CN107190634A - A kind of method of rapid construction bridge pier after macroseism shifted based on plastic hinge - Google Patents

A kind of method of rapid construction bridge pier after macroseism shifted based on plastic hinge Download PDF

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Publication number
CN107190634A
CN107190634A CN201710425541.2A CN201710425541A CN107190634A CN 107190634 A CN107190634 A CN 107190634A CN 201710425541 A CN201710425541 A CN 201710425541A CN 107190634 A CN107190634 A CN 107190634A
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China
Prior art keywords
pier
cushion cap
macroseism
shifted
vertical muscle
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CN201710425541.2A
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Chinese (zh)
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CN107190634B (en
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葛继平
杨旭东
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上海应用技术大学
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    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00Structural or constructional details of bridges
    • E01D19/02Piers; Abutments ; Protecting same against drifting ice
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00Methods or apparatus specially adapted for erecting or assembling bridges

Abstract

The present invention relates to a kind of method of rapid construction bridge pier after macroseism shifted based on plastic hinge, including following steps:Step S1:Precast Pier Columns, pre-buried positioning round steel and reserved exposed vertical muscle at pier bottom, and pier is excavated at the scene, remove old pier stud;Step S2:Cushion cap drills, and treats the pre-buried positioning round steel insertion of Precast Pier Columns;Step S3:Handling Precast Pier Columns, make its exposed vertical muscle pass through extrusion socket joint with the exposed vertical muscle of cushion cap;Step S4:In cushion cap relevant position steel planting, and colligation stirrup;Step S5:Check it is errorless after, pour hoop concrete, Precast Pier Columns and cushion cap is turned into an entirety;Step S6:Backfilling of earthwork is carried out, the construction of bridge substructure is completed.The present invention utilizes original cushion cap and pile foundation, reduces waste of material, employs the connected mode of reinforced positioning round steel and concrete jacket stirrup, areas of plasticity hinge is moved up, is prevented effectively from and is destroyed in junction.

Description

A kind of method of rapid construction bridge pier after macroseism shifted based on plastic hinge
Technical field
The present invention relates to road and bridge construction field, rapid construction after more particularly to a kind of macroseism shifted based on plastic hinge The method of bridge pier.
Background technology
Current city bridge construction scale is constantly expanding, and it has in early stage and thrown as the infrastructure of municipal works Money is big, public character is strong, the features such as late maintaining difficult management.So, preventing and reducing natural disasters, especially maintenance side after antidetonation and shake Face, it appears particularly significant, to reduce unnecessary loss.
Under geological process, bridge pier residual displacement may be excessive, does not possess the value that sectional repair is utilized.According to slope celestially Bridge structure after shake repairs experience, when pier stud residual offset rate is more than 1/60 or residual displacement is more than 150mm, repair Will be extremely difficult, it need to typically remove reconstruction.And emergency first-aid repair it is pressed for time, for such case, is badly in need of proposing one kind after earthquake Old pier is removed, on the spot quick-assembling bridge pier and the method resumed traffic of setting a roof beam in place.
Condition survey is destroyed after being shaken to bridge and shows that reinforced concrete bridge pier has various deficiencies in terms of antidetonation, such as Lack lateral tie constraint, cause bridge pier shear resistance weak;Vertical muscle overlap joint is easily destroyed, and typically bridge is easiest to by broken Bad part, its repairing and reinforcement destroyed after shaking, for resuming traffic, ensuring timely and effective development earthquake relief work work and save Reconstruction funds are all particularly significant, as research emphasis.Conventional bridge pier restoring and fastening method has:Increasing section repairing method, outsourcing Steel pipe method for strengthening, stickup fibrous composite method for strengthening, bar-mat reinforcement high-performance cement composite mortar repairing method, transverse prestress are repaiied Multiple method, fiber cloth and steel composite consolidation repairing method etc., but these methods are the problem of all have different degrees of and defect, such as:Plus Heavy in section method construction method is easy, and material therefor is simply easily obtained, and reliable to the effect stability of Pier Column Reinforcing, but this side Method cast in situs is more, and curing time is long, and larger change is produced to former pier stud, influences the overall aesthetic effect of original bridge;For logical The bridge pier of boat section reduces the discharge area of navigation clear span and flood, influences flood discharge;Increase dead load, cushion cap may be aggravated The pressure of pile foundation, causes the burden unnecessary to basis;Destroy in bridge pier repairing research and find after to shake, outer wrapping fiber material A kind of effective restorative procedure, it effectively can repair and improve pier stud shearing strength, prevent the destruction of vertical muscle overlap joint and Improve to the constraint of concrete to obtain bigger displacement Ductility, but when occurring in that the situation of vertical muscle yield failure, it is difficult to Only concrete is repaired, now also needs to carry out the replacement of the vertical muscle of surrender.From the nineties, some researchers begin one's study The method that the new and old reinforcing bar of rear abutment is replaced is destroyed, and is connected by screw bolts the mode of part and carries out new and old bar connecting, this mode Subject matter is to need especially to set connector, and costly, while being needed in practical application to original reinforcing bar Carry out screw thread process, it is difficult to practical application.
The content of the invention
It is first it is an object of the invention to provide a kind of method of rapid construction bridge pier after macroseism shifted based on plastic hinge First, using original cushion cap and pile foundation, waste of material is reduced;Secondly, reinforced positioning round steel and concrete cuff are employed The connected mode of muscle, areas of plasticity hinge is moved up, and is prevented effectively from and is destroyed in junction;Finally, the precast assembly pier stud with Integral cast-in-situ formula bridge pier shock resistance is equal, be also suitable with middle height earthquake intensity area, while for pier stud overall pulling down, original place is prefabricated The situation of lifting provides a preferably solution.
In order to solve the above problems, the invention provides rapid construction bridge pier after a kind of macroseism shifted based on plastic hinge Method, including following steps:
Step S1:Precast Pier Columns, pre-buried positioning round steel and reserved exposed vertical muscle at pier bottom, and excavate pier at the scene, Remove old pier stud;
Step S2:Cushion cap drills, and treats the pre-buried positioning round steel insertion of Precast Pier Columns;
Step S3:Handling Precast Pier Columns, make its exposed vertical muscle pass through extrusion socket joint with the exposed vertical muscle of cushion cap;
Step S4:In cushion cap relevant position steel planting, and colligation stirrup;
Step S5:Check it is errorless after, pour hoop concrete, Precast Pier Columns and cushion cap is turned into an entirety;
Step S6:Backfilling of earthwork is carried out, the construction of bridge substructure is completed.
Side according to rapid construction bridge pier after a kind of macroseism shifted based on plastic hinge described in the application preferred embodiment Method, in step sl, old pier stud retain the exposed vertical muscle of cushion cap in demolishing process.
Side according to rapid construction bridge pier after a kind of macroseism shifted based on plastic hinge described in the application preferred embodiment Method, in step sl, the contact portion of positioning round steel and pier bottom, which is placed, thickeies setting circle stopple, pier stud side carry out center line and Absolute altitude controls wire tag.
Side according to rapid construction bridge pier after a kind of macroseism shifted based on plastic hinge described in the application preferred embodiment Method, in step s 2, high-strength mortar must be irrigated by being bored respectively in cushion cap top surface relevant position in 4 holes, hole, treat Precast Pier Columns Reserved positioning round steel insertion.
Side according to rapid construction bridge pier after a kind of macroseism shifted based on plastic hinge described in the application preferred embodiment Method, in step s3, the sleeve select steel bushing, using the radially compressed steel bushing of pressing tongs, are allowed to produce plastic deformation, lean on Steel bushing after deformation is combined closely integral with connected two vertical muscle.
Side according to rapid construction bridge pier after a kind of macroseism shifted based on plastic hinge described in the application preferred embodiment Method, in step s 4, will position round steel and inserts in the drilling of above-mentioned cushion cap, the setting circle stopple placed in its contact site, institute The interior circular diameter for stating setting circle stopple is identical with the positioning round steel diameter, and dotted line circular diameter is identical with the mouth diameter drilled.
Side according to rapid construction bridge pier after a kind of macroseism shifted based on plastic hinge described in the application preferred embodiment Method, in step sl, the construction process of Precast Pier Columns include following steps:
Step S101:Set up pier shaft internal mould supporter, laying internal model and bed die and bracket adjustment;
Step S102:Internal model is installed;
Step S103:Colligation pier shaft steel reinforcement cage;
Step S104:External mold burst is installed;
Step S105:Reinforcing bar, template are checked and accepted, and pour pier shaft concrete;
Step S106:Pier shaft concrete curing.
Compared with prior art, there is following technique effect in the present invention:
Reliable it is an object of the invention to provide a kind of stress, construction is simple, rapid construction bridge after the wider macroseism of applicability The method of pier.The construction method not only connects stress reliably, and can save material expenditures, shortens the duration.The present invention is utilized Original cushion cap and pile foundation, save material, it is to avoid waste, reduce cost;Bridge pier is prefabricated, can guarantee that quality, accelerates speed of application; Extrude the connected mode of sleeve, it may occur that sleeve connection is destroyed, and employs the company of reinforced round steel and concrete jacket stirrup Mode is connect, areas of plasticity hinge is moved up, is prevented effectively from and is destroyed in junction;The connected mode of concrete cuff increases bridge Pier interface, and cushion cap is normally at below ground 0.5m, so this cuff is also to bury in below ground, does not influence outside bridge pier Shape;Self-compacting concrete can be full of space automatically, it is ensured that the density of hoop concrete;This method can also be used for newly-built prefabricated Assembled pier stud, difference is that the reinforcing bar of all implantation is readily modified as built-in type, and construction quality is better;The precast assembly pier stud with Integral cast-in-situ formula bridge pier shock resistance is equal, and is also applied for middle height earthquake intensity area;, will behind extensive bridge construction peak Into the maintenance phase, this method is bridge pier overall pulling down, and the situation of original place prefabrication and lifting provides a preferably solution party Case.
Brief description of the drawings
Fig. 1 is the old bridge pier infrastructure figure of the present invention;
Fig. 2 is the structural representation of the cushion cap of the present invention;
Fig. 3 a are the front views of the Precast Pier Columns of the present invention;
Fig. 3 b are the sectional views of the Precast Pier Columns of the present invention;
Fig. 4 is that the structural representation of Precast Pier Columns is installed in the handling of the present invention;
Fig. 5 is the structural representation of the setting circle stopple of the present invention;
Fig. 6 is the structural representation of the sleeve of the present invention;
Fig. 7 is the steel planting and colligation stirrup figure of the present invention;
Fig. 8 is the cast-in-place hoop concrete and backfill schematic diagram of the present invention;
Fig. 9 is the plastic hinge transfer schematic diagram of the present invention.
Embodiment
Below in conjunction with accompanying drawing, lift a specific embodiment and described in detail.
The method of rapid construction bridge pier, refer to Fig. 1-Fig. 9 after a kind of macroseism shifted based on plastic hinge, including following Several steps:
Step S1:Precast Pier Columns, pre-buried positioning round steel and reserved exposed vertical muscle at pier bottom, and excavate pier at the scene, Remove old pier stud;
Step S2:Cushion cap drills, and treats the pre-buried positioning round steel insertion of precast pier;
Step S3:Handling precast pier, makes its exposed vertical muscle pass through extrusion socket joint with the exposed vertical muscle of cushion cap;
Step S4:In cushion cap relevant position steel planting, and colligation stirrup;
Step S5:Check it is errorless after, pour hoop concrete, precast pier and cushion cap is turned into an entirety;
Step S6:Backfilling of earthwork is carried out, the construction of bridge substructure is completed.
The structure of old bridge pier refer to shown in Fig. 1, and old bridge pier is included in cushion cap 1 and old pier stud 2, cushion cap 1 provided with some vertical Muscle 11, this vertical muscle 11 is inverted L shape reinforcing bar.Structure after old pier stud 2 is removed refer to Fig. 2, and inverted L shape reinforcing bar exposes the top of cushion cap 1 Face, the notably protection of the exposed vertical muscle 11 of cushion cap when removing old pier stud, because to retain the outer of cushion cap 1 when taking down the old bridge pier The vertical muscle 11 of dew.High-strength mortar must be irrigated by being bored respectively in the top surface relevant position of cushion cap 1 in 4 holes 12, hole 12, treat precast pier 3 reserved positioning round steel 33 are inserted.
The construction process of precast pier 3 includes following steps:
Step S101:Set up pier shaft internal mould supporter, laying internal model and bed die and bracket adjustment;
Step S102:Internal model is installed;
Step S103:Colligation pier shaft steel reinforcement cage;
Step S104:External mold burst is installed;
Step S105:Reinforcing bar, template are checked and accepted, and pour pier shaft concrete;
Step S106:Pier shaft concrete curing.
During Precast Pier Columns 3, pre-buried positioning round steel 33 and reserved exposed vertical muscle 31 at pier bottom, as shown in Figure 3.Due to prefabricated When pier stud 3 reach a certain height, positioning round steel 33 and pier bottom contact position meeting stress concentration must place in contact portion and thicken fixed Circle of position stopple 4, while can also be accurately positioned the position of round steel 33.Center line and absolute altitude control wire tag are carried out in pier stud side, so as to fixed Its position is controlled during position.
Fig. 4 is refer to, above-mentioned Precast Pier Columns 3 are lifted, i.e., Precast Pier Columns 3 are arranged on cushion cap 1, positioning round steel 33 is inserted In the hole 12 for entering cushion cap 1, its contact site place setting circle stopple 4, its section as shown in figure 5, its interior circular diameter with The positioning diameter of round steel 33 is identical, and dotted line circular diameter is identical with the mouth diameter of hole 12.The exposed vertical muscle 11 and Precast Pier Columns of cushion cap 1 3 exposed vertical muscle 31 extrudes connection using sleeve 5, and its section is as shown in fig. 6, using the radially compressed steel bushing of pressing tongs, be allowed to Plastic deformation is produced, is combined closely by the steel bushing after deformation and connected two vertical muscle integral.
After after above-mentioned process inspection acceptance(check), steel planting is carried out.In strengthening and rebuilding engineering, bar planting is one and is directed to Concrete structure is simpler and more direct, effective connection and anchorage technology.According to the reinforcement bar arrangement and quantity of design drawing, stagger cushion cap reinforcing bar Position, marks out bar planting position and drills, as shown in Figure 7.Reinforcing bar and anchoring adhesive must carry out live pull-out test, it is qualified after can Carry out process operation.After bar planting terminates, in bridge pier and cuff join domain colligation stirrup.
After stirrup arrangement acceptance(check), casting concrete, as shown in Figure 8.Cuff is poured using self-compacting concrete, to protect Demonstrate,prove the density of cuff.The part bleeding that concrete is produced in process of vibrating is poured, should be excluded in time., should after the completion of pouring Timely finishing, floating concrete exposed surface.
Finally according to Project Areas actual conditions, bridge pier backfilling of earthwork arrangement and method for construction is formulated.Special messenger is set to carry out backfill Management control, to ensure, embedded structure is intact, and then completes the construction of bridge substructure.The destruction of its later stage is region B, phase Compared with old bridge pier destroyed area A, plastic hinge is moved up, destroyed as shown in figure 9, effectively prevent in junction.
Disclosed above is only the specific embodiment of the application, but the application is not limited to this, any this area Technical staff can think change, should all fall in the protection domain of the application.

Claims (7)

1. a kind of method of rapid construction bridge pier after macroseism shifted based on plastic hinge, it is characterised in that including following step Suddenly:
Step S1:Precast Pier Columns, pre-buried positioning round steel and reserved exposed vertical muscle at pier bottom, and pier is excavated at the scene, remove Old pier stud;
Step S2:Cushion cap drills, and treats the pre-buried positioning round steel insertion of Precast Pier Columns;
Step S3:Handling Precast Pier Columns, make its exposed vertical muscle pass through extrusion socket joint with the exposed vertical muscle of cushion cap;
Step S4:In cushion cap relevant position steel planting, and colligation stirrup;
Step S5:Check it is errorless after, pour hoop concrete, Precast Pier Columns and cushion cap is turned into an entirety;
Step S6:Backfilling of earthwork is carried out, the construction of bridge substructure is completed.
2. the method for rapid construction bridge pier after a kind of macroseism shifted based on plastic hinge as claimed in claim 1, its feature is existed In in step sl, old pier stud retains the exposed vertical muscle of cushion cap in demolishing process.
3. the method for rapid construction bridge pier after a kind of macroseism shifted based on plastic hinge as claimed in claim 1, its feature is existed In, in step sl, the contact portion of positioning round steel and pier bottom, which is placed, thickeies setting circle stopple, pier stud side carry out center line and Absolute altitude controls wire tag.
4. the method for rapid construction bridge pier after a kind of macroseism shifted based on plastic hinge as claimed in claim 1, its feature is existed In in step s 2, high-strength mortar must be irrigated by being bored respectively in cushion cap top surface relevant position in 4 holes, hole, treat Precast Pier Columns Reserved positioning round steel insertion.
5. the method for rapid construction bridge pier after a kind of macroseism shifted based on plastic hinge as claimed in claim 1, its feature is existed In in step s3, the sleeve selects steel bushing, using the radially compressed steel bushing of pressing tongs, is allowed to produce plastic deformation, leans on Steel bushing after deformation is combined closely integral with connected two vertical muscle.
6. the method for rapid construction bridge pier after a kind of macroseism shifted based on plastic hinge as claimed in claim 1, its feature is existed In, in step s 4, round steel will be positioned and inserted in the drilling of above-mentioned cushion cap, it is described in its contact site placement positioning circular hole plug The interior circular diameter of setting circle stopple is identical with the positioning round steel diameter, and dotted line circular diameter is identical with the mouth diameter drilled.
7. the method for rapid construction bridge pier after a kind of macroseism shifted based on plastic hinge as claimed in claim 1, its feature is existed In in step sl, the construction process of Precast Pier Columns includes following steps:
Step S101:Set up pier shaft internal mould supporter, laying internal model and bed die and bracket adjustment;
Step S102:Internal model is installed;
Step S103:Colligation pier shaft steel reinforcement cage;
Step S104:External mold burst is installed;
Step S105:Reinforcing bar, template are checked and accepted, and pour pier shaft concrete;
Step S106:Pier shaft concrete curing.
CN201710425541.2A 2017-06-08 2017-06-08 A method of rapid construction bridge pier after the macroseism based on plastic hinge transfer Active CN107190634B (en)

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CN201710425541.2A CN107190634B (en) 2017-06-08 2017-06-08 A method of rapid construction bridge pier after the macroseism based on plastic hinge transfer

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CN201710425541.2A CN107190634B (en) 2017-06-08 2017-06-08 A method of rapid construction bridge pier after the macroseism based on plastic hinge transfer

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Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH09158127A (en) * 1995-12-07 1997-06-17 Mitsubishi Heavy Ind Ltd Fixing structure of pier reinforcing part and footing
CN104805775A (en) * 2015-05-07 2015-07-29 福州大学 Construction method for RC (Reinforced Concrete) bridge pier post-earthquake restoration technology
CN205443914U (en) * 2016-01-06 2016-08-10 上海应用技术学院 Adopt shape memory alloy reinforcing bar to have prefabricated pin -connected panel pier of runback potential energy power
CN205576723U (en) * 2016-02-15 2016-09-14 上海应用技术学院 Adoption is excelled in prefabrication of fibre mortar and bellows joint and is assembled pier
CN106120542A (en) * 2016-08-18 2016-11-16 福州大学 Can be applicable to assembled pier and the construction technology thereof of seismic fortification intensity upper zone
CN106192730A (en) * 2016-08-01 2016-12-07 上海应用技术学院 A kind of steel bushing precast splice type bridge pier of band WELDING STUDS

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH09158127A (en) * 1995-12-07 1997-06-17 Mitsubishi Heavy Ind Ltd Fixing structure of pier reinforcing part and footing
CN104805775A (en) * 2015-05-07 2015-07-29 福州大学 Construction method for RC (Reinforced Concrete) bridge pier post-earthquake restoration technology
CN205443914U (en) * 2016-01-06 2016-08-10 上海应用技术学院 Adopt shape memory alloy reinforcing bar to have prefabricated pin -connected panel pier of runback potential energy power
CN205576723U (en) * 2016-02-15 2016-09-14 上海应用技术学院 Adoption is excelled in prefabrication of fibre mortar and bellows joint and is assembled pier
CN106192730A (en) * 2016-08-01 2016-12-07 上海应用技术学院 A kind of steel bushing precast splice type bridge pier of band WELDING STUDS
CN106120542A (en) * 2016-08-18 2016-11-16 福州大学 Can be applicable to assembled pier and the construction technology thereof of seismic fortification intensity upper zone

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