CN110593879B - Construction method for rapidly sealing weak surrounding rock of single-line tunnel to form ring - Google Patents
Construction method for rapidly sealing weak surrounding rock of single-line tunnel to form ring Download PDFInfo
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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
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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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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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
Abstract
The invention provides a construction method for rapid sealing and looping of weak surrounding rock of a single-line tunnel. And excavating the backfilled primary support after the primary support of each step and the supporting inverted arch is excavated for a certain length in a circulating manner, constructing an inverted arch lining by using a trestle, and performing arch wall lining construction when the inverted arch lining reaches a certain length and meets the requirement through observation. The construction method adopts a three-step method to excavate and support, quickly seals the primary support of the inverted arch, and then the lining of the inverted arch follows up in time, thereby effectively inhibiting the condition of large deformation of weak surrounding rock.
Description
Technical Field
The invention relates to the field of tunnel engineering, in particular to a construction method for quickly sealing and looping a single-line tunnel with soft rock large deformation in a geological suture zone.
Background
At present, infrastructure construction in China develops rapidly, and a large amount of tunnel engineering is designed in the construction of water conservancy, railways, roads, subways and the like inevitably. The tunnel engineering construction difficulty is higher, the safety risk is higher, the economic investment is uncontrollable, particularly the construction technical problems of tunnel engineering with poor geology such as weak surrounding rocks and complex ground stress are still in a search stage, the tunnel engineering construction method is a worldwide problem, and no mature matched construction method is effectively solved. At present, for tunnel construction with complex ground stress weak surrounding rocks, the tunnel construction method is mainly solved by measures of adjusting the section form of the tunnel, constructing a small advanced hole to release ground stress, replacing primary support, increasing reserved settlement and the like on the premise of strengthening support measures, but the problems of the construction methods are high in main cost, high in safety risk, complex in construction procedures and the like, and the control effect cannot be achieved.
Disclosure of Invention
Aiming at the problems, the construction method for rapid sealing and looping of the weak surrounding rock of the single-line tunnel adopts a 3-step excavation supporting method, rapidly seals the primary support of an inverted arch, and then the lining of the inverted arch follows in time, so that the condition of large deformation of the weak surrounding rock is effectively inhibited.
The technical scheme adopted by the invention is as follows:
the utility model provides a construction method that weak country rock of single line tunnel seals annulation fast, the cross section that needs the excavation includes the upper ledge, well step and lower step from top to bottom in proper order, well step includes well step left side and well step right side, lower step includes step left side and step right side down respectively, includes following step:
the method comprises the following steps: adopting a three-step method for excavation without setting core soil, comprising the following steps:
1) excavating an upper step: excavating the upper step for m cycles, wherein each cycle is N meters, the footage length of the upper step is mN meters, and excavating and deslagging are carried out by using an excavator to form the upper step;
2) excavating the left side of the middle step: the upper step advances 1 cycle N meters, and the left side of the middle step advances 1 cycle N meters;
3) excavating the right side of the middle step: the upper step is advanced for 1 cycle of N meters, the left side of the middle step is advanced for 1 cycle of N meters, the right side of the middle step is advanced for 1 cycle of N meters, and the left side of the middle step and the right side of the middle step are staggered for one cycle to form a middle step;
4) repeating the step 3) until the right footage of the middle step is mN meters; )
5) Excavating the left side of the lower step: the method comprises the following steps of 1 step of feeding the upper step for N meters in circulation, 1 step of feeding the left side of the middle step for N meters in circulation, 1 step of feeding the right side of the middle step for N meters in circulation, and 1 step of feeding the left side of the lower step for N meters in circulation, wherein steel frames are installed on the upper step and the middle step which are excavated and an arch crown system anchor rod is applied when the left side of the lower step is excavated;
6) excavating the right side of the lower step: the method comprises the following steps of 1 step of feeding the upper step for N meters in a circulating mode, 1 step of feeding the left side of the middle step for N meters in a circulating mode, 1 step of feeding the right side of the middle step for N meters in a circulating mode, 1 step of feeding the left side of the lower step for N meters in a circulating mode, 1 step of feeding the right side of the lower step for N meters in a circulating mode, and staggering the left side of the lower step and the right side of the lower step for one circulation to form the lower step;
7) repeating the step 6) until the right side footage of the lower step is mN meters, then installing a lower step steel frame, simultaneously constructing locking feet and advanced supports on the upper step and the middle step, finally constructing locking feet on the lower step, and then performing guniting operation;
step two: excavating an inverted arch, advancing to mN meters, and then carrying out primary support on the inverted arch; backfilling the primarily supported inverted arch by using surrounding rocks dug by the upper step and the middle step; during the period, the distance between the primary support of the inverted arch and the tunnel face is controlled to be 15.2-21.2 m; then, constructing a side wall long anchor rod on the lower step;
step three: in the first and second circulating construction steps, when the constructed primary inverted arch is 3mN-4mN meters into the ruler, excavating 2mN meters of primary inverted arch backfill surrounding rock, constructing an inverted arch lining, and during the construction of the inverted arch lining, utilizing a trestle and normally constructing a tunnel face;
step four: performing construction in the first step and the second step, excavating the primary inverted arch backfill surrounding rock with 2mN meters when two cycles are performed, namely the primary inverted arch construction footage is 2mN meters, constructing an inverted arch lining in time, and utilizing a trestle during construction of the inverted arch lining to perform normal construction on a tunnel face; and (3) when the total length of the inverted arch lining is greater than 4mN meters, performing secondary lining construction on the inverted arch lining, and continuing normal construction of the tunnel face in the secondary lining construction process of the arch wall.
Preferably, said N ranges from 1.0 to 1.4 meters, with a preferred value of m being 5 times.
Preferably, said N is preferably 1.2 meters and m has a value of preferably 5.
Preferably, the excavating height of the upper step is 3.5-4.0 m, the excavating height of the middle step is 3.3-4.0 m, and the excavating height of the lower step is 3.0-3.5 m.
Preferably, each step of the tunnel is excavated by manually matching a scarifier or a milling head, namely, the scarifier or the milling head is firstly used for excavating the section of the tunnel face, and then the tunnel face is manually subjected to contour trimming.
Preferably, the left side of the middle step comprises a left steel frame lane of the middle step and a left steel frame lane of the middle step from left to right, the right side of the middle step comprises a right steel frame lane of the middle step and a right steel frame lane of the middle step from left to right, and when the left side of the middle step is excavated, the left lane of the middle step is a slope.
Preferably, the width of the steel frame channel on the left side of the middle step and the steel frame channel on the right side of the middle step is 1-2 meters.
Preferably, the left side of the lower step comprises a lower step left side steel frame lane and a lower step left side traffic lane from left to right, the right side of the lower step comprises a lower step right side traffic lane and a lower step right side steel frame lane from left to right, and when the left side of the lower step is excavated, the lower step left side traffic lane is a slope.
The method is mainly applied to the construction of single-line tunnels in poor geology such as weak surrounding rocks and complex ground stress, the 3-step method is adopted for excavation and support, the inverted arch is quickly closed to form a ring, and then the construction is carried out in a mode that the lining of the inverted arch follows up in time, so that the condition of large deformation of the weak surrounding rocks is effectively inhibited. The main technical effects of this application lie in: firstly, through rapid sealing and ring formation, the deformation limit invasion condition of weak surrounding rocks under the action of complex ground stress is reduced, and the replacement cost of primary support is reduced. Secondly, through quick sealing, the deformation cumulant is effectively reduced, the reserved deformation can be properly adjusted, and the backfill with a large amount of concrete caused by uneven settlement is reduced. And thirdly, increasing safety guarantee, wherein the more the unclosed looping time is, the larger the peristalsis of the surrounding rock loosening ring is, the higher the safety risk is, and an effective safety protection cover is formed after the surrounding rock loosening ring is quickly closed. Furthermore, effective deformation inhibition is reduced after the rapid sealing, partial construction measures are reduced, and investment is reduced. Finally, the process of the invention is reasonable and compact, and the construction time is about 20 meters in one month from the construction time of the existing construction method, and is changed into the construction time of about 40 meters in one month in the application, thereby effectively accelerating the construction progress.
Drawings
FIG. 1 is a first schematic view of a cross-section of an excavated tunnel;
FIG. 2 is a second schematic view of a excavated tunnel cross-section;
FIG. 3 is a schematic illustration of an upper bench cut;
FIG. 4 is a schematic diagram of left side excavation of a middle step;
FIG. 5 is a schematic diagram of a right side excavation of a middle step;
FIG. 6 is a schematic illustration of a mid-step molding;
FIG. 7 is a schematic view of the left side excavation of the lower step;
FIG. 8 is a schematic view of a lower bench right side excavation;
FIG. 9 is a schematic view of the lower step formation;
FIG. 10 is a schematic illustration of inverted arch support backfill;
FIG. 11 is a schematic view of an inverted arch support lining;
figure 12 is a schematic view of an inverted arch support with two liners.
In the figure, 1-upper step, 2-middle step, 21-left side of middle step, 211-left side of middle step, 212-left side of middle step, 22-right side of middle step, 221-right side of middle step, 222-right side of middle step, 3-lower step, 31-left side of lower step, 311-left side of lower step, 312-left side of lower step, 32-right side of lower step, 321-right side of lower step, 322-right side of lower step, 4-inverted arch, 5-trestle.
Detailed Description
The present invention will be further described in the following description taken in conjunction with the accompanying drawings, which are set forth by way of illustration, but are not limited to the following examples.
The utility model provides a construction method of single line tunnel weak surrounding rock quick seal ring forms, the cross section that needs to excavate includes upper ledge 1, well step 2, lower step 3 and inverted arch 4 from top to bottom in proper order, as shown in fig. 1, well step 2 includes well step left side 21 and well step right side 22, lower step 3 includes lower step left side 31 and lower step right side 32 respectively, as shown in fig. 2, includes the following step: as shown in fig. 3-12, a portion a of fig. 3-12 is a radial sectional view of the tunnel, and a portion b is an axial sectional view of the tunnel;
the method comprises the following steps: adopting a three-step method for excavation without setting core soil, comprising the following steps:
1) excavating an upper step 1: digging m cycles for the upper step 1, feeding N meters for each cycle, and digging and deslagging the upper step 1 by using a digging machine to form the upper step 1, wherein the feeding length of the upper step 1 is mN meters; as shown in fig. 3
2) Excavating the left side 21 of the middle step: 1 footage on the upper step 1 circulates N meters, and 21 footages on the left side of the middle step 1 circulates N meters; as shown in fig. 4;
3) excavating the right side 22 of the middle step: 1 footage of the upper step 1 is N meters in circulation, 21 footages of the left side of the middle step are 1N meters in circulation, 22 footages of the right side of the middle step are 1N meters in circulation, and the left side 21 of the middle step and the right side 22 of the middle step are staggered from left to right by one circulation to form the middle step; as shown in fig. 5;
4) repeating the step 3) until the right side 22 of the middle step has mN meters; as shown in fig. 6;
5) excavating the left side 31 of the lower step: 1 footage of an upper step is 1 cycle N meters, 21 footages of the left side of a middle step are 1 cycle N meters, 22 footages of the right side of the middle step are 1 cycle N meters, and 31 footages of the left side of a lower step are 1 cycle N meters, and when the left side 31 of the lower step is excavated, steel frames are installed on the excavated upper step and the middle step, and an arch crown system anchor rod is constructed; as shown in fig. 7;
6) excavating the right side 32 of the lower step: 1 upper step 1 advances to footage for 1 circulation N meters, 21 middle step left side advances to footage for 1 circulation N meters, 22 middle step right side advances to 1 circulation N meters, 31 lower step left side advances to 1 circulation N meters, 32 lower step right side advances to 1 circulation N meters, left and right sides of lower step left side 31 and lower step right side 32 are staggered for one circulation to form a lower step 3, when lower step left side 31 and lower step right side 32 are excavated, steel frame installation is continuously carried out on the excavated upper step 1 and middle step 2, and arch crown system anchor rods are constructed; as shown in fig. 8;
7) repeating the step 6) until the 32-inch ruler at the right side of the lower step is mN meters, then installing a lower step steel frame, simultaneously performing locking feet and advanced support on the upper step 1 and the middle step 2, finally performing locking feet on the lower step 3, and then performing guniting operation; as shown in fig. 9;
step two: excavating an inverted arch 4 to reach mN meters, and then carrying out primary support on the inverted arch; backfilling the primarily supported inverted arch by using surrounding rocks dug by the upper step and the middle step; as shown in fig. 10; during the period, the distance between the primary support of the inverted arch and the tunnel face is controlled to be 15.2-21.2 m; then, constructing a side wall long anchor rod on the lower step;
step three: in the first and second circulating construction steps, when the constructed primary inverted arch is 3mN-4mN meters into the ruler, excavating 2mN meters of primary inverted arch backfill surrounding rock, constructing an inverted arch lining, and during the construction of the inverted arch lining, utilizing a trestle and normally constructing a tunnel face; as shown in FIG. 11, the primary inverted arch support part comprises an inverted arch backfill section and an inverted arch lining section
Step four: performing construction in the first step and the second step, excavating the primary inverted arch backfill surrounding rock with 2mN meters when two cycles are performed, namely the primary inverted arch construction footage is 2mN meters, constructing an inverted arch lining in time, and utilizing a trestle during construction of the inverted arch lining to perform normal construction on a tunnel face; when the total length of the inverted arch lining is greater than 4mN meters, performing secondary lining construction on the inverted arch lining, and continuing normal construction of the tunnel face in the secondary lining construction process of the arch wall; as shown in fig. 12.
When the upper step 1, the middle step 2 and the lower step 3 are excavated in the first step, a mechanical excavation mode is adopted, specifically, the excavation is carried out by manually matching a scarifier or a milling head, namely, after the section of the tunnel face is excavated through the scarifier or the milling head, the contour of the tunnel face is trimmed manually; however, the tool for mechanical excavation is not limited to the milling head, and may be excavated by using a ripper, and the excavation method is not limited to the excavation method described above, and may be excavation by blasting.
In the steps 5) and 6) of the first step, the steel frame is installed on the excavated upper step 1 and the middle step 2 when the lower step 3 is excavated, and the vault system anchor rod is constructed; meanwhile, the construction mode of the anchor rod, the type of the anchor rod and the like in the construction of the anchor rod of the vault system are conventional operations in the field, are well known to those skilled in the art, and are not described in detail herein.
In the invention, after the excavation of the lower step 3 is finished in the step 7) of the first step, the operation steps of installing the lower step 3 steel frame and installing the upper step 1 steel frame are consistent, detailed description is not repeated, and the upper step 1 and the middle step 2 are simultaneously used for locking feet and advanced support, and finally the lower step 3 is locked feet, and then the guniting operation is carried out, which is the conventional operation well known by the technical personnel in the field, and detailed description is not carried out.
According to the invention, the left side 21 of the excavated middle step comprises a left steel frame lane 211 of the middle step and a left steel frame lane 212 of the middle step from left to right, the right side 22 of the middle step comprises a right steel frame lane 222 of the middle step and a right steel frame lane 221 of the middle step from left to right, when the left side 21 of the middle step is excavated, the left steel frame lane 212 of the middle step is a slope, so that workers and mechanical equipment can go up and down from the slope conveniently for construction, similarly, the left side 31 of the lower step comprises a left steel frame lane 311 of the lower step and a left steel frame lane 312 of the lower step from left to right, the right side 32 of the lower step comprises a right steel frame lane 322 of the lower step and a right steel frame lane 321 of the lower step from left to right, and when the left side 31 of the. In addition, the width of the middle step left side steel frame channel 211 and the middle step right side steel frame channel 221 is 1-2 m, so that the steel frame is prevented from being too wide at the middle step left side 21 and the middle step right side 22, and the steel frame is suspended.
In the second step of the method, the inverted arch 4 is excavated, the excavation mode of the inverted arch is consistent with that of the step, and the excavation mode is not explained in detail here, and then the excavated inverted arch is subjected to primary support, wherein the operation is conventional in the field and is not explained here; the operation of the long anchor rod of the side wall of the lower step after the completion of the preliminary bracing of the inverted arch is well known to those skilled in the art and will not be described in detail herein.
In the third step, when the initial support of the inverted arch advances 3-4 mN meters, the inverted arch is lined, namely surrounding rocks backfilled by the initial support of the inverted arch are dug out, then reinforcing steel bars are installed in the inverted arch, then templates are installed, and finally concrete is poured to form the lining of the inverted arch, wherein the templates generally adopt aluminum templates; the trestle in this step is the trestle 5 built in the excavated tunnel, which is convenient for tunnel construction, and the building of the trestle 5 is well known by those skilled in the art and will not be described in detail herein.
The construction of the second lining of the arch wall in step four of the present invention is a conventional operation well known to those skilled in the art and will not be described in detail herein. In addition, before constructing the second lining of the arch wall, the previous construction is monitored and measured according to the standard operation standard, and after the data to be measured tend to be stable and the deformation rate is less than 0.2 mm, the next construction is carried out.
The excavation of the upper step 1 in the first step of the invention is generally 5 cycles, each cycle is 1.0-1.4 m, namely the excavation length of the upper step 1 is about 5-7 m, and the preferred value is 1.2 m, because the length of the inverted arch lining is 2mN in the later stage, and when N is 1.2 m, the length of the inverted arch lining is 12 m, which is just the length of one aluminum formwork. Meanwhile, the excavation height of the upper step 1 is 3.5-4.0 meters, the excavation height of the middle step 2 is 3.3-4.0 meters, the excavation height of the lower step 3 is 3.0-3.5 meters, preferably, the excavation height of the upper step 1 is 3.7 meters, the excavation height of the middle step 2 is 3.7 meters, and the excavation height of the lower step 3 is 3.3 meters.
The invention will be described in connection with specific procedures: one cycle is 1.2 meters, and 5 cycles of upper step excavation, namely 6 meters of upper step 1 excavation.
The method comprises the following steps: adopting a three-step method for excavation without setting core soil, comprising the following steps:
1) excavating an upper step 1: excavating the upper step 1 for 5 cycles, wherein the footage of each cycle is 1.2 meters, the footage length of the upper step is 6 meters, excavating and deslagging are carried out by using an excavator to form the upper step, and the height of the upper step 1 is 3.7 meters;
2) excavating the left side 21 of the middle step: the upper step 1 is 1.2 meters in length, and the left side 21 of the middle step is 1.2 meters in length; in addition, the left side 21 of the middle step comprises a left steel frame lane 211 of the middle step and a left traffic lane 212 of the middle step from left to right, and when the left traffic lane 212 of the middle step is constructed, the left traffic lane 212 of the middle step is in a slope shape;
3) excavating the right side 22 of the middle step: the upper step 1 is 1.2 meters in length, the left side 21 of the middle step is 1.2 meters in length, the right side 22 of the middle step is 1.2 meters in length, and the left side 21 of the middle step and the right side 22 of the middle step are staggered by 1.2 meters from left to right to form a middle step 2;
4) repeating the step 3) until the footage of the right side 22 of the middle step is 6 meters;
5) excavating the left side 31 of the lower step: the method comprises the following steps that 1.2 meters of an upper step, 1.2 meters of a middle step, 21 meters of a middle step, 1.2 meters of a middle step, 22 meters of a middle step, 1.2 meters of a lower step, 31 meters of a lower step left side, steel frame installation and vault system anchor rod construction are simultaneously carried out on the excavated upper step 1 and the middle step 2 when the lower step left side 31 is excavated; in addition, the lower step left side 31 comprises a lower step left side steel frame lane 311 and a lower step left side traffic lane 312 from left to right, and when the lower step left side traffic lane 312 is constructed, the lower step left side traffic lane 312 is made to be in a slope shape;
6) excavating the right side 32 of the lower step: the method comprises the following steps that 1.2 meters of an upper step, 1.2 meters of a middle step, 21 meters of a middle step, 1.2 meters of a lower step, 32 meters of a lower step, 1.2 meters of a lower step, left 31 and right 32 of the middle step are staggered left and right to form a lower step 3, steel frames are continuously installed on the excavated upper step 1 and middle step 2 when the left 31 and right 32 of the lower step are excavated, and an arch crown system anchor rod is constructed;
7) repeating the step 6) until the footage of the right side 32 of the lower step is 6 meters, then installing a steel frame of the lower step, constructing a locking pin and an advance support for the upper step and the middle step at the same time, constructing a locking pin of the lower step finally, and then performing guniting operation; in the construction process, the construction is carried out for 3 days totally, the length of the upper step is 6 meters after the construction is finished, the length of the middle step is 6 meters, and the length of the lower step 3 is 6 meters;
step two: excavating an inverted arch for 6 meters, and then carrying out primary support on the inverted arch; backfilling the primarily supported inverted arch by using surrounding rocks dug by the upper step and the middle step; during the period, the distance between the primary support of the inverted arch and the tunnel face is controlled to be 15.2-21.2 m; then, constructing a long anchor rod of a side wall on the lower step, excavating, and backfilling an inverted arch for 1 day; therefore, an excavation cycle is formed by excavating each step for 6 meters and excavating an inverted arch for 6 meters, namely, the excavation cycle required by the excavation of 6 meters in the whole process is 4 days;
step three: and (2) circularly constructing the first step and the second step, namely after 3 excavation cycles are formed, namely after the primary inverted arch support length is 18 meters, excavating 12 meters of primary inverted arch support backfill surrounding rock, constructing an inverted arch lining, wherein the construction time of the 12 meters of inverted arch lining is 1.5 days, and during the construction of the inverted arch lining, the tunnel face is normally constructed by utilizing a trestle, and the tunnel face and the inverted arch lining are not influenced, so that the construction can be simultaneously carried out.
Step four: performing construction in the first step and the second step, excavating 12 m primary inverted arch supports of backfilled surrounding rocks when two cycles are performed, namely the primary inverted arch support construction length is 12 m, constructing an inverted arch lining in time, and during construction of the inverted arch lining, normally constructing a tunnel face by using a trestle; after the inverted arch lining is constructed for a certain distance, the deformation condition is monitored, the second lining of the arch wall is organized in time, and when the length of the primary support of the inverted arch is more than or equal to 24 meters, enough space is available for implementing the second lining of the arch wall; the normal construction of the tunnel face can be continued while the second lining of the arch wall is constructed, and the next cycle is carried out. It can be known from the implementation manner of the above specific embodiment that one excavation cycle required for the whole process to reach 6 meters is 4 days, that is, 4 days are required for the upper, middle, lower and inverted arches to reach 6 meters, and the next excavation cycle can be performed while constructing the inverted arch lining and the arch wall secondary lining, so that the time can be synchronized, 6 meters can be excavated in 4 days, and 7 cycles can be constructed while managing the grabbing process in one month, so that 42 meters can be constructed in one month, and the construction period is accelerated by more than half.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that can be easily conceived by those skilled in the art within the technical scope of the present invention are included in the scope of the present invention. The invention extends to any novel feature or any novel combination of features disclosed in this specification and any novel method or process steps or any novel combination of features disclosed.
Claims (8)
1. The utility model provides a construction method that single line tunnel weak surrounding rock seals annulation fast, the cross section that needs the excavation includes the upper ledge, well step and lower step from top to bottom in proper order, well step includes well step left side and well step right side, the step includes step left side and step right side down respectively down, its characterized in that includes following step:
the method comprises the following steps: adopting a three-step method for excavation without setting core soil, comprising the following steps:
1) excavating an upper step: excavating the upper step for m cycles, wherein each cycle is N meters, the footage length of the upper step is mN meters, and excavating and deslagging are carried out by using an excavator to form the upper step;
2) excavating the left side of the middle step: the upper step advances 1 cycle N meters, and the left side of the middle step advances 1 cycle N meters;
3) excavating the right side of the middle step: the upper step is advanced for 1 cycle of N meters, the left side of the middle step is advanced for 1 cycle of N meters, the right side of the middle step is advanced for 1 cycle of N meters, and the left side of the middle step and the right side of the middle step are staggered for one cycle to form a middle step;
4) repeating the step 3) until the right footage of the middle step is mN meters;
5) excavating the left side of the lower step: the method comprises the following steps of 1 step of feeding the upper step for N meters in circulation, 1 step of feeding the left side of the middle step for N meters in circulation, 1 step of feeding the right side of the middle step for N meters in circulation, and 1 step of feeding the left side of the lower step for N meters in circulation, wherein steel frames are installed on the upper step and the middle step which are excavated and an arch crown system anchor rod is applied when the left side of the lower step is excavated;
6) excavating the right side of the lower step: the method comprises the following steps of 1 step of feeding the upper step for N meters in a circulating mode, 1 step of feeding the left side of the middle step for N meters in a circulating mode, 1 step of feeding the right side of the middle step for N meters in a circulating mode, 1 step of feeding the left side of the lower step for N meters in a circulating mode, 1 step of feeding the right side of the lower step for N meters in a circulating mode, and staggering the left side of the lower step and the right side of the lower step for one circulation to form the lower step;
7) repeating the step 6) until the right side footage of the lower step is mN meters, then installing a lower step steel frame, simultaneously constructing locking feet and advanced supports on the upper step and the middle step, finally constructing locking feet on the lower step, and then performing guniting operation;
step two: excavating an inverted arch, advancing to mN meters, and then carrying out primary support on the inverted arch; backfilling the primarily supported inverted arch by using surrounding rocks dug by the upper step and the middle step; during the period, the distance between the primary support of the inverted arch and the tunnel face is controlled to be 15.2-21.2 m; then, constructing a side wall long anchor rod on the lower step;
step three: in the first and second circulating construction steps, when the constructed primary inverted arch is 3mN-4mN meters into the ruler, excavating 2mN meters of primary inverted arch backfill surrounding rock, constructing an inverted arch lining, and during the construction of the inverted arch lining, utilizing a trestle and normally constructing a tunnel face;
step four: performing construction in the first step and the second step, excavating the primary inverted arch backfill surrounding rock with 2mN meters when two cycles are performed, namely the primary inverted arch construction footage is 2mN meters, constructing an inverted arch lining in time, and utilizing a trestle during construction of the inverted arch lining to perform normal construction on a tunnel face; and (3) when the total length of the inverted arch lining is greater than 4mN meters, performing secondary lining construction on the inverted arch lining, and continuing normal construction of the tunnel face in the secondary lining construction process of the arch wall.
2. The construction method for rapidly closing and looping the weak surrounding rock of the single-line tunnel according to claim 1, wherein the range of N is 1.0-1.4 m, and the value of m is 5.
3. The construction method for rapidly closing and looping the weak surrounding rock of the single-line tunnel according to claim 2, wherein N is 1.2 m, and m has a value of 5.
4. The construction method for the single-line tunnel weak surrounding rock rapid sealing and looping as claimed in claim 1, wherein the excavation height of the upper step is 3.5-4.0 meters, the excavation height of the middle step is 3.3-4.0 meters, and the excavation height of the lower step is 3.0-3.5 meters.
5. The construction method for the single-line tunnel weak surrounding rock rapid sealing and looping as claimed in claim 1, wherein each step of the tunnel is excavated by manually matching a scarifier or a milling head, namely, after the section of the tunnel face is excavated by the scarifier or the milling head, the contour of the tunnel face is manually trimmed.
6. The construction method of the single-line tunnel weak surrounding rock rapid sealing ring as claimed in claim 1, wherein the left side of the middle step comprises a left steel frame lane of the middle step and a left steel frame lane of the middle step from left to right, the right side of the middle step comprises a right steel frame lane of the middle step and a right steel frame lane of the middle step from left to right, and the left steel frame lane of the middle step is a slope when the left side of the middle step is excavated.
7. The construction method for the single-line tunnel weak surrounding rock rapid sealing ring as claimed in claim 6, wherein the width of the middle-step left steel frame road and the middle-step right steel frame road is 1-2 m.
8. The construction method of the single-line tunnel weak surrounding rock fast closed loop as claimed in claim 1, wherein the left side of the lower step comprises a lower step left side steel frame road and a lower step left side road from left to right, the right side of the lower step comprises a lower step right side road and a lower step right side steel frame road from left to right, and when the left side of the lower step is excavated, the lower step left side road is a slope.
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| CN102562075B (en) * | 2012-03-09 | 2014-06-11 | 中交第二公路工程局有限公司 | Large cross-section weak surrounding rock tunnel three-step and six-part short-distance construction method |
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