b；
When being determined according to length of the collapsing width b to the first side wall anchor pole, the length L of the first side wall anchor pole2
=l1+L2+l2, wherein L2 >=b and L2 < L1.
A kind of above-mentioned unsymmetrial loading tunnel sidewall stability controls construction method, it is characterized in that: the L1=3b~6b, described
L2=1.5b~3b.
A kind of above-mentioned unsymmetrial loading tunnel sidewall stability controls construction method, it is characterized in that: according to slide surface inclination alpha to first
When the tilt angle of side wall anchor pole is determined, 1=180 ° of-α-α of inclination angle alpha of the first side wall anchor pole0, α0For the first side wall
Angle and 65 °≤α between the slide surface of lower part slip region described in anchor pole and side wall drawing crack sliding caving zone0≤ 75 °, α 1 is
Angle between first side wall anchor pole and horizontal plane.
A kind of above-mentioned unsymmetrial loading tunnel sidewall stability controls construction method, it is characterized in that: side wall shallow-layer described in step 2
The quantity of included first side wall anchor pole is three in supporting construction, and three first side wall anchor poles are in uniformly distributed；
Side wall anchor cable described in step 2 is located at the middle part in top drawing crack area, the side wall anchor cable and the Tunnel
Side wall at the top of between spacing be
A kind of above-mentioned unsymmetrial loading tunnel sidewall stability controls construction method, it is characterized in that: to described second in step 2032
When supporting construction used by side wall supporting unit is determined, according to the collapsing width b1 determined in step 2031 to second side
The length of joist anchor bar is determined；The length of more second side joist anchor bars is all the same, the length of second side joist anchor bar
Not less than L3, wherein L3=l1+b1+l2, l1=0.1m~15cm, l2=0.3m~0.4m.
A kind of above-mentioned unsymmetrial loading tunnel sidewall stability controls construction method, it is characterized in that: the length of second side joist anchor bar
Degree is L3。
Compared with the prior art, the present invention has the following advantages:
1, construction method step is simple, realizes that convenient and input cost is low.
2, design is rationally and realization is convenient, right by rationally designing supporting construction used by tunnel sidewalls support system
Tunnel sidewalls are effectively reinforced, and can effectively solve the failure by shear problem of tunnel sidewalls.
3, for the tunnel sidewalls surrouding rock deformation situation of unsymmetrial loading tunnel, the supporting construction of two sides tunnel sidewalls is carried out respectively
Design, first judges tunnel sidewalls unstability, and according to tunnel sidewalls unstability judging result, choose corresponding tunnel sidewalls
Supporting scheme；Also, when determining tunnel sidewalls supporting scheme, consider that tunnel sidewalls monocline face shearing slip and tunnel sidewalls are drawn
- sliding shearing slip is split, thus can effectively ensure the validity and stability of tunnel sidewalls supporting.That is, according to tunnel
Road side wall unstability judging result, used tunnel sidewalls supporting scheme different from are stable, reliable and safe meeting supporting
Under the premise of, achieve the purpose that save the cost.
Wherein, when tunnel sidewalls are under stable state, without carrying out supporting to tunnel sidewalls；When tunnel portion, side is in not
Under stable state and when being in tunnel sidewalls drawing crack-sliding failure by shear state, to unstable state locating for tunnel sidewalls
It is analyzed, judges that tunnel sidewalls are in the sliding failure by shear state of drawing crack-or monocline face failure by shear state carries out
Judgement, and tunnel sidewalls supporting construction is determined according to judging result.
Wherein, when tunnel sidewalls are in the sliding failure by shear state of drawing crack-, tunnel sidewalls supporting construction uses tunnel
Side wall asymmetric supporting construction, each side wall supporting unit is all made of non-right up and down in tunnel sidewalls asymmetric supporting construction
Title formula supporting construction when determining supporting scheme, considers the sliding shearing slip of the drawing crack-of tunnel sidewalls, and collapse according to side wall
The slide surface inclination alpha in area, inside height h0, outside height z and collapsing width b be determined, can be to cutting in drawing crack-is sliding
The tunnel sidewalls for cutting sliding mode are effectively reinforced, thus can effectively ensure the validity and stability of tunnel sidewalls supporting,
In this way under the premise of meeting stable supporting, reliable and safety, achieve the purpose that save the cost, there is economic, investment to be constructed into
The advantages that this is lower, safe and reliable, thus can be provided a strong guarantee for soft rock tunnel safe construction, it is asymmetric using tunnel sidewalls
Formula supporting construction carries out effective support to tunnel sidewalls, and can be effectively controlled tunnel sidewalls failure and deformation of surrounding rocks, to tunnel sidewalls
Effectively reinforced.
When tunnel sidewalls are in monocline face failure by shear state, monocline face failure by shear state is according to tunnel sidewalls
The collapsing width of lower roof plate inbreak kiln crown and side wall monocline face caving zone carries out supporting construction used by tunnel sidewalls true
It is fixed, in this way under the premise of meeting stable supporting, reliable and safety, achieve the purpose that save the cost.
4, using effect is good, can be effectively controlled tunnel wall rock deformation destruction, can effectively be reinforced to soft rock tunnel, and
Construction cost is low, and investment manpower and material resources substantially reduce.
In conclusion the method for the present invention step is simple, realizes that convenient and using effect is good, judged according to tunnel sidewalls unstability
Supporting construction used by tunnel sidewalls support system to unsymmetrial loading tunnel is designed, and can be effectively controlled unsymmetrial loading tunnel side wall
Failure and deformation of surrounding rocks, and construction cost is low.
Below by drawings and examples, technical scheme of the present invention will be described in further detail.
Detailed description of the invention
Fig. 1 is method flow block diagram of the invention.
Lane side Mechanics Calculation mould when sliding for the present invention the established tunnel sidewalls generation drawing crack-failure by shear of Fig. 1-1
The structural schematic diagram of type.
The knot of lane side mechanics model when Fig. 1-2 is the present invention established tunnel sidewalls generation monocline face failure by shear
Structure schematic diagram.
Fig. 2 is the structural schematic diagram of the first tunnel sidewalls support system of the invention.
Fig. 3 is the structural schematic diagram of the second tunnel sidewalls support system of the invention.
Fig. 4 for the used tunnel sidewalls supporting scheme of the present invention structural schematic diagram.
Description of symbols:
1-unsymmetrial loading tunnel；2-tunnel sidewalls country rocks；
3-1-side wall drawing crack slides caving zone；3-2-side wall monocline face caving zone；
4-side wall anchor cables；5-the first side wall anchor pole；6-second side joist anchor bars.
Specific embodiment
A kind of unsymmetrial loading tunnel sidewall stability as shown in Figure 1 controls construction method, along tunnel longitudinal extension by rear
Multiple segments are divided to carry out excavation and side wall supporting construction, the excavation of multiple segments and side wall supporting to unsymmetrial loading tunnel 1 forward
Construction method is all the same；The unsymmetrial loading tunnel 1 is soft rock tunnel, and the side buried depth of the unsymmetrial loading tunnel 1 is H1 and its other side
Buried depth is H2, and wherein H1 is the vertical height on side tunnel sidewalls top to the ground of unsymmetrial loading tunnel 1, and H2 is unsymmetrial loading tunnel 1
The vertical height on other side tunnel sidewalls top to ground, H1 < H2, H1 < 2B, wherein B is the excavation width of unsymmetrial loading tunnel 1,
The unit of H1, H2 and B are m；When carrying out excavation and side wall supporting construction for any segment, comprising the following steps:
Step 1: country rock basic mechanical parameter determines: by boring sample to scene and carrying out laboratory test, to currently being applied
The country rock basic mechanical parameter of work segment is tested, and synchronizes record to test result；
Step 2: tunnel sidewalls supporting scheme determines: tunnel used by the left and right tunnel sidewalls to current constructed segment
Road side wall supporting scheme determines that the determination method of two used tunnel sidewalls supporting schemes of tunnel sidewalls is identical respectively；
When the tunnel sidewalls supporting scheme used by any one described tunnel sidewalls is determined, it is to the tunnel sidewalls
It is no to be determined respectively using the supporting construction of tunnel sidewalls support system and used tunnel sidewalls support system；It is described
Tunnel sidewalls support system is the first tunnel sidewalls support system or the second tunnel sidewalls support system；
As shown in Fig. 2, the first tunnel sidewalls support system includes multiple laying from the front to the back along tunnel extending direction
The first side wall supporting unit, the structure of multiple first side wall supporting units is all the same, each first side wall supporting
Unit is laid on same tunnel cross-section；
As shown in figure 3, the second tunnel sidewalls support system includes multiple laying from the front to the back along tunnel extending direction
The second side wall supporting unit, the structure of multiple second side wall supporting units is all the same, each second side wall supporting
Unit is laid on same tunnel cross-section；
The first side wall supporting unit is identical with the quantity of the second side wall supporting unit, each first side wall
The tunnel cross section that supporting unit is laid is the tunnel cross section that the second side wall supporting unit is laid；
Each first side wall supporting unit is that the split side wall drawing crack sliding dug on molding Tunnel side wall is collapsed
The area 3-1 that collapses carries out the asymmetric supporting construction of supporting, the top of the side wall drawing crack sliding caving zone 3-1 and the Tunnel
Side wall top flush, the cross section of side wall drawing crack sliding caving zone 3-1 be right-angled trapezium and it include top drawing crack
The cross section of area and the lower part slip region immediately below top drawing crack area, top drawing crack area is rectangle, under described
It is of same size with top drawing crack area that the cross section of portion slip region is right angled triangle and upper part width；Each described
One side wall supporting unit includes that side wall deep support structure and side wall immediately below the side wall deep support structure are shallow
Layer supporting construction；The side wall deep support structure includes one and carries out supporting in horizontal layout and to top drawing crack area
Side wall anchor cable 4, the side wall shallow-layer supporting construction include more and from top to bottom carry out the first of supporting to the lower part slip region
Side wall anchor pole 5, more first side wall anchor poles 5 are laid and it is tilted gradually downward from the inside to the outside in parallel；
Each second side wall supporting unit be to the side wall monocline face caving zone 3-2 on the Tunnel side wall into
The supporting construction of row supporting, the top of side wall monocline face caving zone 3-2 and the side wall top flush of the Tunnel, institute
The cross section for stating side wall monocline face caving zone 3-2 is triangle；Each second side wall supporting unit includes more by upper
To the lower second side joist anchor bar 6 for carrying out supporting to side wall monocline face caving zone 3-2, more second side joist anchor bars 6 are in water
Plain cloth is set；
When the tunnel sidewalls supporting scheme used by any one described tunnel sidewalls is determined, process is as follows:
Step 201, the judgement of tunnel sidewalls unstability: in conjunction with country rock basic mechanical parameter identified in step 1, and according to
FormulaIt is critical when being calculated current judged tunnel sidewalls unstability
Height hcr；The critical altitude h that will be calculated againcrWith the side wall design height h of the Tunnel3It is compared: working as h3≤hcr
When, judgement show that current judged tunnel sidewalls are in stable state, and judges to obtain current judged tunnel sidewalls without adopting
With tunnel sidewalls support system, the tunnel sidewalls supporting scheme determination process of current judged tunnel sidewalls is completed；Work as hcr< h3
≤h0maxWhen, judgement show that current judged tunnel sidewalls are in the sliding failure by shear state of drawing crack-, while judgement obtains and works as
The tunnel sidewalls support system that preceding judged tunnel sidewalls use enters step 202 for the first tunnel sidewalls support system；When
h3> h0maxWhen, judgement show that current judged tunnel sidewalls are in monocline face failure by shear state, while judgement obtains current institute
Judge that the tunnel sidewalls support system that tunnel sidewalls use for the second tunnel sidewalls support system, and enters step 203；
Wherein, h0maxThe limit level under the sliding failure by shear state of drawing crack-is in by current judgement tunnel sidewalls
And By the internal friction angle of current judgement tunnel sidewalls Rock Mass, c is currently is judged
The cohesive strength of tunnel sidewalls Rock Mass, γ by current judgement tunnel sidewalls Rock Mass volume-weighted average；The unit of c is
The unit of Pa, γ are N/m3, h3、h0maxAnd hcrUnit be m；H is by currently judging tunnel sidewalls side in unsymmetrial loading tunnel 1
Buried depth and H=H1 or H2；
Step 202, tunnel sidewalls are in tunnel sidewalls supporting scheme under the sliding failure by shear state of drawing crack-and determine, mistake
Journey is as follows:
Step 2021, the slide surface inclination angle of side wall drawing crack sliding caving zone, inside height, outside height and collapsing width are true
It is fixed: in conjunction with country rock basic mechanical parameter identified in step 1, and according to formulaCurrent institute is calculated
The slide surface inclination alpha of the side wall drawing crack sliding caving zone 3-1 of construction segment；In formula, ψ by current construction segment tunnel sidewalls
The dilative angle of Rock Mass；The slide surface inclination alpha of the side wall drawing crack sliding caving zone 3-1 is that side wall drawing crack slides caving zone 3-
Angle between the slide surface and horizontal plane of lower part slip region described in 1；
Further according to formula WithCalculate separately the side wall for obtaining current constructed segment
The inside height h of drawing crack sliding caving zone 3-10, outside height z and collapsing width b, h0, z and b unit be m, 90 ° of α <；
Wherein, q by the overlying rock of current institute construction segment act on currently judgement tunnel sidewalls tunnel sidewalls country rock 2 on it is equal
Cloth pressure and q=γ0(h1+h2), γ0By the volume-weighted average of the overlying rock of current construction segment, γ0Unit be N/m3；
h1Inbreak kiln crown when being in the sliding failure by shear of drawing crack-by current judgement tunnel sidewalls andh4For the design excavation height of the Tunnel, h2+h3=h4, h2For the Tunnel
Arch design height, h1、h2And h4Unit be m；F by current construction segment overlying rock solid coefficient；
The height in top drawing crack area is z and its width is b, and the height of the lower part slip region is h0-z；
Step 2022, supporting construction determine: according to the sliding of the side wall drawing crack sliding caving zone 3-1 determined in step 2021
Face inclination alpha, inside height h0, outside height z and collapsing width b, to side wall deep layer described in the first side wall supporting unit
Supporting construction used by supporting construction and the side wall shallow-layer supporting construction is determined respectively；
Step 203, tunnel sidewalls are in tunnel sidewalls supporting scheme under the failure by shear state of monocline face and determine that process is such as
Under:
Step 2031, the collapsing width of side wall monocline face caving zone are determining: according to formulaIt is calculated current
The collapsing width b1 of the side wall monocline face caving zone 3-2 of constructed segment；
Side wall monocline face caving zone 3-2 upper width is b1；
Step 2032, supporting construction determine: according to the collapsing width b1 determined in step 2031, to the second side wall branch
Supporting construction used by shield unit is determined；
Step 3: tunnel excavation and the synchronous supporting construction of tunnel sidewalls: opening from the front to the back current constructed segment
It digs, the tunnel sidewalls supporting scheme according to used by the tunnel sidewalls of left and right identified in step 2 in digging process, by backward
The preceding split molding Tunnel left and right side walls of digging carries out supporting respectively；
Step 4: next segment is excavated and the synchronous supporting construction of tunnel sidewalls: repeating step 1 to step 3, to next section
Duan Jinhang is excavated and the synchronous supporting construction of tunnel sidewalls；
Step 5: step 4 is repeated several times, until the whole for completing unsymmetrial loading tunnel 1 is excavated and the synchronous supporting of tunnel sidewalls is applied
Work process.
Wherein, a is tunnel half-breadth.
In the present embodiment, when being excavated in step 3 to current constructed segment, using full face tunneling method or step
Method is excavated.
Also, used full face tunneling method or benching tunnelling method are conventional tunnel excavation method.
In the present embodiment, when the Tunnel formed after excavating to current constructed segment carries out preliminary bracing, adopted
Tunnel structure is that the Bolt net and jet preliminary bracing structure of supporting, the Bolt net and jet are carried out to the Tunnel arch wall
Preliminary bracing structure is the preliminary bracing structure using bolt-mesh-spurting supporting method construction molding；
The Bolt net and jet preliminary bracing structure includes supporting used by the tunnel sidewalls supporting scheme determined in step 2
Structure.Also, the Bolt net and jet preliminary bracing structure further includes one layer of steel mesh and one being mounted on the Tunnel arch wall
Layer is injected in the concrete ejection layer on the Tunnel arch wall, and the steel mesh is fixed in the concrete ejection layer.Its
In, the arch wall includes arch and the left and right sides tunnel side wall of the Tunnel.
In the present embodiment, the concrete layer is steel fiber concrete layer and its thickness is 20cm~30cm.
Also, when constructing to the Bolt net and jet preliminary bracing structure, used construction method is conventional construction
Method.
In the present embodiment, the concrete layer is steel fiber concrete layer and its thickness is 20cm~30cm.
In the present embodiment, the longitudinal length of multiple segments is 10m~50m.
When practice of construction, according to specific needs, the longitudinal length of the segment is adjusted accordingly.
In the present embodiment, before progress country rock basic mechanical parameter determines in step 1, first from current constructed segment
A segment is chosen to be excavated as test section；When progress country rock basic mechanical parameter determines in step 1, from the test
Section, which is bored sample, carries out laboratory test, and test result obtained is by currently the country rock basic mechanical of construction segment is joined after excavation
Number.
In the present embodiment, the test section is located at current constructed segment rear end and the length is 1m.
When progress country rock basic mechanical parameter determines in step 1, bores sample from the test section and carry out laboratory test, and
Country rock basic mechanical parameter of the test result obtained by segment of currently constructing after excavation.
Also, the characteristics such as heterogeneous, the discontinuous and anisotropy in view of the tunnel surrounding of unsymmetrial loading tunnel 1, mechanics ginseng
Number must determine on the basis of test, to ensure that data are accurate and reliable, reduce and calculate error.
Spacing and front and back phase in the present embodiment, in step 2 between the two neighboring first side wall supporting unit in front and back
Spacing between adjacent two the second side wall supporting units is identical, between the two neighboring first side wall supporting unit in front and back
Spacing be 0.8m~1.2m.
When practice of construction, according to specific needs, between the first side wall supporting unit two neighboring to front and back between
It is adjusted accordingly respectively away from the spacing between the two neighboring second side wall supporting unit in front and back.
When progress country rock basic mechanical parameter determines in step 1, identified mechanics parameter includes current constructed segment
The cohesive strength c of tunnel sidewalls Rock Mass, current constructed segment tunnel sidewalls Rock Mass internal friction angleCurrently
The volume-weighted average of the volume-weighted average γ of the tunnel sidewalls Rock Mass of constructed segment, the currently overlying rock of constructed segment
γ0, current constructed segment tunnel sidewalls Rock Mass dilative angle ψ and the current robustness of constructed segment overlying rock
Coefficient f.
Meanwhile also need the excavation width B to unsymmetrial loading tunnel 1, current constructed segment overlying rock solid coefficient f,
The arch design height h of the Tunnel2, the Tunnel design excavation height h4It is designed with the side wall of the Tunnel high
Spend h3It is determined.
Wherein, the overlying rock of current constructed segment is also referred to as tunnel roof country rock, i.e., country rock above the described Tunnel,
Also referred to as tunnel upper cover layer.
According to general knowledge known in this field, edpth of tunnel refer to top to the natural ground of tunnel excavation section it is vertical away from
From.
The excavation width in tunnel refers to consider two linings, preliminary bracing, deformation allowance after the maximum of outline excavation excavate
Width.Herein, the excavation width B of unsymmetrial loading tunnel 1 is also referred to as span, refers to the maximum span of unsymmetrial loading tunnel 1.
When being determined in step 2022 to supporting construction used by the side wall deep support structure, according to step
The installation position of the opposite side the outside height z joist anchor rope 4 determined in 2021 is determined and side wall anchor cable 4 is made to be located at top drawing
On split plot, it is determined according to the length of the opposite side collapsing width b joist anchor rope 4 and extend out to the front end of side wall anchor cable 4 on described
On the outside of drawing crack area, portion；
When being determined to supporting construction used by the side wall shallow-layer supporting construction, according to slide surface inclination alpha to
The tilt angle of side joist anchor bar 5 is determined, according to inside height h0With outside height z and collapsing width b to the first side wall
The installation position of anchor pole 5 is determined and the more first side wall anchor poles 5 is made from top to bottom to be laid in the lower part slip region
On, the front end of the every first side wall anchor pole 5 is determined and made according to length of the collapsing width b to the first side wall anchor pole 5
It extend out on the outside of the lower part slip region.
For easy construction, when being determined according to the length of the opposite side collapsing width b joist anchor rope 4, the length of the side wall anchor cable 4
Spend L1=l1+L1+l2, wherein l1=0.1m~15cm, l2=0.3m~0.4m, L1 >=1.5b；
When being determined according to length of the collapsing width b to the first side wall anchor pole 5, the length of the first side wall anchor pole 5
L2=l1+L2+l2, wherein L2 >=b and L2 < L1.
Wherein, l1And l2Indicate that anchor pole is the length value for ensuring that valid bonding length is reserved to anchor pole or anchor cable both ends.It is practical
In use, l1For any one numerical value within the scope of 0.1m~15cm, l2For any one numerical value within the scope of 0.3m~0.4m.
In the present embodiment, the L1=3b~6b, the L2=1.5b~3b.
In actual use, according to specific needs, the value size of L1 and L2 is adjusted accordingly.
When being determined according to tilt angle of the slide surface inclination alpha to the first side wall anchor pole 5, the first side wall anchor pole 5 inclines
Rake angle α 1=180 °-α-α0, α0Lower part slip region described in caving zone 3-1 is slid with side wall drawing crack for the first side wall anchor pole 5
Angle and 65 °≤α between slide surface0≤ 75 °, angle of the α 1 between the first side wall anchor pole 5 and horizontal plane.
In the present embodiment, α0=69 °.
When practice of construction, according to specific needs, to α0Value size adjust accordingly.
In the present embodiment, the quantity of included side wall anchor pole 5 is three in the supporting construction of side wall shallow-layer described in step 2,
Three side wall anchor poles 5 are in uniformly distributed.
When practice of construction, according to specific needs, the installation position of the quantity of opposite side joist anchor bar 5 and each side wall anchor pole 5 into
The corresponding adjustment of row.
In the present embodiment, side wall anchor cable described in step 24 is located at the middle part in top drawing crack area, the side wall anchor cable
4 and the Tunnel side wall at the top of between spacing be
When practice of construction, according to specific needs, the installation position of opposite side joist anchor rope 4 is adjusted accordingly.
When being determined in step 2032 to supporting construction used by the second side wall supporting unit, according to step
The collapsing width b1 determined in 2031 is determined the length of second side joist anchor bar 6；The length of more second side joist anchor bars 6
Spend all the same, the length of second side joist anchor bar 6 is not less than L3, wherein L3=l1+b1+l2, l1=0.1m~15cm, l2=
0.3m~0.4m.
In the present embodiment, the length of second side joist anchor bar 6 is L3。
When practice of construction, according to specific needs, the length of second side joist anchor bar 6 is adjusted accordingly.
Unsymmetrial loading tunnel is since landform is asymmetric or geological formations factor causes two area load of tunnel structure asymmetric, just
Bias is formd, there are great differences for unsymmetrial loading tunnel two sides force-bearing of surrounding rock mass situation, thus to the two sides tunnel sidewalls of unsymmetrial loading tunnel
Side wall support system be designed respectively, while meeting firm supporting demand, also can about save the cost, save manpower
Material resources, shortening construction period and other effects.
As Figure 1-1, when the tunnel sidewalls are in drawing crack-sliding failure by shear state, side wall caving zone 3 is (i.e.
Right-angled trapezium ABCD) it is the tunnel sidewalls Rock Mass in state of limit equilibrium, BC is potential slide surface, and α inclines for slip-crack surface
Angle (the i.e. described slide surface inclination angle).By the country rock progress force analysis to side wall caving zone 3 it is found that the drawing crack-of tunnel sidewalls
Slide mass (i.e. side wall caving zone 3) is actually the crucial weak structure body in tunnel surrounding, and tunnel is effectively wide after unstability slides
Degree increases (tunnel sidewalls height is increase accordingly), and pole is unfavorable for the stabilization of tunnel vault；In addition, side wall surface wall caving unloading after its
Top concentrates pressure peak to shift to deep, increase the elastic plastic interphase that is formed after side wall deforms to tunnel center away from
From so that the tunnel floor maximal destruction depth and its pucking amount that generate under side wall extruding dramatically increase.Therefore, to side wall into
Timely and effectively supporting has important engineering significance to row.
In the present embodiment, the tunnel sidewalls of constructed unsymmetrial loading tunnel 1 are vertical wall and its height is 4.88m, sagitta 7.2m,
Excavation width B=14.3m, thus h4=12.08m, h2=7.2m, h3=4.88m.
As shown in figure 4, being sampled from the tunnel sidewalls Rock Mass that 1 buried depth of unsymmetrial loading tunnel is the side H2, and determination is enclosed
This mechanics parameter of batholith carries out the judgement of tunnel sidewalls unstability according still further to the method described in step 201, and judgement obtains the tunnel side
Wall is in stable state, and judges to obtain the tunnel sidewalls without tunnel sidewalls support system.
As shown in figure 4, be sampled from the tunnel sidewalls Rock Mass that 1 buried depth of unsymmetrial loading tunnel is the side H2, after tested
Out: the cohesive strength c=91kP of the tunnel sidewalls Rock Mass of current constructed segmenta=91 × 103Pa, section of currently constructing
The internal friction angle of the tunnel sidewalls Rock Mass of sectionThe volume-weighted average γ of the overlying rock of current constructed segment0=
21.6kN/m3=21.6 × 103N/m3, dilative angle ψ=9 ° of the tunnel sidewalls Rock Mass of current constructed segment.Current institute
The solid coefficient f=7.8 of construction segment overlying rock.Also, the tunnel sidewalls Rock Mass of current constructed segment is flat
Equal bulk density γ=γ0=21.6 × 103N/m3.The judgement of tunnel sidewalls unstability, root are carried out according still further to the method described in step 201
According to formulaFacing when current judged tunnel sidewalls unstability is calculated
Boundary height hcr, corresponding judgement show that current judged tunnel sidewalls are in the sliding failure by shear state of drawing crack-, while judging
The tunnel sidewalls support system that current judged tunnel sidewalls use out is the first tunnel sidewalls support system.
Current judged tunnel sidewalls are in inbreak kiln crown when the sliding failure by shear of drawing crack-
The overlying rock of current constructed segment acts on equal on the tunnel sidewalls country rock 2 of current judged tunnel sidewalls
Cloth pressure (also referred to as evenly load) q=γ0(h1+h2)=21.6×103×(7.2+2.1)=200.9kPa=200.9 ×
103Pa。
The slide surface inclination angle of the side wall drawing crack sliding caving zone 3-1 of current constructed segment
The inside height of the side wall drawing crack sliding caving zone 3-1 of current constructed segment
Outside height
Collapsing width
And originally tunnel sidewalls anchor pole employed in phase supporting scheme is in horizontal layout, such anchor pole and sliding in the tunnel
Face angle theoretical value is 139 °, and angle is excessive, cannot give full play to the anti-shear ability of anchor rod body itself in this way；Also,
Shearing slip after side wall drawing crack can not be limited.Also, due to collapsing width b=0.87m, former side wall rock-bolt length is designed as
4.0m is also theoretically unsound, and easily causes the huge waste of manpower and material resources.
In the present embodiment, the length of side wall anchor cable 4 is 5m, and the length of side wall anchor pole 5 is 2.5m, and side wall anchor pole 5 with
Angle α between the slide surface of lower part slip region described in side wall caving zone 30=69 °, thus anchor rod body can be given full play to certainly
The anti-shear ability of body；Also, side wall anchor pole 5 and the Design of length of side wall anchor cable 4 are reasonable, side wall anchor pole 5 and 4 phase of side wall anchor cable
Cooperation can effectively limit the shearing slip after side wall drawing crack, and not will cause the huge waste of manpower and material resources.
The above is only presently preferred embodiments of the present invention, is not intended to limit the invention in any way, it is all according to the present invention
Technical spirit any simple modification to the above embodiments, change and equivalent structural changes, still fall within skill of the present invention
In the protection scope of art scheme.
Claims (10)
1. a kind of unsymmetrial loading tunnel sidewall stability controls construction method, it is characterised in that: along tunnel longitudinal extension by backward
Preceding point of multiple segments carry out excavation and side wall supporting construction, the excavation of multiple segments and side wall supporting to unsymmetrial loading tunnel (1)
Construction method is all the same；The unsymmetrial loading tunnel (1) is soft rock tunnel, and the side buried depth of the unsymmetrial loading tunnel (1) is H1 and it is another
Side buried depth is H2, and wherein H1 is the vertical height on side tunnel sidewalls top to the ground of unsymmetrial loading tunnel (1), and H2 is bias tunnel
The vertical height on other side tunnel sidewalls top to the ground in road (1), H1 < H2, H1 < 2B, wherein B is unsymmetrial loading tunnel (1)
Excavation width, the unit of H1, H2 and B are m；When carrying out excavation and side wall supporting construction for any segment, including following step
It is rapid:
Step 1: country rock basic mechanical parameter determines: laboratory test is carried out by boring sample to scene, to current section of constructing
The country rock basic mechanical parameter of section is tested, and synchronizes record to test result；
Step 2: tunnel sidewalls supporting scheme determines: tunnel side used by the left and right tunnel sidewalls to current constructed segment
Wall supporting scheme determines that the determination method of two used tunnel sidewalls supporting schemes of tunnel sidewalls is identical respectively；
When the tunnel sidewalls supporting scheme used by any one described tunnel sidewalls is determined, whether which is needed
It is determined respectively using the supporting construction of tunnel sidewalls support system and used tunnel sidewalls support system；The tunnel
Side wall support system is the first tunnel sidewalls support system or the second tunnel sidewalls support system；
The first tunnel sidewalls support system includes multiple the first side wall supportings laid from the front to the back along tunnel extending direction
The structure of unit, multiple first side wall supporting units is all the same, and each first side wall supporting unit is laid in together
On one tunnel cross-section；
The second tunnel sidewalls support system includes multiple the second side wall supportings laid from the front to the back along tunnel extending direction
The structure of unit, multiple second side wall supporting units is all the same, and each second side wall supporting unit is laid in together
On one tunnel cross-section；
The first side wall supporting unit is identical with the quantity of the second side wall supporting unit, each first side wall supporting
The tunnel cross section that unit is laid is the tunnel cross section that the second side wall supporting unit is laid；
Each first side wall supporting unit is the split side wall drawing crack sliding caving zone dug on molding Tunnel side wall
(3-1) carries out the asymmetric supporting construction of supporting, the top of side wall drawing crack sliding caving zone (3-1) and the Tunnel
Side wall top flush, the cross section of side wall drawing crack sliding caving zone (3-1) be right-angled trapezium and it include that top is drawn
Split plot and the lower part slip region immediately below top drawing crack area, the cross section in top drawing crack area is rectangle, described
It is of same size with top drawing crack area that the cross section of lower part slip region is right angled triangle and upper part width；It is each described
First side wall supporting unit includes side wall deep support structure and the side wall immediately below the side wall deep support structure
Shallow-layer supporting construction；The side wall deep support structure includes one and carries out supporting in horizontal layout and to top drawing crack area
Side wall anchor cable (4), the side wall shallow-layer supporting construction include more from top to bottom to the lower part slip region carry out supporting
First side wall anchor pole (5), more first side wall anchor poles (5) are laid and it is tilted gradually downward from the inside to the outside in parallel；
Each second side wall supporting unit is to carry out to the side wall monocline face caving zone (3-2) on the Tunnel side wall
The supporting construction of supporting, the top of side wall monocline face caving zone (3-2) and the side wall top flush of the Tunnel, institute
The cross section for stating side wall monocline face caving zone (3-2) is triangle；Each second side wall supporting unit include more by
Up to the lower second side joist anchor bar (6) for carrying out supporting to side wall monocline face caving zone (3-2), more second side joist anchor bars
It (6) is in horizontal layout；
When the tunnel sidewalls supporting scheme used by any one described tunnel sidewalls is determined, process is as follows:
Step 201, the judgement of tunnel sidewalls unstability: in conjunction with country rock basic mechanical parameter identified in step 1, and according to formulaCritical altitude when current judged tunnel sidewalls unstability is calculated
hcr；The critical altitude h that will be calculated againcrWith the side wall design height h of the Tunnel3It is compared: working as h3≤hcrWhen, sentence
It is disconnected to show that current judged tunnel sidewalls are in stable state, and judge to obtain current judged tunnel sidewalls without tunnel
Side wall support system completes the tunnel sidewalls supporting scheme determination process of current judged tunnel sidewalls；Work as hcr< h3≤h0max
When, judgement show that current judged tunnel sidewalls are in the sliding failure by shear state of drawing crack-, while judgement obtains and currently sentenced
The tunnel sidewalls support system that disconnected tunnel sidewalls use enters step 202 for the first tunnel sidewalls support system；Work as h3>
h0maxWhen, judgement show that current judged tunnel sidewalls are in monocline face failure by shear state, while judgement obtains and currently sentenced
The tunnel sidewalls support system that disconnected tunnel sidewalls use enters step 203 for the second tunnel sidewalls support system；
Wherein, h0maxBy current judgement tunnel sidewalls be in the limit level under the sliding failure by shear state of drawing crack-and By the internal friction angle of current institute's judgement tunnel sidewalls Rock Mass, c is judged tunnel to be current
The cohesive strength of road side wall Rock Mass, γ by current judgement tunnel sidewalls Rock Mass volume-weighted average；The unit of c is Pa,
The unit of γ is N/m3, h3、h0maxAnd hcrUnit be m；H is by currently judging tunnel sidewalls side in unsymmetrial loading tunnel (1)
Buried depth and H=H1 or H2；
Step 202, tunnel sidewalls are in tunnel sidewalls supporting scheme under the sliding failure by shear state of drawing crack-and determine that process is such as
Under:
Step 2021, slide surface inclination angle, inside height, outside height and the collapsing width of side wall drawing crack sliding caving zone are determining:
In conjunction with country rock basic mechanical parameter identified in step 1, and according to formulaIt is calculated and is currently constructed
The slide surface inclination alpha of side wall drawing crack sliding caving zone (3-1) of segment；In formula, ψ encloses by the tunnel sidewalls of current construction segment
The dilative angle of rock rock mass；The slide surface inclination alpha of side wall drawing crack sliding caving zone (3-1) is that side wall drawing crack slides caving zone
Angle between the slide surface and horizontal plane of lower part slip region described in (3-1)；
Further according to formula WithCalculate separately the side wall for obtaining current constructed segment
Drawing crack slides the inside height h of caving zone (3-1)0, outside height z and collapsing width b, h0, z and b unit be m, α <
90°；Wherein, q by the overlying rock of current institute construction segment act on currently judgement tunnel sidewalls tunnel sidewalls country rock (2)
On well-distributed pressure and q=γ0(h1+h2),γ0By the volume-weighted average of the overlying rock of current construction segment,γ0Unit be N/
m3；h1Inbreak kiln crown when being in the sliding failure by shear of drawing crack-by current judgement tunnel sidewalls andh4For the design excavation height of the Tunnel, h2+h3=h4, h2For the Tunnel
Arch design height, h1、h2And h4Unit be m；F by current construction segment overlying rock solid coefficient；
The height in top drawing crack area is z and its width is b, and the height of the lower part slip region is h0-z；
Step 2022, supporting construction determine: according to the slide surface of side wall drawing crack sliding caving zone (3-1) determined in step 2021
Inclination alpha, inside height h0, outside height z and collapsing width b, to side wall deep layer branch described in the first side wall supporting unit
Supporting construction used by protection structure and the side wall shallow-layer supporting construction is determined respectively；
Step 203, tunnel sidewalls are in tunnel sidewalls supporting scheme under the failure by shear state of monocline face and determine that process is as follows:
Step 2031, the collapsing width of side wall monocline face caving zone are determining: according to formulaIt is calculated and is currently applied
The collapsing width b1 of the side wall monocline face caving zone (3-2) of work segment；
Side wall monocline face caving zone (3-2) upper width is b1；
Step 2032, supporting construction determine: according to the collapsing width b1 determined in step 2031, to the second side wall supporting list
Supporting construction used by member is determined；
Step 3: tunnel excavation and the synchronous supporting construction of tunnel sidewalls: excavating, open to current constructed segment from the front to the back
The tunnel sidewalls supporting scheme according to used by the tunnel sidewalls of left and right identified in step 2, split from the front to the back during digging
It digs molding Tunnel left and right side walls and carries out supporting respectively；
Step 4: next segment is excavated and the synchronous supporting construction of tunnel sidewalls: repeat step 1 to step 3, to next segment into
Row excavates and the synchronous supporting construction of tunnel sidewalls；
Step 5: step 4 is repeated several times, until completing whole excavations and the synchronous supporting construction of tunnel sidewalls of unsymmetrial loading tunnel (1)
Process.
2. a kind of unsymmetrial loading tunnel sidewall stability described in accordance with the claim 1 controls construction method, it is characterised in that: step 1
Before middle progress country rock basic mechanical parameter determines, a segment is first chosen from current constructed segment and is carried out as test section
It excavates；When progress country rock basic mechanical parameter determines in step 1, bores sample from the test section and carry out laboratory test, and obtained
Country rock basic mechanical parameter of the test result obtained by segment of currently constructing after excavation.
3. a kind of unsymmetrial loading tunnel sidewall stability according to claim 1 or 2 controls construction method, it is characterised in that: more
The longitudinal length of a segment is 10m~50m；
Spacing and front and back two neighboring described second in step 2 between the two neighboring first side wall supporting unit in front and back
Spacing between side wall supporting unit is identical, the spacing between the two neighboring first side wall supporting unit in front and back be 0.8m~
1.2m。
4. a kind of unsymmetrial loading tunnel sidewall stability according to claim 1 or 2 controls construction method, it is characterised in that: step
When being determined in rapid 2022 to supporting construction used by the side wall deep support structure, according to what is determined in step 2021
The installation position of the opposite side outside height z joist anchor rope (4) is determined and is located at side wall anchor cable (4) in top drawing crack area,
It is determined according to the length of collapsing width b opposite side joist anchor rope (4) and the front end of side wall anchor cable (4) is made to extend out to the top and drawn
On the outside of split plot；
When being determined to supporting construction used by the side wall shallow-layer supporting construction, according to slide surface inclination alpha to the first side
The tilt angle of joist anchor bar (5) is determined, according to inside height h0With outside height z and collapsing width b to the first side wall anchor
The installation position of bar (5) is determined and the more first side wall anchor poles (5) is made from top to bottom to be laid in the lower part sliding
Qu Shang is determined according to length of the collapsing width b to the first side wall anchor pole (5) and makes the every first side wall anchor pole (5)
Front end extend out on the outside of the lower part slip region.
5. a kind of unsymmetrial loading tunnel sidewall stability controls construction method according to claim 4, it is characterised in that: according to collapsing
When the length of the opposite side width b joist anchor rope (4) of collapsing is determined, the length L of the side wall anchor cable (4)1=l1+L1+l2, wherein l1
=0.1m~15cm, l2=0.3m~0.4m, L1 >=1.5b；
When being determined according to length of the collapsing width b to the first side wall anchor pole (5), the length L of the first side wall anchor pole (5)2
=l1+L2+l2, wherein L2 >=b and L2 < L1.
6. a kind of unsymmetrial loading tunnel sidewall stability controls construction method according to claim 5, it is characterised in that: described
L1=3b~6b, the L2=1.5b~3b.
7. a kind of unsymmetrial loading tunnel sidewall stability controls construction method according to claim 4, it is characterised in that: according to cunning
When shifting face inclination alpha is determined the tilt angle of the first side wall anchor pole (5), the inclination angle alpha 1=of the first side wall anchor pole (5)
180°-α-α0, α0The slide surface of lower part slip region described in caving zone (3-1) is slid for the first side wall anchor pole (5) and side wall drawing crack
Between angle and 65 °≤α0≤ 75 °, angle of the α 1 between the first side wall anchor pole (5) and horizontal plane.
8. a kind of unsymmetrial loading tunnel sidewall stability according to claim 1 or 2 controls construction method, it is characterised in that: step
The quantity of included first side wall anchor pole (5) is three in side wall shallow-layer supporting construction described in rapid two, three first sides
Joist anchor bar (5) is in uniformly distributed；
Side wall anchor cable described in step 2 (4) is located at the middle part in top drawing crack area, the side wall anchor cable (4) and the tunnel
Spacing between at the top of the side wall in hole is z/2.
9. a kind of unsymmetrial loading tunnel sidewall stability according to claim 1 or 2 controls construction method, it is characterised in that: step
When being determined in rapid 2032 to supporting construction used by the second side wall supporting unit, according to what is determined in step 2031
Collapsing width b1 is determined the length of second side joist anchor bar (6)；The length of more second side joist anchor bars (6) is homogeneous
Together, the length of second side joist anchor bar (6) is not less than L3, wherein L3=l1+b1+l2, l1=0.1m~15cm, l2=0.3m~
0.4m。
10. a kind of unsymmetrial loading tunnel sidewall stability controls construction method according to claim 9, it is characterised in that: described
The length of second side joist anchor bar (6) is L3。
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711365752.8A CN108119162B (en) | 2017-12-18 | 2017-12-18 | A kind of unsymmetrial loading tunnel sidewall stability control construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201711365752.8A CN108119162B (en) | 2017-12-18 | 2017-12-18 | A kind of unsymmetrial loading tunnel sidewall stability control construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108119162A CN108119162A (en) | 2018-06-05 |
| CN108119162B true CN108119162B (en) | 2019-05-14 |
Family
ID=62229293
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201711365752.8A Active CN108119162B (en) | 2017-12-18 | 2017-12-18 | A kind of unsymmetrial loading tunnel sidewall stability control construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108119162B (en) |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007162367A (en) * | 2005-12-15 | 2007-06-28 | Okumura Corp | Settlement restraining method of tunnel timbering |
| CN104951652A (en) * | 2015-06-03 | 2015-09-30 | 北京工业大学 | Calculating method for soil pressure loads of shallow-buried asymmetric small spacing tunnel |
| CN104018849B (en) * | 2014-06-21 | 2016-01-27 | 西安科技大学 | A kind of stope drift active workings supporting method determined based on caving arch rise |
| CN105464669A (en) * | 2015-10-31 | 2016-04-06 | 中铁二十局集团有限公司 | Water-rich weak surrounding rock long-and-big tunnel construction method |
| CN106481343A (en) * | 2016-11-14 | 2017-03-08 | 西安科技大学 | A kind of Soft Rock Tunnel Excavation and preliminary bracing method |
| CN106499397A (en) * | 2016-11-14 | 2017-03-15 | 西安科技大学 | A kind of soft rock tunnel deformation control method that is analyzed based on rockbolt stress |
-
2017
- 2017-12-18 CN CN201711365752.8A patent/CN108119162B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2007162367A (en) * | 2005-12-15 | 2007-06-28 | Okumura Corp | Settlement restraining method of tunnel timbering |
| CN104018849B (en) * | 2014-06-21 | 2016-01-27 | 西安科技大学 | A kind of stope drift active workings supporting method determined based on caving arch rise |
| CN104951652A (en) * | 2015-06-03 | 2015-09-30 | 北京工业大学 | Calculating method for soil pressure loads of shallow-buried asymmetric small spacing tunnel |
| CN105464669A (en) * | 2015-10-31 | 2016-04-06 | 中铁二十局集团有限公司 | Water-rich weak surrounding rock long-and-big tunnel construction method |
| CN106481343A (en) * | 2016-11-14 | 2017-03-08 | 西安科技大学 | A kind of Soft Rock Tunnel Excavation and preliminary bracing method |
| CN106499397A (en) * | 2016-11-14 | 2017-03-15 | 西安科技大学 | A kind of soft rock tunnel deformation control method that is analyzed based on rockbolt stress |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108119162A (en) | 2018-06-05 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106499397B (en) | A kind of soft rock tunnel deformation control method based on rockbolt stress analysis | |
| CN101864987B (en) | Building method of filled wall body for gob-side entry retaining of large-inclination coal seam | |
| CN106481343B (en) | A kind of Soft Rock Tunnel Excavation and preliminary bracing method | |
| CN104141496B (en) | A kind of rectangular shaped roadways failure and deformation of surrounding rocks control method | |
| CN106014423B (en) | The excavation and method for protecting support of a kind of shallow coal level lane | |
| CN106522978B (en) | Soft rock tunnel construction method based on soft mould supporting | |
| CN106499398A (en) | Based on the Soft Rock Tunnel Excavation method that rockbolt stress is analyzed | |
| Qian et al. | Safety factor calculations of a tunnel face reinforced with umbrella pipes: A comparison analysis | |
| Wang et al. | Geomechanics model test research on automatically formed roadway by roof cutting and pressure releasing | |
| CN108119147B (en) | A kind of Soft Rock Tunnel Excavation and preliminary bracing method | |
| CN105971630B (en) | A kind of shallow coal level lane roof collapse prevention and controls | |
| CN103321234B (en) | Constructing method of load-bearing structure built on high slope or geological complex area | |
| CN103046543A (en) | Antiskid pile with hollow outer isosceles trapezoid cross section and in unequal interval arrangement | |
| CN108867376A (en) | Face anchor system and its construction method after mating type forever | |
| CN104018848B (en) | A kind of rectangular shaped roadways roof collapse prevention and controls | |
| CN100513705C (en) | Underground beam-pile frame construction for reinforcing side slope | |
| CN113094778A (en) | High-ground-stress interbed soft rock tunnel failure mechanism and construction control research method | |
| CN108005676B (en) | A kind of soft rock tunnel side wall asymmetric method for protecting support | |
| CN108086983B (en) | A kind of unsymmetrial loading tunnel construction method | |
| CN108104823B (en) | A kind of buried soft rock tunnel construction method | |
| CN108119162B (en) | A kind of unsymmetrial loading tunnel sidewall stability control construction method | |
| CN105178355B (en) | The stratum pre-reinforcement processing method of underground space construction | |
| CN103161477A (en) | Sand layer space forepoling strengthening technology | |
| CN108867375A (en) | Anchor system and arch bridge cantilever construction system and method after self-balancing type | |
| Chen et al. | Numerical Simulation of the Stability of a Cutting Slope and Study on Its Reinforcement Scheme |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20200616 Address after: Oujiang town Caotang Road, Guidong County, Chenzhou City, Hunan Province Patentee after: Chenzhou Zhicun Intellectual Property Service Co.,Ltd. Address before: 710054 No. 58, Yanta Road, Shaanxi, Xi'an Patentee before: XI'AN University OF SCIENCE AND TECHNOLOGY |
|
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20220113 Address after: 223600 plant 2 opposite Qixiong police station, Qixiong street, Shuyang County, Suqian City, Jiangsu Province Patentee after: Shuyang Taiger Machinery Parts Co.,Ltd. Address before: 423500 Caotang Road, Tujiang Town, Guidong County, Chenzhou City, Hunan Province Patentee before: Chenzhou Zhicun Intellectual Property Service Co.,Ltd. |