CN108547631B - Tunnel - Google Patents
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- CN108547631B CN108547631B CN201810493400.9A CN201810493400A CN108547631B CN 108547631 B CN108547631 B CN 108547631B CN 201810493400 A CN201810493400 A CN 201810493400A CN 108547631 B CN108547631 B CN 108547631B
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- 229910000831 Steel Inorganic materials 0.000 claims abstract description 96
- 239000010959 steel Substances 0.000 claims abstract description 96
- 238000005452 bending Methods 0.000 claims abstract description 39
- 238000004873 anchoring Methods 0.000 claims description 15
- 230000002787 reinforcement Effects 0.000 claims description 7
- 238000010008 shearing Methods 0.000 abstract description 22
- 239000004567 concrete Substances 0.000 abstract description 18
- 239000011435 rock Substances 0.000 description 20
- 238000010276 construction Methods 0.000 description 10
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 9
- 230000000694 effects Effects 0.000 description 8
- 238000010586 diagram Methods 0.000 description 7
- 238000013461 design Methods 0.000 description 6
- 238000009412 basement excavation Methods 0.000 description 4
- 230000009286 beneficial effect Effects 0.000 description 3
- 230000008901 benefit Effects 0.000 description 3
- 230000003014 reinforcing effect Effects 0.000 description 3
- 239000004575 stone Substances 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 230000009471 action Effects 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 230000007246 mechanism Effects 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 238000012546 transfer Methods 0.000 description 2
- 230000001154 acute effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 230000000007 visual effect Effects 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
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- 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
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention relates to a tunnel, which comprises a bottom plate, wherein two ends of the bottom plate are respectively provided with a side wall, and the juncture of the side wall and the bottom plate is provided with a foot attaching structure; the shear steel bar penetrates through the foot attaching structure, one end of the shear steel bar stretches into the bottom plate, and the other end of the shear steel bar stretches into the side wall; the bent steel bar comprises an L-shaped right-angle section, one end of the right-angle section extends upwards into the side wall, the other end of the right-angle section extends into the bottom plate, and two ends of the right-angle section are respectively fixed with a bending section which bends towards the inner side of the right-angle section; and the projections of the bending sections and the shear steel bars along the length direction of the tunnel are mutually intersected. According to the invention, the foot-attaching structure is arranged at the connecting part of the lining side wall and the bottom plate to replace the original right-angle connection, and the reasonable arrangement of the shear steel bars and the bending steel bars is combined, so that the stress concentration can be effectively relieved and the shearing resistance can be improved under the condition of little increase of the concrete quantity.
Description
Technical Field
The invention relates to a tunnel, in particular to a tunnel with strong shearing damage resistance.
Background
Hydropower and municipal development in China are gradually transferred to western mountain gorge zones, and tunnel applications are increasing. When the surrounding rock of the tunnel is a discrete loose collapse stack body, the surrounding rock mainly comprises yellow mud clamped by broken stone blocks, partial overhead block falling, poor stability and other geological conditions, and the covering depth of the top of the tunnel is small, thus the surrounding rock of the tunnel belongs to a shallow buried tunnel under the geological conditions of the discrete stack body. In general, the smaller the thickness of the surrounding rock, the worse the bearing capacity, the harder the penetration stability is satisfied, the more the rock body covered on the tunnel roof cannot form a complete supporting ring, and the lining structure bears all the surrounding rock pressure. Based on theoretical analysis and extensive engineering example experience summary, the thickness of the top rock layer of the tunnel(In the formula, the width is calculated/>B and h are respectively the width and height of tunnel excavation,/>The internal friction angle of the bottom rock) is used as a distinguishing demarcation standard of the shallow tunnel, and the following schematic diagram is shown. The shallow-buried tunnel with shallow buried depth and poor surrounding rock stability basically adopts open excavation, so that the shallow-buried tunnel is prevented from being excavated as much as possible, but the shallow-buried underground excavation is increasingly widely applied due to the limit factors such as the geographic conditions, adjacent buildings and the like.
At present, the research on the shear damage resistance of shallow-buried tunnels in China is rare, and especially, the geological conditions of discrete piles are fewer. In the prior art, a city door opening type tunnel is generally preferred as a tunnel entering mode under the conditions of shallow burying and stacking, and the advantages are mainly as follows: the hole forming stress condition is good, the technical process is simple and mature, but the stress concentration effect is obvious at the right-angle connection position of the side wall and the bottom plate, and especially when the mountain rock pressure of the stacking body is borne by the lining alone, the right-angle connection position is easy to shear and break, cracks or breaks occur, and the safe operation of the whole structure is influenced.
Disclosure of Invention
The invention solves the technical problems of overcoming the defects in the prior art and providing the tunnel so as to effectively solve the problems of stress concentration and easy shearing damage at the joint of the side wall and the bottom plate of the tunnel.
In order to solve the technical problems, the technical scheme of the invention is as follows: the tunnel comprises a bottom plate, wherein two ends of the bottom plate are respectively provided with a side wall, and a foot-attaching structure is arranged at the junction of the side wall and the bottom plate; the shear steel bar penetrates through the foot attaching structure, one end of the shear steel bar stretches into the bottom plate, and the other end of the shear steel bar stretches into the side wall; the bent steel bar comprises an L-shaped right-angle section, one end of the right-angle section extends upwards into the side wall, the other end of the right-angle section extends into the bottom plate, and two ends of the right-angle section are respectively fixed with a bending section which bends towards the inner side of the right-angle section; and the projections of the bending sections and the shear steel bars along the length direction of the tunnel are mutually intersected.
According to the invention, the stress concentration area can be effectively dispersed by the design of the foot attaching structure, shearing damage resistant reinforcing steel bars are conditionally arranged and combined for bearing, the shearing resistance of the inner side of the foot attaching structure can be effectively enhanced by the arrangement of the shearing resistant reinforcing steel bars, the reinforcing steel bars penetrate through the foot attaching structure, two ends of the reinforcing steel bars respectively extend into the bottom plate and the side wall, and the initial cracks are effectively limited from the inner side to the outer side and extend by combining with the inner side shearing force; the bending steel bars can strengthen the bending resistance and shearing damage resistance of the outer side of the foot attaching structure, the right-angle section can connect the side wall and the bottom plate into a whole, the integrity of the side wall and the bottom plate is improved, the outer side is jointly born and is subjected to bending deformation, initial cracks are effectively limited to be generated and extended from the outer side to the inner side, the bending section in the side wall can transfer the stress of the inner side part of the side wall to the outer side part of the side wall, the bending section in the bottom plate can realize the stress transfer of the upper side part and the lower side part of the bottom plate, and the bending section can fully utilize the friction force and the biting force of the contact surface of the steel bars and the concrete, so that the integrity of the side wall and the bottom plate is further improved; the foot attaching structure, the shear steel bars and the bending steel bars form a stable structure which is approximately triangular, and the foot attaching structure and the joint of the side wall and the bottom plate form a stress whole with stable structure together, so that the bending resistance and the shearing damage resistance of the part are greatly enhanced.
Further, the cross section of the foot attaching structure is round or chamfer.
Further, the included angle theta between the bending section and the right-angle section is 120-150 degrees.
Further, the shear steel bar sections are sequentially and integrally connected; further, the sections of the bent steel bars are sequentially and integrally connected.
Further, one end of the shear steel bar in the side wall is provided with a first anchoring section extending upwards, and one end of the shear steel bar in the bottom plate is provided with a second anchoring section extending transversely.
Further, the bending section in the side wall is connected with a third anchoring section extending upwards, and the bending section in the bottom plate is connected with a fourth anchoring section extending transversely.
The arrangement of the anchoring section can further strengthen the contact strength between the reinforcing steel bars and the side wall or the bottom plate, and is beneficial to stress transmission.
Further, the number of the shear steel bars is multiple, and the shear steel bars are uniformly distributed along the length direction of the tunnel.
Further, the number of the bent steel bars is multiple, and the bent steel bars are uniformly distributed along the length direction of the tunnel.
Further, vertical stress steel bars and longitudinal stress steel bars are embedded in the side wall, the longitudinal stress steel bars are parallel to the length direction of the tunnel, and the tensile resistance and bending resistance bearing capacity of the side wall concrete are improved.
Further, the bottom plate is embedded with transverse stress steel bars and longitudinal stress steel bars, the longitudinal stress steel bars are parallel to the length direction of the tunnel, and the tensile resistance and bending resistance bearing capacity of the bottom plate concrete are improved.
The arrangement of the longitudinal constructional steel bars can further improve the integrity of the tunnel lining structure and ensure the safety and durability of the structure.
Further, the tunnel is a gate hole, and the top of the side wall is provided with a vault.
Preferably, the tunnel is a shallow-buried tunnel, and further, the shallow-buried tunnel is a symmetrical structure.
For good rock geology, the conventional tunnel design considers that the surrounding rock has better stability and the mountain rock has smaller pressure, so that the stability and safety of the main analysis under the action of water load can be mainly analyzed, and the conventional lining structure design can meet the requirements. However, for a discrete stacking body mainly composed of broken stones, mud and other sediments and distributed in a thin layer manner, particularly the covering depth at the top of a cave is shallow, surrounding rock is poorer in self stability, a stable bearing arch cannot be formed generally, vertical and lateral mountain rock pressures are calculated more appropriately according to the gravity and active soil pressure actions of the rock covering body at the top of the cave arch respectively, the mountain rock pressure cannot be ignored, double overlapping consideration of the mountain rock pressure and water load is required, the conventional lining structure design basically cannot meet the safety and stability requirements, shear steel bars and bent steel bars must be added to improve the stability of the lining structure, the steel bar layout and construction difficulty is greatly improved, and even construction cannot be performed in a limited space. Therefore, the foot attaching structure is provided on the basis of connecting the lining side wall and the bottom plate right angle with the stress concentration area, the transitional relief effect of the stress concentration area is increased, the stress value is effectively reduced, the layout and construction difficulties of shearing resistance and bending reinforcement are reduced more economically, the arrangement form of the shearing resistance and the bending reinforcement is creatively improved on the premise of meeting the structural safety, the integral structural strength of the joint of the side wall and the bottom plate is improved, and the shearing resistance and the damage resistance are improved.
In summary, the joint of the lining side wall and the bottom plate is provided with a foot-pasting structure instead of the original direct connection mode, so that the stress concentration area can be effectively relieved and dispersed, and the shearing damage resistance can be improved and enhanced; meanwhile, because the plain concrete has very low tensile strength, the plain concrete cannot be used for tension members, the foot-attaching structure needs to be a reinforced concrete member, and creative improvement forms of commonly-carried reinforced bar arrangement are also provided, so that the quality and the operation safety are better ensured.
The invention has the beneficial effects that the foot-attaching structure is arranged at the connecting part of the lining side wall and the bottom plate to replace the original right-angle connection, and the reasonable arrangement of the shear steel bars and the bending steel bars is combined, so that the stress concentration can be effectively relieved and the shearing resistance can be improved under the condition that the concrete quantity is little increased; meanwhile, the steel bars are arranged more reasonably, the steel bar amount optimizing space is larger, the investment saving and controlling benefits are more remarkable, and the method has a wide application prospect in reducing the steel bar construction difficulty, accelerating the construction speed and ensuring the operation quality safety.
Drawings
FIG. 1 is a schematic diagram of the relationship between the shallow tunnel structure and the load.
Fig. 2 is a schematic cross-sectional structure of a tunnel according to a first embodiment of the present invention.
Fig. 3 is an enlarged view of a portion of a footprint of a first embodiment of the present invention.
Fig. 4 is a schematic view of the arrangement of reinforcing bars at the foot-attaching structure according to the first embodiment of the present invention.
Fig. 5 is a schematic structural view of a shear bar according to a first embodiment of the present invention.
Fig. 6 is a schematic view of the structure of a bent bar according to the first embodiment of the present invention.
Fig. 7 is a three-dimensional overall effect diagram of a tunnel according to a first embodiment of the present invention.
Fig. 8 is a three-dimensional reinforcement effect diagram (view angle one) of the foot pad structure according to the first embodiment of the present invention.
Fig. 9 is a three-dimensional reinforcement effect diagram (view angle two) of the foot pad structure according to the first embodiment of the present invention.
Fig. 10 is a three-dimensional overall reinforcement effect diagram of a tunnel according to the first embodiment of the present invention.
Fig. 11 is a schematic cross-sectional structure of a tunnel according to a second embodiment of the present invention.
Fig. 12 is an enlarged view of a portion of a footed structure according to a second embodiment of the present invention.
Fig. 13 is a schematic view showing the arrangement of reinforcing bars at the foot-attaching structure according to the second embodiment of the present invention.
Fig. 14 is a three-dimensional overall effect diagram of a tunnel of a second embodiment of the present invention.
Detailed Description
The present invention will be described in detail with reference to examples. It should be noted that, without conflict, the embodiments of the present invention and features of the embodiments may be combined with each other. For convenience of description, the words "upper", "lower", "left" and "right" are used hereinafter to denote only the directions corresponding to the upper, lower, left, and right directions of the drawings, and do not limit the structure.
As shown in fig. 2 to 10, the tunnel comprises a bottom plate 7, wherein two ends of the bottom plate 7 are respectively provided with a side wall 6, and a first foot attaching structure 1 is arranged at the junction of the side wall 6 and the bottom plate 7; the novel building block comprises a base plate 7, a first foot attaching structure, a second foot attaching structure and a first foot attaching structure, wherein the first foot attaching structure comprises a shear steel bar 8 and a bending steel bar 9, one end of the shear steel bar 8 extends into the base plate 7, and the other end of the shear steel bar 8 extends into a side wall 6; the bent steel bar 9 comprises an L-shaped right-angle section 901, one end of the right-angle section 901 extends upwards into the side wall, the other end of the right-angle section 901 extends into the bottom plate 7, and two ends of the right-angle section 901 are respectively fixed with a bending section 902 which is bent towards the inner side of the right-angle section 901; the bending section 902 and the shear steel bar 8 are mutually intersected in the projection along the length direction of the tunnel.
The cross section of the foot attaching structure is in a chamfer shape.
The included angle θ between the bending section 902 and the right-angle section 901 is 135 °.
The shear steel bar 8 is provided with a first anchoring section 801 extending upwards at one end in the side wall, a second anchoring section 802 extending transversely at one end of the shear steel bar 8 in the bottom plate, and an acute angle alpha between the anchoring section and the shear steel bar 8 is 45 degrees. A third anchoring segment 903 extending upwards is connected to the bending segment 902 located in the side wall 6, and a fourth anchoring segment 904 extending transversely is connected to the bending segment 902 located in the bottom plate 7.
The number of the shear steel bars 8 is multiple, and the shear steel bars are uniformly distributed along the length direction of the tunnel. The number of the bent steel bars 9 is multiple, and the bent steel bars are uniformly distributed along the length direction of the tunnel.
The side wall is internally embedded with a vertical stress steel bar 10 and a longitudinal stress steel bar 12, and the longitudinal stress steel bar is parallel to the length direction of the tunnel. The bottom plate is embedded with transverse stress steel bars 11 and longitudinal stress steel bars 12, and the longitudinal stress steel bars are parallel to the length direction of the tunnel.
The tunnel is a gate hole, and the top of the side wall is provided with a vault 5.
In the figure, 3 represents the central axis of the tunnel, and 4 represents the tunnel clearance.
According to the geological conditions disclosed by the actual excavation of the drainage tunnel, surrounding rocks are bulk and are of a bulk structure mainly composed of broken stones and mud, and the surrounding rocks are poor in self-stability and easy to soften when meeting water. Calculation rechecking analysis can be carried out on the right-angle connection and foot pasting structure of the lining side wall and the bottom plate respectively, and the result shows that: ① The positive sections of the bottom plate and the side wall belong to the bent members, the inclined sections at the joints of the bottom plate and the side wall belong to the shearing members, the outer sides of the two ends of the bottom plate and the inner sides of the middle part of the bottom plate are in a tension state, the outer sides of the bottom of the side wall and the inner sides of the waist are in a tension state, the concrete at the foot-attaching part is the mechanism of the shearing damage of the bent members, the influence factors are more, the damage form is complex, the limitation of the tensile and shearing resistance of the foot-attaching concrete is reached, and the research and analysis of the necessity of combined bearing of the foot-attaching concrete and the steel bar are very critical; ② In order to more reasonably and economically adopt a combined bearing mechanism of concrete and steel bars, the calculation of the shear bearing capacity of the inclined section considers the beneficial effects of the shear bearing capacity of the concrete, the shear bearing capacity of the bent steel bars and the axial pressure of the bent steel bars on the member, and the calculation layout of the bent steel bars and the shear steel bars is carried out according to the formula KV.ltoreq.V c+Vsb +0.07N (wherein the main calculation parameter is K is a bearing capacity safety coefficient, V is a shear force value on the inclined section of the member, the shear bearing capacity V c＝0.25fcbh0,fc of the concrete is a concrete axial compression strength design value, the shear bearing capacity V sb＝fyAsbsinθ,fy of the bent steel bars is a steel bar tensile strength design value, θ is an included angle between the bent steel bars and the longitudinal axis of the member on the inclined section, and N is an axial pressure value corresponding to the shear force V), and meanwhile, the friction force and the biting force of an interface between the bent steel bars and the concrete are fully exerted, and the whole body of the shear steel bars is formed by combining anchor bars with the minimum anchoring length; ③ After the anti-shearing foot-attaching structure measures of the embodiment are adopted, the shearing force of the bottom plate corner and the side wall corner is reduced by 33.86 percent and 32.24 percent respectively, the reinforcing bar area is reduced by 42.54 percent and 53.33 percent respectively, and the shearing steel bars are respectively formed byAndOptimized as/>And/>The effect is very obvious.
The amount and arrangement form of the reinforcing steel bars are optimized, and particularly, the inner and outer side shear steel bars of the foot-attaching structure are obvious, and only a small amount of concrete is added on the premise of guaranteeing the engineering quality and running safety through the arrangement and construction of graphic reinforcing steel bars, so that a large amount of reinforcing steel bar amounts are optimized, the arrangement form of the reinforcing steel bars is more reasonable, the arrangement space is simpler and more visual, and the construction difficulty is greatly reduced.
The additional foot attaching structure not only relieves the stress concentration phenomenon at the joint of the lining side wall and the bottom plate, but also optimizes the arrangement space of the shear steel bars at the inner side of the component, and can make up the defect that the original structure can not be provided with the shear steel bars with the inclined cross sections, so as to meet the requirements of the shear bearing capacity at the inner sides of the lining side wall and the bottom plate; meanwhile, the steel bars can be staggered with the vertical stress steel bars and the transverse stress steel bars, so that the construction difficulty is reduced.
The structural configuration of the bending-resistant steel bars can fully exert the tensile and bending-resistant performances of the steel bars, and can be combined with a concrete foot-attaching structure to bear, so that the limitation of the tensile performance of the concrete is better compensated, and the requirements of the shearing and bending-resistant bearing capacity of the outer sides of the lining side walls and the bottom plates are met; meanwhile, the steel bars can be staggered with the vertical stress steel bars and the transverse stress steel bars, so that the construction difficulty is reduced.
The embodiment has the advantages of effectively relieving stress concentration, improving shearing resistance, saving investment, shortening construction period and the like, and has very good popularization value.
As shown in fig. 11 to 14, the first embodiment is repeated, and this embodiment differs from the first embodiment only in the form of the footprint structure, and the present embodiment employs the second footprint structure 2 having a rounded shape.
The foregoing examples are set forth in order to provide a more thorough description of the present application and are not intended to limit the scope of the application, and various modifications of the application, which are equivalent to those skilled in the art upon reading the present application, will fall within the scope of the application as defined in the appended claims.
Claims (8)
1. The tunnel comprises a bottom plate (7), wherein two ends of the bottom plate (7) are respectively provided with a side wall (6), and a foot-attaching structure is arranged at the junction of the side wall (6) and the bottom plate (7); the anti-bending foot-mounted device is characterized by further comprising a shear steel bar (8) and a bending steel bar (9), wherein the shear steel bar (8) penetrates through the foot-mounted structure, one end of the shear steel bar (8) stretches into the bottom plate (7), and the other end of the shear steel bar (8) stretches into the side wall (6); the bent steel bar (9) comprises an L-shaped right-angle section (901), one end of the right-angle section (901) extends upwards into the side wall, the other end of the right-angle section (901) extends into the bottom plate (7), and two ends of the right-angle section (901) are respectively fixed with a bending section (902) which bends towards the inner side of the right-angle section (901); the projections of the bending section (902) and the shear steel bar (8) along the length direction of the tunnel are intersected with each other; the cross section of the foot attaching structure is in a round angle shape or a chamfer angle shape; the number of the bending steel bars (9) is multiple, and the bending steel bars are uniformly distributed along the length direction of the tunnel.
2. The tunnel according to claim 1, characterized in that the angle θ between the bending section (902) and the right-angle section (901) is 120-150 °.
3. Tunnel according to claim 1, characterized in that the shear reinforcement (8) is provided with a first anchoring section (801) extending upwards at the end located in the side wall and a second anchoring section (802) extending transversely at the end located in the soleplate at the shear reinforcement (8).
4. Tunnel according to claim 1, characterized in that the bending section (902) in the side wall (6) is connected with an upwardly extending third anchoring section (903), and the bending section (902) in the bottom plate (7) is connected with a transversely extending fourth anchoring section (904).
5. Tunnel according to claim 1, characterized in that the number of shear bars (8) is a plurality and is evenly distributed along the length of the tunnel.
6. The tunnel according to claim 1, characterized in that the side walls are embedded with vertical stress steel bars (10) and longitudinal stress steel bars, and the longitudinal stress steel bars are parallel to the length direction of the tunnel.
7. The tunnel according to claim 1, characterized in that the bottom plate is embedded with transverse stress steel bars (11) and longitudinal stress steel bars, and the longitudinal stress steel bars are parallel to the length direction of the tunnel.
8. The tunnel according to any one of claims 1-7, characterized in that the tunnel is a merlons tunnel and the roof of the side wall is provided with a dome (5).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201810493400.9A CN108547631B (en) | 2018-05-22 | 2018-05-22 | Tunnel |
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|---|---|---|---|
| CN201810493400.9A CN108547631B (en) | 2018-05-22 | 2018-05-22 | Tunnel |
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| CN108547631A CN108547631A (en) | 2018-09-18 |
| CN108547631B true CN108547631B (en) | 2024-05-07 |
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| CN109578011B (en) * | 2018-11-24 | 2020-08-04 | 温州市久丰建设有限公司 | Supporting structure in municipal tunnel and construction method thereof |
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