CN208236427U - Large deformation weak broken wall rock outsized section tunnel excavation supporting structure - Google Patents

Large deformation weak broken wall rock outsized section tunnel excavation supporting structure Download PDF

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Publication number
CN208236427U
CN208236427U CN201820586644.7U CN201820586644U CN208236427U CN 208236427 U CN208236427 U CN 208236427U CN 201820586644 U CN201820586644 U CN 201820586644U CN 208236427 U CN208236427 U CN 208236427U
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layer
grouting hole
consolidation grouting
rock
lining cutting
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刘邦玺
葛爱玲
彭伟平
吴秀雄
高峰
何柯苇
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FIFTH ENGEERING CO Ltd OF CHINA RAILWAY 5TH BUREAU GROUP CO Ltd
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FIFTH ENGEERING CO Ltd OF CHINA RAILWAY 5TH BUREAU GROUP CO Ltd
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Abstract

The utility model discloses a kind of large deformation weak broken wall rock outsized section tunnel excavation supporting structures, tunnel is divided into three layers of upper, middle and lower, there is upper layer bracing members frame on upper layer (2), (3) two sides abutment wall has the pre- lining cutting of middle layer armored concrete (13) in the middle part of middle layer, (6) two sides abutment wall has the pre- lining cutting of lower layer's armored concrete (17) in the middle part of lower layer, bottom is baseplate reinforcing bar concrete lining (19), middle layer and upper layer abutment wall angle binding site are evenly distributed with the advanced consolidation grouting hole (10) in middle layer, lower layer and middle layer abutment wall angle binding site are evenly distributed with the advanced consolidation grouting hole (11) of lower layer, it is in the milk in every group of consolidation grouting hole and is inserted into anchor pole.The utility model eliminates that traditional two side-wall pilot tunnel, CD method, the temporary support that is faced is removed in the construction of CRD method, not only ensure that safety, but also improve efficiency, has saved cost.

Description

Large deformation weak broken wall rock outsized section tunnel excavation supporting structure
Technical field
The utility model relates to a kind of large deformation weaknesses to be crushed V, VI grade of Wei Yan ﹚ extra-large cross-section (the excavated section face Wei Yan ﹙ Product is up to 345m2More than) tunnel excavation supporting construction.
Background technique
In highway at this stage, railway tunnel, hydraulic tunnel and other underground engineerings, extra-large cross-section weak surrounding rock tunnel is applied The traditional excavation method of work is two side-wall pilot tunnel, CD method, CRD method or the width excavating load etc. that divides step or so.For extra-large cross-section And the tunnel of the country rocks difference such as large deformation weak broken wall rock, using two side-wall pilot tunnel, CRD method, the width excavating load that divides step or so Deng having well adapting to property, but because temporary support is more, and tear that support is difficult, and construction risk is big when removing temporary support open;In addition, Each portion's construction space is narrow, and for big machinery using being limited, speed of application is slow, and construction cost is high.
Summary of the invention
It is opened technical problem to be solved by the utility model is: providing a kind of large deformation weak broken wall rock outsized section tunnel Supporting construction and its construction method are dug, effectively solution temporary support is more, tears support difficulty open, and construction risk is big when removing temporary support, The problems such as working space is narrow, and construction speed is slow, and construction cost is high.
The technical solution of the utility model is:
A kind of large deformation weak broken wall rock outsized section tunnel excavation supporting structure, tunnel are divided into three layers of upper, middle and lower, on Layer has upper layer bracing members frame, and middle layer two sides abutment wall has the pre- lining cutting of middle layer armored concrete, and lower layer's two sides abutment wall has lower layer's reinforcing bar mixed The solidifying pre- lining cutting of soil, bottom is baseplate reinforcing bar concrete lining, and middle layer is evenly distributed with middle layer with upper layer abutment wall angle binding site and consolidates in advance Grout hole, lower layer and middle layer abutment wall angle binding site are evenly distributed with the advanced consolidation grouting hole of one group of lower layer, every group of advanced consolidation grouting hole Middle grouting is simultaneously inserted into anchor pole.
There is reserved spreading reinforcing bar in the pre- lining cutting of middle layer armored concrete and the pre- lining cutting of lower layer's armored concrete.
Distinguish in laterally inserted middle layer self-advancing type in the pre- lining cutting of middle layer armored concrete and the pre- lining cutting of lower layer's armored concrete Empty prestressed anchor and the hollow prestressed anchor of lower layer's self-advancing type.
The advanced consolidation grouting hole in the advanced consolidation grouting hole in the middle layer or lower layer, every group of consolidation grouting hole is in tunnel section It is interior it is fan-shaped be uniformly distributed, there are 5-8, hole in two adjacent groups consolidation grouting hole longitudinal pitch 0.8-1.2m, every group of consolidation grouting hole Mouth spacing 0.2-0.3m, each consolidation grouting hole and vertical angle are 10-70 °.
The utility model has the beneficial effects that
With existing weak surrounding rock tunnel of large section construct common two side-wall pilot tunnel, CD method, CRD method, divide step or so The technologies such as width excavating load are compared, and by reasonable partial excavation method for protecting support, are considered that permanent works is combined with temporary project, are adopted With the advanced consolidation grouting of middle lower layer, pre- lining cutting and prestressed anchor combined supporting, pass through advanced concretion marginsing rock, preliminary bracing and two The secondary pre- lining cutting of lining cutting, at the same it is using the hollow prestressed anchor of self-advancing type that pre- liner structure, weak surrounding rock and complete basement rock is good It is whole in conjunction with being formed, tunnel stability is strengthened, construction working face is increased, achieves following good result:
(1) construction space is big, and each step can introduce large-scale construction equipment, and more work surface parallel operations, work efficiency is high, very greatly Construction speed is accelerated in degree;
(2) reduce gib quantity in extra-large cross-section work progress, accelerate construction speed;
(3) it eliminates that traditional two side-wall pilot tunnel, CD method, the temporary support that is faced is removed in the construction of CRD method, both guaranteed Safety, and efficiency is improved, save cost;
(4) fully considered that temporary project is combined with permanent works, reduced processing engineering quantity, saved engineering at This.
Detailed description of the invention:
Fig. 1 is three steps, nine excavating loads construction schematic diagrames;
Fig. 2 is the advanced preconsolidation grout hole arrangement schematic diagram of middle lower layer;
Fig. 3 is the hollow prestressed anchor processing schematic of the pre- lining cutting+self-advancing type of middle lower layer's armored concrete.
The upper layer 1- middle drift;The upper layer 2-;In the middle part of the middle layer 3-;Protective layer is reserved on the left of the middle layer 4-;It is reserved on the right side of the middle layer 5- to protect Sheath;In the middle part of 6- lower layer;Protective layer is reserved on the left of 7- lower layer;Protective layer is reserved on the right side of 8- lower layer;9- bottom plate reserves protective layer; The advanced preconsolidation grout hole in the middle layer 10-;The advanced preconsolidation grout hole of 11- lower layer;12- bracing members and system combined bolting and shotcrete;In 13- The layer pre- lining cutting of armored concrete;14- spreading reinforcing bar;The hollow prestressed anchor of the middle layer 15- self-advancing type;16- anchor plate and anchorage; The pre- lining cutting of 17- lower layer armored concrete;The hollow prestressed anchor of 18- lower layer self-advancing type;19- baseplate reinforcing bar concrete lining;20- Abutment wall and crown reinforced concrete lining layer;21- designs tunnel lining line.
Specific embodiment
Embodiment: it such as Fig. 1~3, a kind of large deformation weak broken wall rock outsized section tunnel excavation supporting structure and its applies Work method, including three steps, nine method excavation methods;The advanced consolidation grouting of middle lower layer, the pre- lining cutting of armored concrete and prestressed anchor Bar combined retaining structure system.Using three steps, nine method excavation supportings, it is divided into upper layer middle drift -1 and upper layer -2, middle layer Protective layer -4, middle layer right side protective layer -5, lower layer middle part -6, lower layer's left side protective layer -7, lower layer right side are protected on the left of portion -3, middle layer Sheath -8, base plate protection layer -9.Each layer excavation height 7m in upper, middle and lower, base plate protection layer reserve about 1m protective layer.Upper layer uses Middle drift -1 penetrate through after dig, then successively carry out in, lower layer's excavation supporting construction.Middle layer, lower layer two sides reserve protective layer -4, - 5, -7, -8, first two sides protective layer brush side excavation and steel supporting system combined bolting and shotcrete are carried out again after the deep hole kerf blasting of middle part.In (under) before layer excavates, it is first advanced from upper one layer of abutment wall angle centering (under) layer two sidewalls use advanced preconsolidation grouting -10(-11) Concretion marginsing rock.Then, protective layer is reserved in the two sides -6(in the middle part of -3, lower layer in the middle part of middle layer) it is first quick-fried using hidden hole drilling vertical long hole kerve It is broken, it completes the middle part generous amount of kerve and excavates, two sides protective layer reuses the horizontal pore-creating of air drill, using photoface exploision excavation method brush The synchronous follow-up of side construction, left and right sides protective layer construction working face are staggered 25~40m;It is examined then in conjunction with permanent reinforced concrete lining layer Consider, in progress (under) the pre- lining cutting -13(-17 of layer armored concrete) the hollow prestressed anchor -15 of+self-advancing type, -16(-18, -16) Composite Supporting System measure, when the pre- lining cutting of armored concrete, spreading reinforcing bar -14 is reserved in two sides;Finally use the horizontal pore-creating of air drill Bottom plate of constructing reserves protective layer -9, and synchronous subsequent underplate concrete lining cutting -19, abutment wall and the arch top concrete lining -20 carried out is applied Work, so that outsized section tunnel construction be rapidly completed.Specific construction step and content are as follows:
1, upper layer is first constructed middle drift -1, and middle drift excavated section is 4m × 4.5m (wide × high), using " short drilling depth, weak The construction method of explosion, diligent supporting ", every cyclic advance control is in 2m or so.After excavation, danger stone cleaning is tentatively carried out, immediately Just spray 5cm thickness steel fiber reinforced concrete closes scar, sets temporary steel support shotcrete support when necessary.It is carried out after middle drift perforation - 2 Enlargement excavation of upper layer, then carry out upper layer bracing members erection and system combined bolting and shotcrete.
2, make the middle layer advanced progress of preconsolidation grout hole -10 middle layer to middle layer two sides country rock from upper layer before excavating in middle level to surpass Preceding pre-reinforcement processing.Consolidation grouting hole is arranged at processing section two sides corner position, every group of consolidation grouting hole longitudinal pitch 1m, The lateral aperture spacing 0.25m in each hole in every group of consolidation grouting hole with vertical angle is respectively 10 °, 20 °, 30 °, 40 °, 50 °, 60 °, 70 °, fan-shaped distribution.Using " orifice closing, from top to bottom, subsectin bottler " pure pressure type grouting, first II after I sequence row Sequence row, with II sequence hole after row first I sequence hole.Grouting pressure I 0.3~0.6Mpa of sequence hole, II 0.5~0.8Mpa of sequence hole.Consolidation grouting After the completion, using anchor pole φ 28(L=8m) insertion two sides consolidation grouting hole progress consolidation process.
3, -3 deep hole kerf blasting excavation constructions in the middle part of middle layer, two sides, which are reserved, reserves protective layer -4 on the left of the middle layer 2~2.5m With protective layer -5 reserved on the right side of middle layer, avoid blasting in once-through vibration is excessive upper layer wall rock destabilization is caused to collapse, while avoiding two Side wall deep hole blasting causes largely to backbreak.
4, after the completion of middle layer is excavated, divide on the left of the horizontal drill-blast tunnelling middle layer of left and right sides carry out and reserve protective layer -4 and the middle layer right side Protective layer -5 is reserved in side, and left and right sides protective layer drill-blast tunnelling working face is staggered 25~40m, carries out bracing members erection immediately after excavation And system combined bolting and shotcrete -12.
5, middle layer excavate and combined bolting and shotcrete after the completion of, to avoid lower layer's excavation disturbance from influencing upper, middle layer adjoining rock stability, in conjunction with Tunnel permanent lining project considers, carries out the pre- lining cutting -13 of middle layer armored concrete, strengthening supporting, while pre- leaving layer immediately Advanced consolidation Grouting Pipe.Pre- lining thickness is 1/2 design lining thickness, when pre- lining cutting, reserves spreading reinforcing bar -14, pre- lining cutting steel The steel bar arrangement form of reinforced concrete plate is consistent with the design reinforcing bar form of liner structure, and steel bar stress and distributing reinforcement stretch out plate (above and below plate and two sides position) outside, protruded length is reserved by the interval 0.5m, 1.5m, in order to later period and lining cutting reinforcement welding;In advance Lining cutting exposed face carries out dabbing processing, to guarantee the good combination of pre- lining cutting Yu later period lining cutting.
6, basement rock (array pitch 2m, hole depth 25m), middle layer self-advancing type are squeezed into using the 50t grades of hollow prestressed anchors of self-advancing type Hollow prestressed anchor -15 anchors to pre- lining concrete face using anchor plate and anchorage -16, by the weak surrounding rock on tunnel periphery Get up to form entirety by the pre- liner plate of armored concrete and the anchoring of the stabilization basement rock of stratum depths, effectively reaches and quickly reinforce tunnel The stable purpose of hole peripheral rock.
Before construction, four prestressed anchors are selected, 100t grades of anchor ergometers are installed, carry out non-demolition pulling test, By test, determine that drilling, the installation body of rod, grouted part slip casting, tensioning, each construction technology parameter of secondary grouting, guidance are answered in advance Power anchor bolt construction.
After the completion of construction, is monitored by the bolt stress meters of installation, grasp surrouding rock stress situation of change, it is ensured that Wall Rock of Tunnel Stablize, safety.
7, the processing step of middle layer construction is repeated:
(1) it is laid under the advanced preconsolidation grout hole -11 of layer carry out before lower layer excavates from from the downward layer two sides country rock in middle layer The advanced pre-reinforcement processing of layer.Consolidation grouting hole is arranged at processing section two sides corner position, consolidation grouting hole longitudinal pitch 1m, Lateral aperture spacing 0.25m is respectively 10 °, 20 °, 30 °, 40 °, 50 °, 60 °, 70 ° with vertical angle.Using " orifice closing, From top to bottom, the pure pressure type grouting of subsectin bottler ", first II sequence is arranged after I sequence row, same II sequence hole after arranging first I sequence hole.I sequence of grouting pressure 0.3~0.6Mpa of hole, II 0.5~0.8Mpa of sequence hole.After the completion of consolidation grouting, using anchor pole φ 28(L=8m) insertion two sides consolidation Grout hole carries out consolidation process.
(2) -6 deep hole kerf blasting excavation constructions in the middle part of lower layer, two sides, which are reserved, reserves protective layer -7 on the left of 2~2.5m lower layer With lower layer on the right side of reserve protective layer -8, avoid blasting in once-through vibration it is excessive cause, middle layer wall rock destabilization collapses, avoid simultaneously Two sides abutment wall deep hole blasting causes largely to backbreak.
(3) after the completion of lower layer excavates, divide on the left of the horizontal drill-blast tunnelling lower layer of left and right sides carry out and reserve protective layer -7 and lower layer Protective layer -8 is reserved on right side, and the construction of left and right sides drill-blast tunnelling is staggered 25~40m, carries out bracing members erection and system immediately after excavation Combined bolting and shotcrete -12.
(4) lower layer excavate and combined bolting and shotcrete after the completion of, to avoid base plate protection layer excavation disturbance and tunnel upper, middle and lower layer from opening It is mixed to carry out lower layer's reinforcing bar in conjunction with the consideration of tunnel permanent lining project immediately for the stabilization of extra-large cross-section cavern before non-lining cutting after digging The solidifying pre- lining cutting -17 of soil, strengthening supporting.Pre- lining thickness is 1/2 design lining thickness, when pre- lining cutting, reserves spreading reinforcing bar -14, The steel bar arrangement form of pre- lining cutting armoured concrete slab is consistent with the design reinforcing bar form of liner structure, steel bar stress and distributing reinforcement It is outer (above and below plate and two sides position) to stretch out plate, protruded length is reserved by the interval 0.5m, 1.5m, in order to later period and lining cutting reinforcing bar Welding;Pre- lining cutting exposed face carries out dabbing processing, to guarantee the good combination of pre- lining cutting Yu later period lining cutting.
(5) basement rock (array pitch 2m, hole depth 25m), lower layer's self-advancing type are squeezed into using the 50t grades of hollow prestressed anchors of self-advancing type Hollow prestressed anchor -18 anchors to pre- lining concrete face using anchor plate and anchorage -16, by the weak surrounding rock on tunnel periphery Get up to form entirety by the pre- liner plate of armored concrete and the anchoring of the stabilization basement rock of stratum depths, effectively reaches and quickly reinforce tunnel The stable purpose of hole peripheral rock.
Before construction, four prestressed anchors are selected, 100t grades of anchor ergometers are installed, carry out non-demolition pulling test, By test, determine that drilling, the installation body of rod, grouted part slip casting, tensioning, each construction technology parameter of secondary grouting, guidance are answered in advance Power anchor bolt construction.
After the completion of construction, is monitored by the bolt stress meters of installation, grasp surrouding rock stress situation of change, it is ensured that Wall Rock of Tunnel Stablize, safety.
8, construction base plate protection layer -9 carry out underplate concrete lining cutting -19;
9, upper layer, middle layer and lower layer's abutment wall and crown lining cutting -20 are carried out using hydraulic self-traveling telescoping steel form.
So circulation smoothly completes the construction of large deformation weak broken wall rock location outsized section tunnel.
Preferably, above-mentioned three steps, nine method partial excavation method (see figure 1)s that use: upper layer is expanded after being penetrated through using middle drift It digs, then excavates middle layer, finally excavate lower layer and bottom plate.Every layer of excavation design height is 7m, and bottom plate excavation height is 1m or so. In, lower layer excavate (reserve 2~2.5m protective layer in two sides) first use hidden hole drilling vertical long hole kerf blasting, complete in the middle part of kerve it is big Side's amount is excavated, and two sides protective layer reuses the horizontal pore-creating of YT28 gas leg type air drill, is constructed using photoface exploision excavation method brush side Synchronous follow-up;The protective layer of about 1m is finally reserved using the horizontal making hole construction bottom plate of YT28 gas leg type air drill, synchronous development is subsequent Lining construction, so that the construction of extra-large cross-section hydraulic tunnel be rapidly completed.It is quick-fried that good smooth surface can be obtained by reserved protective layer The flatness in tunnel excavation face is effectively ensured in broken effect, and reduction is backbreak and the loss of concrete extra-fill.
Above description is only a specific implementation of the present invention, but the protection scope of the utility model is not limited to In this, anyone skilled in the art within the technical scope disclosed by the utility model, can readily occur in variation Or replacement, it should be covered within the scope of the utility model, therefore, the protection scope of the utility model should be with the power Subject to the protection scope that benefit requires.

Claims (4)

1. a kind of large deformation weak broken wall rock outsized section tunnel excavation supporting structure, tunnel is divided into three layers of upper, middle and lower, spy Sign is: upper layer (2) have upper layer bracing members frame, and (3) two sides abutment wall has the pre- lining cutting of middle layer armored concrete (13) in the middle part of middle layer, under Layer middle part (6) two sides abutment wall has the pre- lining cutting of lower layer's armored concrete (17), and bottom is baseplate reinforcing bar concrete lining (19), middle layer The advanced consolidation grouting hole (10) in middle layer, lower layer and middle layer abutment wall angle binding site uniformly distributed one are evenly distributed with upper layer abutment wall angle binding site The advanced consolidation grouting hole (11) of lower layer is organized, grouting is completed and is inserted into anchor pole in every group of advanced consolidation grouting hole.
2. large deformation weak broken wall rock outsized section tunnel excavation supporting structure according to claim 1, feature exist In: spreading reinforcing bar (14) are reserved in the pre- lining cutting of middle layer armored concrete (13) and the pre- lining cutting of lower layer's armored concrete (17).
3. large deformation weak broken wall rock outsized section tunnel excavation supporting structure according to claim 1, feature exist In: the laterally inserted middle layer self-advancing type of difference in the pre- lining cutting of middle layer armored concrete (13) and the pre- lining cutting of lower layer's armored concrete (17) Hollow prestressed anchor (15) and the hollow prestressed anchor of lower layer's self-advancing type (18).
4. large deformation weak broken wall rock outsized section tunnel excavation supporting structure according to claim 1, feature exist In: the advanced consolidation grouting hole (11) of the advanced consolidation grouting hole (10) in the middle layer or lower layer, every group of advanced consolidation grouting hole exists Fan-shaped in tunnel section to be uniformly distributed, two adjacent groups consolidation grouting hole longitudinal pitch 0.8-1.2m, every group of consolidation grouting hole has 5-8, aperture spacing 0.2-0.3m, each advanced consolidation grouting hole and vertical angle are 10-70 °.
CN201820586644.7U 2018-04-24 2018-04-24 Large deformation weak broken wall rock outsized section tunnel excavation supporting structure Active CN208236427U (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN110821521A (en) * 2019-11-15 2020-02-21 中铁建大桥工程局集团第五工程有限公司 Construction method for excavation and support of hydropower station spillway cavern

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN110821521A (en) * 2019-11-15 2020-02-21 中铁建大桥工程局集团第五工程有限公司 Construction method for excavation and support of hydropower station spillway cavern

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