CN112031831A - Tunnel steel pipe arch primary support structure and support method thereof - Google Patents
Tunnel steel pipe arch primary support structure and support method thereof Download PDFInfo
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- CN112031831A CN112031831A CN201910476330.0A CN201910476330A CN112031831A CN 112031831 A CN112031831 A CN 112031831A CN 201910476330 A CN201910476330 A CN 201910476330A CN 112031831 A CN112031831 A CN 112031831A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 148
- 239000010959 steel Substances 0.000 title claims abstract description 148
- 238000000034 method Methods 0.000 title claims abstract description 20
- 239000011435 rock Substances 0.000 claims abstract description 47
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 14
- 239000011378 shotcrete Substances 0.000 claims abstract description 14
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 35
- 238000010276 construction Methods 0.000 claims description 18
- 238000009412 basement excavation Methods 0.000 claims description 9
- 239000004567 concrete Substances 0.000 claims description 8
- 238000005422 blasting Methods 0.000 claims description 6
- 238000004519 manufacturing process Methods 0.000 claims description 6
- 239000004575 stone Substances 0.000 claims description 6
- 238000003466 welding Methods 0.000 claims description 6
- 238000009434 installation Methods 0.000 claims description 5
- 238000004873 anchoring Methods 0.000 claims description 4
- 238000005452 bending Methods 0.000 claims description 3
- 239000003795 chemical substances by application Substances 0.000 claims description 3
- 238000003754 machining Methods 0.000 claims description 3
- 239000003973 paint Substances 0.000 claims description 3
- 238000012545 processing Methods 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 2
- 238000005065 mining Methods 0.000 claims 1
- 230000001502 supplementing effect Effects 0.000 abstract description 2
- 101150097977 arch-1 gene Proteins 0.000 description 15
- 239000002699 waste material Substances 0.000 description 4
- 238000013461 design Methods 0.000 description 3
- 238000005507 spraying Methods 0.000 description 3
- 230000008901 benefit Effects 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 238000009933 burial Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
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- 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
- 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 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
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- 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 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
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention relates to a tunnel steel pipe arch primary support structure which comprises a plurality of sections of steel pipe arches and a steel bar net piece, wherein the steel pipe arches are laid on surrounding rock on the tunnel face and connected together through connecting steel bars, and the steel bar net piece is arranged on the surface of the surrounding rock on the face. Each section of steel pipe arch is formed by connecting a plurality of seamless steel pipes through sleeved steel bars; a pair of locking anchor pipes are respectively arranged at the arch crown part and the arch waist part of the steel pipe arch; the steel bar net piece is arranged on the steel pipe arch; the steel pipe arch, the reinforcing mesh, the connecting reinforcing bars and the lock pin anchor pipe are provided with primary lining sprayed concrete, and the primary lining sprayed concrete is sequentially provided with a waterproof plate and a secondary lining. The invention also discloses a supporting method of the supporting structure. The method has the field practical characteristics of rapidness, high efficiency, simplicity and easy operation, and is used for supplementing the preliminary bracing parameters of the rock tunnel between III-grade and IV-grade surrounding rocks.
Description
Technical Field
The invention relates to the technical field of tunnel construction of highway engineering and railway engineering, in particular to a tunnel steel tube arch primary support structure and a support method thereof.
Background
Along with the continuous development of social economy, according to the requirement of road development in China, the road grade is continuously improved, the number of long and large tunnels passing through mountainous areas is increased, the tunnel burial depth is large, the difficulty of design geological survey is greatly improved, the incomplete geological survey leads to insufficient tunnel support design depth, the design support condition is not matched with the actual surrounding rock excavation condition on site, the support parameters are too strong, the engineering waste is caused, and the structural quality and safety can not be ensured due to the weak support parameters. In this case, it is important to adjust the preliminary bracing parameters, so that the safety of the site construction is guaranteed and the cost waste is avoided.
At present, two construction methods are commonly used for primary support of a highway tunnel. One is anchor-shotcreting primary support, and the other is mold-building primary support. Because the primary support of the mold construction has many working procedures and slow construction progress, the mold construction cannot bear load immediately after pouring concrete, and the chemical stability is poorer, and the primary support of the mold construction concrete is gradually eliminated along with the improvement and maturity of the scientific technology and the anchor spraying primary support construction process. The primary support mode of the rocky mountain tunnel mostly adopts a steel frame and anchor spraying primary support, according to the construction principle of the new Austrian method, the self bearing capacity of surrounding rocks is exerted, the classification of the types of the surrounding rocks determines the classification of lining types and parameters, when the surrounding rocks are classified into IV-level and III-level surrounding rocks, no primary support parameter is provided, the requirement on strength safety is met, energy is saved, and cost waste is reduced.
Disclosure of Invention
The invention aims to provide a tunnel steel pipe arch preliminary bracing structure which is safe, reliable, fast, efficient, simple and easy to operate.
The invention also aims to provide a supporting method of the tunnel steel pipe arch primary supporting structure.
In order to solve the problems, the primary supporting structure of the tunnel steel pipe arch is characterized in that: the structure comprises a plurality of sections of steel pipe arches which are laid on surrounding rocks on the tunnel face and connected together through connecting steel bars, and a steel bar net piece arranged on the surface of the surrounding rocks on the face of the tunnel; each section of steel pipe arch is formed by connecting a plurality of seamless steel pipes through sleeved steel bars; a pair of locking anchor pipes are respectively arranged at the arch crown part and the arch waist part of the steel pipe arch; the steel bar net piece is arranged on the steel pipe arch; the steel pipe arch, the reinforcing mesh, the connecting reinforcing bars and the lock pin anchor pipe are provided with primary lining sprayed concrete, and the primary lining sprayed concrete is sequentially provided with a waterproof plate and a secondary lining.
The sleeved reinforcing steel bars are phi 25 reinforcing steel bars, the length of the sleeved reinforcing steel bars is 40cm, one ends of the sleeved reinforcing steel bars extend into the seamless steel tubes, the other ends of the sleeved reinforcing steel bars are exposed by 20cm, and 4 pieces of 10cm phi 12 deformed steel bars are welded at the exposed ends.
And a plurality of sections of steel pipe arches are connected together through the connecting steel bars which are arranged in a staggered manner in a plum blossom shape.
The connecting steel bar is in a hook shape and is made of phi 22 steel bars, and the length of the hook is 10 cm.
The reinforcing mesh is made of phi 6 or phi 8 coiled circles, the longitudinal length of the mesh is 120cm, the circumferential length of the mesh is 150cm, and the grid distance is 20 multiplied by 20 cm.
The diameter of the seamless steel pipe is 42mm, and the wall thickness is 4 mm.
The diameter of lock foot anchor pipe is 25mm, and the wall thickness is 4mm, and length is 2m, and lower spigot angle is not less than 30.
And small stone concrete is arranged in the seamless steel pipe.
The supporting method of the tunnel steel pipe arch primary supporting structure comprises the following steps:
calculating an excavation contour line parameter according to a tunnel lining section parameter, lofting a tunnel face surrounding rock excavation contour line point by point, wherein the lofting interval is 1m, and marking points by adopting white or red paint;
secondly, excavating the face surrounding rock by adopting smooth blasting, and cleaning the danger rocks of the face surrounding rock and the face surrounding rock after blasting;
thirdly, adopting a phi 42 seamless steel pipe to be processed into a steel pipe arch by a cold bending machine in a reinforcing steel bar processing field, then welding a phi 25 sleeve joint reinforcing steel bar at one end of the steel pipe arch, wherein one end of the steel pipe arch is deep into the pipe, and the other end of the steel pipe arch is exposed by 20 cm;
fourthly, machining a phi 22 steel bar into a hook shape, wherein the length of the hook is 10cm, and manufacturing a connecting steel bar;
fifthly, adopting phi 6 or phi 8 disk circles to manufacture the reinforcing steel bar mesh with the longitudinal length of 120cm, the circumferential length of 150cm and the mesh interval of 20 x 20 cm;
sixthly, lofting 7 corresponding limit points on surrounding rocks on the tunnel face and constructed primary lining sprayed concrete by adopting a 7-point lofting method during lofting of the steel pipe arch, wherein the 7 points are respectively lofting 1 point at the center line of the tunnel arch, lofting 1 point at the position of 0.5m above arch springing at two sides, lofting 1 point at the position of 2.5m above the arch springing and lofting 1 point at the position of 1m below the arch springing, and controlling the installation line position of the steel pipe arch;
laying the reinforcing steel bar net piece on the surface of the face surrounding rock for excavation, then installing the steel pipe arch, connecting the steel pipe arch sections through the sleeved reinforcing steel bars, and welding and reinforcing the joints by adopting 4 pieces of 10cm phi 12 deformed steel bars;
the connecting steel bars adopt a positive and negative buckling method, 1 steel bar is arranged in a quincunx staggered arrangement mode at 1m, two adjacent steel pipe arch hooks are clamped and welded to be connected together, and a steel pipe arch integral framework is formed;
after the steel pipe arch is completely installed, a pair of foot-locking anchor pipes are respectively arranged at the arch crown part and the arch waist part and are anchored, and the end parts of the foot-locking anchor pipes are welded with the steel pipe arch to be connected together; meanwhile, the anchor holes of the lock leg anchor pipes are anchored by adopting an anchoring agent in a whole hole;
the construction of primary lining sprayed concrete is carried out after all the steel pipe arches, the reinforcing steel bar net pieces, the connecting reinforcing steel bars and the locking pin anchor pipes are installed, and the construction of waterproof boards and secondary lining is carried out in sequence after settlement is stable.
Compared with the prior art, the invention has the following advantages:
1. the invention effectively solves the problem that the primary support parameters of the tunnel are not matched with the surrounding rock conditions by the flexible application of the primary support of the steel pipe arch under the surrounding rock conditions of the rock tunnels III and IV.
2. According to the invention, when the surrounding rock cracks develop, the structure is broken, the rock is easy to fall, and the rock has certain strength and is a stone tunnel with small settlement and convergence, and the monitoring measurement is matched, the primary supporting structure of the tunnel can be greatly optimized, the engineering waste is reduced, meanwhile, the safety and the construction quality of the on-site construction are ensured, the tunnel construction progress is effectively accelerated, and the economic benefit is created.
3. The method has the field practical characteristics of rapidness, high efficiency, simplicity and easy operation, and is used for supplementing the preliminary bracing parameters of the rock tunnel between III-grade and IV-grade surrounding rocks.
Drawings
The following describes embodiments of the present invention in further detail with reference to the accompanying drawings.
FIG. 1 is a schematic structural diagram of the present invention.
Fig. 2 is a schematic elevation view of the present invention.
Fig. 3 is a side view of the present invention.
In the figure: 1-steel pipe arch; 2-locking anchor pipe; 3-reinforcing mesh; 4, connecting steel bars; 5, primary lining spraying concrete; 6-waterproof board; 7, secondary lining; 8-face surrounding rock; 9-surrounding rock on the face of the sky; and 10, sleeving reinforcing steel bars.
Detailed Description
As shown in fig. 1-3, the primary supporting structure of the tunnel steel pipe arch comprises a plurality of sections of steel pipe arches 1 laid on surrounding rocks 8 on the tunnel face and connected together through connecting steel bars 4, and a steel bar net piece 3 arranged on the surface of the surrounding rocks 9 on the face.
Each section of steel pipe arch 1 is formed by connecting a plurality of seamless steel pipes through sleeved steel bars 10; a pair of locking anchor pipes 2 are respectively arranged at the arch crown part and the arch waist part of the steel pipe arch 1; a steel bar net 3 is arranged on the steel pipe arch 1; the steel pipe arch 1, the reinforcing mesh 3, the connecting reinforcing steel bars 4 and the lock pin anchor pipe 2 are provided with primary lining sprayed concrete 5, and the primary lining sprayed concrete 5 is sequentially provided with a waterproof plate 6 and a secondary lining 7.
Wherein: the sleeved reinforcing steel bars 10 are phi 25 reinforcing steel bars, the length of the sleeved reinforcing steel bars is 40cm, one ends of the sleeved reinforcing steel bars extend into the seamless steel pipe, the other ends of the sleeved reinforcing steel bars are exposed by 20cm, and 4 pieces of phi 12 deformed steel bars with the length of 10cm are welded at the exposed ends.
A plurality of sections of steel pipe arches 1 are connected together through connecting reinforcing steel bars 4 which are arranged in a staggered manner in a plum blossom shape.
The connecting steel bar 4 is in a hook shape and is made of phi 22 steel bars, and the length of the hook is 10 cm.
The reinforcing mesh 3 is made of phi 6 or phi 8 coiled circles, the longitudinal length of the mesh is 120cm, the circumferential length of the mesh is 150cm, and the grid distance is 20 multiplied by 20 cm.
The seamless steel pipe has a diameter of 42mm and a wall thickness of 4 mm.
The diameter of the lock pin anchor pipe 2 is 25mm, the wall thickness is 4mm, the length is 2m, and the downward inserting angle is not less than 30 degrees.
Small stone concrete is arranged in the seamless steel pipe.
The supporting method of the tunnel steel pipe arch primary supporting structure comprises the following steps:
the method includes the steps of calculating excavation contour line parameters according to tunnel lining section parameters, lofting excavation contour lines of surrounding rocks 8 of a tunnel face point by point, wherein lofting intervals are 1m, and marking points with white or red paint.
Secondly, excavating the face surrounding rock 8 by adopting smooth blasting, and controlling the face surrounding rock 8 to be ultra-short excavated; the excavation footage of each cycle is not more than 3.0 m. After blasting, dangerous stones of the surrounding rock 8 on the tunnel face and the surrounding rock 9 on the face are cleaned.
Thirdly, the phi 42 seamless steel pipe is adopted to be processed into the steel pipe arch 1 in a centralized way by a cold bending machine in a reinforcing steel bar processing field, and the geometric dimensions of the outer arc length and the outer chord length of the steel pipe arch 1 are measured. Then welding phi 25 sleeve joint reinforcing steel bars 10 at one end of the steel pipe arch 1, wherein one end of the steel pipe arch extends into the pipe, and the other end of the steel pipe arch is exposed by 20 cm; when the surrounding rock condition is relatively poor, small stone concrete can be injected into the steel pipe 1 to form the concrete steel pipe arch 1 so as to increase the rigidity of the steel pipe arch 1.
And fourthly, machining a phi 22 steel bar into a hook shape, wherein the length of the hook is 10cm, and manufacturing the connecting steel bar 4.
Fifthly, adopting phi 6 or phi 8 disk circles to manufacture the reinforcing steel mesh sheet 3 with the longitudinal length of the mesh sheet of 120cm, the circumferential length of 150cm and the mesh space of 20 x 20 cm.
Sixthly, lofting a steel pipe arch 1 by adopting a 7-point lofting method, lofting 7 corresponding limit points on tunnel face surrounding rock 8 and constructed primary lining sprayed concrete 5, wherein the 7 points are respectively lofting 1 point at the center line of the tunnel arch, lofting 1 point at the positions of 0.5m upward arch springings at two sides, lofting 1 point at the positions of 2.5m upward arch springings and lofting 1 point at the positions of 1m downward arch springings, and controlling the installation line position of the steel pipe arch 1.
Laying steel bar meshes 3 on the surface of a surrounding rock 9 excavated on the side of the sky, then installing a steel pipe arch 1, connecting sections of the steel pipe arch 1 through sleeved steel bars 10, and welding and reinforcing the joints by adopting 4 pieces of 10cm phi 12 deformed steel bars.
And the connecting steel bars 4 adopt a positive and negative buckling method, 1 channel is arranged at 1m in a staggered arrangement in a plum blossom shape, and two adjacent steel pipe arches 1 are hooked and clamped and welded to be connected together to form the integral framework of the steel pipe arch.
After the full installation of the self-supporting steel pipe arch 1 is finished, a pair of foot-locking anchor pipes 2 are respectively arranged at the arch crown part and the arch waist part and are anchored, and the end parts of the foot-locking anchor pipes 2 are welded with the steel pipe arch 1 to be connected together; meanwhile, the anchor holes of the lock leg anchor pipes 2 are anchored by adopting an anchoring agent in a whole hole.
The construction of primary lining sprayed concrete 5 is carried out after all the steel pipe arches 1, the reinforcing mesh 3, the connecting reinforcing steel bars 4 and the locking anchor pipes 2 are installed, and the construction of the waterproof plate 6 and the secondary lining 7 is carried out in sequence after the settlement is stable.
Claims (9)
1. The utility model provides a tunnel steel pipe encircles preliminary bracing structure which characterized in that: the structure comprises a plurality of sections of steel pipe arches (1) laid on tunnel face surrounding rocks (8) and connected together through connecting steel bars (4), and steel bar meshes (3) arranged on the surface of the face surrounding rocks (9); each section of the steel pipe arch (1) is formed by connecting a plurality of seamless steel pipes through sleeved steel bars (10); a pair of locking anchor pipes (2) are respectively arranged at the arch crown part and the arch waist part level arch foot part in the steel pipe arch (1); the steel bar net piece (3) is arranged on the steel pipe arch (1); the steel pipe arch (1), the reinforcing mesh (3), the connecting reinforcing bars (4) and the lock pin anchor pipe (2) are provided with primary lining shotcrete (5), and the primary lining shotcrete (5) is sequentially provided with a waterproof plate (6) and a secondary lining (7).
2. The preliminary bracing structure of a tunnel steel pipe arch according to claim 1, wherein: the sleeved reinforcing steel bars (10) are phi 25 reinforcing steel bars, the length of the sleeved reinforcing steel bars is 40cm, one ends of the sleeved reinforcing steel bars extend into the seamless steel tubes, the other ends of the sleeved reinforcing steel bars are exposed by 20cm, and 4 pieces of phi 12 deformed steel bars with the length of 10cm are welded at the exposed ends.
3. The preliminary bracing structure of a tunnel steel pipe arch according to claim 1, wherein: the steel pipe arches (1) are connected together through the connecting reinforcing steel bars (4) which are arranged in a staggered manner in a plum blossom shape.
4. The preliminary bracing structure of a tunnel steel pipe arch according to claim 1, wherein: the connecting steel bar (4) is in a hook shape and is made of phi 22 steel bars, and the length of the hook is 10 cm.
5. The preliminary bracing structure of a tunnel steel pipe arch according to claim 1, wherein: the reinforcing steel bar mesh (3) is made of phi 6 or phi 8 disc circles, the longitudinal length of the mesh is 120cm, the circumferential length of the mesh is 150cm, and the grid distance is 20 multiplied by 20 cm.
6. The preliminary bracing structure of a tunnel steel pipe arch according to claim 1, wherein: the diameter of the seamless steel pipe is 42mm, and the wall thickness is 4 mm.
7. The preliminary bracing structure of a tunnel steel pipe arch according to claim 1, wherein: the diameter of the lock pin anchor pipe (2) is 25mm, the wall thickness is 4mm, the length is 2m, and the inserting angle is not less than 30 degrees.
8. The preliminary bracing structure of a tunnel steel pipe arch according to claim 1, wherein: and small stone concrete is arranged in the seamless steel pipe.
9. A method for supporting a preliminary supporting structure of a tunnel steel tube arch as claimed in claim 1, comprising the steps of:
calculating an excavation contour line parameter according to a tunnel lining section parameter, lofting excavation contour lines of surrounding rock (8) of a tunnel face point by point, wherein the lofting interval is 1m, and marking points by adopting white or red paint;
adopting smooth blasting to excavate the face surrounding rock (8), and cleaning the dangerous rocks of the face surrounding rock (8) and the face surrounding rock (9) after blasting;
thirdly, adopting a phi 42 seamless steel pipe to be processed into a steel pipe arch (1) by a cold bending machine in a steel bar processing field, then welding a phi 25 sleeve joint steel bar (10) at one end of the steel pipe arch (1), wherein one end extends into the pipe, and the other end is exposed by 20 cm;
fourthly, machining a phi 22 steel bar into a hook shape, wherein the length of the hook is 10cm, and manufacturing a connecting steel bar (4);
fifthly, adopting phi 6 or phi 8 disk circles to manufacture the reinforcing steel bar mesh (3) with the longitudinal length of the mesh being 120cm, the circumferential length being 150cm and the mesh spacing being 20 x 20 cm;
sixthly, lofting 7 corresponding limit points on tunnel face surrounding rock (8) and constructed primary lining sprayed concrete (5) by adopting a 7-point lofting method during lofting of the steel pipe arch (1), wherein the 7 points are respectively lofting 1 point at the center line of the tunnel arch top, lofting 1 point at the position of each arch foot at two sides 0.5m upwards, lofting 1 point at the position of each arch foot at 2.5m upwards and lofting 1 point at the position of each arch top 1m downwards, and controlling the installation line position of the steel pipe arch (1);
laying the reinforcing steel bar net piece (3) on the surface of the face surrounding rock (9) in a mining mode, then installing the steel pipe arch (1), connecting the steel pipe arch (1) sections through the sleeved reinforcing steel bars (10), and welding and reinforcing the joints by adopting 4 pieces of 10cm phi 12 deformed steel bars;
the connecting steel bars (4) are arranged in a staggered manner in a plum blossom shape for 1m by adopting a positive and negative buckling method, and the adjacent two steel pipe arches (1) are hooked and clamped and welded to be connected together to form a steel pipe arch integral framework;
after the full installation of the steel pipe arch (1), a pair of foot-locking anchor pipes (2) are respectively arranged at the arch crown part and the arch waist part for anchoring, and the end part of each foot-locking anchor pipe (2) is welded with the steel pipe arch (1) to be connected together; meanwhile, the anchor holes of the lock leg anchor pipes (2) are anchored by adopting an anchoring agent in a whole hole;
the construction of primary lining sprayed concrete (5) is carried out after the steel pipe arch (1), the reinforcing mesh (3), the connecting reinforcing steel bars (4) and the lock pin anchor pipe (2) are installed, and the construction of a waterproof plate (6) and a secondary lining (7) is carried out in sequence after the settlement is stable.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910476330.0A CN112031831A (en) | 2019-06-03 | 2019-06-03 | Tunnel steel pipe arch primary support structure and support method thereof |
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| CN201910476330.0A CN112031831A (en) | 2019-06-03 | 2019-06-03 | Tunnel steel pipe arch primary support structure and support method thereof |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN114635719A (en) * | 2022-03-09 | 2022-06-17 | 甘肃路桥建设集团有限公司 | Tunnel secondary lining steel bar protective layer thickness five-point perimeter control standardized construction method |
| CN114635718A (en) * | 2022-03-09 | 2022-06-17 | 甘肃路桥建设集团有限公司 | Tunnel double-layer internal overlapping pipe shed supporting mode |
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| CN210317344U (en) * | 2019-06-03 | 2020-04-14 | 甘肃路桥建设集团有限公司 | Tunnel steel pipe encircles preliminary bracing structure |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114635719A (en) * | 2022-03-09 | 2022-06-17 | 甘肃路桥建设集团有限公司 | Tunnel secondary lining steel bar protective layer thickness five-point perimeter control standardized construction method |
| CN114635718A (en) * | 2022-03-09 | 2022-06-17 | 甘肃路桥建设集团有限公司 | Tunnel double-layer internal overlapping pipe shed supporting mode |
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