CN112267897B - Construction method of laminated tunnel hole group - Google Patents
Construction method of laminated tunnel hole group Download PDFInfo
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- CN112267897B CN112267897B CN202011208735.5A CN202011208735A CN112267897B CN 112267897 B CN112267897 B CN 112267897B CN 202011208735 A CN202011208735 A CN 202011208735A CN 112267897 B CN112267897 B CN 112267897B
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
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Abstract
A construction method of a laminated tunnel hole group comprises an upper ramp tunnel, a lower station tunnel and an upper main line tunnel; two upper layer main line tunnels are arranged at intervals along the transverse direction; a first large pipe shed is arranged at the bottom of an inverted arch of the upper layer main line tunnel; the lower station tunnel is arranged below the upper main line tunnel and corresponds to a position between the two upper main line tunnels; the top of the lower station tunnel is provided with a second large pipe shed and a self-advancing long anchor rod; the second large pipe sheds are provided with a plurality of groups and are arranged along the longitudinal direction; each group of second large pipe sheds is arranged at intervals along the arch crown arc direction of the lower-layer station tunnel; the self-advancing long anchor rods are provided with a plurality of groups and are arranged at intervals along the longitudinal direction; each group of self-advancing long anchor rods are arranged in a radial manner; a counter-pulling anchor rod is arranged between the upper layer main line tunnel and the lower layer station tunnel; two upper ramp tunnels are arranged on two sides of the two upper main line tunnels. The invention solves the technical problems of lack of rock mass reinforcement measures, low construction efficiency, high construction cost and difficult control of safety risk in the traditional construction method.
Description
Technical Field
The invention belongs to the technical field of tunnel engineering construction, and particularly relates to a construction method of a laminated tunnel hole group.
Background
With the continuous development of infrastructure construction in China, underground space is developed gradually and deeply, and laminated tunnel groups under complex working conditions are increased day by day. In traditional stromatolite tunnel crowd construction, the general construction order of first-in-first-out-last is often adopted, need carry out the excavation operation of upper tunnel at completion lower floor's tunnel excavation and lining construction rear, this kind of construction method flexibility is poor, the mode that mainly relies on mechanical excavation simultaneously reduces the mutual influence between the cavern in the work progress, lack more effectual rock mass reinforcement measures, the efficiency of construction is low, the construction cost is high, the safe risk is difficult to control.
Disclosure of Invention
The invention aims to provide a construction method of a laminated tunnel cave group, and aims to solve the technical problems that the traditional construction method lacks effective rock mass reinforcement measures, the construction efficiency is low, the construction cost is high, and the safety risk is difficult to control.
In order to achieve the purpose, the invention adopts the following technical scheme.
A laminated tunnel group comprises an upper ramp tunnel, a lower station tunnel and an upper main line tunnel; two upper layer main line tunnels are arranged at intervals along the transverse direction; the tunnel wall of the upper layer main line tunnel comprises a main line tunnel primary support, a main line tunnel waterproof layer and a main line tunnel secondary lining which are sequentially arranged from outside to inside; pouring first filling concrete on the top of an inverted arch of the upper-layer main line tunnel; first large pipe sheds are arranged at the bottom of an inverted arch of the upper-layer main line tunnel at intervals along the arc direction of the inverted arch; the lower station tunnel is arranged below the upper main line tunnels and corresponds to a position between the two upper main line tunnels; the tunnel wall of the lower layer station tunnel comprises a station tunnel primary support, a station tunnel waterproof layer and a station tunnel secondary lining which are sequentially arranged from outside to inside; pouring second filling concrete on the top of the inverted arch of the lower-layer station tunnel; a second large pipe shed and a self-advancing long anchor rod are arranged at the top of the lower station tunnel; the second large pipe sheds are provided with a plurality of groups and are arranged along the longitudinal direction, and two adjacent groups of second large pipe sheds are in lap joint; each group of second large pipe sheds is arranged at intervals along the arch crown arc direction of the lower-layer station tunnel; the second large pipe shed is provided with an inclination angle along the longitudinal direction; the self-advancing long anchor rods are provided with a plurality of groups and are arranged at intervals along the longitudinal direction; each group of self-advancing long anchor rods are arranged in a radial shape; opposite-pulling anchor rods are arranged between the upper-layer main line tunnel and the lower-layer station tunnel at intervals; the upper end of the counter-pulling anchor rod extends into the outer contour line of the upper-layer main line tunnel; two upper ramp tunnels are arranged on two sides of the two upper main line tunnels respectively; the tunnel wall of the upper ramp tunnel comprises a ramp primary support, a ramp waterproof layer and a ramp secondary lining which are sequentially arranged from outside to inside; and the top of the inverted arch of the upper ramp tunnel is filled with ramp bottom concrete.
Preferably, the distance between the two upper-layer main line tunnels is 18.58 m-51.24 m; the distance between the upper ramp tunnel and the upper main line tunnel is 21.014-21.864 m; the distance between the lower-layer station tunnel and the upper-layer main line tunnel is 2.03-3.1 m.
Preferably, the length of the first large pipe shed is 45-50 m, and the inclination angle of the first large pipe shed is 1-3 degrees; the length of the second large pipe shed is 45-50 m, and the inclination angle of the second large pipe shed is 10-15 degrees.
Preferably, the length of the self-advancing long anchor rods is 8-10 m, and the distance between two longitudinally adjacent groups of self-advancing long anchor rods is 0.8-1.2 m; the distance between two horizontally adjacent self-advancing long anchor rods is 3.2-8 m.
Preferably, the length of the upper end of the counter-pulling anchor rod extending into the outer contour line of the upper-layer main line tunnel is not less than 30 cm; the distance between adjacent counter-pulling anchor rods is 0.4-0.8 m.
A construction method of a laminated tunnel hole group comprises the following steps.
Step one, excavating and supporting an upper-layer ramp tunnel: the method comprises the following steps that (1) mechanically excavating two upper ramp tunnels by adopting a CD method, firstly excavating the upper ramp tunnel on one side, and excavating the upper ramp tunnel on the other side after the tunnel entrance distance of the upper ramp tunnel on the side is 25-35 m; and after the excavation of one section of the upper ramp tunnel at two sides is finished, constructing primary ramp support, a ramp waterproof layer and secondary ramp lining in time.
And step two, constructing a first large pipe shed at the inverted arch bottom of the upper layer main line tunnel and a second large pipe shed at the arch top of the lower layer station tunnel.
Step three, excavating and supporting a lower-layer station tunnel: the excavation of the lower layer station tunnel adopts a step method, which comprises the excavation of an upper step of the station tunnel and the excavation of a lower step of the station tunnel; the support adopts a self-advancing long anchor rod and a counter-pulling anchor rod; the method for excavating and supporting the lower-layer station tunnel is concretely as follows.
And 3, respectively arranging opposite-pull anchor rods between the lower-layer station tunnel and the two upper-layer main line tunnels to be constructed, so that the upper ends of the opposite-pull anchor rods stretch into the excavation contour lines of the upper-layer main line tunnels by not less than 30 cm.
And 4, after the work in the step 3 is finished, excavating and supporting operation of the lower step of the station tunnel is carried out by adopting a micro-vibration blasting excavation mode.
Step four, constructing an inverted arch of the lower-layer station tunnel: and cleaning the bottom of the lower-layer station tunnel, then timely constructing an inverted arch primary support, and pouring second filling concrete after the concrete of the inverted arch primary support is finally solidified.
Fifthly, excavating the upper layer main line tunnel and constructing a station tunnel waterproof layer and a station tunnel secondary lining: the excavation of the main line tunnel on the upper layer adopts a step method, and comprises the excavation of an upper step of the main line tunnel and the excavation of a lower step of the main line tunnel; the construction steps are as follows.
Step a, excavating and supporting an upper step of a main line tunnel, arranging an undercut hole on a tunnel face, wherein the drilling depth of the undercut hole is not more than 2m, forming an undercut free face, and then adopting second detonator micro-vibration blasting; the excavation height of the main line tunnel upper step is not more than 5.0 m.
And b, constructing a waterproof layer of the station tunnel and a secondary lining of the station tunnel.
C, excavating and supporting a lower step of the main line tunnel: the main line tunnel lower step is excavated in an excavation mode of staggering left and right sides, and the longitudinal staggering distance between the left side and the right side of the main line tunnel lower step is 5-10 m.
Constructing an inverted arch of the upper layer main line tunnel, a main line tunnel primary support, a main line tunnel waterproof layer and a main line tunnel secondary lining: the inverted arch excavation of the upper layer main line tunnel adopts whole excavation, the excavation length of each section is not more than 3m, and manual excavation is adopted when the section is close to the bottom of the inverted arch of the upper layer main line tunnel; after the upper layer main line tunnel is excavated until the counter pull anchor rod is exposed, performing a first layer concrete spraying operation, erecting a steel arch in the upper layer main line tunnel, and anchoring the end part of the counter pull anchor rod exposed in the upper layer main line tunnel; after the opposite-pulling anchor rods are processed, the construction of the residual part of the inverted arch of the upper layer main line tunnel, the primary support of the main line tunnel, the waterproof layer of the main line tunnel and the secondary lining of the main line tunnel is carried out; and finishing the construction.
Preferably, in the first step, when the tunnel of the upper ramp is mechanically excavated by a CD method, the left side and the right side of the soil body of the same step in the tunnel of the upper ramp are staggered by 10-15 m in the longitudinal direction, each side is excavated by a short step, and the length of the step is 3-5 m.
Preferably, in the step c, the excavation of the lower step of the main line tunnel is performed by combining second detonator micro-vibration blasting and mechanical excavation.
Compared with the prior art, the invention has the following characteristics and beneficial effects.
1. According to the construction method of the laminated tunnel cave group, the excavation conversion process of the upper and lower layer tunnels is reasonably arranged, the upper ramp tunnel with smaller mutual influence between the excavation support and the lower layer station tunnel is firstly excavated, then the excavation primary support of the lower layer station tunnel, the excavation primary support of the upper layer main line tunnel, the waterproof and secondary lining construction of the lower layer station tunnel and the construction of the rest part of the upper layer main line tunnel are sequentially carried out, so that the flexibility of the integral construction of the laminated tunnel is improved, the stability control of the cave group is more effective, the construction conversion is more flexible, the construction efficiency is higher, and the purposes of saving the construction period and improving the benefit are achieved.
2. In the construction process, measures such as setting up arch bottoms and arch crown pipe sheds, self-advancing long anchor rods, opposite pulling anchor rods and the like are adopted, so that the stability of the tunnel group structure is ensured; by means of the combination of micro-vibration blasting and mechanical excavation, on the premise that safety and stability of the tunnel group are guaranteed, construction progress of the tunnel group is effectively accelerated, and construction cost is reduced.
3. The method improves the overall flexibility of the laminated tunnel group construction, can effectively ensure the stability of the hole group in the excavation process, can reduce the influence of the hole group construction on the surrounding environment, shortens the construction period, ensures the engineering quality and safety, and obtains good economic benefit and social benefit.
4. In order to keep the stability of the sandwiched rock between the upper layer tunnel and the lower layer tunnel, a counter-pull anchor rod is arranged in the direction of the upper layer main line tunnel, and the end of the counter-pull anchor rod extends into the excavation contour line of the upper layer main line tunnel to be not less than 30 cm; after the construction is finished, the lower step excavation and supporting operation in the lower layer tunnel is carried out by adopting a micro-vibration blasting excavation mode, and the construction mode ensures the engineering quality and safety.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings.
Fig. 1 is a schematic structural diagram of a stacked tunnel group according to the present invention.
Fig. 2 is a schematic structural view of the station tunnel upper step after excavation of the left pilot pit and the right pilot pit is completed.
Fig. 3 is a schematic structural view of the self-advancing long anchor rod and the counter-pulling anchor rod at the top of the lower station tunnel after the construction is completed.
Fig. 4 is a schematic structural view of the main line tunnel of the present invention after the excavation of the upper step is completed.
Reference numerals: 1-upper ramp tunnel, 1.1-ramp primary support, 1.2-ramp waterproof layer, 1.3-ramp secondary lining, 1.4-ramp bottom concrete, 2-lower station tunnel, 2.1-station tunnel primary support, 2.2-station tunnel waterproof layer, 2.3-station tunnel secondary lining, 2.4-second filled concrete, 2 a-station tunnel upper step, 2 b-station tunnel lower step, 3-upper main line tunnel, 3.1-main line tunnel primary support, 3.2-main line tunnel waterproof layer, 3.3-main line tunnel secondary lining, 3.4-first filled concrete, 3 a-main line tunnel upper step, 3 b-main line tunnel lower step, 4-first large pipe shed, 5-second large pipe shed, 6-self-advancing type long anchor rod, 7-opposite pulling anchor rod, 8-left pilot tunnel, 9-right pilot tunnel and 10-core soil.
Detailed Description
The laminated tunnel group comprises an upper ramp tunnel 1, a lower station tunnel 2 and an upper main line tunnel 3; two upper layer main line tunnels 3 are arranged at intervals along the transverse direction; the tunnel wall of the upper layer main line tunnel 3 comprises a main line tunnel primary support 3.1, a main line tunnel waterproof layer 3.2 and a main line tunnel secondary lining 3.3 which are sequentially arranged from outside to inside; a first filling concrete 3.4 is poured at the top of the inverted arch of the upper-layer main line tunnel 3; first large pipe sheds 4 are arranged at the bottom of an inverted arch of the upper-layer main line tunnel 3 at intervals along the arc direction of the inverted arch; the lower station tunnel 2 is arranged below the upper main line tunnel 3 and corresponds to a position between the two upper main line tunnels 3; the tunnel wall of the lower layer station tunnel 2 comprises a station tunnel primary support 2.1, a station tunnel waterproof layer 2.2 and a station tunnel secondary lining 2.3 which are sequentially arranged from outside to inside; a second filling concrete 2.4 is poured at the top of the inverted arch of the lower-layer station tunnel 2; a second large pipe shed 5 and a self-advancing long anchor rod 6 are arranged at the top of the lower station tunnel 2; the second large pipe sheds 5 are arranged in a plurality of groups along the longitudinal direction, and two adjacent groups of second large pipe sheds 5 are in lap joint; each group of second large pipe sheds 5 are arranged at intervals along the arch crown arc direction of the lower-layer station tunnel 2; the second large pipe shed 5 is provided with an inclination angle along the longitudinal direction; the self-advancing long anchor rods 6 are provided with a plurality of groups and are arranged at intervals along the longitudinal direction; each group of self-advancing long anchor rods 6 are arranged in a radial shape; opposite-pulling anchor rods 7 are arranged between the upper-layer main line tunnel 3 and the lower-layer station tunnel 2 at intervals; the upper end of the counter-pulling anchor rod 7 extends into the outer contour line of the upper-layer main line tunnel 3; two upper ramp tunnels 1 are arranged on two sides of the two upper main line tunnels 3 respectively; the tunnel wall of the upper ramp tunnel 1 comprises a ramp primary support 1.1, a ramp waterproof layer 1.2 and a ramp secondary lining 1.3 which are sequentially arranged from outside to inside; and the top of the inverted arch of the upper ramp tunnel 1 is filled with ramp bottom concrete 1.4.
In this embodiment, the centerline distance 31.091m of the two upper-layer main line tunnels 3; the centerline distance between the right upper main line tunnel 3 and the right upper ramp tunnel 1 is 21.014m, and the centerline distance between the left upper main line tunnel 3 and the right upper ramp tunnel 1 is 21.864 m; the minimum clear distance between the lower-layer station tunnel 2 and the upper-layer main line tunnel 3 on the left side is 2.03m, and the minimum clear distance between the lower-layer station tunnel 2 and the upper-layer main line tunnel 3 on the right side is 3.1 m.
Of course, in other embodiments, the distance between the two upper main line tunnels 3 ranges from 18.58m to 51.24 m; the distance between the upper-layer ramp tunnel 1 and the upper-layer main line tunnel 3 ranges from 21.014m to 21.864 m; the distance range between the lower-layer station tunnel 2 and the upper-layer main line tunnel 3 is 2.03-3.1 m.
In the embodiment, the length of the first large pipe shed 4 is 45-50 m, and the inclination angle of the first large pipe shed 4 is 1-3 degrees; the length of the second large pipe shed 5 is 45-50 m, and the inclination angle of the second large pipe shed 5 is 10-15 degrees.
In this embodiment, the distance between the circumferentially adjacent first large pipe sheds 4 is 40cm, the second large pipe sheds 5 are arranged in the range of 150 degrees of the tunnel arch, and the distance between the circumferentially adjacent second large pipe sheds 5 is 40 cm.
In the embodiment, the length of the self-advancing long anchor rods 6 is 8-10 m, and the distance between two longitudinally adjacent groups of self-advancing long anchor rods 6 is 0.8-1.2 m; the distance between two horizontally adjacent self-advancing long anchor rods 6 is 3.2-8 m.
In the embodiment, five self-advancing long anchor rods 6 are arranged at intervals in the circumferential direction; the distance between the three self-advancing long anchor rods 6 between the two upper-layer main line tunnels 3 is 3.2-5.2 m, and the distance between the two self-advancing long anchor rods 6 on the two sides and the self-advancing long anchor rod 6 in the middle of the corresponding side is 6-8 m.
In this embodiment, the length of the upper end of the counter-pull anchor rod 7 extending into the outer contour line of the upper main line tunnel 3 is not less than 30 cm; the distance between adjacent counter-pulling anchor rods 7 is 0.4-0.8 m.
The construction method of the laminated tunnel cave of any one of claims 1 to 5, comprising the following steps.
Step one, excavating and supporting an upper layer ramp tunnel 1: the method comprises the following steps that (1) two upper ramp tunnels 1 are mechanically excavated by adopting a CD method, firstly, the upper ramp tunnel 1 on one side is excavated, and after the tunnel entrance distance of the upper ramp tunnel 1 on the side is 25 m-35, the upper ramp tunnel 1 on the other side is excavated; and after the excavation of one section of the upper ramp tunnel 1 on two sides is finished, the construction of the primary ramp support 1.1, the waterproof ramp layer 1.2 and the secondary ramp lining 1.3 is carried out in time.
And step two, constructing a first large pipe shed 4 at the inverted arch bottom of the upper main line tunnel 3 and a second large pipe shed 5 at the arch top of the lower station tunnel 2.
Step three, excavating and supporting the lower-layer station tunnel 2: the excavation of the lower layer station tunnel 2 adopts a step method, which comprises the excavation of an upper step 2a of the station tunnel and the excavation of a lower step 2b of the station tunnel; the support adopts a self-advancing long anchor rod 6 and a counter-pulling anchor rod 7; the method for excavating and supporting the lower-layer station tunnel 2 is as follows.
And 3, respectively arranging opposite-pulling anchor rods 7 between the lower-layer station tunnel 2 and the two upper-layer main line tunnels 3 to be constructed, so that the upper ends of the opposite-pulling anchor rods 7 extend into the excavation contour lines of the upper-layer main line tunnels 3 to be not less than 30 cm.
And 4, after the work in the step 3 is finished, excavating and supporting the lower step 2b of the station tunnel by adopting a micro-vibration blasting excavation mode.
Step four, constructing an inverted arch of the lower-layer station tunnel 2: and cleaning the bottom of the lower-layer station tunnel 2, then timely constructing an inverted arch primary support, and pouring second filling concrete 2.4 after the concrete of the inverted arch primary support is finally set.
Fifthly, excavating the upper layer main line tunnel 3, constructing a station tunnel waterproof layer 2.2 and a station tunnel secondary lining 2.3: the excavation of the main line tunnel 3 on the upper layer adopts a step method, and comprises the excavation of an upper step 3a of the main line tunnel and the excavation of a lower step 3b of the main line tunnel; the construction steps are as follows.
Step a, excavating and supporting an upper step 3a of the main line tunnel, arranging an undercut hole on a tunnel face, wherein the drilling depth of the undercut hole is not more than 2m, forming an undercut free face, and then adopting second detonator micro-vibration blasting; the excavation height of the main line tunnel upper step 3a is not more than 5.0 m.
And b, constructing a waterproof layer 2.2 of the station tunnel and a secondary lining 2.3 of the station tunnel.
C, excavating and supporting the lower step 3b of the main line tunnel: the main line tunnel lower step 3b is excavated in an excavation mode of staggering left and right sides, and the longitudinal staggering distance between the left side and the right side of the main line tunnel lower step 3b is 5-10 m.
Sixthly, constructing an inverted arch and primary support 3.1 of the main line tunnel 3 on the upper layer, a waterproof layer 3.2 of the main line tunnel and a secondary lining 3.3 of the main line tunnel: the inverted arch excavation of the upper layer main line tunnel 3 adopts whole excavation, the excavation length of each section is not more than 3m, and manual excavation is adopted when the section is close to the bottom of the inverted arch of the upper layer main line tunnel 3; after the upper layer main line tunnel 3 is excavated until the counter pull anchor rod 7 is exposed, performing a first layer concrete spraying operation, erecting a steel arch in the upper layer main line tunnel 3, and anchoring the end part of the counter pull anchor rod 7 exposed in the upper layer main line tunnel 3; after the opposite-pulling anchor rods 7 are processed, the construction of the rest part of the inverted arch of the upper layer main line tunnel 3, the primary support 3.1 of the main line tunnel, a main line tunnel waterproof layer 3.2 and a main line tunnel secondary lining 3.3 is carried out; and finishing the construction.
In the first step, when the upper ramp tunnel 1 is mechanically excavated by using a CD method, the left and right sides of the soil body of the same step in the upper ramp tunnel 1 are longitudinally staggered by 10-15 m, each side is excavated by using a short step, and the step length is 3-5 m.
In this embodiment, in the step c, the excavation of the main line tunnel lower step 3b is performed by combining the second detonator micro-vibration blasting and the mechanical excavation.
In the embodiment, the laminated tunnel cave group and the construction method thereof adopt an upper tunnel excavation conversion procedure and a lower tunnel excavation conversion procedure, and a combined rock mass reinforcing measure of an arch bottom pipe shed, an arch top pipe shed, a long anchor rod and a counter-pull anchor rod, large and medium hole second detonator micro-vibration excavation, secondary lining concrete pouring height monitoring and the like.
The above embodiments are not intended to be exhaustive or to limit the invention to other embodiments, and the above embodiments are intended to illustrate the invention and not to limit the scope of the invention, and all applications that can be modified from the invention are within the scope of the invention.
Claims (7)
1. A construction method of a laminated tunnel hole group is characterized in that the laminated tunnel hole group is characterized in that: the tunnel comprises an upper ramp tunnel (1), a lower station tunnel (2) and an upper main line tunnel (3); two upper layer main line tunnels (3) are arranged at intervals along the transverse direction; the tunnel wall of the upper layer main line tunnel (3) comprises a main line tunnel primary support (3.1), a main line tunnel waterproof layer (3.2) and a main line tunnel secondary lining (3.3) which are sequentially arranged from outside to inside; a first filling concrete (3.4) is poured at the top of an inverted arch of the upper-layer main line tunnel (3); first large pipe sheds (4) are arranged at the bottom of an inverted arch of the upper-layer main line tunnel (3) at intervals along the arc direction of the inverted arch; the lower-layer station tunnel (2) is arranged below the upper-layer main line tunnel (3) and corresponds to the position between the two upper-layer main line tunnels (3); the tunnel wall of the lower layer station tunnel (2) comprises a station tunnel primary support (2.1), a station tunnel waterproof layer (2.2) and a station tunnel secondary lining (2.3) which are sequentially arranged from outside to inside; a second filling concrete (2.4) is poured on the top of the inverted arch of the lower-layer station tunnel (2); a second large pipe shed (5) and a self-advancing long anchor rod (6) are arranged at the top of the lower station tunnel (2); the second large pipe sheds (5) are provided with a plurality of groups and are arranged along the longitudinal direction, and two adjacent groups of second large pipe sheds (5) are in lap joint; each group of second large pipe sheds (5) are arranged at intervals along the arch crown arc direction of the lower-layer station tunnel (2); the second large pipe shed (5) is provided with an inclination angle along the longitudinal direction; the self-advancing long anchor rods (6) are provided with a plurality of groups and are arranged at intervals along the longitudinal direction; each group of self-advancing long anchor rods (6) are arranged in a radial shape; opposite-pulling anchor rods (7) are arranged between the upper-layer main line tunnel (3) and the lower-layer station tunnel (2) at intervals; the upper end of the counter-pulling anchor rod (7) extends into the outer contour line of the upper-layer main line tunnel (3); the two upper-layer ramp tunnels (1) are respectively arranged at two sides of the two upper-layer main line tunnels (3); the tunnel wall of the upper ramp tunnel (1) comprises a ramp primary support (1.1), a ramp waterproof layer (1.2) and a ramp secondary lining (1.3) which are sequentially arranged from outside to inside; the top of an inverted arch of the upper ramp tunnel (1) is filled with ramp bottom concrete (1.4);
the construction method comprises the following steps:
step one, excavating and supporting an upper layer ramp tunnel (1): mechanically excavating two upper ramp tunnels (1) by adopting a CD method, firstly excavating the upper ramp tunnel (1) on one side, and excavating the upper ramp tunnel (1) on the other side after the tunnel entrance distance of the upper ramp tunnel (1) on the side is 25-35 m; after the excavation of the upper ramp tunnels (1) at two sides is finished for one section, construction of primary ramp support (1.1), a ramp waterproof layer (1.2) and secondary ramp lining (1.3) is carried out in time;
constructing a first large pipe shed (4) at the inverted arch bottom of the upper main line tunnel (3) and a second large pipe shed (5) at the arch top of the lower station tunnel (2);
step three, excavating and supporting the lower-layer station tunnel (2): the excavation of the lower layer station tunnel (2) adopts a step method, which comprises the excavation of an upper step (2 a) of the station tunnel and the excavation of a lower step (2 b) of the station tunnel; the support adopts a self-advancing long anchor rod (6) and a counter-pulling anchor rod (7); the method for excavating and supporting the lower-layer station tunnel (2) comprises the following specific steps:
step 1, firstly, excavating an upper step (2 a) of a station tunnel, wherein the upper step (2 a) of the station tunnel adopts a left and right pilot tunnel method to carry out micro-vibration controlled blasting construction, and the longitudinal staggered distance of a left pilot tunnel (8) and a right pilot tunnel (9) is 5-10 m;
step 2, after the tunnel faces of the left pilot tunnel (8) and the right pilot tunnel (9) are tunneled for 10-15 m, excavating core soil (10) in the middle of an upper step (2 a) of the station tunnel, and constructing a station tunnel primary support (2.1) and a self-advancing long anchor rod (6) on the top of the lower-layer station tunnel (2); the self-advancing long anchor rods (6) are provided with a plurality of groups, and each group of self-advancing long anchor rods (6) are radially arranged;
step 3, respectively arranging opposite-pull anchor rods (7) between the lower-layer station tunnel (2) and the two upper-layer main line tunnels (3) to be constructed, and enabling the upper ends of the opposite-pull anchor rods (7) to extend into the excavation contour lines of the upper-layer main line tunnels (3) to be not less than 30 cm;
step 4, after the operation in the step 3 is finished, excavating and supporting operation of a lower step (2 b) of the station tunnel by adopting a micro-vibration blasting excavation mode;
step four, constructing an inverted arch of the lower-layer station tunnel (2): cleaning the bottom of the lower-layer station tunnel (2), then timely constructing an inverted arch primary support, and pouring second filling concrete (2.4) after concrete of the inverted arch primary support is finally set;
step five, excavation of the upper layer mainline tunnel (3), construction of a station tunnel waterproof layer (2.2) and construction of a station tunnel secondary lining (2.3): the excavation of the main line tunnel (3) at the upper layer adopts a step method, which comprises the excavation of an upper step (3 a) of the main line tunnel and the excavation of a lower step (3 b) of the main line tunnel; the construction steps are as follows:
step a, excavating and supporting an upper step (3 a) of a main line tunnel, firstly arranging an undercut hole on a tunnel face, wherein the drilling depth of the undercut hole is not more than 2m, forming an undercut free face, and then adopting second detonator micro-vibration blasting; the excavation height of the main line tunnel upper step (3 a) is not more than 5.0 m;
b, constructing a waterproof layer (2.2) of the station tunnel and a secondary lining (2.3) of the station tunnel;
c, excavating and supporting a main line tunnel lower step (3 b): excavating the main line tunnel lower step (3 b) in a left-right staggered excavation mode, wherein the longitudinal staggered distance between the left side and the right side of the main line tunnel lower step (3 b) is 5-10 m;
sixthly, constructing an inverted arch of the upper layer main line tunnel (3), a main line tunnel primary support (3.1), a main line tunnel waterproof layer (3.2) and a main line tunnel secondary lining (3.3): the inverted arch excavation of the upper layer main line tunnel (3) adopts whole excavation, the excavation length of each section is not more than 3m, and manual excavation is adopted when the section is close to the bottom of the inverted arch of the upper layer main line tunnel (3); after the upper layer main line tunnel (3) is excavated until the counter pull anchor rods (7) are exposed, performing first layer concrete spraying operation, erecting a steel arch in the upper layer main line tunnel (3), and anchoring the end parts of the counter pull anchor rods (7) exposed in the upper layer main line tunnel (3); after the opposite-pulling anchor rods (7) are processed, constructing the residual part of the inverted arch of the upper layer main line tunnel (3), the primary support (3.1) of the main line tunnel, a waterproof layer (3.2) of the main line tunnel and a secondary lining (3.3) of the main line tunnel; and finishing the construction.
2. The construction method of a laminated tunnel cave group according to claim 1, characterized in that: the distance between the two upper-layer main line tunnels (3) is 18.58 m-51.24 m; the distance between the upper ramp tunnel (1) and the upper main line tunnel (3) is 21.014-21.864 m; the distance between the lower-layer station tunnel (2) and the upper-layer main line tunnel (3) is 2.03-3.1 m.
3. The construction method of a laminated tunnel cave group according to claim 1, characterized in that: the length of the first large pipe shed (4) is 45-50 m, and the inclination angle of the first large pipe shed (4) is 1-3 degrees; the length of the second large pipe shed (5) is 45-50 m, and the inclination angle of the second large pipe shed (5) is 10-15 degrees.
4. The construction method of a laminated tunnel cave group according to claim 1, characterized in that: the length of the self-advancing long anchor rods (6) is 8-10 m, and the distance between two longitudinally adjacent groups of self-advancing long anchor rods (6) is 0.8-1.2 m; the distance between two horizontally adjacent self-advancing long anchor rods (6) is 3.2-8 m.
5. The construction method of a laminated tunnel cave group according to claim 1, characterized in that: the length of the upper end of the counter-pulling anchor rod (7) extending into the outer contour line of the upper-layer main line tunnel (3) is not less than 30 cm; the distance between adjacent counter-pulling anchor rods (7) is 0.4-0.8 m.
6. The construction method of a laminated tunnel cave group according to claim 1, characterized in that: in the first step, when the upper ramp tunnel (1) is mechanically excavated by a CD method, the left side and the right side of a soil body of the same step in the upper ramp tunnel (1) are longitudinally staggered by 10-15 m, each side is excavated by a short step, and the length of each step is 3-5 m.
7. The construction method of a laminated tunnel cave group according to claim 1, characterized in that: and c, excavating the lower step (3 b) of the main line tunnel by adopting a mode of combining second detonator micro-vibration blasting and mechanical excavation.
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| SU1170051A1 (en) * | 1983-02-28 | 1985-07-30 | Akatov Viktor | Overhead transverse matching of approach tunnel to underground railway station |
| CN101775987A (en) * | 2010-02-02 | 2010-07-14 | 北京交通大学 | Zero spacing construction method for overlapping part of upper main tunnel and lower main tunnel of underground overpass |
| CN203822321U (en) * | 2014-02-10 | 2014-09-10 | 中交公路规划设计院有限公司 | Tunnel with double-deck overpass |
| CN108979676A (en) * | 2018-09-13 | 2018-12-11 | 中国建筑土木建设有限公司 | A kind of small interval overlapping tunnel folder rock ruggedized construction and its construction method |
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