CN204402499U - A kind of coombe landforms tunnel portal structure - Google Patents
A kind of coombe landforms tunnel portal structure Download PDFInfo
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- CN204402499U CN204402499U CN201520042749.2U CN201520042749U CN204402499U CN 204402499 U CN204402499 U CN 204402499U CN 201520042749 U CN201520042749 U CN 201520042749U CN 204402499 U CN204402499 U CN 204402499U
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Abstract
The utility model relates to a kind of coombe landforms tunnel portal structure.Involved structure comprises being located at, and coombe landforms massif faces upward slope and side slope, and described tunnel portal is located at coombe landforms and faces upward at the bottom of slope, slope, and described coombe landforms mountain top is provided with catchwater, and described coombe landforms side slope toe place is provided with gutter.First the construction method of said structure comprises removes the top layer weathered rock in coombe, applies tunnel catchwater on coombe mountain top; Then tunneling side slope from top to bottom and face upward slope, upward slope in tunnel and plain stage of slope apply platform catchwater; Then apply cover arch and pipe canopy, and apply Tunnel under the protection of pipe canopy; Finally carry out the gutter applying tunnel portal outside.The utility model need not extend cut-and-cover tunnel, shortens tunnel entire length, reduces construction costs, improve economic benefit.
Description
Technical field
What the utility model related to a kind of coombe landforms tunnel enters hole mode, and what be specifically related to a kind of coombe landforms tunnel enters hole structure and construction method thereof.
Background technology
Along with the fast development of highway in China communication, the highway tunnel built in mountain area gets more and more, and is often subject to the restriction of topography and geomorphology in the selection of tunnel portal position, mountain terrain.Coombe landforms are a kind of geological structures comparatively common in tunneling process, the region comparatively large at gradient length of grade, flow dynamic is strong, surface humidity is lower of mostly occurring.The coombe soil body often weathering is serious, and less stable, its gradient is also larger.During Tunnel Design, " highway tunnel design specifications " JTG D70-2004 give limit value to the upward slope in tunnel gradient.In order to ensure the safety of tunnel portal and face upward the stability on slope, upward slope in tunnel soil body wall rock condition is poorer, and it is then less that what it allowed face upward the slope gradient, therefore, directly will be faced with when coombe bottom of trench builds tunnel and dig greatly large problem of brushing to facing upward slope, this is totally unfavorable to the stability of the coombe soil body.In the middle of prior art, heavy cut scheme when building tunnel at coombe landforms place, generally can be adopted to cross over coombe, or adopt add-back embankment case in hole kept burning day and night to extend the length in tunnel to ensure the safety of tunnel portal.
Practice shows: the length that can shorten tunnel when adopting heavy cut scheme, outdoor operation easy construction, and working security is high, but the program needs to carry out a large amount of excavation to massif, and the outer freight volume of the earthwork is large, larger to the destruction of natural landscape and massif vegetation.
When adopting hole add-back embankment case kept burning day and night, can avoid the large excavation to massif, being conducive to keeping original vegetation, when the later stage is run, tunnel overall structure is also more stable.But it is higher to technical requirements that heavy cut excavation is compared in open cut tunnel construction, and drop into material more, the duration is relatively long, and construction costs is higher.
To sum up, mainly there is following problem in existing coombe landforms place tunnel method:
(1) need to carry out a large amount of excavation to massif when adopting heavy cut scheme, the outer freight volume of the earthwork is large, and construction costs is higher, larger to the destruction of natural landscape and massif vegetation.
(2) when adopting hole add-back embankment case kept burning day and night, higher to construction technical requirement, drop into material more, the duration is relatively long, and construction costs is higher.
Utility model content
For defect or the deficiency of prior art, the utility model provides a kind of coombe landforms tunnel portal structure, this structure comprises: be located at and coombe landforms massif faces upward slope and side slope, described tunnel portal is located at coombe landforms and faces upward at the bottom of slope, slope, described coombe landforms mountain top is provided with catchwater, and described coombe landforms side slope toe place is provided with gutter.
Described side slope and face upward slope and be provided with platform catchwater.
Described slope toe of facing upward is positioned at above tunnel portal, and the amount of excavation in AFGH region equals the amount of excavation in BDEF region, wherein: A is the domatic intersection of the horizontal plane at cover arch of tunnel peak place and coombe, B is upward slope in tunnel toe, G is tunnel portal inverted arch arch position, the end, H is the intersection point that the cross section at A place and tunnel invert encircle the horizontal plane at place, the end, D is that upward slope in tunnel slope is backed down and dug a little, E is through A point and slope is face upward the domatic intersection point of the oblique profile of the slope gradient and coombe mountain top, and F is the intersection in oblique profile through AE and tunnel portal cross section.
Compared with prior art, the utility model has following technique effect:
(1) need not cut-and-cover tunnel be extended, shorten tunnel entire length, reduce construction costs, improve economic benefit.
(2) avoid digging greatly large brush to original coombe, improve operating efficiency, substantially reduce the duration, and can conservation of nature view and the coombe soil body stable.
(3) the utility model can Appropriate application coombe topography and geomorphology, directly tunnel portal is applied at coombe bottom of trench, by indentation tunnel dark hole openings position and then raise and face upward slope toe elevation, when ensureing to face upward that the slope gradient is constant, cross section, hole front amount of excavation and upward slope in tunnel amount of excavation sum constant reduce the amount of excavation of the upward slope in tunnel soil body, reduce excavation tunnel coombe being faced upward to the slope soil body to greatest extent, the method is safe and reliable, easy and simple to handle, soil body amount of excavation is little.
Accompanying drawing explanation
What Fig. 1 built for method of the present utility model enters hole structural entity excavation structure chart;
Hole, the dark hole front view entering hole structure that Fig. 2 builds for method of the present utility model;
Fig. 3 is that hole structure sectional view is entered at An Dong hole, embodiment 2 tunnel;
Hole, dark hole I-I sectional view entering hole structure that Fig. 4 builds for method of the present utility model;
Fig. 5 is for facing upward slope excavated volume sectional view in the hole entering hole structure that method of the present utility model is built;
Each coded representation in figure: 1-upward slope in tunnel, 2-tunnel slope, 3-tunnel catchwater, 4-platform catchwater, 5-gutter, 6-pipe canopy, 7-cover arch, the protection of 8-anchor and spray net, 9-Tunnel.
Detailed description of the invention
Coombe landforms of the present utility model, when the Grades of Surrounding Rock facing upward the slope coombe soil body is IV grade, and when coombe soil body nature ratio of slope is less than or equal to 1:0.75; Or the Grades of Surrounding Rock of the coombe soil body is V grade, and coombe soil body nature ratio of slope is when being less than or equal to 1:1.25, does not need to excavate facing upward slope, faces upward slope toe and cover arch of tunnel top is positioned at sustained height.When the Grades of Surrounding Rock facing upward the slope coombe soil body is IV grade, and when coombe soil body nature ratio of slope is greater than 1:0.75; Or the Grades of Surrounding Rock of the coombe soil body is V grade, and when coombe soil body nature ratio of slope is greater than 1:1.25, needs to excavate facing upward slope, its gradient is slowed down.
The position of tunnel, mountain top of the present utility model catchwater requires to determine according to " highway tunnel design specifications " JTGD70-2004.The cross dimensions of tunnel catchwater meets the requirement of designing and arranging discharge, and concrete size calculates according to the size of local amount of precipitation to be determined.The size of platform catchwater of the present utility model and position are according to the size of local amount of precipitation and face upward slope and converge water yield cheek and determine.The utility model gutter form of fracture and size are determined according to landform geological conditions, slope height and catchment area etc.
Below the specific embodiment that utility model people provides, to be further explained explanation to the technical solution of the utility model.
Embodiment 1:
The coombe geomorphologic characteristics of this embodiment is the coombe soil body is severely-weathered ~ middle weathering, and Grades of Surrounding Rock is IV grade, and the natural ratio of slope facing upward the slope coombe soil body is comparatively large, and close to 1:0.75, facing upward slope design excavation height is 18m.Specify by " highway tunnel design specifications " JTG D70-2004, slope excavation need be put to facing upward the slope coombe soil body, reducing its gradient to 1:1.
With reference to figure 1, Fig. 2, Fig. 4 and Fig. 5, the construction method of this embodiment is:
Step one, preparation of construction
Carry out in-site measurement according to construction drawing, determine slope excavation outline line, face upward slope excavation contour line, tunnel axis, pipe canopy 6 and cover arch 7 apply sideline, the center line of tunnel catchwater 3, the center line of platform catchwater 4, the center line of gutter 5.
Step 2, tunnel slope and face upward slope construction
(1) the top layer weathered rock in coombe is removed, for surface flow outside slope is faced upward on the row of cutting coombe top, make to face upward slope not washed away, ensure the stable of tunnel portal structure, face upward excavation line 5m position, slope on distance Tunnel top, coombe mountain top and apply tunnel catchwater 3.The cross dimensions of tunnel catchwater 3 meets the requirement of designing and arranging discharge, and the sectional dimension of tunnel catchwater 3 is the rectangle of 90 × 80cm, side thickness and diapire thick be 20cm.
(2) outline line then determined according to step one carries out tunnel slope 2 and faces upward the excavation on slope 1.Adopt the excavation line excavation that reverse shovel grab is specified along measurement group, stage excavation, layering supporting from top to bottom during excavation, every layer of 2m.And take anchor and spray net to protect 8 process, supporting parameter is: adopt Φ 22 grouting rock bolt, L-4m, spacing 1.2 × 1.2m, quincuncial arrangement, sprays the thick C20 concrete of 15cm; Adopt 20 × 20cm Φ 6.5 fabricated bar net.
(3) in order to prevent rainy season rainwater excessive, in rainwater catchment to coombe, affect tunnel portal safety, on plain stage of slope and apart from the position, slope of facing upward of edpth of tunnel 5m, applying platform catchwater 4.Cross dimensions should meet the requirement of designing and arranging discharge, and ditch top should exceed design more than water surface 0.2m in ditch.The sectional dimension of platform catchwater 4 is bottom width 120cm × height 110cm, and the gradient is the inverted trapezoidal cross section of 1:0.5.Side thickness and diapire thick be 20cm.
Step 3, the construction of tunnel portal
(1) hole excavation.The saprolite body bottom ditch that liquidates is cleared up, and continues stage excavation from top to down.In order to reduce excavation to the upward slope in tunnel coombe soil body and disturbance, by indentation tunnel dark hole openings position and then raise and face upward slope toe elevation, when ensureing to face upward that the slope gradient is constant, cross section, hole front amount of excavation and upward slope in tunnel amount of excavation sum constant can realize reducing the excavated volume of the upward slope in tunnel soil body, as shown in Figure 4 and Figure 5, by dark hole, indentation tunnel openings position, face upward slope toe and bring up to B point from A point, facing upward slope excavated volume is accordingly BCD region.The excavated volume equaling BDEF region according to the excavated volume in AFGH region can calculate faces upward slope toe elevation.The distance of facing upward toe distance the highest steel tube shed 6 aperture, slope lower edge in the present embodiment is 2m, when being excavated to distance cover arch 7 outer contour 2m position.Employing remaining core soil in advance excavates, and Core Soil is as cover arch 7 inner membrance, and radius is 615cm, and beyond Core Soil, elevation at the bottom of foundation trench is 100cm under minimum steel tube shed 6 aperture.Carry out anchor and spray net protection 8 process to the soil body around tunnel, supporting parameter is the same.
(2) cased arch construction.Release cover arch 7 construction location with tunnel cross-section instrument, cover arch 7 basis is dug as much as possible to bedrock surface, and bottom coombe, ground requirement for bearing capacity reaches 250kPa.And beyond open cut tunnel lining cutting outline line, apply cover arch 7, the long 2.0m of cover arch, thick 55cm, adopt C30 concrete, inside bury 4 Pin I20b i iron, Φ 16 dowel and Φ 146*5 guide thimble underground, guide thimble is laid along arch ring hoop by design, the outer limb 1 ~ 3 ° of guide pipe, fixing reinforcing bar and guide pipe adopt two-sided welding, weld length 15cm.
(3) pipe roof construction.Within the scope of 120 °, arch, hole, apply pipe canopy 6 steel pipe, and grouting and reinforcing is carried out to the coombe soil body.Pipe canopy 6 steel pipe adopts Φ 127*6 hot finished steel pipe, long 33m, circumferential distance 40cm, outer limb 1 ~ 3 °, and slip casting adopts cement paste, and grouting pressure 0.5 ~ 2MPa, cement paste water/binder ratio W/C=1:1, cement adopts 42.5 grades of Portland cements.
(4) reserved in the middle of excavation Core Soil, and apply Tunnel 9, sprayed mortar is to design thickness.Supporting parameter is: the supporting of longitudinal 0.6m/ Pin I20b shaped steel arch, Φ 25 hollow grouting anchor of long 4m, the C20 sprayed mortar that 26cm is thick, and size of mesh opening is Φ 6.5 double layer bar of 15 × 15cm.
(5) center line of the outside gutter 5 of the tunnel portal determined according to step one, at tunnel slope 2 toe, place applies gutter 5.Gutter 5 form of fracture and size are determined according to landform geological conditions, slope height and catchment area etc.The sectional dimension of tunnel side ditch 5 is the rectangle of 140 × 125cm, and both sides wall thickness is 40cm, and diapire is thick is 30cm.
Embodiment 2:
The coombe geomorphologic characteristics of this embodiment is the coombe soil body is severely-weathered ~ middle weathering, and Grades of Surrounding Rock is IV grade, and the natural ratio of slope facing upward the slope coombe soil body is slightly larger than 1:1, and facing upward slope design excavation height is 18m.Specify by " highway tunnel design specifications " JTG D70-2004, the ratio of slope facing upward slope coombe soil body permission is 1:1, therefore only need carry out a small amount of excavation to facing upward slope, to its leveling process, makes its gradient reach 1:1.
With reference to figure 1-3, its construction method is:
Step one, preparation of construction
Carry out in-site measurement according to construction drawing, determine slope excavation outline line, face upward slope excavation contour line, tunnel axis, pipe canopy 6 and cover arch 7 apply sideline, the center line of tunnel catchwater 3, the center line of platform catchwater 4, the center line of gutter 5.
Step 2, tunnel slope and face upward slope construction
(1) the top layer weathered rock in coombe is removed, for surface flow outside slope is faced upward on the row of cutting coombe top, make to face upward slope not washed away, ensure the stable of tunnel portal structure, face upward excavation line 5m position, slope on distance Tunnel top, coombe mountain top and apply tunnel catchwater 3.The cross dimensions of tunnel catchwater 3 should meet the requirement of designing and arranging discharge, and the sectional dimension of tunnel catchwater 3 is the rectangle of 90 × 80cm, side thickness and diapire thick be 20cm.
(2) outline line then determined according to step one carries out tunnel slope 2 and faces upward the excavation on slope 1.Adopt the excavation line excavation that reverse shovel grab is specified along measurement group, stage excavation, layering supporting from top to bottom during excavation, every layer of 2m.And take anchor and spray net to protect 8 process, supporting parameter is: adopt Φ 22 grouting rock bolt, L-4m, spacing 1.2 × 1.2m, quincuncial arrangement, sprays the thick C20 concrete of 15cm; Adopt 20 × 20cm Φ 6.5 fabricated bar net.
(3) in order to prevent rainy season rainwater excessive, in rainwater catchment to coombe, affect tunnel portal safety, on plain stage of slope and apart from the position, slope of facing upward of edpth of tunnel 5m, applying platform catchwater 4.Cross dimensions should meet the requirement of designing and arranging discharge, and ditch top should exceed design more than water surface 0.2m in ditch.The sectional dimension of platform catchwater 4 is bottom width 120cm × height 110cm, and the gradient is the inverted trapezoidal cross section of 1:0.5.Side thickness and diapire thick be 20cm.
Step 3, the construction of tunnel portal
(1) hole excavation.The saprolite body bottom ditch that liquidates is cleared up, and continues stage excavation from top to down.As shown in Figure 3, when being excavated to design and facing upward A place, toe position, slope, adopt remaining core soil in advance excavation, it is equal that the elevation of A point and cover encircle outline apogee altitude, Core Soil is as cover arch 7 inner membrance, and radius is 615cm, and beyond Core Soil, elevation at the bottom of foundation trench is 100cm under minimum steel tube shed 6 aperture.Carry out anchor and spray net protection 8 process to the soil body around tunnel, supporting parameter is the same.
(2) cased arch construction.Release cover arch 7 construction location with tunnel cross-section instrument, cover arch 7 basis is dug as much as possible to bedrock surface, and bottom coombe, ground requirement for bearing capacity reaches 250kPa.And beyond open cut tunnel lining cutting outline line, apply cover arch 7, the long 2.0m of cover arch, thick 55cm, adopt C30 concrete, inside bury 4 Pin I20b i iron, Φ 16 dowel and Φ 146*5 guide thimble underground, guide thimble is laid along arch ring hoop by design, the outer limb 1 ~ 3 ° of guide pipe, fixing reinforcing bar and guide pipe adopt two-sided welding, weld length 15cm.
(3) pipe roof construction.Within the scope of 120 °, arch, hole, apply pipe canopy 6 steel pipe, and grouting and reinforcing is carried out to the coombe soil body.Pipe canopy 6 steel pipe adopts Φ 127*6 hot finished steel pipe, long 33m, circumferential distance 40cm, outer limb 1 ~ 3 °, and slip casting adopts cement paste, and grouting pressure 0.5 ~ 2MPa, cement paste water/binder ratio W/C=1:1, cement adopts 42.5 grades of Portland cements.
(4) reserved in the middle of excavation Core Soil, and apply Tunnel 9, sprayed mortar is to design thickness.Supporting parameter is: the supporting of longitudinal 0.6m/ Pin I20b shaped steel arch, Φ 25 hollow grouting anchor of long 4m, the C20 sprayed mortar that 26cm is thick, and size of mesh opening is Φ 6.5 double layer bar of 15 × 15cm.
(5) center line of the outside gutter 5 of the tunnel portal determined according to step one, at tunnel slope 2 toe, place applies gutter 5.Gutter 5 form of fracture and size are determined according to landform geological conditions, slope height and catchment area etc.The sectional dimension of tunnel side ditch 5 is the rectangle of 140 × 125cm, and both sides wall thickness is 40cm, and diapire is thick is 30cm.
Embodiment 3:
The coombe geomorphologic characteristics of this embodiment is the coombe soil body is severely-weathered, and Grades of Surrounding Rock is V grade, and the natural ratio of slope facing upward the slope coombe soil body is less than 1:1.5, and facing upward slope design excavation height is 18m.Specifying by " highway tunnel design specifications " JTG D70-2004, in order to reduce the disturbance of constructing tunnel to coombe depositional gradient body, not needing, to facing upward slope excavation, to face upward slope toe and cover arch of tunnel is positioned at same elevation place, only needing to carry out consolidation process to facing upward slope.
With reference to figure 1-3, its construction method is:
Step one, preparation of construction
Carry out in-site measurement according to construction drawing, determine slope excavation outline line, face upward toe position, slope elevation, tunnel axis, pipe canopy 6 and cover arch 7 apply sideline, the center line of tunnel catchwater 3, the center line of platform catchwater 4, the center line of gutter 5.
Step 2, tunnel slope and face upward slope construction
(1) the top layer weathered rock in coombe is removed, for surface flow outside slope is faced upward on the row of cutting coombe top, make to face upward slope not washed away, ensure the stable of tunnel portal structure, face upward 5m position, sideline, slope on distance Tunnel top, coombe mountain top and apply tunnel catchwater 3.The cross dimensions of tunnel catchwater 3 should meet the requirement of designing and arranging discharge, and the sectional dimension of tunnel catchwater 3 is the rectangle of 90 × 80cm, side thickness and diapire thick be 20cm.
(2) outline line then determined according to step one carries out tunnel slope 2 and excavates.Adopt the excavation line excavation that reverse shovel grab is specified along measurement group, stage excavation, layering supporting from top to bottom during excavation, every layer of 2m.And take anchor and spray net to protect 8 pairs of side slopes 2 and face upward slope 1 to carry out consolidation process, supporting parameter is: adopt Φ 22 grouting rock bolt, L-4m, spacing 1.2 × 1.2m, quincuncial arrangement, sprays the thick C20 concrete of 15cm; Adopt 20 × 20cm Φ 6.5 fabricated bar net.
(3) in order to prevent rainy season rainwater excessive, in rainwater catchment to coombe, affect tunnel portal safety, on plain stage of slope and apart from the position, slope of facing upward of edpth of tunnel 5m, applying platform catchwater 4.Cross dimensions should meet the requirement of designing and arranging discharge, and ditch top should exceed design more than water surface 0.2m in ditch.The sectional dimension of platform catchwater 4 is bottom width 120cm × height 110cm, and the gradient is the inverted trapezoidal cross section of 1:0.5.Side thickness and diapire thick be 20cm.
Step 3, the construction of tunnel portal
(1) hole excavation.The saprolite body bottom ditch that liquidates is cleared up.Reference diagram 3 after consolidation process is carried out to facing upward slope 1, that determines in step one faces upward A place, toe position, slope, employing remaining core soil in advance excavates, it is equal that the elevation of A point and cover encircle outline apogee altitude, Core Soil is as cover arch 7 inner membrance, radius is 615cm, and beyond Core Soil, elevation at the bottom of foundation trench is 100cm under minimum steel tube shed 6 aperture.Carry out anchor and spray net protection 8 process to the soil body around tunnel, supporting parameter is the same.
(2) cased arch construction.Release cover arch 7 construction location with tunnel cross-section instrument, cover arch 7 basis is dug as much as possible to bedrock surface, and bottom coombe, ground requirement for bearing capacity reaches 250kPa.And beyond open cut tunnel lining cutting outline line, apply cover arch 7, the long 2.0m of cover arch, thick 55cm, adopt C30 concrete, inside bury 4 Pin I20b i iron, Φ 16 dowel and Φ 146*5 guide thimble underground, guide thimble is laid along arch ring hoop by design, the outer limb 1 ~ 3 ° of guide pipe, fixing reinforcing bar and guide pipe adopt two-sided welding, weld length 15cm.
(3) pipe roof construction.Within the scope of 120 °, arch, hole, apply pipe canopy 6 steel pipe, and grouting and reinforcing is carried out to the coombe soil body.Pipe canopy 6 steel pipe adopts Φ 127*6 hot finished steel pipe, long 33m, circumferential distance 40cm, outer limb 1 ~ 3 °, and slip casting adopts cement paste, and grouting pressure 0.5 ~ 2MPa, cement paste water/binder ratio W/C=1:1, cement adopts 42.5 grades of Portland cements.
(4) reserved in the middle of excavation Core Soil, and apply Tunnel 9, sprayed mortar is to design thickness.Supporting parameter is: the supporting of longitudinal 0.6m/ Pin I20b shaped steel arch, Φ 25 hollow grouting anchor of long 4m, the C20 sprayed mortar that 26cm is thick, and size of mesh opening is Φ 6.5 double layer bar of 15 × 15cm.
(5) center line of the outside gutter 5 of the tunnel portal determined according to step one, at tunnel slope 2 toe, place applies gutter 5.Gutter 5 form of fracture and size are determined according to landform geological conditions, slope height and catchment area etc.The sectional dimension of tunnel side ditch 5 is the rectangle of 140 × 125cm, and both sides wall thickness is 40cm, and diapire is thick is 30cm.
Specific embodiment described herein only in order to explain the utility model, and is not used in restriction the utility model.Under the prerequisite not departing from the utility model spirit and scope, the utility model also has various changes and modifications, and these changes and improvements all fall within the scope of claimed the utility model.
Claims (3)
1. a coombe landforms tunnel portal structure, it is characterized in that, this structure comprises: be located at and coombe landforms massif faces upward slope and side slope, described tunnel portal is located at coombe landforms and faces upward at the bottom of slope, slope, described coombe landforms mountain top is provided with catchwater, and described coombe landforms side slope toe place is provided with gutter.
2. coombe landforms tunnel portal structure as claimed in claim 1, is characterized in that, described side slope and face upward slope and be provided with platform catchwater.
3. coombe landforms tunnel portal structure as claimed in claim 1 or 2, it is characterized in that, described slope toe of facing upward is positioned at above tunnel portal, and the amount of excavation in AFGH region equals the amount of excavation in BDEF region, wherein: A is the domatic intersection of the horizontal plane at cover arch of tunnel peak place and coombe, B is upward slope in tunnel toe, G is tunnel portal inverted arch arch position, the end, H is the intersection point that the cross section at A place and tunnel invert encircle the horizontal plane at place, the end, D is that upward slope in tunnel slope is backed down and dug a little, E is through A point and slope is face upward the domatic intersection point of the oblique profile of the slope gradient and coombe mountain top, F is the intersection in oblique profile through AE and tunnel portal cross section.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN104653195A (en) * | 2015-01-21 | 2015-05-27 | 长安大学 | Gully landform tunnel portal structure and construction method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN104653195A (en) * | 2015-01-21 | 2015-05-27 | 长安大学 | Gully landform tunnel portal structure and construction method thereof |
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Granted publication date: 20150617 Termination date: 20160121 |
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