CN107060837A - A kind of asymmetric formula shield arch construction method of Shallow-buried - Google Patents
A kind of asymmetric formula shield arch construction method of Shallow-buried Download PDFInfo
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- CN107060837A CN107060837A CN201710179482.5A CN201710179482A CN107060837A CN 107060837 A CN107060837 A CN 107060837A CN 201710179482 A CN201710179482 A CN 201710179482A CN 107060837 A CN107060837 A CN 107060837A
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- 238000010276 construction Methods 0.000 title claims abstract description 54
- 238000013461 design Methods 0.000 claims abstract description 12
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 10
- 230000002787 reinforcement Effects 0.000 claims description 23
- 229910000831 Steel Inorganic materials 0.000 claims description 21
- 239000010959 steel Substances 0.000 claims description 21
- 239000011435 rock Substances 0.000 claims description 17
- 239000002689 soil Substances 0.000 claims description 11
- 238000012856 packing Methods 0.000 claims description 10
- 239000007921 spray Substances 0.000 claims description 9
- 238000009412 basement excavation Methods 0.000 claims description 5
- 230000003014 reinforcing effect Effects 0.000 claims description 5
- 238000002347 injection Methods 0.000 claims description 4
- 239000007924 injection Substances 0.000 claims description 4
- 239000002245 particle Substances 0.000 claims description 3
- 238000007569 slipcasting Methods 0.000 claims description 3
- 230000005641 tunneling Effects 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 3
- 238000012545 processing Methods 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 229920002472 Starch Polymers 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 239000000686 essence Substances 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 235000019698 starch Nutrition 0.000 description 1
- 239000008107 starch Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a kind of asymmetric formula shield arch construction method of Shallow-buried, including the gutter construction that intercepts water, the foundation construction of asymmetric formula shield arch, the shield arch construction of asymmetric formula and the backfill of hole top.The construction method of the present invention is simple, and constructing, each step linking is close, and umbrella arch and arrangement of pile foundation position, structure and size design are reasonable；There is convenient, the rapid advantage of speed of application of constructing using construction method of the present invention construction；The anti-biasing effect of the present invention is good, effectively can bias the risk come to railway operation safety belt by less Tunnels in Shallow Buried.
Description
Technical field
The present invention relates to Tunnel Engineering shallow embedding excavation technology field, it particularly relates to a kind of asymmetric formula of Shallow-buried
Shield arch construction method.
Background technology
Tunnels in Shallow Buried is excavated in the market（Buried depth is shallower）There is the form that open cut is secretly done, but construction method is inadaptable inclined
Location is pressed, this product is unable to reach the transverse pressure that reduction massif bias is caused, and tunnel is acted on because of lateral pressure, easily served as a contrast
Cracking is built, and lining cutting is integrally biased, and causes tunnel-liner during operation to occupy headroom.
The content of the invention
For the above-mentioned technical problem in correlation technique, the present invention proposes a kind of asymmetric formula shield arch construction party of Shallow-buried
Method, can overcome the above-mentioned deficiency of prior art.
To realize above-mentioned technical purpose, the technical proposal of the invention is realized in this way：
A kind of asymmetric formula shield arch construction method of Shallow-buried, comprises the following steps：
S1：In tunnel slope excavation line, 5 meters perform the gutter that intercepts water in addition, and the current intercepted water in gutter are led into nature ditch；
S2：Asymmetric formula shield arch foundation construction is carried out, is specifically included：
S2.1：Reserved top bar Core Soil, point layback groove tunneling shield skewback plinth to shield arch height of foundation；
S2.2：Side slope carries out brush slope according to on-site actual situations by slope ratio, it is ensured that shield arch foundation width meets design and wanted at toe
Ask, and side slope linked network carries out spray anchor gib；
S3：Asymmetric formula shield arch construction, is specifically included：
S3.1:The shield arch foundation construction in high versant shield arch abutment portion, shield arch foundation main reinforcement uses the spirals of φ 25, and reinforcement is used
The spirals of φ 16, bar spacing is 25cm；
S3.2：The shield arch foundation construction in low versant shield arch abutment portion, shield arch foundation main reinforcement uses the spirals of φ 25, and reinforcement is used
The spirals of φ 16, bar spacing is 25cm；
S3.3：Shield arch construction is carried out, and shield arch is supported after the completion of shield arch construction；
S4：The backfill of hole top, is referred specifically to：After shield arch concrete strength reaches the 70% of design load, layering rammer is carried out using gravelly soil
Packing is real.
Further, in step S2.2, the anchor pole used in spray anchor gib is the grouting rock bolts of φ 22, and the anchor pole is long
Spend for 5m, the spacing between adjacent anchor pole is 1.5 × 1.5 meters, and anchor pole is in quincuncial arrangement, the length of anchor pole leakage is
70cm。
Further, in step S2.2, side slope linked network is paved with using the bar-mat reinforcements of φ 6, grid spacing 20cm × 20cm, injection
Concrete be 10cm thickness C25 in-network processings.
Further, in step S3.1, high versant shield skewback plinth is strengthened using 3 with the grouting rock bolt slip castings of φ 32, encircles with shield
Pour together；And the length of the described grouting rock bolts of φ 32 is 8.0m, 50cm is reserved in termination.
Further, in step S3.2, low versant shield skewback plinth uses C35 steel bar concrete pile plinth, treats that pile foundation is mixed
When solidifying soil intensity reaches more than 85%, pile crown is abolished, it is ensured that pile foundation reinforcing bar deeply protects skewback plinth 80cm, pile foundation deeply protects skewback plinth
10cm。
It is preferred that, the stake footpath of described C35 steel bar concrete pile plinth is 1 meter, and stake is long 15 meters, longitudinal 3 meters of stake spacing.
Further, in step S3.3, shield arch uses 80cm thickness C35 armored concrete, and shield arch cage bar uses the screw threads of φ 25
Reinforcing bar, the spacing of the spirals of φ 25 is 20cm；Longitudinal rib uses the spirals of φ 16, and the spacing of the spirals of φ 16 is
25cm, reinforcement φ 8 round steel, the spacing of the round steel of φ 8 is 25cm.
It is preferred that, described shield arch uses I20 type I-shaped bracing members, and the spacing of the I20 types I-steel is 60cm.
Further, in step S4, described layering is rammed packing implementation work and should symmetrically carried out, and ensures to cover thickness
Degree is less than or equal to 3m.
It is preferred that, the compactness that packing implementation work is rammed in layering is more than or equal to 0.8, and the particle diameter of rubble used is less than or equal to
15cm。
Beneficial effects of the present invention：The construction method of the present invention is simple, and each step linking of constructing is close, umbrella arch and stake
Base fabric seated position, structure and size design are reasonable；Convenient with constructing using construction method of the present invention construction, speed of application is rapid
Advantage；The anti-biasing effect of the present invention is good, effectively can bias the wind come to railway operation safety belt by less Tunnels in Shallow Buried
Danger.
Brief description of the drawings
In order to illustrate more clearly about the embodiment of the present invention or technical scheme of the prior art, below will be to institute in embodiment
The accompanying drawing needed to use is briefly described, it should be apparent that, drawings in the following description are only some implementations of the present invention
Example, for those of ordinary skill in the art, on the premise of not paying creative work, can also be obtained according to these accompanying drawings
Obtain other accompanying drawings.
Fig. 1 is the structural representation of the asymmetric shield arch of Shallow-buried described according to embodiments of the present invention；
Fig. 2 is arrangement of reinforcement schematic diagram described according to embodiments of the present invention；
In figure：1st, tunnel；2nd, shield arch；3rd, high versant shield arch abutment portion；4th, low versant shield arch abutment portion；5th, the grouting rock bolts of φ 32；6、φ
25 spirals；7th, the spirals of φ 16；8th, the round steel of φ 8.
Embodiment
Below in conjunction with the accompanying drawing in the embodiment of the present invention, the technical scheme in the embodiment of the present invention is carried out clear, complete
Site preparation is described, it is clear that described embodiment is only a part of embodiment of the invention, rather than whole embodiments.It is based on
Embodiment in the present invention, the every other embodiment that those of ordinary skill in the art are obtained belongs to what the present invention was protected
Scope.
As shown in Figure 1-2, a kind of asymmetric formula shield arch construction method of Shallow-buried, comprises the following steps：
S1：The gutter that intercepts water is performed beyond 5 meters of 1 slope excavating line in tunnel, and the current intercepted water in gutter are led into nature ditch,
The excavated section in the tunnel 1 is 114m2~140m2；
S2：Asymmetric formula shield arch foundation construction is carried out, is specifically included：
S2.1：Reserved top bar Core Soil, point layback groove tunneling shield skewback plinth to shield arch height of foundation；
S2.2：Side slope carries out brush slope according to on-site actual situations by slope ratio, it is ensured that shield arch foundation width meets design and wanted at toe
Ask, and side slope linked network carries out spray anchor gib；
S3：Asymmetric formula shield arch 2 is constructed, and is specifically included：
S3.1:The shield arch foundation construction in high versant shield arch abutment portion 3, shield arch foundation main reinforcement uses the spirals of φ 25, and reinforcement is adopted
With the spirals of φ 16, bar spacing is 25cm；
S3.2：The shield arch foundation construction in low versant shield arch abutment portion 4, shield arch foundation main reinforcement uses the spirals of φ 25, and reinforcement is adopted
With the spirals of φ 16, bar spacing is 25cm；
S3.3：Carry out shield arch 2 to construct, and shield arch is supported after the completion of shield arch construction；
S4：The backfill of hole top, is referred specifically to：After shield arch concrete strength reaches the 70% of design load, layering rammer is carried out using gravelly soil
Packing is real.
In one embodiment, in step S2.2, the anchor pole used in spray anchor gib is the grouting rock bolts of φ 22, institute
The grouting rock bolt length of φ 22 is stated for 5m, the spacing between the adjacent grouting rock bolts of φ 22 is 1.5 × 1.5 meters, and the grouting rock bolts of φ 22
In quincuncial arrangement, the length of the grouting rock bolts of φ 22 leakage is 70cm.
In one embodiment, in step S2.2, side slope linked network is paved with using the bar-mat reinforcements of φ 6, and grid spacing 20cm ×
20cm, the concrete of injection is 10cm thickness C25 in-network processings.
In one embodiment, in step S3.1, high versant shield skewback plinth adds using 3 with the slip casting of 32 grouting rock bolts of φ 5
By force, poured together with shield arch；And the length of the described grouting rock bolts 5 of φ 32 is 8.0m, 50cm is reserved in termination.
In one embodiment, in step S3.2, low versant shield skewback plinth uses C35 steel bar concrete pile plinth, treats
When pile foundation concrete strength reaches more than 85%, pile crown is abolished, it is ensured that pile foundation reinforcing bar deeply protects skewback plinth 80cm, pile foundation is deep
Protect skewback plinth 10cm；The stake footpath of described C35 steel bar concrete pile plinth is 1 meter, and stake is long 15 meters, longitudinal 3 meters of stake spacing.
In one embodiment, in step S3.3, shield arch uses 80cm thickness C35 armored concrete, and shield arch cage bar is used
The spirals 6 of φ 25, the spacing of the spirals 6 of φ 25 is 20cm；Longitudinal rib uses the spirals 7 of φ 16, the spirals 7 of φ 16
Spacing be 25cm；Reinforcement is the round steel 8 of φ 8, and the spacing of the round steel 8 of φ 8 is 25cm；Described shield arch uses I20 type I-steel
Support, the spacing of the I20 types I-steel is 60cm.
In one embodiment, in step S4, described layering is rammed packing implementation work and should symmetrically carried out, and ensures
Overburden cover is less than or equal to 3m, and layering, which rams packing and implements the compactness of work, is more than or equal to 0.8, and the particle diameter of rubble used is less than etc.
In 15cm.
Understand for convenience the present invention above-mentioned technical proposal, below by way of in specifically used mode to the present invention it is above-mentioned
Technical scheme is described in detail.
When specifically used, the asymmetric formula shield arch construction method of Shallow-buried of the present invention is always divided into 4 steps, including cuts
The construction of water gutter, the foundation construction of asymmetric formula shield arch, the shield arch construction of asymmetric formula and the backfill of hole top.
Wherein, the gutter construction that intercepts water refers to that 5 meters perform the gutter that intercepts water in addition to tunnel slope excavation line, and leads to certainly
Right ditch, it is ensured that rainwater does not flow into shield arch section, and the excavated section in the tunnel 1 is 114m2~140m2。
The asymmetric formula shield arch foundation construction includes：To umbrella arch foundation excavation, top bar Core Soil is reserved, point side
Kerve is excavated to shield arch height of foundation, and side slope is according to on-site actual situations, by slope than carrying out brush slope, it is ensured that skewback plinth is protected at toe
Width meets design requirement, and side slope linked network carries out spray anchor gib, and the anchor pole of spray anchor gib uses the mortars of φ 22
Anchor pole, length is 5m, 1.5 × 1.5 meters of spacing between adjacent anchor pole, in quincuncial arrangement, anchor pole leakage 70cm, so as to which shield is encircleed
It is integral with massif anchoring, to prevent displacement；Side slope linked network is paved with using the bar-mat reinforcements of φ 6, grid spacing 20cm × 20cm, and injection is mixed
Solidifying soil uses 10cm thickness C25 in-network processings.
The asymmetric formula shield arch construction includes：It is excavated to after design height, high versant shield skewback plinth is using 3 with the sand of φ 32
Starch bolt grouting to strengthen, length is 8.0m, and 50cm is reserved in termination, poured together with shield arch, strengthen stability；Low versant shield arch by
In in coombe location, basic mud is deeper, using C35 steel bar concrete pile plinth, 1 meter of stake footpath, and stake is long 15 meters, between longitudinal stake
Away from 3 meters, when pile foundation concrete strength reaches more than 85%, pile crown is abolished, it is ensured that pile foundation reinforcing bar deeply protects skewback plinth 80cm,
Pile foundation deeply protects skewback plinth 10cm, and shield skewback plinth uses C35 armored concrete, and thick 80cm, wide 2.5m, shield arch foundation main reinforcement are used
The spirals of φ 25, reinforcement uses the spirals of φ 16, and bar spacing is 25cm；Shield arch is constructed and carries out supporting, and shield arch is adopted
With 80cm thickness C35 armored concrete, shield arch cage bar uses the spirals of φ 25, spacing 20cm；Longitudinal rib uses the screw-thread steels of φ 16
Muscle, bar spacing is 25cm；The round steel of reinforcement φ 8, spacing 25cm, shield arch brace uses I20 type I-steel, spacing 60cm.
The hole top backfill refers to：After shield arch concrete strength reaches the 70% of design load, vault is layered using gravelly soil
Ram packing real, compactness is more than or equal to 0.8, and ballast grain sizes used are less than or equal to 15cm, and must not contain expansive clay, backfills
Construction should be carried out symmetrically, compaction in layers, and ensure overburden cover no more than 3m.
In summary, construction method of the invention is simple, and each step linking of constructing is close, umbrella arch and arrangement of pile foundation position
Put, structure and size design it is reasonable；There is convenient, the rapid advantage of speed of application of constructing using construction method of the present invention construction；
The anti-biasing effect of the present invention is good, effectively can bias the risk come to railway operation safety belt by less Tunnels in Shallow Buried.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all essences in the present invention
God is with principle, and any modification, equivalent substitution and improvements made etc. should be included in the scope of the protection.
Claims (10)
1. a kind of asymmetric formula shield arch construction method of Shallow-buried, it is characterised in that comprise the following steps：
S1：In tunnel slope excavation line, 5 meters perform the gutter that intercepts water in addition, and the current intercepted water in gutter are led into nature ditch；
S2：Asymmetric formula shield arch foundation construction is carried out, is specifically included：
S2.1：Reserved top bar Core Soil, point layback groove tunneling shield skewback plinth to shield arch height of foundation；
S2.2：Side slope carries out brush slope according to on-site actual situations by slope ratio, it is ensured that shield arch foundation width meets design and wanted at toe
Ask, and side slope linked network carries out spray anchor gib；
S3：Asymmetric formula shield arch construction, is specifically included：
S3.1:The shield arch foundation construction in high versant shield arch abutment portion, shield arch foundation main reinforcement uses the spirals of φ 25, and reinforcement is used
The spirals of φ 16, bar spacing is 25cm；
S3.2：The shield arch foundation construction in low versant shield arch abutment portion, shield arch foundation main reinforcement uses the spirals of φ 25, and reinforcement is used
The spirals of φ 16, bar spacing is 25cm；
S3.3：Shield arch construction is carried out, and shield arch is supported after the completion of shield arch construction；
S4：The backfill of hole top, is referred specifically to：After shield arch concrete strength reaches the 70% of design load, layering rammer is carried out using gravelly soil
Packing is real.
2. a kind of asymmetric formula shield arch construction method of Shallow-buried according to claim 1, it is characterised in that step S2.2
In, the anchor pole that uses is the grouting rock bolts of φ 22 in spray anchor gib, and the grouting rock bolt length is 5m, adjacent grouting rock bolt it
Between spacing be 1.5 × 1.5 meters, and described grouting rock bolt is in quincuncial arrangement, and the length of grouting rock bolt leakage is 70cm.
3. a kind of asymmetric formula shield arch construction method of Shallow-buried according to claim 1, it is characterised in that step S2.2
In, side slope linked network is paved with using the bar-mat reinforcements of φ 6, grid spacing 20cm × 20cm, and the concrete of injection is that 10cm thickness C25 net sprays are mixed
Solidifying soil.
4. a kind of asymmetric formula shield arch construction method of Shallow-buried according to claim 1, it is characterised in that step S3.1
In, high versant shield skewback plinth is strengthened using 3 with the grouting rock bolt slip castings of φ 32, is poured together with shield arch；And the described mortars of φ 32
The length of anchor pole is 8.0m, and 50cm is reserved in termination.
5. a kind of asymmetric formula shield arch construction method of Shallow-buried according to claim 1, it is characterised in that step S3.2
In, low versant shield skewback plinth uses C35 steel bar concrete pile plinth, when pile foundation concrete strength reaches more than 85%, abolishes
Pile crown, it is ensured that pile foundation reinforcing bar deeply protects skewback plinth 80cm, pile foundation deeply protects skewback plinth 10cm.
6. the asymmetric formula shield arch construction method of a kind of Shallow-buried according to claim 5, it is characterised in that described
The stake footpath of C35 steel bar concrete pile plinth is 1 meter, and stake is long 15 meters, longitudinal 3 meters of stake spacing.
7. a kind of asymmetric formula shield arch construction method of Shallow-buried according to claim 1, it is characterised in that step S3.3
In, shield arch uses 80cm thickness C35 armored concrete, and shield arch cage bar uses the spirals of φ 25, and the spacing of the spirals of φ 25 is
20cm；Longitudinal rib uses the spirals of φ 16, and the spacing of the spirals of φ 16 is 25cm, the round steel of reinforcement φ 8, the round steel of φ 8
Spacing is 25cm.
8. a kind of asymmetric formula shield arch construction method of Shallow-buried according to claim 7, it is characterised in that described shield
Arch uses I20 type I-shaped bracing members, and the spacing of the I20 types I-steel is 60cm.
9. a kind of asymmetric formula shield arch construction method of Shallow-buried according to claim 1, it is characterised in that step S4
In, described layering is rammed packing implementation work and should symmetrically carried out, and ensures that overburden cover is less than or equal to 3m.
10. the asymmetric formula shield arch construction method of a kind of Shallow-buried according to claim 9, it is characterised in that layering is rammed
The compactness that work is implemented in packing is more than or equal to 0.8, and the particle diameter of rubble used is less than or equal to 15cm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710179482.5A CN107060837B (en) | 2017-03-23 | 2017-03-23 | A kind of Shallow-buried asymmetry formula shield arch construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710179482.5A CN107060837B (en) | 2017-03-23 | 2017-03-23 | A kind of Shallow-buried asymmetry formula shield arch construction method |
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| Publication Number | Publication Date |
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| CN107060837A true CN107060837A (en) | 2017-08-18 |
| CN107060837B CN107060837B (en) | 2019-08-13 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108661668A (en) * | 2018-04-28 | 2018-10-16 | 中铁六局集团天津铁路建设有限公司 | The exposed method for tunnel construction of arch part-structure |
| CN111608701A (en) * | 2020-06-02 | 2020-09-01 | 中铁隧道局集团有限公司 | Method for treating roof collapse of shallow tunnel entrance section |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE3307858A1 (en) * | 1983-03-05 | 1984-09-06 | Thyssen Industrie Ag, 4300 Essen | Support system for a tunnel, in particular a railway tunnel |
| CN102518453A (en) * | 2011-12-14 | 2012-06-27 | 中铁十二局集团有限公司 | Quick tunnel-entrance construction method for bias-pressure shallow-buried or single-pressure tilting arenaceous loess tunnels |
| CN102839980A (en) * | 2012-08-25 | 2012-12-26 | 张双茁 | Highway tunnel structure and construction method thereof |
| CN204419195U (en) * | 2014-12-29 | 2015-06-24 | 山西省交通科学研究院 | A kind of supporting and protection structure pattern being applicable to tunnel portal section |
| CN105736017A (en) * | 2015-07-27 | 2016-07-06 | 中铁十二局集团有限公司 | Asymmetric unit forwardly-reversely arranged arch structure for primary supporting of tunnel |
-
2017
- 2017-03-23 CN CN201710179482.5A patent/CN107060837B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE3307858A1 (en) * | 1983-03-05 | 1984-09-06 | Thyssen Industrie Ag, 4300 Essen | Support system for a tunnel, in particular a railway tunnel |
| CN102518453A (en) * | 2011-12-14 | 2012-06-27 | 中铁十二局集团有限公司 | Quick tunnel-entrance construction method for bias-pressure shallow-buried or single-pressure tilting arenaceous loess tunnels |
| CN102839980A (en) * | 2012-08-25 | 2012-12-26 | 张双茁 | Highway tunnel structure and construction method thereof |
| CN204419195U (en) * | 2014-12-29 | 2015-06-24 | 山西省交通科学研究院 | A kind of supporting and protection structure pattern being applicable to tunnel portal section |
| CN105736017A (en) * | 2015-07-27 | 2016-07-06 | 中铁十二局集团有限公司 | Asymmetric unit forwardly-reversely arranged arch structure for primary supporting of tunnel |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108661668A (en) * | 2018-04-28 | 2018-10-16 | 中铁六局集团天津铁路建设有限公司 | The exposed method for tunnel construction of arch part-structure |
| CN111608701A (en) * | 2020-06-02 | 2020-09-01 | 中铁隧道局集团有限公司 | Method for treating roof collapse of shallow tunnel entrance section |
| CN111608701B (en) * | 2020-06-02 | 2022-04-26 | 中铁隧道局集团有限公司 | Method for treating roof collapse of shallow tunnel entrance section |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107060837B (en) | 2019-08-13 |
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