CN1399044A - Construction process of flexible shockproof joint for deposited pipe tunnel - Google Patents
Construction process of flexible shockproof joint for deposited pipe tunnel Download PDFInfo
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- CN1399044A CN1399044A CN 02136674 CN02136674A CN1399044A CN 1399044 A CN1399044 A CN 1399044A CN 02136674 CN02136674 CN 02136674 CN 02136674 A CN02136674 A CN 02136674A CN 1399044 A CN1399044 A CN 1399044A
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Abstract
The present invention belongs to the field of building engineering and features the longitudinal position limitation ofmuff jointed prestressed steel cable mainly. Pipe section joint rigidity is first determined based on foundation conditions; pipe section anti-seismic performance is analyzed based on the joint rigidity, and the joint form and the construction process are further determined. It has the features of simple structure for in-situ installation, flexible steel rope, no joint leakage, anticorrosive steel rope; and waterproof and anti-seismic performance, maintained even in fire.
Description
Technical field
What the present invention relates to is a kind of immersed tube tunnel job practices, and particularly a kind of construction process of flexible shockproof joint for deposited pipe tunnel belongs to building engineering field.
Background technology
The tunnel joint of immersed tube tunnel is the important step of immersed tube engineering, and its joint should have following function and requirement: at first be the requirement of watertightness, promptly require the construction stage and in the future operation stage non-leakage; The secondth, joint has the ability of the various effects of opposing, and these effects comprise various loads and forced deformation, such as earthquake, temperature and foundation deformation etc.; The 3rd to be that the structure of joint requires stressed clear and definite, convenient construction and guarantee construction quality.But, do not possess the ability of bearing the effect of tunnel joint waterstop pad tension force owing to can satisfy the tunnel joint of above-mentioned functions and requirement, so when the pipeline section FS final spice is constructed, must in the FS final spice position interim support be set in case the pipeline section rollback causes joint percolating water, and adopted with sleeve connection steel cable is the pipeline section flexible joint form of structure of principal character, the function that not only can have common tunnel joint, and can in FS final spice construction, screw with the pre-buried steel drag-line main body of branch sleeve with the joint both sides, joint is had bear the function of waterstop pad tension force effect.Find by literature search, " design and construction of immersed tunnel tunnel joint " that Guan Minxin, Gao Weihao write, included in the 1st ~ 8 page of the 15th the 1st phase of volume of " tunnel and underground construction " March in 1994, this article has been introduced since waterpower crimping method is come out, immersed tube tunnel all adopts the flexible joint form, and this method utilization acts on the powerful water pressure at pipeline section rear portion, by the level jack drawing, the preliminary sealing of crimping GINA waterstop draws water from joint then and finishes until whole crimping.Do sealing defence line, second road at installed inside " Ω " type rubber fastening band afterwards, satisfy the sealing requirement of tunnel joint.If earthquake protection district, pipeline section place still needs and makes vertical and horizontal shear key in the joint, and cable is drawn in installation " Ω " shaped steel plate or connection.So, general being configured to: 1 pipeline section watertight rubber pad, 2 secondary watertight rubbers, 3 vertical shear keys, 4 horizontal shear keys, 5 high-strength joint connectors at the immersed tube tunnel joint in earthquake protection district.Pipeline section watertight rubber pad, as GINA watertight rubber band, material is natural rubber or butadiene-styrene rubber, is the first line of defence of pipeline section sealing, also is vertically " spring " of compression of restriction pipeline section; The secondary watertight rubber as " Ω " type waterstop, is the pipeline section second road water-proof wire, and can change in pipe; Vertical shear key and horizontal shear key can be steels, also concrete structure, and effect is the vertical and horizontal movement of restriction pipeline section; High-strength connector can be " Ω " shaped steel plate, and also " M " shaped steel plate, or connection draws cable, has certain tension function, is the main member of the vertical displacement restriction of joint, also is the important assurance of tunnel joint sealing and antidetonation.These joint constructions make the flexible joint of earthquake zone have the ability of watertight, tension, resistance to compression, shearing resistance and bending resistance.But, be not full flexible so be arranged in the joint because " Ω " shaped steel plate in the joint and " M " shaped steel plate are that the steel plate flexing forms; Though and joint draws cable can overcome the shortcoming of " Ω " type or " M " shaped steel plate, because its structure design characteristic makes that the waterpower crimping required precision of butt joint is very high, so install not very convenient.The tension force of the tunnel joint waterstop pad when the longitudinal spacing member of these two kinds of forms all can not be born the construction of pipeline section FS final spice simultaneously.
Summary of the invention
The present invention is directed to the deficiencies in the prior art, provide a kind of immersed tube flexible antidetonation joint construction method, to realize that the construction period can bear the effect of joint waterstop pad tension force, the tunnel operation has the flexible water anti-seismic performance when using, guarantee the construction of pipeline section FS final spice, and purpose easy for installation, not high again to the required precision of sinking.Technical scheme of the present invention is achieved in that job practices of the present invention is specific as follows: according to the citation form of flexible antidetonation joint, the prestress steel cable longitudinal spacing that connects with sleeve is a principal character, at first determine the tunnel joint form according to pipeline section sedimentation and longitudinal strain result of calculation, and carry out the tunnel joint Seismic Analysis according to the tunnel joint form, further determine form and definite construction process of tunnel joint structure.Below the present invention is described in further detail:
(1) determine that according to pipeline section sedimentation and longitudinal strain result of calculation the technical measures that the tunnel joint form taked are as follows:
1. calculate the vertical sedimentation of immersed tube tunnel according to the bedding condition of ground;
2. calculate longitudinal temperature stress or the deflection that in immersed tube tunnel, causes according to difference variation;
3. determine the tunnel joint form.
(2) it is as follows to carry out the technical measures that the tunnel joint Seismic Analysis taked according to joint form:
1. according to the interaction relationship of soil around the immersed tube, simplify the kinematic analysis computation model with pipeline section;
2. according to the geological process of seismic design Standard Selection input;
3. use method of dynamic analysis and carry out the pipeline section Seismic Analysis.
(3) determine that the technical measures that the form of tunnel joint structure takes are as follows:
1. according to peak level and lowest water level data, calculate the joint expansion amount that pipeline section produces because of factors such as variations in temperature, concrete shrinkage, foundation settlement and earthquakes, consider slack, pipeline section end face flatness error and the required minimal compression amount of watertight etc. of waterstop pad again, select the specification and the model of waterstop pad, and the reasonable fixed form of design waterstop pad;
2. according to the joint axis of calculating to, laterally and the vertical displacement amount, according to the water pressure of each joint, select secondary watertight rubber band, and the reasonable fixed form of design waterstop;
3. according to allowing the shear displacemant and the material coefficient of rigidity, according to the structure of calculating external force design level and vertical shear key and group number;
4. according to the pulling test result of steel cable, carry out the steel cable structure design under design load, steel cable is made of multiply steel strand, fixed end anchor head, positioning ring, branch sleeve, P anchor extrusion head.
(4) technical measures taked of construction process are as follows:
1. when tube manufacture, install and fix the steel end housing of rubber fastening band, and when end construction is made pre-buried steel drag-line main body;
2. at the pipeline section pressure connection terminal the first road waterstop pad is installed before the pipeline section sinking, and protective cover is set;
The secondary rubber fastening band is installed in the separate space between pipeline section after 3. the butt joint of pipeline section sinking is finished;
4. remove capping, the pre-buried connection steel cable main body at joint two ends is extracted out in pairs, cable wire is screwed connection, and adopt jack pair steel cable main body stretch-draw pretension, in case lax with branch sleeve;
5. outer and steel strand exposed part adopts rubber heat-shrink tube and rubber bellows to wrap up respectively to sleeve, carries out anti-corrosion treatment by grease pressure injection hole pressure injection grease in the steel cable tube chamber then;
6. production technique shear key;
7. after treating the pipeline section settlement stability, carry out the construction of vertical shear key;
8. joint fire prevention measure.
The specific embodiment
Provide following construction example in conjunction with content of the present invention:
Immersed tube segment length 395m in certain immersed tube tunnel engineering river is made up of four pipe joint sections, wherein one saves long 95m, the long 100m that is of its excess-three joint.Four pipe joint sections successively by north of the Changjiang River bank to south of the River bank sinking on the pile foundation basis, E1 pipeline section sinking at first wherein, and connect with the well that is connected in the north of the Changjiang River, then sinking, connect the E2 and the E3 pipeline section that are positioned at the middle part, river, the E4 pipeline section at bank dock entrance place, last sinking south.After the pipeline section sinking is finished, promptly adopt the cofferdam method for blocking with dry-docking dock entrance sealing, the water in the depressed place is entered in the river again, finish FS final spice at last under the dry work condition, promptly E4 pipeline section and the southern bank structure in tunnel is connected.Influence when the joint that immersed tube tunnel adopts underwater mating to form needs to consider watertight, antidetonation, distortion and FS final spice construction in implementation process, and factor such as construction facility, specific as follows:
(1) determines joint form according to pipeline section sedimentation and longitudinal strain result of calculation
Employing is the unidirectional compress-layering summation method of foundation with the Mindlin formula, calculates the final settlement of joint position between each pipeline section mid point and pipeline section and pipeline section, analyzes along the tunnel sedimentation regularity of distribution longitudinally, and result of calculation is as follows:
| The position | E1 pipeline section mid point | E1, E2 joint | E2 pipeline section mid point | E2, E3 joint | E3 pipeline section mid point | E3, E4 joint | E4 pipeline section mid point |
| Sedimentation (cm) | ??1.74 | ??1.70 | ??1.49 | ??0.63 | ??0.50 | ??0.82 | ??0.98 |
Simultaneously according to calculating, when the concrete pipeline section is 15 ℃ of condition following times in the temperature difference, (0.48m) amount of opening of time is 9.5mm to joint, and decrement is 4.8mm at mean lowest water level.
Although owing to adopt pile foundation pipeline section settling amount less, and longitudinal deformation amount is also less, considers the shockproof requirements of joint, still adopts comparatively flexible joint form to be advisable.
(2) tunnel joint Seismic Analysis
Adopt particle-spring computation model, use the vibration modal analysis method, immersed tube input seismic wave is carried out kinematic analysis, calculate the time-history curves of pipeline section seismic response.Joint displacement when the result obtains earthquake is 2.5cm.
(3) determine joints structure form
The major parameter of GINA waterstop design is as follows:
According to GINA stress-strain behavior curve, the model of selected GINA is TB-ETS-130/160, and its every ring size is 22.3m * 7.95m, and corner adopts 135 ° of knuckles to connect, the fixing fixing mode that adopts.According to designing requirement, the GINA waterstop must be (after deducting various axial displacements) under the hydraulic action of 0.25MPa, watertight requirement when the GINA waterstop can satisfy minimum initial crimp force (227kN/m), and 100 years total relaxation amounts of waterstop are no more than 54% of initial total compression amount.
The type selecting of " Ω " waterstop builds on the basis of GINA waterstop type selecting, selects S240-40 type " Ω " rubber fastening band, and the every ring size after the moulding is 21.8m * 7.45m, and corner adopts 135 ° of knuckles to connect." Ω " is fixed on by pressing plate on the edge of a wing of steel end housing, and the laminate material yield strength is 240N/mm
2The watertightness of waterstop requires as follows.
| Hydraulic pressure (MPa) | Under the assurance joint watertightness situation each is to allowing displacement | ||
| ???X±(mm) | ???y±(mm) | ???z±(mm) | |
| ????0.15 | ????60 | ????60 | ????60 |
| ????0.20 | ????50 | ????50 | ????50 |
| ????0.25 | ????50 | ????45 | ????45 |
| ????0.30 | ????40 | ????40 | ????40 |
| ????0.35 | ????30 | ????30 | ????30 |
According to different working conditions such as pipeline section sinking and operations, adopt three-dimensional finite element model that pipeline section is carried out Calculation and Analysis of Force.The design of pipeline section horizontal shear key is arranged 5 pairs of shear key altogether in conjunction with the transverse horizontal shearing situation of earthquake analysis gained in every joint, be located at joint base plate position, and every joint vertical shear key is laid 2 groups altogether according to result of calculation, places the mid-board end.
According to the Seismic Analysis result, between tunnel joint, be provided with the steel cable that radical does not wait, can be used for axial limiting, can when construction, bear the tension force of a part of GINA rubber fastening band again in operation stage, guarantee the FS final spice smooth construction.Steel cable pushes first-class the composition by 4 strand of 7 ф 5 steel hinge line, fixed end anchor head, positioning ring, branch sleeve, P anchor.According to calculating, the configuration of every joint steel cable is as follows:
| The position | The north of the Changjiang River connects well ~ E1 | ???E1~E2 | ????E2~E3 | ????E3~E4 |
| Quantity | ????30 | ????40 | ????44 | ????38 |
In order to verify the reasonable of steel cable structure model selection, carried out the stretch-draw experiment of steel cable, with the stress deformation situation of observation steel cable two ends ground tackle, intermediate connector and steel hinge line.Draw to draw a conclusion by test: the elongation and the pulling force of steel cable are proportional, and its distortion is in elastic stage under the design load effect, can retrain tunnel joint opening and satisfy the watertightness requirement under the earthquake operating mode.
(4) joint construction process
1. when tube manufacture, install and fix the steel end housing of rubber fastening band, and when end construction is made pre-buried steel drag-line main body
The face irregularity degree of the making of steel end housing and installation is less than 3mm, and vertical and horizontal error does not allow to surpass 3mm.Add man-hour each steel end housing and be divided into 6, examination is pieced together in factory earlier, is spliced into frame then at the scene, subsequently according to measuring setting-out tapping end housing hemline, utilizes pattern and regulates screw mandrel the steel end housing is located.
Treat that the tube coupling casting and compacting of concrete finishes, and promptly installs steel end housing panel.The installation of panel also is the method that adopts the piecemeal splicing.Before panel was installed splicing, essence was put panel installation site line on the upper and lower edge of a wing, the box hat shaped steel outside, according to these upper and lower two sidelines, panel is freezed on the shaped steel edge of a wing during installation.Splicing seams between the panel must polish flat, and guarantees that irregularity degree is less than 3mm.
After panel is installed and is finished, the cavity pressure injection cement paste between panel and shaped steel skeleton, 28 days intensity of cement paste are not less than 28MPa.
Steel cable be installed in tube manufacture during carry out.Quantity according to every joint during installation is located the end that is embedded in pipeline section in advance by strict setting-out, and position error is no more than 1cm.
2. at the pipeline section pressure connection terminal GINA waterstop pad is installed before the pipeline section sinking, and protective cover is set
GINA waterstop platen system is installed earlier.Meanwhile, crane moves the GINA band to be put to the pipeline section port, and GINA is launched, every one nylon tape of 150cm colligation, at last nylon tape system is hung on the section steel beam about long 23m, again with whole section GINA waterstop of crane lifting, and move to tube section ends, prepare to install.
The first fixing angle point be with of GINA during installation is fixed the mid point of two angle points then, next is every section mid point, fixes until whole piece limit and even domain waterstop.
The GINA band installs the back and removes nylon tape, and with torque-indicating wrench each follower bolt is checked, and determines that GINA installs firmly.
In transportation by driving, collide impairedly for fear of the GINA waterstop, need protective cover to be installed on GINA band top.Protective cover is made up of steelframe and plank." Ω " rubber fastening band is installed in the separate space between pipeline section after 3. the butt joint of pipeline section sinking is finished
" Ω " waterstop be installed in the pipeline section sinking after carry out.In order to guarantee safety, " Ω " waterstop must be finished before the adjacent dismounting of sealing up a door of two tunnel joints.Before being installed, joint must be rinsed well by " Ω " waterstop.
Earlier in the separate space of two pipeline sections, set up Working rack when " Ω " waterstop is installed, then waterstop is moved in the separate space, and fixing top one angle point of waterstop, then the principle of fixing by intermediate point is fixed the top of " Ω " waterstop with pressing plate.Three remaining limits treat still to finish by angle point and the fixing principle of intermediate point after the on-the-spot hot joining of joint is finished.Follower bolt is used spanner fixedly the time and is tightened repeatedly, and it is closely connected to guarantee that waterstop compresses.
For easy for installation, " Ω " waterstop leaves a joint on the base, and joint adopts on-the-spot sulfuration hot joining, and interface position is located at holds the about 1.5m of the side place that seals up a door.Earlier joint being used cloth to wipe with before the hot joining, it is clean to wipe away, and with banana oil cleaning hot joining face, coats bonding agent after waiting to dry again, and will by containing of size cutting two-layer nylon reinforcement silk sizing material be stained with, and then coat bonding agent, stick rubber mass with " Ω " waterstop homogeneity; Subsequently joint is placed mould, and use clamp, open the mold heated switch, after temperature to be heated rose to 120 ℃, keeping about 150 minutes was dismountable mould, finishes hot joining.
After the installation of " Ω " waterstop, promptly between GINA waterstop and " Ω " waterstop, carry out the leak test of " Ω " waterstop by the reservation pressure testing hole of steel end housing.The pressure of leak test is 0.25MPa.Poured into by last hole water inlet during leak detection, close water intaking valve after reaching pressure, and kept 2 ~ 3 hours, it is qualified that the leakproof phenomenon is.If breakthrough is arranged, must the pressing plate of leakage be tightened again, or liner putty.
4. steel cable is installed
Remove capping, the pre-buried connection steel cable main body at joint two ends extracted out in pairs, cable wire is screwed connection with branch sleeve, and to steel cable main body stretch-draw pretension in case lax.
Steel cable connects after the installation of " Ω " waterstop, open the flange plate of drag-line one end during connection earlier, pull out anchor head it is connected with branch sleeve, the anchor head of the other end is pulled out with branch sleeve screw then, screw sleeve at last, make the drag-line pretightning force reach 3t.
5. steel cable preservative treatment
Outer and steel strand exposed part adopts rubber heat-shrink tube and rubber bellows to wrap up respectively to sleeve, carries out anti-corrosion treatment by grease pressure injection hole pressure injection grease in the steel cable tube chamber then
The outer anticorrosion heat-shrink tube of rubber bellows and steel bushing promptly is installed after joint steel cable pretension is finished, subsequently in the drag-line tube chamber pressure injection grease in case the drag-line corrosion.
6. production technique shear key
Can carry out the making of pipeline section horizontal shear key after the installation of " Ω " waterstop.Cut the concrete of the sleeper beam of sealing up a door before the making earlier, reserve vertical reinforcement as joint bar, assembling reinforcement is then watered and is smash half of horizontal shear key; Paste rubber pad subsequently, prick muscle and make half of horizontal shear key in addition.
7. after treating the pipeline section settlement stability, carry out the construction of vertical shear key;
Carry out the construction of vertical shear key after pipeline section is stable.Last shear key is promptly utilized the bracket of nose holder; In, the down cut key cuts off the sinking guiding device of former end before making earlier, cut nose holder crossbeam and following nose holder steel concrete then, and dig out connector, in the colligation, the reinforcing bar of down cut key, steel plate and rubber pad are installed, and disturbing concrete is finished the making of vertical shear key.
8. joint fire prevention measure;
For all rubbers of preventing tunnel joint place heat damage when the fire, influence the structure and the watertightness of joint, when pipeline section is decorated, the thick PLASTIC LAMINATED of 1.5cm must be set in the joint, guarantee 1 hour fire-resistant standard of 1200 ℃ of joint.
The present invention has substantive distinguishing features and marked improvement, the enforcement of this flexibility antidetonation joint of comparing has following advantage: (1) tube section ends is used for that the GINA waterstop is installed and the steel end housing employing shaped steel of crimping processes, simple structure, and can reach the required precision of installation by the method that shaped steel and panel distribution are implemented, the scene is installed feasible and is made things convenient for; (2) the fixing result according to Seismic Analysis of GINA and " Ω " waterstop adopts pressing plate to fix mode, has avoided the fixing operation inconvenience of perforation; (3) owing to adopt the antidetonation stopping means of flexible steel cable as joint, make the installation after the butt joint can adapt to a certain amount of dislocation of joint as " Ω " shaped steel plate or " M " shaped steel plate, it is convenient to install, and steel cable structurally has more flexibility than two kinds of steel plate forms again simultaneously; (4) after the pipeline section butt joint was finished, by the pretension of butt joint steel cable, the disappearance that can limit when FS final spice is constructed because of crimp force made the GINA waterstop lax, avoids the joint seepage; (5) the tunnel joint steel cable adopts outpacking rubber, and the method for interior oiling fat is guaranteed the anticorrosion of drag-line; (6) the tunnel joint place adopts the PLASTIC LAMINATED capping, makes joint still have functions such as watertight, antidetonation when fire.
Claims (5)
1, a kind of construction process of flexible shockproof joint for deposited pipe tunnel, it is characterized in that citation form according to flexible antidetonation joint, the prestress steel cable longitudinal spacing that connects with sleeve is a principal character, at first determine the tunnel joint form according to pipeline section sedimentation and longitudinal strain result of calculation, and carry out the tunnel joint Seismic Analysis according to the tunnel joint form, further determine form and definite construction process of joint design.
2, this construction process of flexible shockproof joint for deposited pipe tunnel according to claim 1 is characterized in that determining that according to pipeline section sedimentation and longitudinal strain result of calculation the technical measures that the tunnel joint form taked are as follows:
1. calculate the vertical sedimentation of immersed tube tunnel according to ground bedding condition;
2. calculate longitudinal temperature stress or the deflection that in immersed tube tunnel, causes according to difference variation;
3. determine the tunnel joint form
3, this construction process of flexible shockproof joint for deposited pipe tunnel according to claim 1, it is as follows to it is characterized in that carrying out the technical measures that the tunnel joint Seismic Analysis taked according to the tunnel joint form:
1. according to the interaction relationship of soil around the immersed tube, simplify the kinematic analysis computation model with pipeline section;
2. according to the geological process of seismic design Standard Selection input;
3. use method of dynamic analysis and carry out the pipeline section Seismic Analysis.
4, this construction process of flexible shockproof joint for deposited pipe tunnel according to claim 1 is characterized in that determining that the technical measures that the form of tunnel joint structure takes are as follows:
1. according to peak level and lowest water level data, calculate the joint expansion amount that pipeline section produces because of factors such as variations in temperature, concrete shrinkage, foundation settlement and earthquakes, consider slack, pipeline section end face flatness error and the required minimal compression amount of watertight etc. of waterstop pad again, select the specification and the model of waterstop pad, and the reasonable fixed form of design waterstop pad;
2. according to the joint axis of calculating to, laterally and the vertical displacement amount, according to the water pressure of each joint, select secondary watertight rubber band, and the reasonable fixed form of design waterstop;
3. according to allowing the shear displacemant and the material coefficient of rigidity, according to the structure of calculating external force design level and vertical shear key and group number;
4. according to the pulling test result of steel cable, carry out the steel cable structure design under design load, steel cable is made of multiply steel strand, fixed end anchor head, positioning ring, branch sleeve, P anchor extrusion head.
5, this construction process of flexible shockproof joint for deposited pipe tunnel according to claim 1 is characterized in that the technical measures that construction process takes are as follows:
1. when tube manufacture, install and fix the steel end housing of rubber fastening band, and when end construction is made pre-buried steel drag-line main body;
2. at the pipeline section pressure connection terminal the first road waterstop pad is installed before the pipeline section sinking, and protective cover is set;
The secondary rubber fastening band is installed in the separate space between pipeline section after 3. the butt joint of pipeline section sinking is finished;
4. remove capping, the pre-buried connection steel cable main body at joint two ends is extracted out in pairs, cable wire is screwed connection, and adopt jack pair steel cable main body stretch-draw pretension, in case lax with branch sleeve;
5. outer and steel strand exposed part adopts rubber heat-shrink tube and rubber bellows to wrap up respectively to sleeve, carries out anti-corrosion treatment by grease pressure injection hole pressure injection grease in the steel cable tube chamber then;
6. production technique shear key;
7. after treating the pipeline section settlement stability, carry out the construction of vertical shear key;
8. joint fire prevention measure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 02136674 CN1233904C (en) | 2002-08-27 | 2002-08-27 | Construction process of flexible shockproof joint for deposited pipe tunnel |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 02136674 CN1233904C (en) | 2002-08-27 | 2002-08-27 | Construction process of flexible shockproof joint for deposited pipe tunnel |
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| Publication Number | Publication Date |
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| CN1399044A true CN1399044A (en) | 2003-02-26 |
| CN1233904C CN1233904C (en) | 2005-12-28 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 02136674 Expired - Fee Related CN1233904C (en) | 2002-08-27 | 2002-08-27 | Construction process of flexible shockproof joint for deposited pipe tunnel |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103321247A (en) * | 2013-06-06 | 2013-09-25 | 中铁隧道勘测设计院有限公司 | Adjustable, detachable and reusable nose support guiding device and method of immersed tube tunnel |
| CN103526777A (en) * | 2013-10-17 | 2014-01-22 | 中国交通建设股份有限公司 | Semi-rigid pipe joint for immersed tunnel |
| CN103741717A (en) * | 2014-01-09 | 2014-04-23 | 北京工业大学 | Immersed tunnel flexible joint |
| CN103743558A (en) * | 2014-01-06 | 2014-04-23 | 北京工业大学 | Member for simulating flexible joint of immersed tube tunnel |
| CN104775449A (en) * | 2015-02-16 | 2015-07-15 | 中交四航局第二工程有限公司 | Water stop belt installing method for large-scale sunken pipe |
| CN105780810A (en) * | 2016-04-21 | 2016-07-20 | 招商局重庆交通科研设计院有限公司 | Water suspension tunnel connector |
| CN111395397A (en) * | 2020-03-20 | 2020-07-10 | 华侨大学 | Bending type immersed tube anti-deformation structure and construction method |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113833026A (en) * | 2021-09-13 | 2021-12-24 | 广州大学 | Construction method of flexible anti-seismic joint of immersed tunnel |
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2002
- 2002-08-27 CN CN 02136674 patent/CN1233904C/en not_active Expired - Fee Related
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103321247A (en) * | 2013-06-06 | 2013-09-25 | 中铁隧道勘测设计院有限公司 | Adjustable, detachable and reusable nose support guiding device and method of immersed tube tunnel |
| CN103321247B (en) * | 2013-06-06 | 2015-06-17 | 中铁隧道勘测设计院有限公司 | Adjustable, detachable and reusable nose support guiding device and method of immersed tube tunnel |
| CN103526777A (en) * | 2013-10-17 | 2014-01-22 | 中国交通建设股份有限公司 | Semi-rigid pipe joint for immersed tunnel |
| CN103743558A (en) * | 2014-01-06 | 2014-04-23 | 北京工业大学 | Member for simulating flexible joint of immersed tube tunnel |
| CN103743558B (en) * | 2014-01-06 | 2016-08-24 | 北京工业大学 | A kind of component for simulating immersed tube tunnel flexible joint |
| CN103741717A (en) * | 2014-01-09 | 2014-04-23 | 北京工业大学 | Immersed tunnel flexible joint |
| CN103741717B (en) * | 2014-01-09 | 2016-04-20 | 北京工业大学 | A kind of immersed tube tunnel flexible joint |
| CN104775449A (en) * | 2015-02-16 | 2015-07-15 | 中交四航局第二工程有限公司 | Water stop belt installing method for large-scale sunken pipe |
| CN104775449B (en) * | 2015-02-16 | 2017-01-11 | 中交四航局第二工程有限公司 | Water stop belt installing method for large-scale sunken pipe |
| CN105780810A (en) * | 2016-04-21 | 2016-07-20 | 招商局重庆交通科研设计院有限公司 | Water suspension tunnel connector |
| CN111395397A (en) * | 2020-03-20 | 2020-07-10 | 华侨大学 | Bending type immersed tube anti-deformation structure and construction method |
| CN111395397B (en) * | 2020-03-20 | 2021-11-30 | 华侨大学 | Construction method of bending type immersed tube anti-deformation structure |
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| CN1233904C (en) | 2005-12-28 |
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