CN111305849A - Construction method of anti-sinking shed tunnel structure for tunnel construction - Google Patents

Construction method of anti-sinking shed tunnel structure for tunnel construction Download PDF

Info

Publication number
CN111305849A
CN111305849A CN202010197133.8A CN202010197133A CN111305849A CN 111305849 A CN111305849 A CN 111305849A CN 202010197133 A CN202010197133 A CN 202010197133A CN 111305849 A CN111305849 A CN 111305849A
Authority
CN
China
Prior art keywords
tunnel
construction
soil
sinking
fender
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
Application number
CN202010197133.8A
Other languages
Chinese (zh)
Inventor
杨延洪
杨启朗
施林
何�轩
胡慧君
张松
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Chongqing Chongqing Chongqing High Tech Industry Group Co ltd
Original Assignee
Chongqing Chongqing Chongqing High Tech Industry Group Co ltd
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Chongqing Chongqing Chongqing High Tech Industry Group Co ltd filed Critical Chongqing Chongqing Chongqing High Tech Industry Group Co ltd
Priority to CN202010197133.8A priority Critical patent/CN111305849A/en
Publication of CN111305849A publication Critical patent/CN111305849A/en
Pending legal-status Critical Current

Links

Classifications

    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04Lining with building materials
    • E21D11/10Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/12Devices for removing or hauling away excavated material or spoil; Working or loading platforms
    • E21D9/122Working or loading platforms
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21FSAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
    • E21F15/00Methods or devices for placing filling-up materials in underground workings
    • E21F15/005Methods or devices for placing filling-up materials in underground workings characterised by the kind or composition of the backfilling material

Abstract

The invention relates to the field of buildings, and particularly discloses a construction method of an anti-sinking shed tunnel structure for tunnel construction. The method comprises the following steps: step 1: confirming the position of the tunnel portal and confirming the position of the construction platform according to the position of the tunnel portal; step 2: removing the soil higher than the construction platform, and forming a plurality of fender posts outside the tunnel portal, wherein the fender posts are distributed on two sides of the tunnel portal and are vertically fixed on the ground; and step 3: backfilling the soil part removed in the step (2) to a lower concave part lower than the construction platform, and backfilling by adopting a material with the strength similar to that of the soil when the backfilled soil is not enough to completely fill the lower concave part until a horizontal construction platform is formed; and 4, step 4: and pouring the top plate above the fender piles, and fixing the top plate with the fender piles. The construction method can avoid the floating of the shed tunnel structure.

Description

Construction method of anti-sinking shed tunnel structure for tunnel construction
Technical Field
The invention relates to the field of buildings, in particular to a construction method of an anti-sinking shed tunnel structure for tunnel construction.
Background
The shed tunnel is a tunnel body formed by constructing a roof frame and backfilling after an open cut, the end part of the shed tunnel abuts against the tunnel uphill slope, workers and equipment are positioned below the shed tunnel during processing, the shed tunnel can shield falling rocks or soil falling on a mountain, and the workers and the equipment are prevented from being damaged by the falling rocks.
The shed tunnel structure commonly used is that the roof is fixed at the top of the fender pile after the fender pile is fixed on the ground, and the wooden plate and the reticular roof are usually directly installed on the fender pile for convenient construction. But at present can adopt prefabricated tube coupling to carry out the building of tunnel usually in carrying out tunnel construction process, the weight of part prefabricated tube coupling can reach ten thousand tons even, and prefabricated tube coupling can produce very big pressure to ground in transportation and work progress. When the construction is carried out on such loose geology as soft rock geology, the pipe joints can be caused to sink due to overlarge pressure on the ground, so that the soil around the shed tunnel structure floats, the shed tunnel structure floats upwards, can deform and shift, and cannot well play a protection function, so that the traditional shed tunnel construction method is required to be improved, and the floating of the shed tunnel structure is avoided.
Disclosure of Invention
The invention aims to provide a construction method of an anti-sinking shed tunnel structure for tunnel construction, which can avoid the upward floating of the shed tunnel structure.
In order to achieve the purpose, the technical scheme of the invention is as follows: the construction method of the anti-sinking shed tunnel structure for tunnel construction comprises the following steps:
step 1: confirming the position of the tunnel portal and confirming the position of the construction platform according to the position of the tunnel portal;
step 2: removing the soil higher than the construction platform, and forming a plurality of fender posts outside the tunnel portal, wherein the fender posts are distributed on two sides of the tunnel portal and are vertically fixed on the ground;
and step 3: backfilling the soil part removed in the step (2) to a lower concave part lower than the construction platform, and backfilling by adopting a material with the strength similar to that of the soil when the backfilled soil is not enough to completely fill the lower concave part until a horizontal construction platform is formed;
and 4, step 4: and pouring the top plate above the fender piles, and fixing the top plate with the fender piles.
The beneficial effect of this scheme does:
1. the shaping is pour in the roof adoption in this scheme, and the roof is a whole, and intensity is bigger, and the difficult emergence of atress damages in the use. And the weight of the top plate formed by pouring is large, the pressure on the fender post is increased, and the fender post and the top plate are not easy to float when the top pipe applies large pressure to the ground, so that the deformation and the deviation of the shed tunnel structure are avoided.
2. When the backfill soil is not enough to completely fill the lower concave part, the backfill is carried out by adopting a material with the strength similar to that of the soil, even if the pipe joints cause small deformation on the ground in the process of pushing the pipe joints, other backfilled materials can synchronously float upwards along with the soil, so that the shed tunnel structure is still kept horizontal, and the deflection and deformation of the shed tunnel structure are avoided.
And step 4, building an M-shaped framework on the top of the fender post by using a steel bar before pouring, and pouring the framework to form a top plate.
The beneficial effect of this scheme does: the tunnel includes two holes of two-way passageway usually, if sets up solitary shed hole structure in two holes department respectively, then the roof both sides of every shed hole structure all need set up the fender post, but the roof in this scheme is M shape, only sets up a shed hole structure and can play safeguard function to two holes, and reducible fender post's quantity can also reduce the work load of installation fender post when reducing fender post cost. And the space between two holes is limited, and the difficulty of installing excessive fender posts is higher. The pipe coupling top that the tunnel used is the arc, and the roof in this scheme also is the arc, can be better with the laminating of pipe coupling to play the guide effect to the pipe coupling when the installation pipe coupling.
Further, after the top plate poured in the step 4 is formed, soil is backfilled at the concave position in the middle of the top plate.
The beneficial effect of this scheme does: the backfill layer can further increase the downward pressure that roof and fender post received to when the tube coupling produced very big pressure to ground, reduce the range of fender post and roof come-up, avoid the shed tunnel to take place to rise by a wide margin and lead to warping, skew, thereby make the shed tunnel structure keep good safeguard function. And because the middle part of the top plate has the lower concave part, the backfilled soil is not easy to slide off from the two sides of the top plate at the lower concave part, so that the stable pressure of the fender post is ensured, and the fender post is prevented from floating upwards.
Further, the soil backfilled in the step 4 is the soil removed in the step 2 or a material with the strength similar to that of the soil.
The beneficial effect of this scheme does: the backfill material above the top plate is the same as the material adopted in the backfill in the step 3, no other material is needed to be prepared, the variety of the material is less, and the actual operation is more convenient.
Further, the thickness poured in the step 4 is larger than 0.5 m.
The beneficial effect of this scheme does: under the condition that width and length are the same, the thickness of roof plate is great, and the volume is great, and the weight of roof plate is great, and is great to the pressure of fender pile, and when pushing away the tube coupling, the fender pile is more difficult to the come-up.
Further, the fender post used in step 2 includes a ring-shaped reinforcement.
The beneficial effect of this scheme does: the annular reinforcing part can bear shear stress, so that the strength of the fender pile is improved, and the fender pile is prevented from deforming in the using process.
Further, step 2, after removing the soil higher than the construction platform, firstly drilling a hole on the ground, and then fixing the fender post in the hole.
The beneficial effect of this scheme does: the pile driver is drilled and then the fender pile is fixed, so that the pressure of the pile driver on the ground can be reduced, and the ground is prevented from deforming or causing soil sliding due to overlarge pressure.
Further, the hole formed in step 2 extends to the rock layer.
The beneficial effect of this scheme does: the intensity on rock layer is greater than the intensity on soil horizon, and after fender pile lower extreme extended into rock layer, the supporting role that fender pile received was better, and is more stable.
And further, the fender pile in the step 2 is formed by pouring concrete.
The beneficial effect of this scheme does: pour fashioned fender pile can be better with soil and rock layer laminating to make the fender pile be difficult for deviating from in soil and the rock layer, more be difficult to the come-up in the use.
Further, step 3, when the backfill soil is not enough to completely fill the lower concave part, foam concrete or sprayed concrete is adopted for backfilling.
The beneficial effect of this scheme does: the foam concrete has lower cost and waterproof function, reduces the water permeating into the ground in the using process, and further avoids the soil around the fender pile from being looser due to a large amount of water absorption, thereby avoiding the fender pile from being inclined.
Drawings
Fig. 1 is a schematic perspective view of a shed tunnel structure in embodiment 1 of the present invention;
fig. 2 is an elevational longitudinal sectional view of a fender post according to example 2 of the invention;
fig. 3 is an elevational longitudinal sectional view of the fender post after the limiting block slides out in embodiment 2 of the invention.
Detailed Description
The following is further detailed by way of specific embodiments:
reference numerals in the drawings of the specification include: fender pile 1, roof 2, backfill layer 21, hole 3, fender section of thick bamboo 4, spacing passageway 41, stopper 42, segmental arc 5, well core rod 6.
Example 1
The construction method of the anti-sinking shed tunnel structure for tunnel construction comprises the following steps:
step 1: confirming the positions of the tunnel portal and the construction platform according to the construction drawing;
step 2: confirming the height of a construction platform according to a drawing, removing soil higher than the construction platform, installing a plurality of fender posts outside the tunnel portal, wherein the fender posts are distributed on two sides of the tunnel portal and are vertically fixed on the ground, in the actual implementation, a pile driver can be adopted to insert the fender posts underground, a drilling machine can be adopted to drill holes on the ground, and then reinforcing steel bars are inserted into the drilled holes and poured to form the fender posts;
and step 3: backfilling the soil part removed in the step (2) to a lower concave part on the ground, and backfilling by adopting a material with the strength similar to that of the soil when the backfilled soil is not enough to completely fill the lower concave part until a horizontal construction platform is formed;
and 4, step 4: building an M-shaped framework on the top of a fender post 1 by using a steel bar, as shown in fig. 1, pouring a top plate 2 with the thickness larger than 0.5M above the fender post 1, pouring and fixing the top plate 2 and a plurality of fender posts 1, backfilling soil in a concave part at the top of the top plate 2 after the top plate 2 is formed, backfilling a material with the strength similar to that of the soil in the concave part at the top of the top plate 2 when the soil removed in the step 2 is insufficient, and during specific implementation, backfilling by adopting foam concrete or sprayed concrete to form a backfill layer 21 above the top plate 2.
Example 2
On the basis of the embodiment 1, step 2 of the embodiment is to install the fender post by drilling a hole on the ground after removing the soil higher than the construction platform, the lower end of the hole is downward extended into the rock layer, and then the fixing frame is installed in the drilled hole.
As shown in fig. 2 and 3, the support frame includes a retaining cylinder 4, a central rod 6 and a support portion located at the upper end of the retaining cylinder 4, the central rod 6 is T-shaped, the vertical section of the central rod 6 is located in the retaining cylinder 4, the outer wall of the vertical section is in threaded connection with the inner wall of the retaining cylinder 4, and the outer diameter of the horizontal section of the central rod 6 is greater than the inner diameter of the retaining cylinder 4. The supporting part is the loop configuration who comprises a plurality of segmental arcs 5, and the internal diameter of supporting part is greater than the external diameter of well core rod 6's vertical section, is less than the external diameter of well core rod 6's horizontal straight section, and segmental arc 5 and the equal detachable connection of 4 tops of a fender section of thick bamboo and central rod 6. Specifically, the horizontal straight section of well core rod 6 distributes along circumference has a plurality of fixed orificess, and the quantity of fixed orifices is the same with the quantity of segmental arc 5 to with 5 one-to-one of segmental arc, all be equipped with the first screw hole of aligning with the fixed orifices on every segmental arc 5, the top of a fender section of thick bamboo 4 is equipped with the second screw hole of aligning with first screw hole.
Keep off 4 bottoms of a section of thick bamboo and be equipped with two at least stopper 42, keep off 4 bottoms of a section of thick bamboo and be equipped with the spacing passageway 41 that aligns with stopper 42, stopper 42 one end is located spacing passageway 41, the other end is located a section of thick bamboo 4, the one end that stopper 42 is located a section of thick bamboo 4 is the inclined plane, the lower extreme of the vertical section of well core rod 6 is the scarf that matches with the inclined plane of stopper, after central rod 6 slided downwards, the accessible is released the one end that stopper 42 kept away from well core rod 6 from spacing passageway 41 with the contact on inclined plane.
In the step 2 of this embodiment, when drilling the hole 3, the diameter of the hole 3 may be slightly larger than the outer diameter of the retainer cylinder 4, initially, the central rod 6 is located in the retainer cylinder 4, the limiting block 42 is located in the limiting channel 41, the arc-shaped section 5 is located between the transverse straight section of the central rod 6 and the retainer cylinder 4, and the bolt is screwed into the aligned fixing hole, the first threaded hole and the second threaded hole to fix the retainer cylinder 4, the arc-shaped section 5 and the central rod 6. After the hole 3 of step 2 is formed, the blocking cylinder 4 is placed into the hole 3 in a state that the vertical section of the central rod 6 faces downwards, then the bolt is taken down, the arc-shaped section 5 is detached, the central rod 6 is rotated again, the central rod 6 is screwed into the blocking cylinder 4 downwards, the central rod 6 is screwed in downwards, the lower end of the central rod 6 pushes the limiting block 42 outwards of the blocking cylinder 4, one end of the limiting block 42, far away from the central rod 6, extends out from one end, far away from the central rod 6, of the limiting channel 41, and offsets rock layers on the side walls of the hole 3. Then manual work is with concrete placement in a fender section of thick bamboo 4 periphery, and concrete setting back constitutes fender pile 1 with a fender section of thick bamboo 4, because stopper 42 offsets with the rock layer, increases the effort that fender pile 1 received to when soil come-up, the frictional force that increases fender pile 1 received further avoids fender pile 1 come-up.
And after the construction, pull down behind shed tunnel structures such as backfill layer, roof, can artifically back out well core rod 6 and retrieve for well core rod 6 and segmental arc 5 repeatedly usable reduce construction cost, and annular fender section of thick bamboo 4 can strengthen the intensity of concrete as the rib, avoids the landslide to appear in the construction platform, thereby avoids the road surface through construction platform department to appear collapsing.
The foregoing is only a preferred embodiment of the present invention, and it should be noted that, for those skilled in the art, it is possible to make various changes and modifications without departing from the concept of the present invention, and these should be construed as the scope of protection of the present invention, which will not affect the effect of the implementation of the present invention and the utility of the patent. The techniques, shapes, and structural parts, which are omitted from the description of the present invention, are all known techniques.

Claims (10)

1. The tunnel construction is with preventing sinking shed tunnel structure construction method, its characterized in that: the method comprises the following steps:
step 1: confirming the position of the tunnel portal and confirming the position of the construction platform according to the position of the tunnel portal;
step 2: removing the soil higher than the construction platform, and forming a plurality of fender posts outside the tunnel portal, wherein the fender posts are distributed on two sides of the tunnel portal and are vertically fixed on the ground;
and step 3: backfilling the soil part removed in the step (2) to a lower concave part lower than the construction platform, and backfilling by adopting a material with the strength similar to that of the soil when the backfilled soil is not enough to completely fill the lower concave part until a horizontal construction platform is formed;
and 4, step 4: and pouring the top plate above the fender piles, and fixing the top plate with the fender piles.
2. The construction method of the anti-sinking shed tunnel structure for tunnel construction according to claim 1, characterized in that: and 4, building an M-shaped framework on the top of the fender post by using a steel bar before pouring, and pouring the framework to form a top plate.
3. The construction method of the anti-sinking shed tunnel structure for tunnel construction according to claim 2, characterized in that: and (4) backfilling soil at the concave position in the middle of the top plate after the top plate poured in the step (4) is molded.
4. The construction method of the anti-sinking shed tunnel structure for tunnel construction according to claim 3, characterized in that: and the soil backfilled in the step 4 is the soil removed in the step 2 or a material with the strength similar to that of the soil.
5. The construction method of the anti-sinking shed tunnel structure for tunnel construction according to claim 4, characterized in that: the thickness poured in the step 4 is larger than 0.5 m.
6. The construction method of the anti-sinking shed tunnel structure for tunnel construction according to claim 1, characterized in that: the fender post used in step 2 includes a ring-shaped reinforcement.
7. The construction method of the anti-sinking shed tunnel structure for tunnel construction according to claim 6, characterized in that: and 2, after removing the soil higher than the construction platform, firstly drilling a hole on the ground, and then fixing the fender post in the hole.
8. The construction method of the anti-sinking shed tunnel structure for tunnel construction according to claim 7, characterized in that: the hole formed in step 2 extends to the rock layer.
9. The construction method of the anti-sinking shed tunnel structure for tunnel construction according to claim 8, characterized in that: and 2, pouring concrete to form the fender post in the step 2.
10. The construction method of the anti-sinking shed tunnel structure for tunnel construction according to claim 1, characterized in that: and 3, backfilling by adopting foam concrete or sprayed concrete when the backfilled soil is not enough to completely fill the lower concave part.
CN202010197133.8A 2020-03-19 2020-03-19 Construction method of anti-sinking shed tunnel structure for tunnel construction Pending CN111305849A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN202010197133.8A CN111305849A (en) 2020-03-19 2020-03-19 Construction method of anti-sinking shed tunnel structure for tunnel construction

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202010197133.8A CN111305849A (en) 2020-03-19 2020-03-19 Construction method of anti-sinking shed tunnel structure for tunnel construction

Publications (1)

Publication Number Publication Date
CN111305849A true CN111305849A (en) 2020-06-19

Family

ID=71149896

Family Applications (1)

Application Number Title Priority Date Filing Date
CN202010197133.8A Pending CN111305849A (en) 2020-03-19 2020-03-19 Construction method of anti-sinking shed tunnel structure for tunnel construction

Country Status (1)

Country Link
CN (1) CN111305849A (en)

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN203334198U (en) * 2013-06-28 2013-12-11 中铁第四勘察设计院集团有限公司 Novel shed tunnel structure
CN204125851U (en) * 2014-08-05 2015-01-28 昆明理工大学 A kind of truss beam type shed hole structure
CN204572001U (en) * 2015-02-12 2015-08-19 西南交通大学 For the shed hole structure at mountain tunnel hole
CN104989425A (en) * 2015-06-29 2015-10-21 上海市政工程设计研究总院(集团)有限公司 Underground excavation hole entering supporting structure and method
CN205154177U (en) * 2015-10-26 2016-04-13 中铁第一勘察设计院集团有限公司 Prevent protection open cut tunnel structure of xenembole
CN109441456A (en) * 2018-12-14 2019-03-08 中铁二院工程集团有限责任公司 A kind of the tunnel structure and its construction method of weakness Facility-sliding strata
CN209584881U (en) * 2019-02-19 2019-11-05 四川省交通运输厅公路规划勘察设计研究院 A kind of light-duty shed hole structure quickly built

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN203334198U (en) * 2013-06-28 2013-12-11 中铁第四勘察设计院集团有限公司 Novel shed tunnel structure
CN204125851U (en) * 2014-08-05 2015-01-28 昆明理工大学 A kind of truss beam type shed hole structure
CN204572001U (en) * 2015-02-12 2015-08-19 西南交通大学 For the shed hole structure at mountain tunnel hole
CN104989425A (en) * 2015-06-29 2015-10-21 上海市政工程设计研究总院(集团)有限公司 Underground excavation hole entering supporting structure and method
CN205154177U (en) * 2015-10-26 2016-04-13 中铁第一勘察设计院集团有限公司 Prevent protection open cut tunnel structure of xenembole
CN109441456A (en) * 2018-12-14 2019-03-08 中铁二院工程集团有限责任公司 A kind of the tunnel structure and its construction method of weakness Facility-sliding strata
CN209584881U (en) * 2019-02-19 2019-11-05 四川省交通运输厅公路规划勘察设计研究院 A kind of light-duty shed hole structure quickly built

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
李希胜等: "傍山公路隧道棚洞设计与施工 ", 《森林工程》 *

Similar Documents

Publication Publication Date Title
CN105840207B (en) Construction method for comprehensive tunnel entering structure of large-span tunnel penetrating shallow-buried bias-pressure loose accumulation body
CN106930271A (en) It is a kind of to excavate the continuous side wall supporting and retaining system protective construction in underground and its construction method without fertile groove
KR101149895B1 (en) Reinforcement block for pillar of tunnel
CN104790408A (en) Irregular foundation pit construction method
CN107762528B (en) Lateral Hole and tunnel main tunnel infall construction method in a kind of break wall rock
CN111305849A (en) Construction method of anti-sinking shed tunnel structure for tunnel construction
CN110645003B (en) Completely weathered granite bias steep slope tunnel entry construction method
CN111549804B (en) Cutting slope reinforced passive protection system and construction method thereof
CN109653193B (en) Reverse construction method for underground continuous wall
KR101720213B1 (en) C.i.p. method using pile assembly
CN109868826B (en) Firm-structure foundation pit and earth excavation method thereof
CN101793027A (en) Core-grouted static pressure anchor rod pile
CN206800420U (en) A kind of prestress anchorage cable and the united supporting construction of miniature steel pipe pile
CN201635072U (en) Centrally grouted static-pressured anchor pile former
CN205063369U (en) Quick transport corridor of super deep basal pit spiral decline material
CN109268030A (en) A kind of multistage set arch structure, pipe canopy set arch structure and its construction method for tunnel portal supporting
CN103485365A (en) Installation method of underground concrete wall formwork of row pile supporting structure
KR101524302B1 (en) Construction method for underground structure without temporary structure
CN211370412U (en) Tunnel hole entering structure and supporting system thereof
CN215715242U (en) Variable cross-section T-shaped pile board wall structure
CN212714970U (en) Cast-in-situ bored pile steel protects a stabilising arrangement
CN110863838B (en) Complex weak surrounding rock tunnel entry structure and construction method
CN216839459U (en) Vertical variable cross-section structure adjacent to deep and shallow foundation pit in foundation pit
CN212225231U (en) Protective structure for bias tunnel portal
CN213329051U (en) Collapse slope accumulation high slope flexible processing structure

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
RJ01 Rejection of invention patent application after publication
RJ01 Rejection of invention patent application after publication

Application publication date: 20200619