CN210317344U - Tunnel steel pipe encircles preliminary bracing structure - Google Patents
Tunnel steel pipe encircles preliminary bracing structure Download PDFInfo
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- CN210317344U CN210317344U CN201920823461.7U CN201920823461U CN210317344U CN 210317344 U CN210317344 U CN 210317344U CN 201920823461 U CN201920823461 U CN 201920823461U CN 210317344 U CN210317344 U CN 210317344U
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Abstract
The utility model relates to a tunnel steel pipe encircles preliminary bracing structure, this structure including lay several sections steel pipe arches, establish and face empty face surrounding rock reinforcing bar net piece on the surface that link together through connecting reinforcement on tunnel face surrounding rock. 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 utility model has the practical characteristics of quick, high-efficient, simple, the easy on-the-spot of operating, be the replenishment of rock tunnel between III, IV level country rock preliminary bracing parameter.
Description
Technical Field
The utility model relates to a highway engineering, railway engineering tunnel construction technical field especially relate to a tunnel steel pipe encircles preliminary bracing structure.
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.
SUMMERY OF THE UTILITY MODEL
The utility model aims to solve the technical problem that a tunnel steel pipe arch preliminary bracing structure safe, reliable, quick, high-efficient, simple, easy operation is provided.
In order to solve the problem, a tunnel steel pipe encircles preliminary bracing structure, its 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.
Compared with the prior art, the utility model has the following advantage:
1. the utility model discloses encircle the nimble application of preliminary bracing through the steel pipe under rock tunnel III, IV level country rock circumstances, effectively solved tunnel preliminary bracing parameter and the not assorted problem of country rock circumstances.
2. The utility model discloses developing at the country rock crack, the piece should fall in the broken structure, and the piece has certain intensity, subsides, the less stone tunnel of convergence, and the cooperation control is measurationed, can greatly optimize tunnel preliminary bracing structure, and it is extravagant to reduce the engineering, simultaneously, ensures site operation safety and construction quality to effectively accelerate tunnel construction progress, create economic benefits.
3. The utility model has the practical characteristics of quick, high-efficient, simple, the easy on-the-spot of operating, be the replenishment of rock tunnel between III, IV level country rock preliminary bracing parameter.
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 schematic 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:
⑴ calculating excavation contour line parameters according to the tunnel lining section parameters, lofting the excavation contour line of the surrounding rock 8 of the tunnel face point by point with a lofting distance of 1m, and marking with white or red paint.
⑵ excavating the face surrounding rock 8 by smooth blasting, controlling the face surrounding rock 8 to be ultra-short excavated, and cleaning the face surrounding rock 8 and the dangerous rocks of the face surrounding rock 9 after blasting when the excavation footage is not more than 3.0m each cycle.
⑶ A steel pipe arch 1 is made of 42 seamless steel pipes by a cold bending machine in a steel bar processing field, the geometric dimensions of the steel pipe arch 1 such as outer arc length and outer chord length are measured, then 25 sleeve steel bars 10 are welded at one end of the steel pipe arch 1, one end extends into the steel pipe, the other end is exposed by 20cm, and when the surrounding rock conditions are 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.
⑷ is made into a hook shape by using a phi 22 steel bar, and the length of the hook is 10cm to make the connecting steel bar 4.
⑸ the reinforcing steel bar net 3 with net piece longitudinal length of 120cm, circumferential length of 150cm and grid spacing of 20 x 20cm is made by phi 6 or phi 8 disc circle.
⑹ A steel pipe arch 1 is lofted by adopting a 7-point lofting method, 7 corresponding limit points are lofted on tunnel face surrounding rock 8 and constructed primary lining sprayed concrete 5, the 7 points are respectively lofted at a center line of the tunnel arch 1 point, lofted 1 points at the positions of 0.5m upwards arch feet on two sides, lofted 1 points at the positions of 2.5m upwards arch feet and lofted 1 point at the position of 1m downwards arch feet, and the installation line position of the steel pipe arch 1 is controlled.
⑺ laying steel bar net 3 on the surface of the excavated face surrounding rock 9, then installing the steel pipe arch 1, connecting the steel pipe arch 1 segments by sleeving steel bars 10, and welding and reinforcing the joints by 4 pieces of 10cm phi 12 thread steel.
⑻ the connecting steel bar 4 adopts positive and negative buckle method, 1m is arranged in the plum blossom shape staggered arrangement 1 way, the two adjacent steel pipe arches 1 are hooked and clamped and welded to connect them together, forming the steel pipe arch integral framework.
⑼ A pair of lock anchor pipes 2 are respectively arranged at arch crown part and arch waist part arch springing part for anchoring after the steel pipe arch 1 is completely installed, and the end part of the lock anchor pipe 2 is welded with the steel pipe arch 1 to connect them together, and meanwhile, the anchor holes of the lock anchor pipe 2 are anchored by adopting an anchoring agent in the whole hole.
⑽ after all the steel pipe arches 1, the reinforcing mesh 3, the connecting reinforcing bars 4 and the locking anchor pipes 2 are installed, the construction of primary lining sprayed concrete 5 is carried out, and after the settlement is stable, the construction of the waterproof board 6 and the secondary lining 7 are carried out in sequence.
Claims (8)
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.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201920823461.7U CN210317344U (en) | 2019-06-03 | 2019-06-03 | Tunnel steel pipe encircles preliminary bracing structure |
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| CN201920823461.7U CN210317344U (en) | 2019-06-03 | 2019-06-03 | Tunnel steel pipe encircles preliminary bracing structure |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111779512A (en) * | 2020-06-29 | 2020-10-16 | 中铁第一勘察设计院集团有限公司 | Method for constructing tunnel structure |
| CN111779508A (en) * | 2020-06-29 | 2020-10-16 | 中铁第一勘察设计院集团有限公司 | Tunnel structure |
| CN112031831A (en) * | 2019-06-03 | 2020-12-04 | 甘肃路桥建设集团有限公司 | Tunnel steel pipe arch primary support structure and support method thereof |
-
2019
- 2019-06-03 CN CN201920823461.7U patent/CN210317344U/en active Active
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112031831A (en) * | 2019-06-03 | 2020-12-04 | 甘肃路桥建设集团有限公司 | Tunnel steel pipe arch primary support structure and support method thereof |
| CN111779512A (en) * | 2020-06-29 | 2020-10-16 | 中铁第一勘察设计院集团有限公司 | Method for constructing tunnel structure |
| CN111779508A (en) * | 2020-06-29 | 2020-10-16 | 中铁第一勘察设计院集团有限公司 | Tunnel structure |
| CN111779508B (en) * | 2020-06-29 | 2022-03-22 | 中铁第一勘察设计院集团有限公司 | Tunnel structure |
| CN111779512B (en) * | 2020-06-29 | 2022-05-10 | 中铁第一勘察设计院集团有限公司 | Method for building tunnel structure |
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