CN104389619A - Shield excess hole construction method - Google Patents
Shield excess hole construction method Download PDFInfo
- Publication number
- CN104389619A CN104389619A CN201410524858.8A CN201410524858A CN104389619A CN 104389619 A CN104389619 A CN 104389619A CN 201410524858 A CN201410524858 A CN 201410524858A CN 104389619 A CN104389619 A CN 104389619A
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- Prior art keywords
- shield
- portal
- steel concrete
- wall
- concrete casing
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000010276 construction Methods 0.000 title claims abstract description 22
- 239000004567 concrete Substances 0.000 claims abstract description 39
- 238000007789 sealing Methods 0.000 claims abstract description 9
- 230000003014 reinforcing effect Effects 0.000 claims description 41
- 229910000831 Steel Inorganic materials 0.000 claims description 35
- 239000010959 steel Substances 0.000 claims description 35
- 230000008676 import Effects 0.000 claims description 20
- 229920002430 Fibre-reinforced plastic Polymers 0.000 claims description 19
- 239000011151 fibre-reinforced plastic Substances 0.000 claims description 19
- 239000011521 glass Substances 0.000 claims description 19
- 210000002421 cell wall Anatomy 0.000 claims description 8
- 239000003795 chemical substances by application Substances 0.000 claims description 5
- 239000002689 soil Substances 0.000 abstract description 10
- 230000002787 reinforcement Effects 0.000 abstract description 9
- 239000003365 glass fiber Substances 0.000 abstract description 3
- 230000005641 tunneling Effects 0.000 abstract 5
- 210000003205 muscle Anatomy 0.000 description 34
- 238000000034 method Methods 0.000 description 8
- 239000000463 material Substances 0.000 description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 6
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 4
- 238000009412 basement excavation Methods 0.000 description 4
- 239000004927 clay Substances 0.000 description 4
- 238000007596 consolidation process Methods 0.000 description 3
- 238000013461 design Methods 0.000 description 3
- 239000000725 suspension Substances 0.000 description 3
- 238000003466 welding Methods 0.000 description 3
- 238000005056 compaction Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000000835 fiber Substances 0.000 description 2
- 239000011152 fibreglass Substances 0.000 description 2
- 229910052742 iron Inorganic materials 0.000 description 2
- 238000003908 quality control method Methods 0.000 description 2
- 239000011347 resin Substances 0.000 description 2
- 229920005989 resin Polymers 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 208000037656 Respiratory Sounds Diseases 0.000 description 1
- 206010039509 Scab Diseases 0.000 description 1
- 230000001070 adhesive effect Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- 238000012790 confirmation Methods 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 229920002313 fluoropolymer Polymers 0.000 description 1
- 239000004811 fluoropolymer Substances 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 239000011211 glass fiber reinforced concrete Substances 0.000 description 1
- 238000000227 grinding Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000013011 mating Effects 0.000 description 1
- 238000003032 molecular docking Methods 0.000 description 1
- 244000144985 peep Species 0.000 description 1
- 229920003023 plastic Polymers 0.000 description 1
- 239000004033 plastic Substances 0.000 description 1
- 229920000642 polymer Polymers 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000007493 shaping process Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 230000008646 thermal stress Effects 0.000 description 1
- 238000004804 winding Methods 0.000 description 1
Classifications
-
- 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
-
- 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/08—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention provides a shield excess hole construction method. After a body structure of a shield well is finished, an underground continuous wall serves as an enclosing structure; glass fiber ribs are used for replacing reinforcements in the position of a shield tunneling machine crossing through a hole door of a groove wall of the underground continuous wall; a reinforcement concrete box is cast before the hole door, and is filled with soil for sealing; when the shield is started, the shield tunneling machine is closed in the reinforcement concrete box by the filled soil; when the shield is arrived, the whole reinforcement concrete box is fully filled with the filled soil; the shield tunneling machine directly cuts off the hole door to finish the starting or the arrival; when the shield is started, the shield tunneling machine directly cuts off the hole door in the closed reinforcement concrete box to finish the starting; and when the shield is arrived, the shield tunneling machine enters the closed reinforcement concrete box to finish the arrival after directly cutting off the hole door.
Description
Technical field
The invention belongs to tunnelling technical field, particularly relate to a kind of shield structure export & import construction method.
Background technology
Shield structure export & import is the key link in shield tunnel construction, has very large engineering construction risk.When shield structure export & import, the general construction method adopted first completes shield structure well agent structure, then carry out improvement reinforcing to shield tunnel end soil body, then cuts portal place reinforced concrete fender, and then complete shield launching or arrival.Wherein, the time that portal abolishes requirement is very tight, and difficulty of construction is large.Portal abolish rear to reinforcing body intensity and sealing requirements very high, when consolidation effect is not good, very easily occurs that when portal is abolished shield structure and portal gap are gushed mud and gushed sand and ground settlement phenomenon, and then jeopardize the safety of neighbouring underground utilities and building.For preventing this type of phenomenon from occurring, to meet intensity and impervious requirement, how selecting rational shield tunnel termination Reinforcing Schemes, or selecting rational shield structure export & import construction method, is the key technical problem needing at present to solve.
Summary of the invention
The object of the present invention is to provide a kind of shield structure export & import construction method, the problem that the construction risk being intended to exist in solution shield structure export & import process is large.
The present invention is achieved in that a kind of shield structure export & import construction method, comprises the following steps:
(1) after completing shield structure well agent structure, adopt diaphragm wall as space enclosing structure, the portal position passing through ground-connecting-wall cell wall at shield machine adopts glass fiber-reinforced polymer to substitute the reinforcing bar of ground-connecting-wall at this position;
(2) build the also backfill sealing within it of steel concrete casing before portal, during shield launching, shield machine is enclosed in steel concrete casing by backfill, and during arrival, backfill is airtight fills up whole steel concrete casing;
(3) shield machine directly cuts portal and completes and start or arrive, during shield launching, shield machine directly cuts portal and completes and start in airtight steel concrete casing, and during arrival, shield machine enters airtight steel concrete casing and is accomplished to and reaches after directly cutting portal.
In the present invention, the application idea of glass fiber-reinforced polymer in shield structure export & import is reinforced: in the subway station of space enclosing structure as temporary structure, at the portal position of shield crossing ground-connecting-wall cell wall, glass fiber-reinforced polymer is adopted to substitute the reinforcing bar of diaphragm wall at this position.Due to glass fiber-reinforced polymer, the excavation of foundation pit stage can meet deep pit monitor needs; In the shield structure export & import stage, without the need to reinforcing outside space enclosing structure, directly with shield machine cutting portal cell wall by portal, can reduce cutting portal in portal process and expose the generation causing cave-in accident, not only safety but also save the duration.
Glass fiber-reinforced polymer is applied to the feature of shield structure export & import construction: 1. remove portal without the need to artificial chisel, save a large amount of duration; 2. outside space enclosing structure, the soil body, without the need to reinforcing, reduces construction costs; 3. space enclosing structure directly plays gear soil, sealing effect in the shield structure export & import stage, and export & import obtains safely very large guarantee.
The application scheme of glass fiber-reinforced polymer in the construction of shield structure export & import: the underground continuous wall groove segment that interval portal is corresponding, in the scope that shield machine passes through, the main muscle of diaphragm wall reinforcing cage, stirrup adopt glass fiber-reinforced polymer to substitute.Diaphragm wall reinforcing cage adopts and is welded to connect, and adopts finer wire colligation firm between glass fiber-reinforced polymer and reinforcing bar.After this width underground continuous wall groove segment is shaping, without the need to carrying out the reinforcing of shield tunnel termination.
Accompanying drawing explanation
Fig. 1 is glass fiber-reinforced polymer ground-connecting-wall and steel concrete casing arrangement diagram in the present invention; Wherein, figure a is elevation, and figure b is plan view.
Detailed description of the invention
In order to make object of the present invention, technical scheme and advantage clearly understand, below in conjunction with drawings and Examples, the present invention is further elaborated.Should be appreciated that specific embodiment described herein only in order to explain the present invention, be not intended to limit the present invention.
A kind of shield structure export & import construction method, comprises the following steps:
(1) after completing shield structure well agent structure, adopt diaphragm wall as space enclosing structure, the portal position passing through ground-connecting-wall cell wall at shield machine adopts glass fiber-reinforced polymer to substitute the reinforcing bar of ground-connecting-wall at this position;
(2) build the also backfill sealing within it of steel concrete casing before portal, during shield launching, shield machine is enclosed in steel concrete casing by backfill, and during arrival, backfill is airtight fills up whole steel concrete casing;
(3) shield machine directly cuts portal and completes and start or arrive, during shield launching, shield machine directly cuts portal and completes and start in airtight steel concrete casing, and during arrival, shield machine enters airtight steel concrete casing and is accomplished to and reaches after directly cutting portal.
In the embodiment of the present invention, the arrangement diagram of glass fiber-reinforced polymer ground-connecting-wall and steel concrete casing as shown in Figure 1.The present invention adopts glass fiber-reinforced polymer to substitute the reinforcing bar of ground-connecting-wall at this position at the portal position of shield crossing ground-connecting-wall cell wall, steel concrete casing is built and backfill sealing within it before portal, when making shield launching, shield machine directly cuts portal and completes and start in airtight steel concrete casing, and during arrival, shield machine enters airtight steel concrete casing and is accomplished to and reaches after directly cutting portal.Because glass fiber-reinforced polymer substitutes the reinforcing bar of ground-connecting-wall at portal place, without the need to artificial chisel except portal, outside portal, the soil body is without the need to reinforcing, and shield machine directly can cut portal and complete and start or arrive.Due to the steel concrete casing that build backfill before portal is airtight, can Water And Earth Pressures inside and outside balance shield well portal, the risk of gushing when eliminating shield structure export & import.
One, glass fiber-reinforced polymer ground-connecting-wall
GFRP muscle (Glass Fiber Reinforced Plastic Bar) is the rod body material be made up by pultrude process and surfacing of longitudinal continuous print glass fiber and a kind of heat cured fluoropolymer resin, the surface comprises fiberglass bundle spiral winding of the fibre-forming polymer obtained, and wrap up with resin, form the tooth of similar notched bars, to improve and concrete adhesive property.
GFRP muscle main feature:
(1) tensile strength of GFRP muscle exceedes reinforcing bar, and before the tensile strength reaching GFRP muscle, does not almost have plastic strain to produce;
(2) GFRP muscle has good corrosion resistance;
(3) unit weight is little, and the unit weight of GFRP muscle is only about 25% of steel;
(4) coefficient of thermal expansion of GFRP muscle is close with concrete, when environment temperature changes, and GFRP muscle and the collaborative work of concrete energy, both can not produce large thermal stresses;
(5) GFRP muscle modulus of elasticity is about fiber content in 25%, GFRP muscle of plain bars and is generally 70% ~ 80%;
(6) this Tensile strength is obviously greater than reinforcing bar, and modulus of elasticity is well below reinforcing bar.
GFRP muscle job specfication and test stone:
(1) GFRP muscle adopts improving bud grafting to be connected with between reinforcing bar and between GFRP muscle, reinforces during reinforcing bar cage hoisting with the two button of wire line shoe;
(2) overlap joint of GFRP muscle and reinforcing bar is arranged according to design drawing, and the overlap joint between GFRP muscle is arranged according to 40d (d is bar diameter);
(3) acceptance criteria is overlapped: allowable error-100mm ~+100mm;
(4) must not there be crackle on GFRP muscle surface, scabs and fiber exposes, and the degree of depth of surface blemishes and height must not be greater than the allowable variation of place spot size, and quality control standards (QCS) is in table 1;
(5) other are identical with the regulation in national associated construction specification.
Table 1 GFRP muscle quality control standards (QCS)
GFRP muscle reinforcing cage construction technical method:
Diaphragm wall reinforcing cage is divided into upper and lower two sections, rises respectively and hangs in groove, then is spliced into view picture at notch and carries out lifting operation.
(1) GFRP muscle is reinforced and colligation
Use GFRP muscle within the scope of diaphragm wall shield driving, make reinforcing cage belong to flexible structure at shield structure ring place, must reinforce before lifting to it, reinforcement measure, for arranging longitudinally elongated steel bar girder, adopts steel pipe to fix between upper and lower layer GFRP muscle.
1. measuring full-page proof, reinforcing cage processing platform is accurately released shield structure and cuts scope, and arrange visible marking, place bottom and reinforce steel pipe.
2. press design drawing and lay bottom GFRP muscle, with 2.0mm galvanized wire colligation GFRP muscle.
3. longitudinal reinforcement truss is installed.
4. press design drawing and lay top GFRP muscle and colligation.
5. between GFRP muscle and truss bars, install wire line shoe, and check with torque spanner, torsion is not less than bolt torsion (50NM).
6. install and reinforce steel truss, and check.
(2) GFRP muscle reinforcing cage suspension centre
For ensureing the balance of lifting, arrange 8 suspension centres in the lifting face of reinforcing cage according to loading characteristic, hoisting point position is selected on the main muscle of truss; The top symmetrical equilibrium of reinforcing cage arranges that 2 groups are hung muscle, hang muscle and Welding steel truss, and weld length must reach 10d (d is bar diameter).
The selection of hoisting point position will be considered to have to pass through the weight difference of GFRP muscle and reinforcing bar and calculate accurately, and can formally lift by crane after confirmation is hung in examination.
(3) GFRP muscle reinforcing bar cage hoisting
Epimere reinforcement cage hoisting adopts 8 lifting methods, and selects two crawler cranes to lift, wherein the crawler crane of 100t as main hanging, the crawler crane of 50t hangs as pair.Reinforcing cage level is first sling by two-shipper, then rises main to hang, put pair and hang, by high up in the air for reinforcing cage hang straight.Reinforcing cage allocation and transportation are directly transferred to the notch place dug and are put in place by main loop wheel machine; Hypomere reinforcing cage adopts 6 lifting methods, and two crawler cranes lift.
(4) GFRP muscle installation in position
After first handling hypomere reinforcing cage enters groove, hanging beam is penetrated in the interim suspension ring of reinforcing cage, be shelved on and lead on wall end face, then notch docking reinforcing cage (adopting overlap joint welding or side bar welding), then groove is put under removing within the scope of GFRP muscle and reinforcing steel truss and steel pipe limit in view picture limit.
Conscientiously check plan-position and height variation that reinforcing cage enters groove location after view picture placement of cage of reinforcing bar, and by adjustment position and elevation, make reinforcing bar cage hoisting position meet designing requirement.
Two, steel concrete casing
Steel concrete casing carries out making construction on the plate of shield structure shaft bottom, and casing is long is longitudinal size, and be taken as the sealing thickness that shield structure main frame length adds 1.5 ~ 2.0m, the wide and high of casing is lateral dimension, is taken as 1.5 ~ 3.0m beyond shield structure housing.Casing is divided into two width side walls, a width back-end wall and one piece of top board, adopts C30 concrete, side wall and headwall thick be 600mm, top board is thick is 500mm.Utilize shield structure shaft bottom plate as box bottom, shield structure well agent structure also can be utilized as side wall and headwall etc. according to actual conditions.
Casing headwall should be able to bear the thrust of 1000t, and side wall should be able to bear the hydraulic pressure of 1.0bar.First formwork applies side wall and headwall, should note back-end wall and the sealing joint of segment assembly, carry out coarsen treatment, shield machine and section of jurisdiction cover canvas cloth, to reduce the thrust of shield launching in construction to concrete mating face during shield launching.Reach after 7d intensity until side wall and headwall, box house is backfilled.Backfilling material should possess following characteristic: have certain intensity, and intensity can not be too high, to facilitate final excavation operation; There is certain globality; Can be used as top board clay model; There is certain water resistance, prevent the outer underground water of foundation ditch from casing, forming seepage channel.The materials such as contrast wet concrete, modified cement soil, sand or clay, in conjunction with above feature, are advisable to adopt clay as backfilling material.
The small-sized hook machine of backfill operation mixes and stirs, and homogeneous clay is laid in backfill position, with hook machine grinding compacting, then uses pneumatic compactor hand compaction.By every layer of 50 ~ 80cm back-filling in layers, often backfill 1 ~ 2 layer and do a compactness test, require that backfill body degree of compaction reaches 90%.
Roof box is constructed after having banketed, and near portal, reserve 2 cun of peep hole setting pressure tables of 2 band ball valves, arranges 2 cun of dewatering orifices of 3 band ball valves, 1 cun of reserved injected hole of 5 oblique portals in side.Establish 2 Φ 600 steel pipe diagonal braces on rear side of headwall, 3 200 i iron diagonal braces, casing both sides respectively add 4 200 i iron diagonal braces, withstand in the middle part of side wall.
In the present invention, due to the feature of glass fiber, deep pit monitor needs can be met in the shield structure well excavation of foundation pit stage, in the shield driving stage, without the need to soil mass consolidation outside space enclosing structure, directly use shield machine cutting portal cell wall is by portal, can reduce the generation cutting and cause cave-in accident in portal process because portal exposes, not only safe but also save the duration.With the steel concrete casing that backfill is airtight, can Water And Earth Pressures inside and outside balance shield well foundation ditch, the risk of gushing when eliminating shield structure export & import.In actual application, glass fiber-reinforced polymer (GFRP) can replace with other similar material, other similar material both should meet the functional requirement of shield structure well space enclosing structure, meet again the requirement that shield machine directly cuts portal after replacing glass fiber-reinforced polymer.In addition, in the present invention, steel concrete casing can replace with other similar structures, and other similar structures should meet the requirement of Water And Earth Pressures inside and outside balance shield well foundation ditch after replacing steel concrete casing.
The present invention is applicable to the shield structure export & import construction in rock stratum or compound stratum, its reason is the balancing earth-pressure shielding machine cutting that glass fiber-reinforced polymer ground-connecting-wall can be configured that hobboing cutter is master, configuration scraper is that main shield machine is difficult to abolish glass fiber reinforced concrete, and slurry balance shield machine needs the concrete large assorted block blocking pipeline of careful control glass fiber-reinforced polymer.
Compared to the shortcoming and defect of prior art, the present invention has following beneficial effect: the present invention can meet deep pit monitor needs in the shield structure well excavation of foundation pit stage, in the shield driving stage, without the need to soil mass consolidation outside space enclosing structure, direct shield machine cutting portal cell wall passes through portal, the generation cutting and cause cave-in accident in portal process because portal exposes can be reduced, not only safe but also save the duration.With the steel concrete casing that backfill is airtight, can Water And Earth Pressures inside and outside balance shield well foundation ditch, the risk of gushing when eliminating shield structure export & import.
The foregoing is only preferred embodiment of the present invention, not in order to limit the present invention, all any amendments done within the spirit and principles in the present invention, equivalent replacement and improvement etc., all should be included within protection scope of the present invention.
Claims (1)
1. a shield structure export & import construction method, is characterized in that, comprise the following steps:
(1) after completing shield structure well agent structure, adopt diaphragm wall as space enclosing structure, the portal position passing through ground-connecting-wall cell wall at shield machine adopts glass fiber-reinforced polymer to substitute the reinforcing bar of ground-connecting-wall at this position;
(2) build the also backfill sealing within it of steel concrete casing before portal, during shield launching, shield machine is enclosed in steel concrete casing by backfill, and during arrival, backfill is airtight fills up whole steel concrete casing;
(3) shield machine directly cuts portal and completes and start or arrive, during shield launching, shield machine directly cuts portal and completes and start in airtight steel concrete casing, and during arrival, shield machine enters airtight steel concrete casing and is accomplished to and reaches after directly cutting portal.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410524858.8A CN104389619A (en) | 2014-10-08 | 2014-10-08 | Shield excess hole construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410524858.8A CN104389619A (en) | 2014-10-08 | 2014-10-08 | Shield excess hole construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN104389619A true CN104389619A (en) | 2015-03-04 |
Family
ID=52607568
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410524858.8A Pending CN104389619A (en) | 2014-10-08 | 2014-10-08 | Shield excess hole construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104389619A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107386273A (en) * | 2017-08-11 | 2017-11-24 | 山东大学 | A kind of shield launching receives and uses novel compositions H types stake and its construction technology |
| CN109184707A (en) * | 2018-10-17 | 2019-01-11 | 中建八局轨道交通建设有限公司 | The water seepage treatment method of shield reception portal |
| CN111139817A (en) * | 2020-01-22 | 2020-05-12 | 中国建筑第四工程局有限公司 | Underground diaphragm wall construction method and structure convenient for subway shield to pass through |
| CN112324444A (en) * | 2020-11-27 | 2021-02-05 | 中建八局轨道交通建设有限公司 | Shield large-gradient starting construction method |
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| CN102022118A (en) * | 2010-12-15 | 2011-04-20 | 广东华隧建设股份有限公司 | Method for realizing balanced arrival of shield machine |
| CN103899325A (en) * | 2014-04-23 | 2014-07-02 | 上海隧道工程股份有限公司 | Construction method for shield machine to enter hole to receive concrete box |
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2014
- 2014-10-08 CN CN201410524858.8A patent/CN104389619A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102022118A (en) * | 2010-12-15 | 2011-04-20 | 广东华隧建设股份有限公司 | Method for realizing balanced arrival of shield machine |
| CN103899325A (en) * | 2014-04-23 | 2014-07-02 | 上海隧道工程股份有限公司 | Construction method for shield machine to enter hole to receive concrete box |
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| 刘军等: "玻璃纤维筋在盾构工程中的研究与应用", 《都市快轨交通》 * |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107386273A (en) * | 2017-08-11 | 2017-11-24 | 山东大学 | A kind of shield launching receives and uses novel compositions H types stake and its construction technology |
| CN109184707A (en) * | 2018-10-17 | 2019-01-11 | 中建八局轨道交通建设有限公司 | The water seepage treatment method of shield reception portal |
| CN109184707B (en) * | 2018-10-17 | 2020-07-24 | 中建八局轨道交通建设有限公司 | Water seepage treatment method for shield receiving tunnel portal |
| CN111139817A (en) * | 2020-01-22 | 2020-05-12 | 中国建筑第四工程局有限公司 | Underground diaphragm wall construction method and structure convenient for subway shield to pass through |
| CN112324444A (en) * | 2020-11-27 | 2021-02-05 | 中建八局轨道交通建设有限公司 | Shield large-gradient starting construction method |
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| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20150304 |