CN108086983A - A kind of unsymmetrial loading tunnel construction method - Google Patents
A kind of unsymmetrial loading tunnel construction method Download PDFInfo
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
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Abstract
The invention discloses a kind of unsymmetrial loading tunnel construction method, including step：Step 1: country rock basic mechanical parameter determines；Step 2: tunnel arch supporting scheme is determined with tunnel sidewalls supporting scheme；Step 3: Tunnel structure determination；Step 4: tunnel excavation and Tunnel construction；Step 5: Tunnel Second Lining Construction；Step 6: next segmental construction：Step 1 is repeated to step 5, is constructed to next segment；Step 7: step 6 is repeated several times, until completing whole work progress of unsymmetrial loading tunnel.The method of the present invention step is simple, realizes that convenient and using effect is good, judge that supporting construction is designed used by consolidating support system to tunnel anchorage according to tunnel sidewalls unstability, unsymmetrial loading tunnel side wall failure and deformation of surrounding rocks can effectively be controlled, and tunnel arch support system is in stable state lower roof plate inbreak kiln crown according to tunnel sidewalls and determines, tunnel can be met and consolidate supporting demand, and construction cost is low.
Description
Technical field
The invention belongs to technical field of tunnel construction, more particularly, to a kind of unsymmetrial loading tunnel construction method.
Background technology
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 Deng Yimuzhai ridges high-ground stress tunnel 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, the variation relation of ground settlement and structural internal force；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 field measurement to high ground stress soft rock stress tunnel crustal stress, theory
Study carefully and numerical simulation, analyze tunnel surrounding and the mechanical mechanism of supporting construction interaction；Wang Shuren etc. analyzes Wushao Ling
The deformation mechanical mechanism of tunnel surrounding, it is proposed that the soft layer support technology of firm 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, it is proposed that 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 of side, tunnel-side or tunnel side wall) are in tunnel
The phenomenon that being deformed under surrouding rock stress effect, destroying and come 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.It is horizontal suffered by tunnel sidewalls rock mass after tunnel excavation
To horizontal stress be released from after become two dimensional stress state, 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 in tunnel roof (i.e.
Tunnel upper rock mass) with the damage accumulation under tunnel floor (i.e. tunnel lower section rock mass) clamping action to certain magnitude when, tunnel
Side wall will unstability, so as to drawing crack-sliding failure by shear or monocline face failure by shear occur.Wherein, deposited when in side wall rock mass
At drawing crack face, the tunnel of drawing crack-sliding failure by shear, at this time unsymmetrial loading tunnel 1 as Figure 1-1 will occur for tunnel sidewalls
It is tunnel roof that the region of drawing crack-sliding failure by shear occurs in road side wall country rock 2 to slide caving zone 3-1, q for side wall drawing crack
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 the monocline face failure by shear shown in Fig. 1-2
Region is side wall monocline face caving zone 3-2.
Although more achievement in research is achieved in terms of soft rock tunnel surrouding rock deformation and support technology at present, on soft rock
The research of Tunnel Landslide and pucking is also more deep, but still few for the research of common tunnel wall caving disaster 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 biasing, both sides tunnel
The wall rock destabilization state of side wall is inconsistent, tunnel sidewalls stability contorting difficulty of construction higher.
In addition, practice have shown that Pu Shi caving archs basic theories reflects objective the law of ground pressure to a certain extent, but be directed to
Soft Rock Engineering still has following deficiency：Firstth, the research to tunnel sidewalls (also referred to as tunnel portion of side) instability condition is lacked：Study table
Bright, the factors such as intensity, edpth of tunnel and tunnel excavation height of stability and rock mass itself of tunnel sidewalls are closely related：Work as tunnel
One timing of road side wall lithology and edpth of tunnel, tunnel height is bigger, and stability is poorer；Vice versa；Therefore, for a certain true
It, should there are the critical altitudes that one makes tunnel sidewalls unstability for fixed tunnel sidewalls；Secondth, lack and tunnel sidewalls are not sympathized with
The research of condition shearing slip：When tunnel sidewalls are unstable, failure by shear will occur for side wall, such as drawing crack-sliding failure by shear
With monocline face failure by shear.Thus, it is past when calculating inbreak kiln crown using Pu Shi caving archs basic theories and determining pressure from surrounding rock
Toward there are deviation, this directly affects the accuracy that tunnel support parameter determines.
The content 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 provide a kind of unsymmetrial loading tunnel
Construction method, method and step is simple, realizes that convenient and using effect is good, is judged according to tunnel sidewalls unstability clamped to tunnel anchorage
Supporting construction is designed used by watch box system, can effectively control unsymmetrial loading tunnel side wall failure and deformation of surrounding rocks, and tunnel encircles
Portion's support system is in stable state lower roof plate inbreak kiln crown according to tunnel sidewalls and determines, can meet tunnel and consolidate supporting need
It asks, and construction cost is low.
In order to solve the above technical problems, the technical solution adopted by the present invention is：A kind of unsymmetrial loading tunnel construction method, feature
It is：Along tunnel Longitudinal extending direction multiple segments is divided to construct unsymmetrial loading tunnel from the front to the back, multiple segments are applied
Work method all same；The unsymmetrial loading tunnel be soft rock tunnel and its be shallow tunnel, the one side buried depth of the unsymmetrial loading tunnel is H1
And its opposite side buried depth is H2, wherein H1 is the vertical height on one side tunnel sidewalls top to the ground of unsymmetrial loading tunnel, and H2 is inclined
The vertical height on opposite side tunnel sidewalls top to the ground in tunnel is pressed, H1 ＜ H2, H2 ＜ 2B, wherein B are opening for unsymmetrial loading tunnel
Width is dug, the unit of H1, H2 and B are m；When constructing for any segment, comprise the following steps：
Step 1: country rock basic mechanical parameter determines：Laboratory test is carried out by boring sample to scene, to currently being applied
The country rock basic mechanical parameter of work segment is tested, and record is synchronized to test result；
Step 2: tunnel arch supporting scheme is determined with tunnel sidewalls supporting scheme：Used tunnel arch supporting side
Case is to be laid in the multiple tunnel arch support system for excavating molding Tunnel arch from front to back along tunnel extending direction, more
The structure all same of a tunnel arch support system, each tunnel arch support system are laid in same tunnel and break
On face；Each tunnel arch support system includes the more arch anchor poles for being laid in the Tunnel arch from left to right,
The more arch anchor poles are laid on same tunnel cross section；
Tunnel sidewalls supporting scheme used by the left and right tunnel sidewalls of current segment of constructing is determined respectively, two institutes
Stating tunnel sidewalls uses the definite method of tunnel sidewalls supporting scheme identical；
When tunnel sidewalls supporting scheme is determined used by tunnel sidewalls any one described, it is to the tunnel sidewalls
It is no the supporting construction of tunnel sidewalls support system and used tunnel sidewalls support system to be used to be determined respectively；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
Supporting unit, the structure all same of multiple first side wall supporting units, each first side wall supporting unit are 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
Supporting unit, the structure all same of multiple second side wall supporting units, each second side wall supporting unit are laid
In on same tunnel cross-section；
The quantity of the first side wall supporting unit and the second side wall supporting unit with tunnel arch supporting
The quantity of system is identical, and the tunnel cross section that each tunnel arch support system is laid is first side wall
The tunnel cross section that supporting unit and/or the second side wall supporting unit are 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 for 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 the top drawing crack area is rectangle, the lower part slip region
Cross section is of same size for right angled triangle and its upper part width and the top drawing crack area；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 a side wall anchor cable that supporting is carried out in horizontal layout and to the 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 in it is parallel laying and its tilt gradually downward from the inside to the outside；
Each second side wall supporting unit is that the side wall monocline face caving zone on the Tunnel side wall is carried out
The supporting construction of supporting, the top of the 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 from top to bottom to institute
The second side joist anchor bar that lower part slip region carries out supporting is stated, the more the second side joist anchor bars are in horizontal layout；
When tunnel sidewalls supporting scheme is determined used by tunnel sidewalls any one described, process is as follows：
Step 201, tunnel sidewalls unstability judge：With reference to identified country rock basic mechanical parameter in step 1, and according to
FormulaIt is calculated critical when currently judging 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：Work as h3≤hcr
When, judgement, which is drawn, currently judges that tunnel sidewalls are in stable state, and judges to draw and currently judge that tunnel sidewalls need not be adopted
With tunnel sidewalls support system, complete currently to judge the tunnel sidewalls supporting scheme determination process of tunnel sidewalls；Work as hcr＜ h3
≤h0maxWhen, judgement, which is drawn, currently judges that tunnel sidewalls are in drawing crack-sliding failure by shear state, while judges to draw and work 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, which is drawn, currently judges that tunnel sidewalls are in monocline face failure by shear state, while judges to draw current institute
Tunnel sidewalls support system that tunnel sidewalls use is judged for the second tunnel sidewalls support system, and enters step 203；
Wherein, h0maxThe limit level being in by current judgement tunnel sidewalls under drawing crack-sliding failure by shear state
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 in unsymmetrial loading tunnel by currently judging tunnel sidewalls one side
Buried depth and H=H1 or H2；
Step 202, tunnel sidewalls are in tunnel sidewalls supporting scheme under drawing crack-sliding failure by shear state 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 the width that caves in are true
It is fixed：With reference to identified country rock basic mechanical parameter 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 slid for side wall drawing crack described in caving zone
Angle between the slide surface and horizontal plane of lower part slip region；
Further according to formula WithThe side wall of current segment of constructing is calculated respectively
Drawing crack slides the inside height h of caving zone0, outside height z and cave in 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 drawing crack-sliding failure by shear by current judgement tunnel sidewalls and
h4For the design excavation height of the Tunnel, h2+h3=h4, h2For the arch design height of the Tunnel, h1、h2And h4's
Unit is m；F by current construction segment overlying rock solid coefficient；
The height in the 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 the width b that caves in, to side wall deep layer branch described in the first side wall supporting unit
Supporting construction is determined respectively used by protection structure and the side wall shallow-layer supporting construction；
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 width that caves in of side wall monocline face caving zone determine：According to formulaIt is calculated current
The width b1 that caves in of the side wall monocline face caving zone of constructed segment；
The side wall monocline face caving zone upper width is b1；
Step 2032, supporting construction determine：According to the width b1 that caves in determined in step 2031, to the second side wall branch
Supporting construction is determined used by shield unit；
When supporting construction carries out defect used by tunnel arch support system, process is as follows：
Step 2041, tunnel sidewalls are in stable state lower roof plate inbreak kiln crown and determine：With reference to being determined in step 1
Country rock basic mechanical parameter, and according to formulaIt is calculated when tunnel sidewalls are in stable state and forms nature
The rise h of caving arch5；
Step 2042, supporting construction determine：The rise h encircleed according to the natural caving determined in step 20415, to the tunnel
Supporting construction is determined used by the support system of road arch；
Step 3: Tunnel structure determination：According to identified tunnel arch supporting scheme and tunnel in step 2
Road side wall supporting scheme is determined used Tunnel structure；
The Tunnel structure is the split Bolt net and jet initial stage branch dug molding Tunnel and carry out tunneling boring supporting
Protection structure, the Bolt net and jet preliminary bracing structure are the preliminary bracing structure using bolt-mesh-spurting supporting method construction molding；It is described
Bolt net and jet preliminary bracing structure includes multiple tunnels being laid in from the front to the back along tunnel extending direction in the Tunnel and anchors
Support system, multiple tunnel anchorages consolidate the structure all same of support system；Each tunnel arch prop in step 2
The tunnel sidewalls support system that system is laid on same tunnel cross section with it forms a tunnel anchoring support
System；
Step 4: tunnel excavation and Tunnel construction：Current segment of constructing is excavated from the front to the back, is opened
During digging the molding tunnel is dug according to the identified Tunnel structure in step 3 is split from the front to the back
Hole carries out preliminary bracing, and obtains the Tunnel structure of construction molding；
Step 5: Tunnel Second Lining Construction：It is split from the front to the back in step 4 to dig the molding Tunnel progress just
In phase Bracing Process, on the inside of the Tunnel structure of construction molding, from the front to the back to current segment of constructing
Tunnel Second Lining is constructed；
Step 6: next segmental construction：Step 1 is repeated to step 5, is constructed to next segment；
Step 7: step 6 is repeated several times, until completing whole work progress of unsymmetrial loading tunnel.
A kind of above-mentioned unsymmetrial loading tunnel construction method, it is characterized in that：Country rock basic mechanical parameter is carried out in step 1 and determines it
Before, a segment is first chosen from current constructed segment and is excavated as test section；Country rock fundamental force is carried out in step 1
When parameter determines, bore sample from the test section and carry out laboratory test, and the result of the test obtained is current institute after excavation
The country rock basic mechanical parameter of construction segment.
A kind of above-mentioned unsymmetrial loading tunnel construction method, it is characterized in that：The longitudinal length of multiple segments is 10m~50m；
Spacing in step 2 between the front and rear two neighboring first side wall supporting unit with it is front and rear two neighboring described
Spacing between second side wall supporting unit is identical, and the spacing between the front and rear two neighboring first side wall supporting unit is
0.8m~1.2m.
A kind of above-mentioned unsymmetrial loading tunnel construction method, it is characterized in that：To the side wall deep support structure institute in step 2022
When the supporting construction of use is determined, according in step 2021 determine outside height z offside joist anchor ropes installation position into
Row determines and side wall anchor cable is made to be located in the top drawing crack area, is determined according to the length for the width b offside joist anchor ropes that cave in
And the front end of side wall anchor cable is made to extend out on the outside of the top drawing crack area；
When supporting construction is determined used by the side wall shallow-layer supporting construction, according to slide surface inclination alpha to
The angle of inclination of one side joist anchor bar is determined, according to inside height h0With outside height z and cave in width b to the first side wall anchor
The installation position of bar is determined and the more first side wall anchor poles is made from top to bottom to be laid on the lower part slip region, root
The length of the first side wall anchor pole is determined according to the width b that caves in and the front end of the every first side wall anchor pole is made to extend out to
On the outside of the lower part slip region.
A kind of above-mentioned unsymmetrial loading tunnel construction method, it is characterized in that：It is carried out according to the length for the width b offside joist anchor ropes that cave in true
Periodically, 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 the width b that caves in the length of 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 construction method, it is characterized in that：L1=3b~the 6b, the L2=1.5b~
3b。
A kind of above-mentioned unsymmetrial loading tunnel construction method, it is characterized in that：According to inclination of the slide surface inclination alpha to the first side wall anchor pole
When angle is determined, the inclination angle alpha 1=180 of the first side wall anchor pole°-α-α0, α0For the first side wall anchor pole and side wall drawing crack
Slide angle and 65 °≤α between the slide surface of lower part slip region described in caving zone0≤ 75 °, α 1 for the first side wall anchor pole with
Angle between horizontal plane.
A kind of above-mentioned unsymmetrial loading tunnel construction method, it is characterized in that：It is wrapped in the supporting construction of side wall shallow-layer described in step 2
The quantity of the first side wall anchor pole is included as three, 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 the 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 construction method, it is characterized in that：To the second side wall supporting unit institute in step 2032
When the supporting construction of use is determined, according to determined in step 2031 cave in width b1 to the length of the second side joist anchor bar into
Row determines；The length all same of the more the second side joist anchor bars, the length of the second side joist anchor bar are not less than L3, wherein L3
=l1+b1+l2, l1=0.1m~15cm, l2=0.3m~0.4m；
In step 2042 to tunnel arch support system used by supporting construction when being determined, according to step
The rise h of the natural caving arch determined in 20415, the length of arch anchor pole is determined；The length of the more arch anchor poles
All same is spent, the length of the arch anchor pole is not less than L4, wherein L4=l1+h5+l2, l1=0.1m~15cm, l2=0.3m~
0.4m；.
A kind of above-mentioned unsymmetrial loading tunnel construction method, it is characterized in that：The length of the second side joist anchor bar is L3, the arch
The length of anchor pole is L4。
The present invention has the following advantages compared with prior art：
1st, construction method step is simple, realizes that convenient and input cost is low.
2nd, design rationally and realize it is convenient, by rationally designing tunnel sidewalls support system used by supporting construction, it is right
Tunnel sidewalls are effectively reinforced, and can effectively solve the problems, such as the failure by shear of tunnel sidewalls.
3rd, for the tunnel sidewalls surrouding rock deformation situation of unsymmetrial loading tunnel, the supporting construction of both sides tunnel sidewalls is carried out respectively
Design, first judges tunnel sidewalls unstability, and according to tunnel sidewalls unstability judging result, chooses 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 is otherwise varied, stable, reliable and safe meeting supporting
On the premise of, achieve the purpose that cost-effective.
Wherein, when tunnel sidewalls are under stable state, without carrying out supporting to tunnel sidewalls；When tunnel portion of side is in not
During under stable state and in tunnel sidewalls drawing crack-sliding failure by shear state, to the unstable state residing for tunnel sidewalls
It is analyzed, judges that tunnel sidewalls are in drawing crack-sliding failure by shear state or monocline face failure by shear state carries out
Judge, and tunnel sidewalls supporting construction is determined according to judging result.
Wherein, when tunnel sidewalls are in drawing crack-sliding failure by shear state, tunnel sidewalls supporting construction uses tunnel
Side wall asymmetric supporting construction, each side wall supporting unit is using non-right up and down in tunnel sidewalls asymmetric supporting construction
Title formula supporting construction when determining supporting scheme, considers drawing crack-sliding shearing slip of tunnel sidewalls, and is caved according to side wall
The slide surface inclination alpha in area, inside height h0, outside height z and the width b that caves in be determined, can be cut to being in drawing crack-sliding
The tunnel sidewalls for cutting sliding mode are effectively reinforced, thus can effectively ensure the validity and stability of tunnel sidewalls supporting,
So meeting, supporting is stable, on the premise of reliable and safety, achievees the purpose that cost-effective, and there is economic, input to be constructed into
The advantages that this is relatively low, safe and reliable, thus can be that soft rock tunnel safe construction provides a strong guarantee, it is asymmetric using tunnel sidewalls
Formula supporting construction carries out effective support to tunnel sidewalls, and can effectively control 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 width that caves in of lower roof plate inbreak kiln crown and side wall monocline face caving zone, to tunnel sidewalls used by supporting construction carry out it is true
Fixed, so meeting, supporting is stable, on the premise of reliable and safety, achievees the purpose that cost-effective.
4th, since unsymmetrial loading tunnel is shallow tunnel, along with using identified tunnel sidewalls supporting scheme energy in step 2
Effectively ensure that tunnel sidewalls are in stable state, thus the rise h that tunnel arch support system encircles according to natural caving5It carries out true
Surely supporting demand can be met, and construction cost is relatively low.
5th, using effect is good, effectively tunnel wall rock deformation can be controlled to destroy, and unsymmetrial loading tunnel effectively can be reinforced, and
Construction cost is low, and input manpower and materials significantly 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 is designed used by consolidating support system to tunnel anchorage, and unsymmetrial loading tunnel side wall surrouding rock deformation can effectively be controlled to break
It is bad, and tunnel arch support system is in stable state lower roof plate inbreak kiln crown according to tunnel sidewalls and determines, can meet tunnel
Road consolidates supporting demand, and construction cost is low.
Below by drawings and examples, technical scheme is described in further detail.
Description of the drawings
Fig. 1 is the method flow block diagram of the present invention.
Fig. 1-1 establishes lane side Mechanics Calculation mould when drawing crack-sliding failure by shear occurs for tunnel sidewalls for the present invention
The structure diagram of type.
Fig. 1-2 for the present invention establish tunnel sidewalls generation monocline face failure by shear when lane side mechanics model knot
Structure schematic diagram.
Fig. 2 is the structure diagram of the first tunnel sidewalls support system of the invention.
Fig. 3 is the structure diagram of the second tunnel sidewalls support system of the invention.
Fig. 4 is the structure diagram of the invention that tunnel anchorage is used to consolidate support system.
Reference sign:
1-soft rock tunnel；2-tunnel sidewalls country rock；
3-1-side wall drawing crack sliding caving zone；3-2-side wall monocline face caving zone；
4-side wall anchor cable；5-the first side wall anchor pole；6-the second side joist anchor bar；
7-arch anchor pole.
Specific embodiment
A kind of unsymmetrial loading tunnel construction method as shown in Figure 1, it is characterised in that：Along tunnel Longitudinal extending direction from the front to the back
Multiple segments is divided to construct unsymmetrial loading tunnel 1, the construction method all same of multiple segments；The unsymmetrial loading tunnel 1 is soft
Rock tunnel and its be shallow tunnel, the one side buried depth of the unsymmetrial loading tunnel 1 is H1 and its opposite side buried depth is H2, and wherein H1 is inclined
Press tunnel 1 one side tunnel sidewalls top to ground vertical height, H2 be unsymmetrial loading tunnel 1 opposite side tunnel sidewalls top extremely
The vertical height on ground, H1 ＜ H2, H2 ＜ 2B, wherein B are the excavation width of unsymmetrial loading tunnel 1, and the unit of H1, H2 and B are m；
When constructing for any segment, comprise the following steps：
Step 1: country rock basic mechanical parameter determines：Laboratory test is carried out by boring sample to scene, to currently being applied
The country rock basic mechanical parameter of work segment is tested, and record is synchronized to test result；
Step 2: tunnel arch supporting scheme is determined with tunnel sidewalls supporting scheme：Used tunnel arch supporting side
Case is to be laid in the multiple tunnel arch support system for excavating molding Tunnel arch from front to back along tunnel extending direction, more
The structure all same of a tunnel arch support system, each tunnel arch support system are laid in same tunnel and break
On face；Each tunnel arch support system includes the more arch anchor poles 7 for being laid in the Tunnel arch from left to right,
The more arch anchor poles 7 are laid on same tunnel cross section；
Tunnel sidewalls supporting scheme used by the left and right tunnel sidewalls of current segment of constructing is determined respectively, two institutes
Stating tunnel sidewalls uses the definite method of tunnel sidewalls supporting scheme identical；
When tunnel sidewalls supporting scheme is determined used by tunnel sidewalls any one described, it is to the tunnel sidewalls
It is no the supporting construction of tunnel sidewalls support system and used tunnel sidewalls support system to be used to be determined respectively；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
Supporting unit, the structure all same of multiple first side wall supporting units, each first side wall supporting unit are 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
Supporting unit, the structure all same of multiple second side wall supporting units, each second side wall supporting unit are laid
In on same tunnel cross-section；
The quantity of the first side wall supporting unit and the second side wall supporting unit with tunnel arch supporting
The quantity of system is identical, and the tunnel cross section that each tunnel arch support system is laid is first side wall
The tunnel cross section that supporting unit and/or the second side wall supporting unit are 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 for right-angled trapezium and it include top drawing crack
Area and the lower part slip region immediately below the top drawing crack area, the cross section in the top drawing crack area is rectangle, under described
The cross section of portion slip region is of same size for right angled triangle and its upper part width and the top drawing crack area；Each described the
Side wall of the one side wall supporting unit including side wall deep support structure and immediately below the side wall deep support structure is shallow
Layer supporting construction；The side wall deep support structure includes one and carries out supporting in horizontal layout and to the 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 in parallel laying and its tilt gradually downward from the inside to the outside；
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 the 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 the second side joist anchor bar 6 that supporting is carried out to the lower part slip region, the more the second side joist anchor bars 6 are in horizontal cloth
If；
When tunnel sidewalls supporting scheme is determined used by tunnel sidewalls any one described, process is as follows：
Step 201, tunnel sidewalls unstability judge：With reference to identified country rock basic mechanical parameter in step 1, and according to
FormulaIt is calculated critical when currently judging 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：Work as h3≤hcr
When, judgement, which is drawn, currently judges that tunnel sidewalls are in stable state, and judges to draw and currently judge that tunnel sidewalls need not be adopted
With tunnel sidewalls support system, complete currently to judge the tunnel sidewalls supporting scheme determination process of tunnel sidewalls；Work as hcr＜ h3
≤h0maxWhen, judgement, which is drawn, currently judges that tunnel sidewalls are in drawing crack-sliding failure by shear state, while judges to draw and work 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, which is drawn, currently judges that tunnel sidewalls are in monocline face failure by shear state, while judges to draw current institute
Tunnel sidewalls support system that tunnel sidewalls use is judged for the second tunnel sidewalls support system, and enters step 203；
Wherein, h0maxThe limit level being in by current judgement tunnel sidewalls under drawing crack-sliding failure by shear state
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 in unsymmetrial loading tunnel 1 by currently judging tunnel sidewalls one side
Buried depth and H=H1 or H2；
Step 202, tunnel sidewalls are in tunnel sidewalls supporting scheme under drawing crack-sliding failure by shear state 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 the width that caves in are true
It is fixed：With reference to identified country rock basic mechanical parameter 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 slides caving zone 3- for side wall drawing crack
Angle between the slide surface and horizontal plane of lower part slip region described in 1；
Further according to formula
WithThe side of current segment of constructing is calculated respectively
The inside height h of wall drawing crack sliding caving zone 3-10, outside height z and cave in 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 drawing crack-sliding failure by shear 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 the 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 the width b that caves in, to side wall deep layer described in the first side wall supporting unit
Supporting construction is determined respectively used by supporting construction and the side wall shallow-layer supporting construction；
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 width that caves in of side wall monocline face caving zone determine：According to formulaIt is calculated current
The width b1 that caves in of the side wall monocline face caving zone 3-2 of constructed segment；
The side wall monocline face caving zone 3-2 upper widths are b1；
Step 2032, supporting construction determine：According to the width b1 that caves in determined in step 2031, to the second side wall branch
Supporting construction is determined used by shield unit；
When supporting construction carries out defect used by tunnel arch support system, process is as follows：
Step 2041, tunnel sidewalls are in stable state lower roof plate inbreak kiln crown and determine：With reference to being determined in step 1
Country rock basic mechanical parameter, and according to formulaIt is calculated when tunnel sidewalls are in stable state and forms nature
The rise h of caving arch5；
Step 2042, supporting construction determine：The rise h encircleed according to the natural caving determined in step 20415, to the tunnel
Supporting construction is determined used by the support system of road arch；
Step 3: Tunnel structure determination：According to identified tunnel arch supporting scheme and tunnel in step 2
Road side wall supporting scheme is determined used Tunnel structure；
The Tunnel structure is the split Bolt net and jet initial stage branch dug molding Tunnel and carry out tunneling boring supporting
Protection structure, the Bolt net and jet preliminary bracing structure are the preliminary bracing structure using bolt-mesh-spurting supporting method construction molding；It is described
Bolt net and jet preliminary bracing structure includes multiple tunnels being laid in from the front to the back along tunnel extending direction in the Tunnel and anchors
Support system, multiple tunnel anchorages consolidate the structure all same of support system；Each tunnel arch prop in step 2
The tunnel sidewalls support system that system is laid on same tunnel cross section with it forms a tunnel anchoring support
System；
Step 4: tunnel excavation and Tunnel construction：Current segment of constructing is excavated from the front to the back, is opened
During digging the molding tunnel is dug according to the identified Tunnel structure in step 3 is split from the front to the back
Hole carries out preliminary bracing, and obtains the Tunnel structure of construction molding；
Step 5: Tunnel Second Lining Construction：It is split from the front to the back in step 4 to dig the molding Tunnel progress just
In phase Bracing Process, on the inside of the Tunnel structure of construction molding, from the front to the back to current segment of constructing
Tunnel Second Lining is constructed；
Step 6: next segmental construction：Step 1 is repeated to step 5, is constructed to next segment；
Step 7: step 6 is repeated several times, until completing whole work progress of unsymmetrial loading tunnel 1.
Wherein, a is tunnel half-breadth.
In the present embodiment, when being excavated in step 4 to current segment of constructing, 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 carrying out preliminary bracing to the Tunnel formed after segment is excavated of currently constructing, 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 bar-mat reinforcement and one being mounted on the Tunnel arch wall
Layer is injected in the concrete ejection layer on the Tunnel arch wall, and the bar-mat reinforcement is fixed in the concrete ejection layer.Its
In, the arch wall includes the arch of the Tunnel and left and right sides tunnel side wall.
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.
During practice of construction, the longitudinal length of the segment can be adjusted accordingly according to specific needs.
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 the result of the test 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 construct segment rear end and the length of 1m.
When progress country rock basic mechanical parameter determines in step 1, bore sample from the test section and carry out laboratory test, and
The result of the test obtained is by the country rock basic mechanical parameter for segment of currently constructing after excavation.
Also, in view of the characteristics such as heterogeneous, discontinuous and anisotropy of the tunnel surrounding of unsymmetrial loading tunnel 1, mechanics ginseng
Number must determine on the basis of experiment, to ensure data accurately and reliably, reduce calculation error.
In the present embodiment, the spacing between the front and rear two neighboring first side wall supporting unit and front and rear phase in step 2
Spacing between adjacent two the second side wall supporting units is identical, between the front and rear two neighboring first side wall supporting unit
Spacing be 0.8m~1.2m.
It, can according to specific needs, between the front and rear two neighboring first side wall supporting unit during practice of construction
It is adjusted accordingly respectively away from the spacing between the front and rear two neighboring second side wall supporting unit.
When progress country rock basic mechanical parameter determines in step 1, identified mechanics parameter includes current segment of constructing
The cohesive strength c of tunnel sidewalls Rock Mass, current segment of constructing tunnel sidewalls Rock Mass internal friction angleCurrently
The volume-weighted average γ of the tunnel sidewalls Rock Mass of constructed segment, current segment of constructing overlying rock volume-weighted average
γ0, current segment of constructing the dilative angle ψ of tunnel sidewalls Rock Mass and the robustness for segment overlying rock of currently constructing
Coefficient f.
Meanwhile also need the excavation width B to unsymmetrial loading tunnel 1, current segment overlying rock of constructing 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 segment of constructing is also referred to as tunnel roof country rock, i.e., country rock above 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 that the maximum of outline excavation excavates after considering two linings, preliminary bracing, deformation allowance
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.
In step 2022 to the side wall deep support structure used by supporting construction when being determined, according to step
The installation position of the outside height z offside joist anchors 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 for the width b offside joist anchors rope 4 that caves in and the front end of side wall anchor cable 4 is made to extend out on described
On the outside of drawing crack area of portion；
When supporting construction is determined used by the side wall shallow-layer supporting construction, according to slide surface inclination alpha to
The angle of inclination of one side joist anchor bar 5 is determined, according to inside height h0With outside height z and cave in 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 length of the first side wall anchor pole 5 is determined according to the width b that caves in and makes the front end of the every 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 for the width b offside joist anchors rope 4 that caves in, 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 the width b that caves in the length of 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 l2Represent that anchor pole is to ensure the length value that valid bonding length reserves anchor pole or anchor cable both ends.It is actual
In use, l1For any one numerical value in the range of 0.1m~15cm, l2For any one numerical value in the range of 0.3m~0.4m.
In the present embodiment, the L1=3b~6b, the L2=1.5b~3b.
In actual use, the value size of L1 and L2 can be adjusted accordingly according to specific needs.
When being determined according to slide surface inclination alpha to the angle of inclination of 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 for the first side wall anchor pole 5 and side wall drawing crack
Angle and 65 °≤α between slide surface0≤ 75 °, angles of the α 1 between the first side wall anchor pole 5 and horizontal plane.
In the present embodiment, α0=69 °.
It, can according to specific needs, to α during practice of construction0Value 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.
During practice of construction, can according to specific needs, the installation position of the quantity of offside 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 the top drawing crack area, the side wall anchor cable
4 and the Tunnel side wall at the top of between spacing be
, can according to specific needs during practice of construction, the installation position of offside joist anchor rope 4 adjusts accordingly.
In step 2032 to the second side wall supporting unit used by supporting construction when being determined, according to step
The width b1 that caves in determined in 2031 is determined the length of the second side joist anchor bar 6；The length of the more the second side joist anchor bars 6
All same is spent, the length of the 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 the second side joist anchor bar 6 is L3。
During practice of construction, the length of the second side joist anchor bar 6 can be adjusted accordingly according to specific needs.
In step 2042 to tunnel arch support system used by supporting construction when being determined, according to step
The rise h of the natural caving arch determined in 20415, the length of arch anchor pole 7 is determined；More arch anchor poles 7
Length all same, the length of the arch anchor pole 7 are not less than L4, wherein L4=l1+h5+l2, l1=0.1m~15cm, l2=0.3m
~0.4m；.
In the present embodiment, the length of the second side joist anchor bar 6 is L3, the length of the arch anchor pole 7 is L4。
During practice of construction, the length of arch anchor pole 7 can be adjusted accordingly according to specific needs.
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 is very big difference in unsymmetrial loading tunnel both sides force-bearing of surrounding rock mass situation, thus to the both sides tunnel sidewalls of unsymmetrial loading tunnel
Side wall support system be designed respectively, while firm supporting demand is met, also can it is about cost-effective, save manpower
Material resources shorten 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 (i.e. described slide surface inclination angle).By carrying out force analysis to the country rock of side wall caving zone 3, the drawing cracks 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 accordingly increases), 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 be shifted 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 generated under side wall extruding dramatically increases.Therefore, to side wall into
Timely and effectively supporting has important engineering significance to row.
In the present embodiment, the tunnel sidewalls of institute's construction 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 1 buried depth of unsymmetrial loading tunnel for the tunnel sidewalls Rock Mass of H2 one sides, and determine to enclose
This mechanics parameter of batholith carries out tunnel sidewalls unstability judgement according still further to the method described in step 201, and judgement draws the tunnel side
Wall is in stable state, and judges to draw the tunnel sidewalls without tunnel sidewalls support system.
As shown in figure 4, be sampled from 1 buried depth of unsymmetrial loading tunnel for the tunnel sidewalls Rock Mass of H2 one sides, after tested
Go out：The cohesive strength c=91kP of the tunnel sidewalls Rock Mass of current segment of constructinga=91 × 103Pa, current section of constructing
The internal friction angle of the tunnel sidewalls Rock Mass of sectionThe volume-weighted average γ of the overlying rock of current segment of constructing0
=21.6kN/m3=21.6 × 103N/m3, dilative angle ψ=9 ° of the tunnel sidewalls Rock Mass of current segment of constructing.Currently
The solid coefficient f=7.8 of constructed segment overlying rock.Also, the tunnel sidewalls Rock Mass of current segment of constructing
Volume-weighted average γ=γ0=21.6 × 103N/m3.Tunnel sidewalls unstability judgement is carried out according still further to the method described in step 201,
According to formulaIt is calculated when currently judging tunnel sidewalls unstability
Critical altitude hcr, corresponding judgement, which is drawn, currently judges that tunnel sidewalls are in drawing crack-sliding failure by shear state, judges simultaneously
It draws and current judges tunnel sidewalls support system that tunnel sidewalls use for the first tunnel sidewalls support system.
The current inbreak kiln crown judged when tunnel sidewalls are in drawing crack-sliding failure by shear
The overlying rock of current segment of constructing act on currently judge it is equal on the tunnel sidewalls country rock 2 of 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 segment of constructing
The inside height of the side wall drawing crack sliding caving zone 3-1 of current segment of constructing
Outside height
Cave in width
And the tunnel originally the tunnel sidewalls anchor pole employed in phase supporting scheme in horizontal layout, such anchor pole and sliding
139 ° of face angle theoretical value, angle is excessive, cannot so give full play to the anti-shear ability of anchor rod body itself；Also,
The shearing slip after side wall drawing crack can not be limited.Also, due to the width b=0.87m that caves in, former side wall rock-bolt length is designed as
4.0m is also theoretically unsound, and easily causes the huge waste of manpower and materials.
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 described in side wall caving zone 3 between the slide surface of lower part slip region0=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 will not cause the huge waste of manpower and materials.
Since unsymmetrial loading tunnel 1 is shallow tunnel, along with using identified tunnel sidewalls supporting scheme energy in step 2
Effectively ensure that tunnel sidewalls are in stable state, thus tunnel arch support system is according to the nature determined in step 2041
The rise h of caving arch5Supporting demand can be met by being determined, and construction cost is relatively low.
The above is only presently preferred embodiments of the present invention, not the present invention imposed any restrictions, it is every according to the present invention
Any simple modification, change and the equivalent structure that technical spirit makees above example change, and still fall within skill of the present invention
In the protection domain of art scheme.
Claims (10)
1. a kind of unsymmetrial loading tunnel construction method, it is characterised in that：Divide multiple segments pair from the front to the back along tunnel Longitudinal extending direction
Unsymmetrial loading tunnel (1) is constructed, the construction method all same of multiple segments；The unsymmetrial loading tunnel (1) for soft rock tunnel and
It is shallow tunnel, and the one side buried depth of the unsymmetrial loading tunnel (1) is H1 and its opposite side buried depth is H2, and wherein H1 is unsymmetrial loading tunnel
(1) vertical height on one side tunnel sidewalls top to ground, H2 are opposite side tunnel sidewalls top to the ground of unsymmetrial loading tunnel (1)
The vertical height in face, H1 ＜ H2, H2 ＜ 2B, wherein B are the excavation width of unsymmetrial loading tunnel (1), and the unit of H1, H2 and B are m；
When constructing for any segment, comprise the following steps：
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 record is synchronized to test result；
Step 2: tunnel arch supporting scheme is determined with tunnel sidewalls supporting scheme：Used tunnel arch supporting scheme is
It is laid in the multiple tunnel arch support system for excavating molding Tunnel arch, Duo Gesuo from front to back along tunnel extending direction
The structure all same of tunnel arch support system is stated, each tunnel arch support system is laid in same tunnel cross-section
On；Each tunnel arch support system includes the more arch anchor poles (7) for being laid in the Tunnel arch from left to right,
The more arch anchor poles (7) are laid on same tunnel cross section；
Tunnel sidewalls supporting scheme used by the left and right tunnel sidewalls of current segment of constructing is determined respectively, two tunnels
Road side wall uses the definite method of tunnel sidewalls supporting scheme identical；
When tunnel sidewalls supporting scheme is determined used by tunnel sidewalls any one described, 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
Unit, the structure all same of multiple first side wall supporting units, each first side wall supporting unit are 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
Unit, the structure all same of multiple second side wall supporting units, each second side wall supporting unit are laid in together
On one tunnel cross-section；
The quantity of the first side wall supporting unit and the second side wall supporting unit with tunnel arch support system
Quantity it is identical, the tunnel cross section that each tunnel arch support system is laid is the first side wall supporting
The tunnel cross section that unit and/or the second side wall supporting unit are 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 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) for right-angled trapezium and it include top and draw
Split plot and the lower part slip region immediately below the top drawing crack area, the cross section in the top drawing crack area is rectangle, described
The cross section of lower part slip region is of same size for right angled triangle and its upper part width and the top drawing crack area；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 the top drawing crack area
Side wall anchor cable (4), the side wall shallow-layer supporting construction includes more and from top to bottom carries out supporting to the lower part slip region
First side wall anchor pole (5), more first side wall anchor poles (5) in parallel laying and its tilt gradually downward from the inside to the outside；
Each second side wall supporting unit is that the side wall monocline face caving zone (3-2) on the Tunnel side wall is carried out
The supporting construction of supporting, the top of the 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 the second side joist anchor bar (6) that supporting is carried out to the lower part slip region, the more the second side joist anchor bars (6) are in water
Plain cloth is set；
When tunnel sidewalls supporting scheme is determined used by tunnel sidewalls any one described, process is as follows：
Step 201, tunnel sidewalls unstability judge：With reference to identified country rock basic mechanical parameter in step 1, and according to formulaCritical altitude when currently judging 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：Work as h3≤hcrWhen, sentence
Disconnected draw currently judges that tunnel sidewalls are in stable state, and judges to draw and currently judge tunnel sidewalls without tunnel
Side wall support system is completed currently to judge the tunnel sidewalls supporting scheme determination process of tunnel sidewalls；Work as hcr＜ h3≤h0max
When, judgement, which is drawn, currently judges that tunnel sidewalls are in drawing crack-sliding failure by shear state, while judges to draw and currently be 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, which is drawn, currently judges that tunnel sidewalls are in monocline face failure by shear state, while judges to draw and currently be 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 limit level under drawing crack-sliding failure by shear state and By the internal friction angle of current judgement tunnel sidewalls Rock Mass, c is currently is judged tunnel
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 in unsymmetrial loading tunnel (1) by currently judging tunnel sidewalls one side
Buried depth and H=H1 or H2；
Step 202, tunnel sidewalls are in tunnel sidewalls supporting scheme under drawing crack-sliding failure by shear state and determine that process is such as
Under：
Step 2021, the slide surface inclination angle of side wall drawing crack sliding caving zone, inside height, outside height are determined with the width that caves in：
With reference to identified country rock basic mechanical parameter in step 1, and according to formulaIt is calculated and is currently constructed
The slide surface inclination alpha of the 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 the side wall drawing crack sliding caving zone (3-1) slides caving zone for side wall drawing crack
Angle between the slide surface and horizontal plane of lower part slip region described in (3-1)；
Further according to formula
WithThe side of current segment of constructing is calculated respectively
The inside height h of wall drawing crack sliding caving zone (3-1)0, outside height z and cave in 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 drawing crack-sliding failure by shear 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 the 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 (3-1) determined in step 2021
Inclination alpha, inside height h0, outside height z and the width b that caves in, to side wall deep layer branch described in the first side wall supporting unit
Supporting construction is determined respectively used by protection structure and the side wall shallow-layer supporting construction；
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 width that caves in of side wall monocline face caving zone determine：According to formulaIt is calculated and is currently applied
The width b1 that caves in 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 width b1 that caves in determined in step 2031, to the second side wall supporting list
Supporting construction is determined used by member；
When supporting construction carries out defect used by tunnel arch support system, process is as follows：
Step 2041, tunnel sidewalls are in stable state lower roof plate inbreak kiln crown and determine：It is enclosed with reference to determined by step 1
This mechanics parameter of batholith, and according to formulaIt is calculated when tunnel sidewalls are in stable state and forms natural caving
The rise h of arch5；
Step 2042, supporting construction determine：The rise h encircleed according to the natural caving determined in step 20415, the tunnel is encircleed
Supporting construction is determined used by portion's support system；
Step 3: Tunnel structure determination：According to identified tunnel arch supporting scheme in step 2 and tunnel side
Wall supporting scheme is determined used Tunnel structure；
The Tunnel structure is the split Bolt net and jet preliminary bracing knot for digging molding Tunnel and carrying out tunneling boring supporting
Structure, the Bolt net and jet preliminary bracing structure are the preliminary bracing structure using bolt-mesh-spurting supporting method construction molding；The anchor net
Spraying preliminary bracing structure includes multiple tunnel anchoring supports being laid in from the front to the back along tunnel extending direction in the Tunnel
System, multiple tunnel anchorages consolidate the structure all same of support system；Each tunnel arch support system is equal in step 2
The tunnel sidewalls support system being laid in it on same tunnel cross section forms a tunnel anchorage and consolidates support system；
Step 4: tunnel excavation and Tunnel construction：Current segment of constructing is excavated from the front to the back, was excavated
In journey according to the identified Tunnel structure in step 3 from the front to the back it is split dig the molding Tunnel into
Row preliminary bracing, and obtain the Tunnel structure of construction molding；
Step 5: Tunnel Second Lining Construction：It is split from the front to the back in step 4 to dig the molding Tunnel progress initial stage branch
During shield, on the inside of the Tunnel structure of construction molding, from the front to the back to the tunnel of current segment of constructing
Secondary lining is constructed；
Step 6: next segmental construction：Step 1 is repeated to step 5, is constructed to next segment；
Step 7: step 6 is repeated several times, until completing whole work progress of unsymmetrial loading tunnel (1).
2. a kind of unsymmetrial loading tunnel construction method described in accordance with the claim 1, it is characterised in that：It is basic that country rock is carried out 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, bore sample from the test section and carry out laboratory test, and the result of the test obtained
By the country rock basic mechanical parameter for segment of currently constructing after excavation.
3. according to a kind of unsymmetrial loading tunnel construction method described in claim 1 or 2, it is characterised in that：It indulges multiple segments
It is 10m~50m to length；
Spacing and front and rear two neighboring described second in step 2 between the front and rear two neighboring first side wall supporting unit
Spacing between side wall supporting unit is identical, the spacing between the front and rear two neighboring first side wall supporting unit for 0.8m~
1.2m。
4. according to a kind of unsymmetrial loading tunnel construction method described in claim 1 or 2, it is characterised in that：To described in step 2022
When supporting construction is determined used by side wall deep support structure, according to the outside height z offsides determined in step 2021
The installation position of joist anchor rope (4) is determined and side wall anchor cable (4) is made to be located in the top drawing crack area, according to the width b that caves in
The length of offside joist anchor rope (4) is determined and the front end of side wall anchor cable (4) is made to extend out on the outside of the top drawing crack area；
When supporting construction is determined used by the side wall shallow-layer supporting construction, according to slide surface inclination alpha to the first side
The angle of inclination of joist anchor bar (5) is determined, according to inside height h0With outside height z and cave in 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 the length of the first side wall anchor pole (5) according to the width b that caves in and makes the every first side wall anchor pole (5)
Front end extend out on the outside of the lower part slip region.
5. according to a kind of unsymmetrial loading tunnel construction method described in claim 4, it is characterised in that：According to the width b that caves in side wall
When the length of anchor cable (4) 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 the width b that caves in the length of 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. according to a kind of unsymmetrial loading tunnel construction method described in claim 5, it is characterised in that：L1=3b~the 6b, institute
L2=1.5b~the 3b stated.
7. according to a kind of unsymmetrial loading tunnel construction method described in claim 4, it is characterised in that：According to slide surface inclination alpha to
When the angle of inclination of one side joist anchor bar (5) is determined, 1=180 ° of-α-α of inclination angle alpha of the first side wall anchor pole (5)0, α0For
Angle described in first side wall anchor pole (5) and side wall drawing crack sliding caving zone (3-1) between the slide surface of lower part slip region and
65°≤α0≤ 75 °, α 1 is angle of the first side wall anchor pole (5) between horizontal plane.
8. according to a kind of unsymmetrial loading tunnel construction method described in claim 1 or 2, it is characterised in that：Side wall described in step 2
The quantity of included first side wall anchor pole (5) is three in shallow-layer supporting construction, and three first side wall anchor poles (5) are in uniform
It lays；
Side wall anchor cable described in step 2 (4) is located at the middle part in the 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
9. according to a kind of unsymmetrial loading tunnel construction method described in claim 1 or 2, it is characterised in that：To described in step 2032
When supporting construction is determined used by second side wall supporting unit, according to the width b1 that caves in determined in step 2031 to the
The length of two side wall anchor poles (6) is determined；The length all same of the more the second side joist anchor bars (6), second side wall
The length of anchor pole (6) is not less than L3, wherein L3=l1+b1+l2, l1=0.1m~15cm, l2=0.3m~0.4m；
In step 2042 to tunnel arch support system used by supporting construction when being determined, according in step 2041
The rise h of definite natural caving arch5, the length of arch anchor pole (7) is determined；The length of the more arch anchor poles (7)
All same is spent, the length of the arch anchor pole (7) is not less than L4, wherein L4=l1+h5+l2, l1=0.1m~15cm, l2=0.3m
~0.4m；.
10. according to a kind of unsymmetrial loading tunnel construction method described in claim 9, it is characterised in that：The second side joist anchor bar (6)
Length be L3, the length of the arch anchor pole (7) is L4。
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