CN112012762A - Construction method of double-layer secondary lining multi-arch tunnel structure - Google Patents
Construction method of double-layer secondary lining multi-arch tunnel structure Download PDFInfo
- Publication number
- CN112012762A CN112012762A CN202010718528.8A CN202010718528A CN112012762A CN 112012762 A CN112012762 A CN 112012762A CN 202010718528 A CN202010718528 A CN 202010718528A CN 112012762 A CN112012762 A CN 112012762A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- secondary lining
- layer
- arch
- main
- 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.)
- Granted
Links
- 238000010276 construction Methods 0.000 title claims abstract description 74
- 238000009412 basement excavation Methods 0.000 claims abstract description 24
- 238000000034 method Methods 0.000 claims abstract description 23
- 230000008569 process Effects 0.000 claims abstract description 16
- 239000010410 layer Substances 0.000 claims description 96
- 239000004567 concrete Substances 0.000 claims description 63
- 229910000831 Steel Inorganic materials 0.000 claims description 62
- 239000010959 steel Substances 0.000 claims description 62
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 19
- 238000005192 partition Methods 0.000 claims description 18
- 238000005507 spraying Methods 0.000 claims description 10
- 239000002356 single layer Substances 0.000 claims description 7
- VGGSQFUCUMXWEO-UHFFFAOYSA-N Ethene Chemical compound C=C VGGSQFUCUMXWEO-UHFFFAOYSA-N 0.000 claims description 5
- 230000009471 action Effects 0.000 claims description 5
- 238000005266 casting Methods 0.000 claims description 5
- 239000004746 geotextile Substances 0.000 claims description 5
- 229920001684 low density polyethylene Polymers 0.000 claims description 5
- 239000004702 low-density polyethylene Substances 0.000 claims description 5
- 239000000463 material Substances 0.000 claims description 5
- 238000003466 welding Methods 0.000 claims description 5
- 238000009826 distribution Methods 0.000 claims description 4
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- 238000009434 installation Methods 0.000 claims description 3
- 238000012423 maintenance Methods 0.000 claims description 3
- 238000004078 waterproofing Methods 0.000 claims description 3
- 238000009415 formwork Methods 0.000 claims description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 20
- 238000005034 decoration Methods 0.000 abstract description 4
- 238000003860 storage Methods 0.000 abstract description 4
- 230000002265 prevention Effects 0.000 abstract description 3
- 239000011150 reinforced concrete Substances 0.000 description 7
- 239000011435 rock Substances 0.000 description 4
- 239000011378 shotcrete Substances 0.000 description 4
- 239000000243 solution Substances 0.000 description 4
- 229910000278 bentonite Inorganic materials 0.000 description 2
- 239000000440 bentonite Substances 0.000 description 2
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 2
- 230000002457 bidirectional effect Effects 0.000 description 2
- 238000006243 chemical reaction Methods 0.000 description 2
- 238000005336 cracking Methods 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000008439 repair process Effects 0.000 description 2
- 241000736199 Paeonia Species 0.000 description 1
- BQCADISMDOOEFD-UHFFFAOYSA-N Silver Chemical compound [Ag] BQCADISMDOOEFD-UHFFFAOYSA-N 0.000 description 1
- 238000005422 blasting Methods 0.000 description 1
- 239000004566 building material Substances 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 230000008094 contradictory effect Effects 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
- 230000036571 hydration Effects 0.000 description 1
- 238000006703 hydration reaction Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 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
- 239000004033 plastic Substances 0.000 description 1
- 229920003023 plastic Polymers 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000005204 segregation Methods 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 229910052709 silver Inorganic materials 0.000 description 1
- 239000004332 silver Substances 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 230000009897 systematic effect Effects 0.000 description 1
- 238000005406 washing Methods 0.000 description 1
- 238000004804 winding Methods 0.000 description 1
Images
Classifications
-
- 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
-
- 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
- E21D11/04—Lining with building materials
- E21D11/10—Lining 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
-
- 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
- E21D11/152—Laggings made of grids or nettings
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a construction method of a double-layer secondary lining multi-arch tunnel structure, wherein the number of arches of the multi-arch tunnel structure is more than or equal to 3, a main tunnel of the multi-arch tunnel is constructed before an auxiliary tunnel, and each main tunnel comprises a primary support, a first layer of secondary lining and a second layer of secondary lining. The primary lining is formed into a ring independently, so that the rigidity of primary support can be effectively enhanced, and the tunnel is supported to be formed. After the tunnel adjacent to the main tunnel is excavated, the second secondary lining is applied to the main tunnel, and the second secondary lining is used for safe storage, decoration and water prevention. Even if the first secondary lining is cracked due to excavation disturbance of adjacent tunnels, the second secondary lining which is supplemented later can cover the cracks of the first secondary lining. The invention aims to solve the technical problem that the lining is easy to crack due to disturbance in the construction process of a multi-arch tunnel structure.
Description
Technical Field
The invention relates to the field of tunnel construction, in particular to a construction method of a double-layer secondary lining multi-arch tunnel structure.
Background
In China, the structural form of the tunnel is mostly a double-hole separation type, and the structural form accumulates abundant theoretical and practical experiences in the construction. However, in areas with special geological and topographic conditions, due to comprehensive consideration of factors such as limited overall route and bridge-tunnel connection mode, the double-hole separated tunnel is often difficult to realize. In a mountain and heavy hill area and in a basic farmland and urban land range with precious land resources, the multi-arch tunnel has the characteristics of small occupied area, high underground space utilization rate and the like, and becomes an important structural form. In addition, with the increase of the people's demand for convenient and smooth traffic, the traditional bidirectional four-lane and six-lane tunnels cannot meet the increasing traffic demand. In recent years, examples of super-large span double-arch, three-arch and four-arch projects appear, such as a six-lane double-arch highway tunnel of a Liujia bay of a winding plateau highway, a three-arch tunnel surrounding a region from a grassland slope of No. 2 line of a Xian subway to a Xiaozhai region, a three-arch tunnel between a Paiki 10 line of a Beijing subway and a Paeonia garden station-Jiandein gate station region, a four-arch tunnel adopted in a first-stage project of a first line of a Harbin subway, and the like. The heart-washing tunnel of the silver star road in Changsha city adopts a bidirectional ten-lane four-arch scheme, the excavation width is about 63m, the length is about 497m, the excavation width of the tunnel is far more than that of the fresh four-arch tunnel projects of domestic highways, subways and municipal works, and the project scale is the first of domestic.
The double-arch tunnel has a complex structure, and is excavated and supported in a staggered manner, so that the conversion between the stress of surrounding rock and the stress of a lining becomes very complex, and the stress distribution of the surrounding rock and the stress and deformation of each part of the lining are difficult to accurately solve in the tunnel excavation process; the multi-arch tunnel structure and construction are complex, the waterproof problem of the wild goose-shaped part at the top of the wall in the tunnel is prominent, and systematic and comprehensive research needs to be carried out from three aspects of structural design, waterproof and drainage materials and construction process. With the gradual appearance of three-arch and four-arch tunnels in engineering application, the double-arch tunnel construction technology is taken as a basis, a plurality of technical obstacles exist in the construction of the multi-arch tunnel when being popularized, the original double-arch tunnel construction technology is used, and inherent technical problems of difficult construction method conversion, difficult determination of structure effective load, uncertain middle wall stress, serious crack control and water leakage problems and the like of the multi-arch tunnel are further amplified in the construction of the multi-arch tunnel.
In view of the problem that the safety of the multi-arch tunnel structure cannot be guaranteed, a new technical thought needs to be found urgently to solve the problem, so that the safety and the economy of the multi-arch tunnel construction are improved, and the requirement for quick construction is met.
Disclosure of Invention
The invention mainly aims to provide a construction method of a double-layer secondary lining multi-arch tunnel structure, and aims to solve the technical problem that lining is easy to crack due to disturbance in the construction process of the multi-arch tunnel structure.
In order to achieve the above object, the present invention provides a construction method of a double-layered secondary-lined multi-arch tunnel structure, the number of arches of the multi-arch tunnel structure being greater than or equal to 3, the multi-arch tunnel structure including 2 auxiliary tunnels, at least two intermediate walls, and a main tunnel disposed between two adjacent intermediate walls, the 2 auxiliary tunnels being respectively located at both sides of the multi-arch tunnel, wherein the construction method includes the steps of:
excavating each middle pilot tunnel, and pouring middle partition wall concrete in a segmented mode after excavation to form a plurality of middle partition walls;
excavating a tunnel portal of a first main tunnel;
constructing primary support of a first main tunnel: the method comprises the following steps that a profile steel frame is erected on the top of the intermediate wall, the primary support is formed on the top of the intermediate wall in a concrete spraying mode, and the primary support is connected with the intermediate wall into a whole under the action of concrete; the primary support is used for forming a safe construction space during tunnel portal construction;
performing waterproof treatment on the inner side of the primary support;
constructing a first layer of secondary lining of the first main tunnel: building a template by using a secondary lining trolley after building lining reinforcing steel bars, and pouring concrete to form the first layer of secondary lining; the first layer of secondary lining is independently looped in the tunnel;
two tunnels adjacent to the first main tunnel are excavated, and primary support is simultaneously applied to protect construction;
and after finishing the excavation of two tunnels adjacent to the first main tunnel, returning to the first main tunnel to construct a second layer of secondary lining: the construction method of the second layer of secondary lining is the same as that of the first layer of secondary lining, and the thickness of the second layer of secondary lining is smaller than that of the first layer of secondary lining;
and constructing other main tunnels: the subsequent construction method of the other main tunnels is the same as that of the first main tunnel, and each main tunnel starts to construct the second layer of secondary lining after the excavation of the adjacent tunnel is finished;
and after all the main tunnels are constructed, constructing two auxiliary tunnels finally, wherein the auxiliary tunnels adopt a single-layer secondary lining structure or a double-layer secondary lining structure.
Preferably, after the lining reinforcing steel bars are built, a template is built by using a secondary lining trolley, and concrete is poured to form the first layer of secondary lining, the steps specifically include:
designing reinforcing steel bars according to parameters in the tunnel, marking the arrangement positions of the circumferential main reinforcing steel bars according to the designed reinforcing steel bar intervals, marking the installation positions of longitudinal distribution reinforcing steel bars on the positioning reinforcing steel bars, then binding the reinforcing steel bars in the range, and constructing lining reinforcing steel bars;
building a template by adopting a secondary lining trolley, and placing the bottom surface of the secondary lining trolley on the surface of the concrete filled with the constructed inverted arch; adjusting the center line of the template to coincide with the center of the girder of the trolley, so that the trolley is in a good stress state in the concrete pouring process; the trolley runs to the position of the vertical mold, is adjusted to the accurate position by a jack, and is positioned and retested until the accurate position is adjusted;
when concrete is poured, the concrete is poured in a layered and left-right alternate symmetrical mode, and the vertical distance from the pipe orifice of the conveying hose to the pouring surface is controlled within two meters;
and the maintenance period is not less than 14 days after the form removal, and the first layer of secondary lining is formed.
Preferably, the step of excavating each intermediate wall and pouring intermediate wall concrete in sections after excavation to form a plurality of intermediate walls specifically comprises:
excavating each middle pilot tunnel, and spraying concrete to the tunnel wall of the excavated middle pilot tunnel in the excavating process;
fitting the hole wall profile of the middle pilot tunnel, arranging a plurality of steel arch frames at intervals in the middle pilot tunnel, and connecting adjacent steel arch frames through connecting ribs;
a plurality of support frames are arranged on the ground of the middle pilot tunnel along the depth direction of the middle pilot tunnel, and the plurality of support frames are correspondingly connected with the plurality of steel arches one by one;
arranging a reinforcing mesh on the plurality of steel arch frames;
and pouring partition wall concrete in each middle guide hole in a segmented mode to form a plurality of partition walls.
Preferably, the step of excavating the tunnel portal of the first main tunnel specifically includes:
dividing a tunnel portal of a first main tunnel into a left portal and a right portal, excavating the left portal, arranging a small grouting guide pipe at a left arch part for advanced pre-support, arranging a left arch part steel frame in the tunnel, and connecting the left arch part steel frame with an embedded steel frame in the middle partition wall; excavating the left tunnel portal for 30-40 m, then excavating the right tunnel portal, arranging the same grouting small guide pipe on the right arch part for advanced pre-support, and arranging a right arch part steel frame; and alternately excavating the left side hole and the right side hole until the tunnel hole of the whole main tunnel is excavated.
Preferably, the step of erecting the profile steel frame on the top of the mid-wall specifically includes:
and erecting a profile steel frame on the wall top of the intermediate wall, connecting the profile steel frame with the steel frame embedded in the intermediate wall, and fixing the connection part in a welding or bolt locking mode.
Preferably, the construction method further comprises:
and numbering all the main tunnels in sequence from left to right or from right to left, and installing the numbering sequence to construct the main tunnels.
Preferably, the step of performing waterproofing treatment on the inner side of the primary support specifically includes:
and constructing a waterproof layer and a drainage system on the inner side of the primary support, wherein the waterproof layer is made of geotextile and LDPE waterproof material.
Preferably, the thickness of the first layer of secondary lining is 35-40cm, and the thickness of the second layer of secondary lining is 25-30 cm.
In the scheme of the application, the multi-arch tunnel structure comprises at least one main tunnel and two auxiliary tunnels, the main tunnel is constructed in advance of the auxiliary tunnels, and each main tunnel comprises a primary support, a first layer of secondary lining and a second layer of secondary lining. The primary support is formed by the primary lining and the secondary lining, and the primary support is formed by the primary lining and the secondary lining. After the tunnel adjacent to the main tunnel is excavated, the second secondary lining is applied to the main tunnel, and the second secondary lining is used for safe storage, decoration and water prevention. Even if the first secondary lining is cracked due to excavation disturbance of adjacent tunnels, the second secondary lining which is supplemented later can cover the cracks of the first secondary lining. The reinforced concrete secondary lining of the second layer which is closed to form a ring alone is additionally arranged in the later stage, so that the problem that secondary lining cracks due to disturbance in the construction process of a multi-arch tunnel structure is solved.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the structures shown in the drawings without creative efforts.
FIG. 1 is a schematic structural view of a double-layered secondary-lined multi-arch tunnel structure of the present invention;
FIG. 2 is a partial view of FIG. 1;
fig. 3 is a schematic flow chart of the construction method of the double-layer secondary-lined multi-arch tunnel structure of the present invention.
The implementation, functional features and advantages of the objects of the present invention will be further explained with reference to the accompanying drawings.
The reference numbers illustrate:
110-primary support, 120-first layer secondary lining, 130-second layer secondary lining;
210-single-layer support and 220-single-layer lining;
300-intermediate wall.
Detailed Description
It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
It should be noted that all the directional indicators (such as up, down, left, right, front, and rear … …) in the embodiment of the present invention are only used to explain the relative position relationship between the components, the movement situation, etc. in a specific posture (as shown in the drawing), and if the specific posture is changed, the directional indicator is changed accordingly.
In addition, the descriptions related to "first", "second", etc. in the present invention are for descriptive purposes only and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In addition, technical solutions between various embodiments may be combined with each other, but must be realized by a person skilled in the art, and when the technical solutions are contradictory or cannot be realized, such a combination should not be considered to exist, and is not within the protection scope of the present invention.
Referring to fig. 1 to 2, in order to achieve the above object, the present invention provides a double-layered secondary-lined multi-arch tunnel structure, the number of arches of the multi-arch tunnel structure is greater than or equal to 3, the multi-arch tunnel structure includes 2 auxiliary tunnels, at least two intermediate walls 300, and a main tunnel disposed between two adjacent intermediate walls 300, the 2 auxiliary tunnels are respectively located at both sides of the multi-arch tunnel, wherein each main tunnel includes a primary support 110, a first secondary lining 120, and a second secondary lining 130; the primary support 110 is composed of a steel frame and a sprayed concrete structure, and the primary support 110 is arranged on the tops of two adjacent intermediate walls 300 in a spanning mode; the first secondary lining 120 is arranged on the inner side of the primary support 110 and is attached to the intermediate wall 300, and the first secondary lining 120 is of a reinforced concrete structure and is formed into a ring independently; the second secondary lining 130 is arranged on the inner side of the first secondary lining 120, and the second secondary lining 130 is of a reinforced concrete structure and is independent in a ring.
Wherein the intermediate wall 300 serves to support the sides of the tunnel and serves as a construction foundation for the preliminary bracing 110. The preliminary bracing 110 is integrated with the intermediate wall 300 under the action of concrete; the preliminary bracing 110 is used to form a safe construction space at the time of construction of the tunnel portal. Further, the cross section of the preliminary bracing 110 is arc-shaped, supports the ceiling of the tunnel, and both ends thereof are respectively disposed over the two adjacent intermediate walls 300.
Wherein, the first secondary lining 120 and the second secondary lining 130 can be both reinforced concrete structures. After the first secondary lining 120 is completed, the adjacent tunnels begin to be excavated, and after the adjacent tunnels are excavated, the tunnels are returned to the previous tunnels to perform the construction of the second secondary lining 130. Under the construction sequence, the first layer of secondary lining 120 supports the forming of the tunnel which is constructed firstly, however, the adjacent tunnels are excavated in advance, even if the first layer of secondary lining 120 is cracked and seeped due to the excavation disturbance of the adjacent tunnels, the second layer of secondary lining 130 which is supplemented later can also cover the cracks of the first layer of secondary lining 120 and repair the cracks, thereby solving the problem of cracking and seeping.
In the scheme of the application, the multi-arch tunnel structure comprises at least one main tunnel and two auxiliary tunnels, wherein the main tunnel is constructed in advance of the auxiliary tunnels, and each main tunnel comprises a primary support 110, a first layer of secondary lining 120 and a second layer of secondary lining 130. The first layer of secondary lining 120 is formed into a ring independently, so that the rigidity of the primary support 110 can be effectively enhanced, the forming of the tunnel is supported, and the excavation disturbance during the construction of the adjacent tunnel is resisted. After the tunnel adjacent to the main tunnel is excavated, the second secondary lining 130 is applied to the main tunnel, and the second secondary lining 130 plays a role in safety storage, decoration and water resistance. Even if the first secondary lining 120 cracks due to disturbance of excavation of the adjacent tunnel, the second secondary lining 130, which is supplemented later, can cover the cracks of the first secondary lining 120. The reinforced concrete secondary lining of the second layer which is closed to form a ring alone is additionally arranged in the later stage, so that the problem that secondary lining cracks due to disturbance in the construction process of a multi-arch tunnel structure is solved.
In a preferred embodiment of the present invention, the steel frames of the preliminary bracing 110 are connected to steel frames embedded in the intermediate wall 300 and are integrally connected to the intermediate wall 300 by shotcrete. The profile steel frames of the preliminary bracing 110 and the steel frames embedded in the intermediate wall 300 can enhance the bracing strength of the preliminary bracing 110 by welding, and the preliminary bracing 110 and the intermediate wall 300 are tightly connected into a whole by spraying concrete after welding.
Preferably, the primary tunnel further includes a waterproof layer and a drainage system disposed between the preliminary bracing 110 and the first secondary lining 120. The waterproof layer may be formed of a waterproof building material for isolating water from the first secondary lining 120. The waterproof layer can adopt geotextile and an LDPE waterproof layer, and water is blocked outside the secondary lining to serve as a first waterproof measure. The mold concrete of the secondary lining is cast by waterproof concrete above C25, a deformation joint of a tunnel body can be provided with a buried rubber water stop, a construction joint is provided with a bentonite rubber water bar with a grouting pipe, and a construction longitudinal joint between the side wall foundation and the secondary lining of the arch wall is also provided with the rubber water stop as a second waterproof measure. In addition, a drainage system may be disposed between the waterproof layer and the first secondary lining 120, and the water from the ground surface is drained through the drainage system.
Preferably, the first layer of secondary lining 120 may be formed by segmental casting using an integral arc-shaped formwork, so as to ensure the continuity and quality of casting. Further, the thickness of the second layer of secondary lining 130 is less than that of the first layer of secondary lining 120, the thickness of the first layer of secondary lining 120 is 35-40cm, and the thickness of the second layer of secondary lining 130 is 25-30cm, so as to reduce the structure volume.
As a preferred embodiment of the present invention, the secondary tunnel includes a single-layered support 210 and a single-layered lining 220 disposed inside the single-layered support. It should be noted that the auxiliary tunnels are tunnels on both sides of the multi-arch tunnel, and after the main tunnel is constructed, the construction of the auxiliary tunnels is performed. Because the main tunnel is constructed in advance, the constructed main tunnel is easy to disturb when adjacent tunnels are excavated, so that the secondary lining of the main tunnel is cracked. The auxiliary tunnel is constructed finally, so that the auxiliary tunnel is not disturbed after the construction is finished, and the cost can be saved by directly adopting the conventional single-layer supporting 210 structure. Further, the auxiliary tunnel may include a single-layered support 210 and a single-layered lining 220, the single-layered support 210 is constructed of a steel frame and a sprayed concrete structure, one end of the single-layered support 210 is spanned over the top of the intermediate wall 300, the steel frame of the single-layered support 210 is connected to a steel frame embedded in the intermediate wall 300 and is integrally connected to the intermediate wall 300 by sprayed concrete; the single-layered lining 220 is disposed inside the single-layered support 210.
As an embodiment of the present invention, the side surface of the intermediate wall 300 may be an arc surface which is inwardly recessed, the cross section of the preliminary bracing 110 is arc-shaped, and the side surface of the intermediate wall 300 is connected to the arc inner side surface of the first preliminary bracing 110 to form a semicircular inner wall surface together. The intermediate wall 300 may be formed by pouring concrete through a steel arch. During specific construction, a plurality of steel arch frames are arranged in the middle pilot tunnel at intervals, and adjacent steel arch frames are connected through connecting ribs. A plurality of support frames are arranged on the ground of the middle pilot tunnel along the depth direction of the middle pilot tunnel, and the support frames are connected with the steel arches in a one-to-one correspondence manner; reinforcing meshes are arranged on the steel frameworks, and concrete of the intermediate wall 300 is poured in the intermediate pilot tunnel in sections to form the intermediate wall 300. Further, an anchor rod extending toward the ground is further provided in the intermediate wall 300, the anchor rod is connected to the steel arch, and the anchor rod stably fixes the intermediate wall 300 to the ground.
Referring to fig. 3, in order to construct the double-layer secondary lining multi-arch tunnel structure, the construction method provided by the invention is as follows:
s10, excavating each middle pilot tunnel, and pouring middle partition wall concrete in a segmented mode after excavation to form a plurality of middle partition walls;
when the combined arch tunnel is constructed, a three-pilot-hole construction method or a middle pilot-main-hole construction method can be adopted. The three-pilot-hole method is that firstly, a middle pilot hole is excavated, then an intermediate wall is constructed, and then left and right pilot holes are respectively excavated. The main purpose of excavating the middle pilot tunnel is to construct an intermediate wall firstly. The middle pilot tunnel-main tunnel construction method is an efficient construction method widely used for double arch tunnel construction. The method is characterized in that smooth blasting large-section excavation is adopted, support means such as anchors, spraying, nets, steel arches, advanced ducts, advanced pipe sheds and the like are used, a through middle pilot tunnel is excavated firstly, and middle partition wall concrete is poured.
S20, excavating a tunnel portal of the first main tunnel;
when the construction is carried out by adopting the pilot tunnel-main tunnel method, the waterproof material of the top of the middle partition wall is laid, the concrete with the same mark number of the middle partition wall is backfilled, a long pipe shed is arranged for grouting, then the upper arch and the temporary support of the right tunnel are excavated, and the deformation observation of the surrounding rock is carried out. And after the right tunnel upper arch is pushed to a proper distance, excavating the left tunnel upper arch, well performing temporary support of the upper arch, and well performing deformation observation on surrounding rock.
And S30, constructing primary support of the first main tunnel: the method comprises the following steps that a profile steel frame is erected on the top of the intermediate wall, the primary support is formed on the top of the intermediate wall in a concrete spraying mode, and the primary support is connected with the intermediate wall into a whole under the action of concrete; the primary support is used for forming a safe construction space during tunnel portal construction;
the first-layer primary support is connected with the intermediate wall into a whole under the action of concrete by spraying the concrete, so that the strength and reliability of the support are enhanced.
S40, performing waterproof treatment on the inner side of the primary support;
s50, constructing a first layer of secondary lining of the first main tunnel: building a template by using a secondary lining trolley after building lining reinforcing steel bars, and pouring concrete to form the first layer of secondary lining; the first layer of secondary lining is independently looped in the tunnel;
the first layer of secondary lining is mainly made of reinforced concrete and has the thickness of 35-45 cm. The first layer of secondary lining is used for resisting load, protecting the interior of the tunnel and supporting the forming of the tunnel. The secondary lining can adopt a lining trolley to symmetrically pour secondary lining concrete.
S60, two tunnels adjacent to the first main tunnel are excavated, and primary support is simultaneously applied to protect construction;
s70, after the excavation of the two tunnels adjacent to the first main tunnel is finished, returning to the first main tunnel to construct a second layer of secondary lining: the construction method of the second layer of secondary lining is the same as that of the first layer of secondary lining, and the thickness of the second layer of secondary lining is smaller than that of the first layer of secondary lining;
although the first secondary lining can support the forming of the tunnel and is combined with primary support to resist disturbance, the first secondary lining is inevitably provided with small cracks under the continuous excavation disturbance of two adjacent tunnels. These cracks affect the aesthetics and also the potential for water penetration. Therefore, after the adjacent tunnels are excavated, the tunnel returns to the previous tunnel to perform the construction of the second layer of secondary lining, and the second layer of secondary lining can play the roles of repairing and strengthening. Even if the first layer of secondary lining has cracked and seeped water due to the disturbance of the excavation of the adjacent tunnel, the second layer of secondary lining which is supplemented later can also carry out covering repair on the cracks of the first layer of secondary lining, thus solving the problem of cracking and seeping water. The thickness of the second layer of secondary lining is 25-30cm, which is smaller than that of the first layer of secondary lining.
S80, executing the remaining main tunnels: the subsequent construction method of the other main tunnels is the same as that of the first main tunnel, and each main tunnel starts to construct the second layer of secondary lining after the excavation of the adjacent tunnel is finished;
the construction methods of all the main tunnels have little difference, and all the main tunnels start to construct the second layer of secondary lining after the excavation of the adjacent tunnels is finished, otherwise, the second layer of secondary lining cannot play a repairing role.
And S90, constructing all the main tunnels, and constructing two auxiliary tunnels finally, wherein the auxiliary tunnels adopt a single-layer secondary lining structure or a double-layer secondary lining structure.
Because the main tunnel is constructed in advance, the constructed main tunnel is easily disturbed when adjacent tunnels are excavated, so that the secondary lining of the main tunnel is cracked, and the main tunnel is completely of a double-layer secondary lining supporting structure. The auxiliary tunnel is constructed finally, so that the auxiliary tunnel is not disturbed after construction is finished, and the cost can be saved by directly adopting the conventional single-layer secondary lining structure.
In the scheme of the application, the multi-arch tunnel structure comprises at least one main tunnel and two auxiliary tunnels, the main tunnel is constructed in advance of the auxiliary tunnels, and each main tunnel comprises a primary support, a first layer of secondary lining and a second layer of secondary lining. The primary support is formed by the primary lining and the secondary lining, and the primary support is formed by the primary lining and the secondary lining. After the tunnel adjacent to the main tunnel is excavated, the second secondary lining is applied to the main tunnel, and the second secondary lining is used for safe storage, decoration and water prevention. Even if the first secondary lining is cracked due to excavation disturbance of adjacent tunnels, the second secondary lining which is supplemented later can cover the cracks of the first secondary lining. The reinforced concrete secondary lining of the second layer which is closed to form a ring alone is additionally arranged in the later stage, so that the problem that secondary lining cracks due to disturbance in the construction process of a multi-arch tunnel structure is solved.
As a specific embodiment of the present invention, the step of building a template with a secondary lining trolley after building lining steel bars, and pouring concrete to form the first layer of secondary lining specifically comprises:
s51, designing steel bars according to parameters in the tunnel, marking the arrangement positions of the circumferential main bars according to the designed steel bar intervals, marking the installation positions of the longitudinal distribution bars on the positioning steel bars, then binding the steel bars in the range, and constructing lining steel bars;
s52, building a template by adopting a secondary lining trolley, and placing the bottom surface of the secondary lining trolley on the concrete surface filled with the constructed inverted arch; adjusting the center line of the template to coincide with the center of the girder of the trolley, so that the trolley is in a good stress state in the concrete pouring process; the trolley runs to the position of the vertical mold, is adjusted to the accurate position by a jack, and is positioned and retested until the accurate position is adjusted;
wherein, in order to avoid the trolley floating up when the side wall concrete is poured, a wooden support or a jack is additionally arranged on the top of the trolley. While checking whether the working window is in good condition. And the design of the reserved settlement amount needs to be considered when the paying-off is measured.
S53, when concrete is poured, the concrete is poured in a layered and left-right alternate symmetrical mode, and the vertical distance between the pipe orifice of the conveying hose and the pouring surface is controlled within two meters;
the cast concrete adopts layered, left-right alternate and symmetrical casting, the height difference of two sides is controlled within 1.8m, the vertical distance from the pipe orifice of the conveying hose to the casting surface is controlled within two meters, so as to prevent concrete segregation. The pouring process needs to be continuous, cold joints caused by stop are avoided, and the construction joints are processed when the stop time exceeds one hour. When the concrete is poured 50cm below the operation window, dirt near the window is scraped, a release agent is coated, and putty is coated at the joint of the window and the panel to ensure tight combination and prevent slurry leakage. And when the tunnel lining is capped, selecting proper concrete slump, and performing pressure injection capping from a pouring opening of the arch part. The concrete is pumped one by one from the top-sealing opening, the concrete pump is continuously operated, the delivery pipe is straight, the turning is slow, the joint is tight, and the pipeline is lubricated before pumping. And (3) embedding plastic grouting pipes longitudinally at preset intervals during top lining, and performing grouting treatment after lining.
And S54, forming the first secondary lining layer after the maintenance period is not less than 14 days after the form removal.
The strength of the concrete after pouring is more than 8.0 MPa. Before form removal, the outer surface of the template can be washed by water, and after form removal, the surface of the concrete is sprayed by high-pressure water so as to reduce hydration heat, and the curing period is not less than 14 days, so that the first layer of secondary lining is formed.
In addition, the concrete needs to be positioned by a fixing person and is tamped by an inserted vibrator, so that the compactness of the concrete is ensured; and the outer knocking vibration of the wooden hammer mold and the inserted vibrator are used for tamping below the arch camber line to inhibit the generation of air bubbles on the surface of the concrete. The vibrating rod is strictly prohibited from pulling the concrete during the pouring process.
Preferably, the step of excavating each intermediate wall and pouring intermediate wall concrete in sections after excavation to form a plurality of intermediate walls specifically comprises:
excavating each middle pilot tunnel, and spraying concrete to the tunnel wall of the excavated middle pilot tunnel in the excavating process;
fitting the hole wall profile of the middle pilot tunnel, arranging a plurality of steel arch frames at intervals in the middle pilot tunnel, and connecting adjacent steel arch frames through connecting ribs;
a plurality of support frames are arranged on the ground of the middle pilot tunnel along the depth direction of the middle pilot tunnel, and the plurality of support frames are correspondingly connected with the plurality of steel arches one by one;
arranging a reinforcing mesh on the plurality of steel arch frames;
and pouring partition wall concrete in each middle guide hole in a segmented mode to form a plurality of partition walls.
As an optional implementation manner of the present invention, the step of excavating the tunnel portal of the first main tunnel may specifically include:
dividing a tunnel portal of a first main tunnel into a left portal and a right portal, excavating the left portal, arranging a small grouting guide pipe at a left arch part for advanced pre-support, arranging a left arch part steel frame in the tunnel, and connecting the left arch part steel frame with an embedded steel frame in the middle partition wall; excavating the left tunnel portal for 30-40 m, then excavating the right tunnel portal, arranging the same grouting small guide pipe on the right arch part for advanced pre-support, and arranging a right arch part steel frame; and alternately excavating the left side hole and the right side hole until the tunnel hole of the whole main tunnel is excavated. The construction operation safety is provided by alternately excavating left and right and carrying out advanced pre-supporting.
Preferably, the step of erecting the profile steel frame on the top of the mid-wall specifically includes: and erecting a profile steel frame on the wall top of the intermediate wall, connecting the profile steel frame with the steel frame embedded in the intermediate wall, and fixing the connection part in a welding or bolt locking mode. In order to fully connect the primary support of the first layer and the intermediate wall into a whole, the steel frame of the primary support of the first layer and the steel frame embedded in the intermediate wall are fixedly connected and integrally formed by spraying concrete.
As a preferred embodiment of the present invention, the construction method may further include: and numbering all the main tunnels in sequence from left to right or from right to left, and installing the numbering sequence to construct the main tunnels. Through constructing main tunnel according to a certain direction in order, can make the main tunnel that is located in the middle receive once the disturbance, make the efficiency of construction higher simultaneously.
Preferably, the step of performing waterproofing treatment on the inner side of the primary support specifically includes: and constructing a waterproof layer and a drainage system on the inner side of the primary support, wherein the waterproof layer is made of geotextile and LDPE waterproof material. The waterproof layer can adopt geotextile and an LDPE waterproof layer, and water is blocked outside the secondary lining to serve as a first waterproof measure. The mold concrete of the secondary lining is cast by waterproof concrete above C25, a deformation joint of a tunnel body can be provided with a buried rubber water stop, a construction joint is provided with a bentonite rubber water bar with a grouting pipe, and a construction longitudinal joint between the side wall foundation and the secondary lining of the arch wall is also provided with the rubber water stop as a second waterproof measure.
The above description is only a preferred embodiment of the present invention, and not intended to limit the scope of the present invention, and all modifications of equivalent structures and equivalent processes, which are made by using the contents of the present specification and the accompanying drawings, or directly or indirectly applied to other related technical fields, are included in the scope of the present invention.
Claims (8)
1. A construction method of a double-layer secondary-lined multi-arch tunnel structure, wherein the number of the multi-arch tunnels is more than or equal to 3, each multi-arch tunnel comprises 2 auxiliary tunnels, at least two intermediate walls and a main tunnel arranged between two adjacent intermediate walls, and the 2 auxiliary tunnels are respectively positioned at two sides of the multi-arch tunnel, and is characterized by comprising the following steps:
excavating each middle pilot tunnel, and pouring middle partition wall concrete in a segmented mode after excavation to form a plurality of middle partition walls;
excavating a tunnel portal of a first main tunnel;
constructing primary support of a first main tunnel: the method comprises the following steps that a profile steel frame is erected on the top of the intermediate wall, the primary support is formed on the top of the intermediate wall in a concrete spraying mode, and the primary support is connected with the intermediate wall into a whole under the action of concrete; the primary support is used for forming a safe construction space during tunnel portal construction;
performing waterproof treatment on the inner side of the primary support;
constructing a first layer of secondary lining of the first main tunnel: building a template by using a secondary lining trolley after building lining reinforcing steel bars, and pouring concrete to form the first layer of secondary lining; the first layer of secondary lining is independently looped in the tunnel;
two tunnels adjacent to the first main tunnel are excavated, and primary support is simultaneously applied to protect construction;
and after finishing the excavation of two tunnels adjacent to the first main tunnel, returning to the first main tunnel to construct a second layer of secondary lining: the construction method of the second layer of secondary lining is the same as that of the first layer of secondary lining, and the thickness of the second layer of secondary lining is smaller than that of the first layer of secondary lining;
and constructing other main tunnels: the subsequent construction method of the other main tunnels is the same as that of the first main tunnel, and each main tunnel starts to construct the second layer of secondary lining after the excavation of the adjacent tunnel is finished;
and after all the main tunnels are constructed, constructing two auxiliary tunnels finally, wherein the auxiliary tunnels adopt a single-layer secondary lining structure or a double-layer secondary lining structure.
2. The construction method according to claim 1, wherein the step of building a formwork by using a secondary lining trolley after the lining reinforcing steel bars are built, and pouring concrete to form the first layer of the secondary lining comprises the following specific steps:
designing reinforcing steel bars according to parameters in the tunnel, marking the arrangement positions of the circumferential main reinforcing steel bars according to the designed reinforcing steel bar intervals, marking the installation positions of longitudinal distribution reinforcing steel bars on the positioning reinforcing steel bars, then binding the reinforcing steel bars in the range, and constructing lining reinforcing steel bars;
building a template by adopting a secondary lining trolley, and placing the bottom surface of the secondary lining trolley on the surface of the concrete filled with the constructed inverted arch; adjusting the center line of the template to coincide with the center of the girder of the trolley, so that the trolley is in a good stress state in the concrete pouring process; the trolley runs to the position of the vertical mold, is adjusted to the accurate position by a jack, and is positioned and retested until the accurate position is adjusted;
when concrete is poured, the concrete is poured in a layered and left-right alternate symmetrical mode, and the vertical distance from the pipe orifice of the conveying hose to the pouring surface is controlled within two meters;
and the maintenance period is not less than 14 days after the form removal, and the first layer of secondary lining is formed.
3. The construction method according to claim 1, wherein the excavating each intermediate wall and the step of casting the intermediate wall concrete in sections to form a plurality of intermediate walls after excavating each intermediate wall specifically comprises the steps of:
excavating each middle pilot tunnel, and spraying concrete to the tunnel wall of the excavated middle pilot tunnel in the excavating process;
fitting the hole wall profile of the middle pilot tunnel, arranging a plurality of steel arch frames at intervals in the middle pilot tunnel, and connecting adjacent steel arch frames through connecting ribs;
a plurality of support frames are arranged on the ground of the middle pilot tunnel along the depth direction of the middle pilot tunnel, and the plurality of support frames are correspondingly connected with the plurality of steel arches one by one;
arranging a reinforcing mesh on the plurality of steel arch frames;
and pouring partition wall concrete in each middle guide hole in a segmented mode to form a plurality of partition walls.
4. The construction method according to claim 1, wherein the step of excavating the tunnel portal of the first main tunnel comprises:
dividing a tunnel portal of a first main tunnel into a left portal and a right portal, excavating the left portal, arranging a small grouting guide pipe at a left arch part for advanced pre-support, arranging a left arch part steel frame in the tunnel, and connecting the left arch part steel frame with an embedded steel frame in the middle partition wall; excavating the left tunnel portal for 30-40 m, then excavating the right tunnel portal, arranging the same grouting small guide pipe on the right arch part for advanced pre-support, and arranging a right arch part steel frame; and alternately excavating the left side hole and the right side hole until the tunnel hole of the whole main tunnel is excavated.
5. The construction method according to claim 1, wherein the step of erecting the steel section frame on the top of the intermediate wall specifically comprises:
and erecting a profile steel frame on the wall top of the intermediate wall, connecting the profile steel frame with the steel frame embedded in the intermediate wall, and fixing the connection part in a welding or bolt locking mode.
6. The construction method according to any one of claims 1 to 5, further comprising:
and numbering all the main tunnels in sequence from left to right or from right to left, and installing the numbering sequence to construct the main tunnels.
7. The construction method according to any one of claims 1 to 5, wherein the step of performing waterproofing treatment on the inside of the preliminary bracing specifically includes:
and constructing a waterproof layer and a drainage system on the inner side of the primary support, wherein the waterproof layer is made of geotextile and LDPE waterproof material.
8. The method according to any one of claims 1 to 5, wherein the thickness of the first layer of secondary lining is 35-40cm and the thickness of the second layer of secondary lining is 25-30 cm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010718528.8A CN112012762B (en) | 2020-07-23 | 2020-07-23 | Construction method of double-layer secondary lining multi-arch tunnel structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010718528.8A CN112012762B (en) | 2020-07-23 | 2020-07-23 | Construction method of double-layer secondary lining multi-arch tunnel structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN112012762A true CN112012762A (en) | 2020-12-01 |
| CN112012762B CN112012762B (en) | 2022-09-23 |
Family
ID=73500032
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010718528.8A Active CN112012762B (en) | 2020-07-23 | 2020-07-23 | Construction method of double-layer secondary lining multi-arch tunnel structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112012762B (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114086966A (en) * | 2021-11-17 | 2022-02-25 | 湖南省交通规划勘察设计院有限公司 | Construction method for fine vibration-damping blasting of four-arch tunnel |
| CN114263467A (en) * | 2021-11-17 | 2022-04-01 | 湖南省交通规划勘察设计院有限公司 | Excavation design construction method for four-arch tunnel |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20070101541A (en) * | 2006-04-11 | 2007-10-17 | 김성수 | Construction method of multiple arch tunnel |
| CN101067374A (en) * | 2007-02-13 | 2007-11-07 | 铁道第二勘察设计院 | Single-hole double-layer overlapping tunnel structure and construction method thereof |
| CN202707073U (en) * | 2012-08-10 | 2013-01-30 | 浙江省交通规划设计研究院 | Arch tunnel structure |
| CN109252877A (en) * | 2018-09-05 | 2019-01-22 | 中国建筑土木建设有限公司 | Multi-step construction method for double-layer two-lining combined beam plate structure of proximity tunnel |
| CN110307002A (en) * | 2019-05-09 | 2019-10-08 | 深圳市综合交通设计研究院有限公司 | The extra small clear-distance tunnel of a kind of II, III level country rock refines construction method |
-
2020
- 2020-07-23 CN CN202010718528.8A patent/CN112012762B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20070101541A (en) * | 2006-04-11 | 2007-10-17 | 김성수 | Construction method of multiple arch tunnel |
| CN101067374A (en) * | 2007-02-13 | 2007-11-07 | 铁道第二勘察设计院 | Single-hole double-layer overlapping tunnel structure and construction method thereof |
| CN202707073U (en) * | 2012-08-10 | 2013-01-30 | 浙江省交通规划设计研究院 | Arch tunnel structure |
| CN109252877A (en) * | 2018-09-05 | 2019-01-22 | 中国建筑土木建设有限公司 | Multi-step construction method for double-layer two-lining combined beam plate structure of proximity tunnel |
| CN110307002A (en) * | 2019-05-09 | 2019-10-08 | 深圳市综合交通设计研究院有限公司 | The extra small clear-distance tunnel of a kind of II, III level country rock refines construction method |
Non-Patent Citations (2)
| Title |
|---|
| 周江天: "四连拱大跨度浅埋隧道的设计", 《现代隧道技术》 * |
| 胡学兵等: "密集建筑群下城市浅埋大跨隧道设计研究", 《公路交通技术》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114086966A (en) * | 2021-11-17 | 2022-02-25 | 湖南省交通规划勘察设计院有限公司 | Construction method for fine vibration-damping blasting of four-arch tunnel |
| CN114263467A (en) * | 2021-11-17 | 2022-04-01 | 湖南省交通规划勘察设计院有限公司 | Excavation design construction method for four-arch tunnel |
Also Published As
| Publication number | Publication date |
|---|---|
| CN112012762B (en) | 2022-09-23 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106337686B (en) | Three layers of subway station canopy structure of rocky stratum tunneling and construction method | |
| CN109026064B (en) | Construction method for large-span multi-arch tunnel with semi-bright and semi-dark | |
| CN105064397B (en) | Open excavation construction method for expanding excavation of station on metro interzone shield tunnel foundation | |
| JP7394252B1 (en) | Protruding type wind duct structure perpendicular to the vertical direction and construction method at deep subway station | |
| CN106812542B (en) | It is a kind of using prefabricated components and preceding slotting shield builds the construction method of subway station | |
| CN204729099U (en) | Rock quality layer tunneling three layers of subway station canopy structure | |
| CN105201516B (en) | A kind of main structure of subway station and its tetrad arch PBA excavating construction methods | |
| CN101769154A (en) | Excavation supporting method for tunnel construction | |
| CN105089670B (en) | Construction method for enlarging and excavating subway station on basis of parallel interval shield tunnel | |
| CN211144503U (en) | High steep topography bridge tunnel meets section open cut tunnel and connects long structure | |
| CN110159294B (en) | Construction method for lengthening open cut tunnel at tunnel junction section of high and steep terrain bridge | |
| CN112575670B (en) | T-shaped rigid frame bridge suitable for tunnel to pass through giant karst cave and construction technology thereof | |
| CN111997624A (en) | Shallow-buried large-section underground excavation rectangular tunnel construction method | |
| CN104806274A (en) | Large-span long-distance underground space main body supporting integrated structure and construction method | |
| CN112012762B (en) | Construction method of double-layer secondary lining multi-arch tunnel structure | |
| CN208899527U (en) | A kind of supporting and the integrated system of Pipe rack | |
| CN113236259A (en) | Special construction process for excavation and supporting of combined tunnel | |
| CN112012763B (en) | Construction method of double-layer primary support multi-arch tunnel structure | |
| CN206158753U (en) | Shield constructs well end bassoon canopy system of consolidating based on major structure | |
| CN112813757A (en) | Foam light soil composite roadbed construction method for bridge head transition treatment | |
| CN112012761B (en) | Construction method of anti-disturbance double-arch tunnel structure | |
| CN213175669U (en) | Disturbance-resistant double-arch tunnel structure | |
| CN106193120A (en) | Basement is encorbelmented, and base plate is inverse makees structure and construction method | |
| CN212958666U (en) | Multi-arch tunnel structure of double-layer primary support | |
| CN215906845U (en) | Large-span vestibule mounting structure in foundation pit |
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 | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20230517 Address after: No. 598, Section 1, Yueliangdao Road, Wangcheng District, Changsha, Hunan 410000 Patentee after: HUNAN PROVINCIAL COMMUNICATIONS PLANNING SURVEY AND DESIGN INSTITUTE Co.,Ltd. Patentee after: THE 3RD ENGINEERING CO.,LTD. 25TH BUREAU CRCC Address before: No. 598, Section 1, Yueliangdao Road, Wangcheng District, Changsha, Hunan 410000 Patentee before: HUNAN PROVINCIAL COMMUNICATIONS PLANNING SURVEY AND DESIGN INSTITUTE Co.,Ltd. |
|
| TR01 | Transfer of patent right |