CN207003483U - A kind of abnormally-structured bottom stab ilization system of open trench tunnel - Google Patents
A kind of abnormally-structured bottom stab ilization system of open trench tunnel Download PDFInfo
- Publication number
- CN207003483U CN207003483U CN201720448145.7U CN201720448145U CN207003483U CN 207003483 U CN207003483 U CN 207003483U CN 201720448145 U CN201720448145 U CN 201720448145U CN 207003483 U CN207003483 U CN 207003483U
- Authority
- CN
- China
- Prior art keywords
- layer
- foundation
- stab ilization
- closely knit
- bottom stab
- 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.)
- Active
Links
Landscapes
- Lining And Supports For Tunnels (AREA)
Abstract
The utility model provides a kind of abnormally-structured bottom stab ilization system of open trench tunnel, bottom stab ilization system is arranged on below the field wire structure base slab that comes in and goes out and on middle weathered rock formation, the bottom stab ilization system includes closely knit backfill layer, it is arranged on the plain concrete layer for being used to carry the field wire structure base slab that comes in and goes out on closely knit backfill layer, four pile foundation posts being arranged on the outside of closely knit backfill layer and plain concrete layer four ends angle, the basic crossbeam being connected laterally between two pile foundation posts, and the longitudinally connected foundation longitudinal beam between two pile foundation posts, foundation columns, basic crossbeam and foundation longitudinal beam form the enclosed construction of horizontal direction around closely knit backfill layer surrounding jointly, foundation columns are fixed in come in and go out field wire structure base slab and middle weathered rock formation.Bottom stab ilization system of the present utility model, it is remarkably improved the resistance capacity to deformation of the larger substrate of thickness, effectively reduce substrate differential settlement, reduce the abnormally-structured additional internal force in top, meet the abnormally-structured requirement to bottom stab ilization rigidity of open trench tunnel, construction cost is low simultaneously, efficiency high, improves the science and economy of bottom stab ilization.
Description
Technical field
Tunnel Base reinforcement technique field is the utility model is related to, especially, it is abnormally-structured to be related to a kind of open trench tunnel
Bottom stab ilization system.
Background technology
With the fast development of metro construction, inevitably subway main track section and the field wire section that comes in and goes out
Situation about building jointly, so as to cause a certain section of circuit to show admission cable architecture bottom plate with main track interval structure floor level not same
One position, it is abnormally-structured to thus form open trench tunnel.Open cut abnormal shape tunnel structure stress is complicated, is influenceed greatly by substrate quality,
Especially the left and right cable architecture in tunnel and go out, Entrance map junction is more susceptible to the influence of substrate differential settlement, therefore need to be formed
A kind of bottom stab ilization system, is effectively ensured bottom stab ilization rigidity, strict to control substrate differential settlement, avoids substrate uneven heavy
Drop is abnormally-structured to top to induce excessive additional load, causes abnormally-structured junction concrete structure cracking, percolating water, from
And influence subway normal use and operation.
For the abnormally-structured substrate of open trench tunnel, there are two kinds of reinforcement systems at present, one kind is that substrate is excavated to rock stratum, so
Substrate is carried out afterwards and backfills excavation undisturbed soil entirely, and place Min layers are filled out from low to high, from bottom to top, grinding compacting, every layer of soil compaction degree
More than or equal to 90%, next layer of backfill paving can be carried out and fill out and roll, so as to obtain substrate backfill dense layer reinforcement system；
Another kind is exactly the full fill concrete of substrate, stratified continuous pouring concrete, reaches the field wire knot that comes in and goes out up to substrate backfills absolute altitude
Structure floor level, form substrate plain concrete reinforcement system.However, both processing methods, have certain scope of application and
Deficiency, the first bottom stab ilization system is little suitable for base treatment thickness, and the construction period is not tight, and construction cost is low, to substrate
The not high situation of processing requirement, weak point are exactly that construction period is longer, and substrate construction quality is difficult to ensure that, and ideal conditions
Under obtained substrate rigidity it is small, resistance capacity to deformation is weak, is easily influenceed by underground water, causes substrate to soften, intensity decreases, easily
Trigger uneven settlement of foundation；Second of reinforcement system is little suitable for processing substrate thickness, and the construction period is compact, agent structure
Sensitive is reacted to substrate differential settlement, it is desirable to which bottom stab ilization body rigidity is big, and the strong situation of resistance capacity to deformation, weak point is just
It is construction cost height, base treatment is overly conservative, and economy is not high.Therefore, base treatment thickness it is big, ensure base treatment effect
In the case of fruit and economy, both bottom stab ilization systems are all slightly inadequate.
Utility model content
The purpose of this utility model is overcome the deficiencies in the prior art, there is provided a kind of abnormally-structured substrate of open trench tunnel
Reinforcement system, in the case where substrate thickness is big, the abnormally-structured requirement to substrate rigidity in top can be met, and can is reduced and applied
Work cost.
To achieve the above object, the utility model provides a kind of abnormally-structured bottom stab ilization system of open trench tunnel, institute
State clearly hole it is abnormally-structured including come in and go out field wire structure, positioned at it is described discrepancy field wire structure on the left of left tunnel line structure, with
And the Tunnel Right Line structure on the right side of the discrepancy field wire structure, the field wire structure base slab that comes in and goes out are higher than left tunnel line structure base slab
With Tunnel Right Line structure base slab, the bottom stab ilization system is arranged on below the discrepancy field wire structure base slab and in middle decomposed rock
On layer, the bottom stab ilization system includes closely knit backfill layer, is arranged on the closely knit backfill layer for going out described in direct carry
The plain concrete layer of admission cable architecture bottom plate, four be arranged on the outside of the closely knit backfill layer and plain concrete layer four ends angle
Foundation columns, the basic crossbeam being connected laterally between two foundation columns and it is longitudinally connected two foundation columns it
Between foundation longitudinal beam, the foundation columns, basic crossbeam and foundation longitudinal beam form water around the closely knit backfill layer surrounding jointly
Square to enclosed construction, the upper and lower ends of the foundation columns are separately fixed at the discrepancy field wire structure base slab and middle decomposed rock
In layer, and the foundation columns stretch into the discrepancy field wire structure base slab and the length of the middle weathered rock formation is not less than 25cm.
Preferably, the closely knit backfill layer is spread out and put on and is compacted to be formed by the layering of backfill layer earth material, the closely knit backfill layer
Compactness D >=93%.
Preferably, the backfill layer earth material is the excavation of foundation pit undisturbed soil that uniform mix has 4~6wt% quick limes, described
The dry density for backfilling layer earth material is 1.63g/cm3~1.82g/cm3, moisture content is 9%~15%.
Preferably, it is 200~400mm that thickness is spread out and put in the backfill layer earth material layering, and the soil block particle diameter of backfill layer earth material is put down
No more than 50mm.
Preferably, the plain concrete layer is vibrated by concrete delamination continuous placing and formed, plain concrete layer placement layer by layer
Thickness is 400~600mm.
Preferably, the foundation columns are to include the reinforced concrete structure of steel reinforcement cage, and the cage bar of the steel reinforcement cage is
HRB400 level reinforcing bars, stirrup is HPB300 level reinforcing bars, and the stirrup is double limb hoops.
Preferably, the basic crossbeam and foundation longitudinal beam are plain concrete construction beam.
Preferably, the strength grade of concrete of the plain concrete layer, foundation columns, basic crossbeam and foundation longitudinal beam is C20
~C30.
Preferably, the thickness of the closely knit backfill layer is more than the thickness of the plain concrete layer.
Preferably, the foundation columns stretch into the discrepancy field wire structure base slab and the length of the middle weathered rock formation is
25~35cm.
Compared to prior art, the beneficial effects of the utility model are：
(1) the abnormally-structured bottom stab ilization system of open trench tunnel of the present utility model, using closely knit backfill layer and plain coagulation
The bottom stab ilization system that soil layer is combined, it is ensured that the abnormally-structured requirement to substrate rigidity in top, and with complete closely knit time
Packing course bottom stab ilization system is compared, roll backfill earth material thickness it is relatively low, construction quality is easily guaranteed that, bottom stab ilization system stiffness
Greatly, the reliability of bottom stab ilization is improved, compared with full plain concrete layer bottom stab ilization system, hence it is evident that improve bottom stab ilization
Scientific and economy.
(2) the abnormally-structured bottom stab ilization system of open trench tunnel of the present utility model, by foundation columns, basic crossbeam and basis
Longeron forms the enclosed construction of horizontal direction around closely knit backfill layer surrounding jointly, on the one hand improves the whole of bottom stab ilization system
Body, substrate is more uniformly stressed rationally, reduce substrate differential settlement；On the other hand the closely knit backfill layer of limitation is served
Lateral deformation, the vertical deformation modulus of closely knit backfill layer is increased stealthyly, further increases bottom stab ilization body resistance to deformation
Ability.
(3) the abnormally-structured bottom stab ilization system of open trench tunnel of the present utility model, by plain concrete layer, middle weathered rock formation
And the sealing structure three of closely knit backfill layer horizontal direction surrounding constitutes the waterproof barrier of closely knit backfill layer, reduces closely knit time
Possibility of the packing course because being caused substrate softening by influence on groundwater, improve the reliability and durability of bottom stab ilization system.
(4) the abnormally-structured bottom stab ilization system of open trench tunnel of the present utility model, the basis being made up of armored concrete
Post, ensure that portion body dead load and upper overburden load is effectively transferred to middle weathering rock foundation, reduces substrate
The load-bearing of reinforcement system, so that substrate deformation and differential settlement reduce, further ensure the abnormally-structured peace in top
Entirely.
In addition to objects, features and advantages described above, the utility model also has other purposes, feature and excellent
Point.Below with reference to figure, the utility model is described in further detail.
Brief description of the drawings
The accompanying drawing for forming the part of the application is used for providing further understanding to of the present utility model, of the present utility model
Schematic description and description is used to explain the utility model, does not form to improper restriction of the present utility model.In accompanying drawing
In：
Fig. 1 is a kind of overlooking the structure diagram of the abnormally-structured bottom stab ilization system of open trench tunnel of the present utility model；
Fig. 2 is the M-M cross-sectional views of the utility model bottom stab ilization system；
Fig. 3 is the N-N cross-sectional views of the utility model bottom stab ilization system；
Fig. 4 is the cross section structure schematic diagram of bottom stab ilization system of the present utility model and tunnel mated condition；
Wherein, 1, closely knit backfill layer, 2, plain concrete layer, 3, foundation columns, 4, basic crossbeam, 5, foundation longitudinal beam, 6, apoplexy
Change rock stratum, A, come in and go out field wire structure, A1, enters a section cable architecture, A2, goes out a section cable architecture, B1, left tunnel line structure, B2, Tunnel Right
Cable architecture.
Embodiment
Embodiment of the present utility model is described in detail below in conjunction with accompanying drawing, but the utility model can be according to power
Profit requires to limit and the multitude of different ways of covering is implemented.
Referring to Fig. 1 to Fig. 3, a kind of abnormally-structured bottom stab ilization system of open trench tunnel of the present utility model, wherein open cut
Tunnel it is abnormally-structured including come in and go out field wire structure A, positioned at come in and go out field wire structure on the left of left tunnel line structure B1 and be located at
Tunnel Right Line structure B2 on the right side of admission cable architecture, the field wire structure base slab that comes in and goes out are higher than left tunnel line structure base slab and Tunnel Right Line
Structure base slab, bottom stab ilization system are arranged on below the field wire structure base slab of coming in and going out and on middle weathered rock formations 6, the bottom stab ilization body
System includes closely knit backfill layer 1, is arranged on the plain concrete layer for being used to directly carry the field wire structure base slab that comes in and goes out on closely knit backfill layer
2nd, four pile foundation posts 3 on the outside of closely knit backfill layer 1 and plain concrete layer 2 four ends angle are arranged on, are connected laterally at two pile foundations
Basic crossbeam 4 and the longitudinally connected foundation longitudinal beam 5 between two pile foundation posts between post, foundation columns 3, basic crossbeam 4 with
And foundation longitudinal beam 5 forms the enclosed construction of horizontal direction, the upper and lower ends difference of foundation columns around closely knit backfill layer 1 surrounding jointly
It is fixed in come in and go out field wire structure base slab and middle weathered rock formation 6, and foundation columns stretch into come in and go out field wire structure base slab and middle decomposed rock
The length of layer is not less than 25cm.Preferably, the field wire structure A that comes in and goes out includes into section cable architecture A1 and goes out a section cable architecture A2, basis
The upper and lower ends of post 3 be respectively protruding into a section cable architecture A1, go out the length of section cable architecture A2 and middle weathered rock formation 6 for 25~
35cm。
In a kind of specific embodiment, closely knit backfill layer 1 is spread out and put on and is compacted to be formed by the layering of backfill layer earth material, closely knit
Backfill compactness D >=93% of layer 1.Backfill layer earth material is the excavation of foundation pit undisturbed soil that uniform mix has 4~6wt% quick limes,
The dry density for backfilling layer earth material is 1.63g/cm3~1.82g/cm3, moisture content is 9%~15%.The earth material layering of backfill layer is spread out and put on
Thickness is 200~400mm, and the soil block particle diameter of backfill layer earth material is averagely not more than 50mm.
In a kind of specific embodiment, plain concrete layer 2 is vibrated by concrete delamination continuous placing to be formed, plain coagulation
The placement layer by layer thickness of soil layer 2 is 400~600mm.
In a kind of specific embodiment, foundation columns 3 are to include the reinforced concrete structure of steel reinforcement cage, steel reinforcement cage
Cage bar is HRB400 level reinforcing bars, and stirrup is HPB300 level reinforcing bars, and stirrup is double limb hoops.
In a kind of specific embodiment, basic crossbeam 4 and foundation longitudinal beam 5 are plain concrete construction beam.
In a kind of specific embodiment, plain concrete layer 2, foundation columns 3, the coagulation of basic crossbeam 4 and foundation longitudinal beam 5
Native strength grade is C20~C30.
In a kind of specific embodiment, the thickness of closely knit backfill layer 1 is more than the thickness of plain concrete layer 2.
The abnormally-structured bottom stab ilization system of open trench tunnel of the present utility model, is remarkably improved supporting for the larger substrate of thickness
Non-deformability, substrate differential settlement is effectively reduced, reduce the abnormally-structured additional internal force in top, meet open trench tunnel abnormal shape
Requirement of the structure to bottom stab ilization rigidity, while construction cost is low, efficiency high, improves the science and economy of bottom stab ilization
Property.
The specific implementation step of the abnormally-structured bottom stab ilization system of open trench tunnel of the present utility model is as follows：
Step 1：Determine the abnormally-structured bottom stab ilization system construction parameter of open trench tunnel；
1. according to formation condition, excavation of foundation pit process, supporting construction and agent structure situation, simplify excavation mistake
Journey, two-dimensional finite difference FLAC excavation of foundation pit numerical models are established, Numerical Experiment under different operating modes is carried out, obtains ensureing
The height of closely knit backfill layer 1 is 1.8m under conditions of the rational substrate minimum differential settlement of agent structure uniform force, and element is mixed
The height of solidifying soil layer 2 is 1.5m；
2. according to the abnormally-structured base treatment requirement of open trench tunnel and upper earthing load, the flat of foundation columns 3 is determined
Face size is 1.5m × 1.5m, a height of 3.3m；The planar dimension of basic crossbeam 4 is 7m × 1.5m, a height of 1.8m；Foundation longitudinal beam 5
Planar dimension be 22m × 1.5m, a height of 1.8m；
3. basis enters section cable architecture A1 and goes out section cable architecture A2 deadweight and upper overburden load, the bearing capacity of foundation columns 3 is carried out
Calculate, the arrangement of reinforcement for determining foundation columns 3 is：Cage bar is HRB400, diameter 25mm, spacing 150mm, a length of 4800mm, both ends crotch
In 90 °, both ends anchorage length is 500mm；Stirrup is HPB300, a diameter of 10mm, spacing 300mm, and all stirrups are
Double limb hoops；
4. to ensure that foundation columns 3 transmit the reliability of load, determine that foundation columns 3 are stretched into a section cable architecture A1 bottom plate, gone out
Length in section cable architecture A2 bottom plate and middle weathered rock formation 6 is 30cm；
5. according to overburden load on the polymorphic structure of top, the concrete of foundation columns 3, basic crossbeam 4 and foundation longitudinal beam 5 is determined
Strength grade is C20；
6. according to live excavation of foundation pit undisturbed soil items mechanics index of physics, the backfill earth material for determining closely knit backfill layer 2 is
Uniform mix has the excavation of foundation pit undisturbed soil of 6% quick lime；
7. require that it is compactness D >=93% to determine compaction requirement according to bottom stab ilization system stiffness；
Step 2：By entering a section cable architecture A1, going out a section cable architecture A2, left tunnel line structure B1 and Tunnel Right Line structure B2 groups
Into the abnormally-structured middle tunnel of four casees open cuts or so cable architecture bottom plate and its part side wall apply after, proceed by out admission
Cable architecture base earthwork is excavated, until being excavated to middle weathered rock formation 6；
Step 3：Extract representative backfill earth material and do indoor standard compaction test, determine that the maximum dry under optimum moisture content is close
Spend for 1.82g/cm3, and D >=93% is required according to Field Compactness, it is determined that it is 1.63g/cm that experimental relationship is controlled in construction3
And corresponding construction moisture control section is 9%~15%.
Step 4：On-site rolling experiment is carried out, it is determined that backfill earth material roller compaction construction compacting parameter is to spread native lift height to be
300mm, soil block particle diameter averagely no more than 50mm, use that medium-size vibration road roller is compacted and compacting counting is 8 time；
Step 5：The roller compaction construction parameter and quality examination control standard determined according to step 2 and step 3 carries out substrate and returned
Banket and roll control construction, only after every layer of backfill earth material, which rolls, requires qualified, next layer of backfill earth material can be carried out and spread out and put on
Constructed with compacting, until forming a height of 1.8m closely knit backfill layer 1；
Step 6：The position of foundation columns 3, basic crossbeam 4 and foundation longitudinal beam 5 is released in measurement on closely knit backfill layer 1, is used in combination
Backacter excavates downwards until middle weathered rock formation 6, forms closing groove；
Step 7：Arrangement of reinforcement identical steel reinforcement cage is transferred on the outside of 4 ends angle of closing groove, and carries out concrete simultaneously
Template construction, follow-up progress foundation columns 3, basic crossbeam 4 and the concrete pouring construction of foundation longitudinal beam 5, carries out concreting, shakes
Smash, receipts face, covering curing work, foundation columns 3, basic crossbeam 4 and foundation longitudinal beam 5 jointly around it is closely knit backfill layer 1 surrounding
The enclosed construction of horizontal direction is formed, the enclosed construction forms stress entirety with closely knit backfill layer 1.
Step 8：Because secondary excavation has disturbed closely knit backfill layer 1, carry out backfilling earth material roller compaction construction again, ensure backfill
Material compactness is met the requirements, and the template construction of plain concrete layer 2 is carried out after concrete strength reaches the 80% of design strength,
Concrete delamination continuous placing construction then is carried out on closely knit backfill layer 1 top, placement layer by layer thickness is 500mm, in concrete
A height of 1.5m plain concrete layer 2 is formed under conditions of vibration compacting, maintenance are good；
Step 9：After the concrete strength of plain concrete layer 2 reaches the 80% of design strength, indicate that open trench tunnel is different
The bottom stab ilization system of type structure is completely form.
Preferred embodiment of the present utility model is the foregoing is only, is not limited to the utility model, for this
For the technical staff in field, the utility model can have various modifications and variations.It is all in the spirit and principles of the utility model
Within, any modification, equivalent substitution and improvements made etc., it should be included within the scope of protection of the utility model.
Claims (9)
1. a kind of abnormally-structured bottom stab ilization system of open trench tunnel, the open trench tunnel is abnormally-structured including the field wire structure that comes in and goes out
(A), positioned at it is described discrepancy field wire structure on the left of left tunnel line structure (B1) and positioned at it is described discrepancy field wire structure on the right side of
Tunnel Right Line structure (B2), the field wire structure base slab that comes in and goes out are higher than left tunnel line structure base slab and Tunnel Right Line structure base slab, and it is special
Sign is, the bottom stab ilization system is arranged on below the discrepancy field wire structure base slab and on middle weathered rock formation (6), described
Bottom stab ilization system includes closely knit backfill layer (1), is arranged on the closely knit backfill layer for directly carrying the discrepancy field wire
The plain concrete layer (2) of structure base slab, it is arranged on the outside of the closely knit backfill layer (1) and plain concrete layer (2) four ends angle
Four pile foundation posts (3), the basic crossbeam (4) being connected laterally between two foundation columns and longitudinally connected in two institutes
The foundation longitudinal beam (5) between foundation columns is stated, the foundation columns (3), basic crossbeam (4) and foundation longitudinal beam (5) surround institute jointly
The enclosed construction that closely knit backfill layer (1) surrounding forms horizontal direction is stated, the upper and lower ends of the foundation columns are separately fixed at described
Come in and go out in field wire structure base slab and middle weathered rock formation (6), and the foundation columns stretch into the discrepancy field wire structure base slab and described
The length of middle weathered rock formation is not less than 25cm.
2. bottom stab ilization system according to claim 1, it is characterised in that the closely knit backfill layer (1) is by backfill layer soil
Material layering spreads out and puts on and is compacted to be formed, compactness D >=93% of the closely knit backfill layer (1).
3. bottom stab ilization system according to claim 2, it is characterised in that the backfill layer earth material layering spreads out and puts on thickness and is
200~400mm, the soil block particle diameter of backfill layer earth material are averagely not more than 50mm.
4. bottom stab ilization system according to claim 1, it is characterised in that the plain concrete layer (2) is by concrete point
Layer continuous placing vibrates to be formed, and plain concrete layer (2) placement layer by layer thickness is 400~600mm.
5. bottom stab ilization system according to claim 1, it is characterised in that the foundation columns (3) are to include steel reinforcement cage
Reinforced concrete structure, the cage bar of the steel reinforcement cage is HRB400 level reinforcing bars, and stirrup is HPB300 level reinforcing bars, and the stirrup
For double limb hoops.
6. bottom stab ilization system according to claim 1, it is characterised in that the basic crossbeam (4) and foundation longitudinal beam (5)
It is plain concrete construction beam.
7. according to the bottom stab ilization system described in claim any one of 1-6, it is characterised in that the plain concrete layer (2), base
The strength grade of concrete of plinth post (3), basic crossbeam (4) and foundation longitudinal beam (5) is C20~C30.
8. according to the bottom stab ilization system described in claim any one of 1-6, it is characterised in that the closely knit backfill layer (1)
Thickness is more than the thickness of the plain concrete layer (2).
9. bottom stab ilization system according to claim 1, it is characterised in that the foundation columns (3) stretch into it is described go out admission
The length of cable architecture bottom plate and the middle weathered rock formation (6) is 25~35cm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720448145.7U CN207003483U (en) | 2017-04-26 | 2017-04-26 | A kind of abnormally-structured bottom stab ilization system of open trench tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720448145.7U CN207003483U (en) | 2017-04-26 | 2017-04-26 | A kind of abnormally-structured bottom stab ilization system of open trench tunnel |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN207003483U true CN207003483U (en) | 2018-02-13 |
Family
ID=61442551
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201720448145.7U Active CN207003483U (en) | 2017-04-26 | 2017-04-26 | A kind of abnormally-structured bottom stab ilization system of open trench tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN207003483U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108343088A (en) * | 2018-05-16 | 2018-07-31 | 上海市城市建设设计研究总院（集团）有限公司 | Without earthing along river open trench tunnel structure |
| CN110863515A (en) * | 2019-12-17 | 2020-03-06 | 中铁二局集团有限公司 | Bottom backfill structure of common-wall tunnel group and construction method thereof |
| CN110965582A (en) * | 2019-12-17 | 2020-04-07 | 中铁二局集团有限公司 | Construction method of three-dimensional tunnel group structure |
-
2017
- 2017-04-26 CN CN201720448145.7U patent/CN207003483U/en active Active
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108343088A (en) * | 2018-05-16 | 2018-07-31 | 上海市城市建设设计研究总院（集团）有限公司 | Without earthing along river open trench tunnel structure |
| CN108343088B (en) * | 2018-05-16 | 2023-07-04 | 上海市城市建设设计研究总院（集团）有限公司 | Non-earthing open cut tunnel structure along river |
| CN110863515A (en) * | 2019-12-17 | 2020-03-06 | 中铁二局集团有限公司 | Bottom backfill structure of common-wall tunnel group and construction method thereof |
| CN110965582A (en) * | 2019-12-17 | 2020-04-07 | 中铁二局集团有限公司 | Construction method of three-dimensional tunnel group structure |
| CN110965582B (en) * | 2019-12-17 | 2021-09-07 | 中铁二局集团有限公司 | Construction method of three-dimensional tunnel group structure |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108535451B (en) | Box culvert type subway station and ground crack crossing experiment system and method for adjacent surface structures | |
| CN104790428B (en) | Ultrahigh integrated plastic-steel grid reinforced soil abutment retaining wall structure and construction method thereof | |
| CN207003483U (en) | A kind of abnormally-structured bottom stab ilization system of open trench tunnel | |
| CN111910679B (en) | Construction method of overlong and ultrahigh-weight retaining wall under complex terrain | |
| CN106930319A (en) | A kind of high slope framed revetment and its construction method | |
| CN103938634B (en) | A kind of deep foundation pit supporting structure and construction method | |
| CN206090588U (en) | Height is filled side slope and is handled construction structures | |
| CN102704401A (en) | Multizone pre-pressing technology for full framing | |
| CN106676987A (en) | Construction method for rubble stone-ventilating board composite roadbed of expressway at permafrost area | |
| CN105089680A (en) | Gob-side entry retaining light-weight high-strength concrete block wall and construction technology thereof | |
| CN106436788A (en) | Foundation reinforcement and inclination correction method for friction piles of high-rise building | |
| CN107727424A (en) | The geomechanics model experimental provision and method of a kind of rock slope with along layer near cut stability | |
| CN103290836A (en) | Vacuum decompression compacting and consolidating construction method for soft foundation treatment | |
| CN107816056A (en) | Filled type concrete gravity retaining wall and its construction technology | |
| CN111485902B (en) | Tunnel construction method for side-span non-filling type deep and large karst cave section | |
| CN101781897B (en) | Anchor plate reinforced gabion retaining wall and construction method thereof | |
| CN206902734U (en) | A kind of earth construction of soft foundation zone | |
| CN206309408U (en) | Low and intermediate level radioac grotto type disposal site waterproof and water drainage system | |
| CN110805049B (en) | Construction method of mountain slope ultra-thickness spray anchor permanent supporting structure | |
| CN110172988A (en) | A kind of piling formula composite concrete placement ground and its construction method | |
| CN105926643A (en) | Multi-step covering type refuse dump and construction method thereof | |
| CN206667263U (en) | A kind of foundation pit supporting construction | |
| CN201605597U (en) | Composite reinforced gabion retaining wall | |
| CN205975653U (en) | Independent bearing platform structure of soil child mould construction | |
| CN209260748U (en) | A kind of stepped tower crane |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |