CN107503360B - Huge loose rock pile tunnel import is piled and is carried back pressure reinforced structure - Google Patents
Huge loose rock pile tunnel import is piled and is carried back pressure reinforced structure Download PDFInfo
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- CN107503360B CN107503360B CN201710595018.4A CN201710595018A CN107503360B CN 107503360 B CN107503360 B CN 107503360B CN 201710595018 A CN201710595018 A CN 201710595018A CN 107503360 B CN107503360 B CN 107503360B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
Abstract
A large loose rock pile tunnel inlet stacking back pressure reinforcing structure is provided with a plurality of stages of stepped auxiliary dikes downwards from a protection elevation, wherein the plurality of stages of auxiliary dikes are filled with rock block soil; the slope surface below the platform of the multistage auxiliary embankment is protected by double-layer dry rubbles, and a broken stone cushion layer is arranged below the double-layer dry rubble protection; a concrete retaining wall is arranged at the toe; the upstream side slope protection is connected with the auxiliary dike multistage platform by adopting an upstream side cone slope surface, the upstream side cone slope surface is protected by mortar rubble slope protection, a rubble cushion layer is arranged below the slope protection, and the foundation adopts a C35 concrete spoon-shaped foundation; the downstream side slope protection and the auxiliary dike multi-stage platform are connected by adopting a downstream side cone slope surface, the downstream side cone slope surface adopts double-layer dry-masonry stone slope protection, a gravel cushion layer is arranged below the slope protection, and the foundation adopts a concrete strip foundation; concrete slide-resistant piles are arranged on the large mileage sides of the second-level platform and the third-level platform, and tie beams are arranged on the pile tops. This structure proof strength is big, and protective range and protecting effect are comprehensive, avoid the heap district to appear collapsing to guarantee the security of circuit operation.
Description
Technical Field
The invention relates to the field of tunnels, in particular to a loading back pressure reinforcing structure for an inlet of a giant loose rock pile tunnel.
Background
The scale of the rock pile at the entrance of the tunnel at the great front stone ridge is very large, the range of the rock pile comprises almost the whole mountain body at the entrance of the tunnel, the natural gradient is 26-38 degrees, the thickness of the rock pile is 26.3-48.4 meters, and the mountain body at the lower part of the rock pile body extends into the river. The rock mass mainly comprises rock blocks with different sizes, the rock mass is quartz sandstone of an early-shock denier system fishing platform group (Z1d), the diameter of the rock blocks is more than 0.5 m-1.5 m, the diameter of the rock blocks is 2-3 m, the overall block diameter is uniform, the rock mass is of a loose overhead structure and basically has no bonding, no broken rock and fine soil filling and no separation, and the void ratio of the rock mass reaches 40-50%. The tunnel with the large front stone ridge penetrates through the middle upper part of the giant rock pile, the maximum thickness of the rock pile at the top of the tunnel is 50 meters, and the height of the bottom of the tunnel from a bedrock of the rock pile is more than 32 meters.
The local government has reservoir planning in this section scope simultaneously, and the reservoir is held the water back, can produce different degree influences to the bank around, especially the rockfill district, and the reservoir bank collapse problem that most easily produces influences the operation safety of circuit, for this reason, when railway engineering implements, need take bank collapse safeguard measure to the scope that probably influences circuit safety.
Disclosure of Invention
The invention provides the inlet stacking back pressure reinforcing structure of the giant loose rock pile tunnel, which has the advantages of high protection strength, comprehensive protection range and protection effect, and capability of preventing collapse of a rock pile section so as to ensure the safety of line operation.
The technical scheme adopted by the invention for solving the technical problems in the prior art is as follows:
the utility model provides a huge loose rock pile tunnel import is piled and is carried back pressure reinforced structure which characterized in that:
a plurality of stages of stepped auxiliary dikes are arranged downwards from the protection elevation, and the multistage auxiliary dikes are filled with rock block soil; the slope surface below the platform of the multistage auxiliary embankment is protected by double-layer dry rubbles, and a broken stone cushion layer is arranged below the double-layer dry rubble protection; a concrete retaining wall is arranged at the toe;
the upstream side slope protection is connected with the auxiliary dike multistage platform by adopting a cone slope surface, the cone slope surface is an upstream side cone slope surface, the upstream side cone slope surface adopts mortar rubble slope protection, a rubble cushion layer is arranged below the slope protection, and the foundation adopts a C35 concrete spoon-shaped foundation;
the downstream side slope protection and the auxiliary dike multi-stage platform are connected by a cone slope surface, the cone slope surface is a downstream side cone slope surface, the downstream side cone slope surface adopts double-layer dry-masonry stone slope protection, a gravel cushion layer is arranged below the slope protection, and the foundation adopts a concrete strip foundation;
concrete anti-slide piles are arranged on the large mileage sides of the second-level platform and the third-level platform, a plurality of concrete anti-slide piles are arranged at each position according to intervals, and tie beams are arranged on pile tops.
Further: the stepped auxiliary embankment is in three stages, the thickness of each layer of double-layer dry-masonry stone protection adopted on the slope surface below the platform of the three-stage auxiliary embankment is 0.3m, and the thickness of a broken stone cushion layer arranged below the double-layer dry-masonry stone protection is 0.15 m; the wall height of the concrete retaining wall arranged at the toe is 4 m.
Further: the slope rate of the upstream side cone slope surface is not steep at 1:2.0, the cone slope surface is protected by M7.5 grouted rubble protection slope, the thickness of the protection slope is 0.6M, and the thickness of a rubble cushion layer arranged below the protection slope is 0.15M.
Further: the slope rate of the downstream side cone slope surface is not steep by 1:2.0, the thickness of each layer of protection slope of the double-layer dry rubble protection adopted by the downstream side cone slope surface is 0.3m, and the thickness of a rubble cushion layer arranged below the protection slope is 0.15 m.
Further: the concrete slide-resistant piles are C45 concrete slide-resistant piles with the diameter of 2.0m, 5 piles are arranged at each position below the original ground, and the distance between the piles is 2.2 m; 3 above the ground, with a pile spacing of 4.4 m.
Further: the stone soil filler is made of stones which are difficult to effloresce and mainly have sharp edges, the mass of particles with the particle size of more than 200mm exceeds 50 percent of the total mass, and the maximum particle size of the filler is less than 300mm or 2/3 of the paving thickness; the compaction standard of the filler adopts a foundation coefficient as a control index, and the foundation coefficient K/30 is not less than 130 MPa/m.
The invention has the advantages and positive effects that:
1. the invention adopts large-scale rock block soil to perform back pressure rolling compaction, and has better durability, higher protection strength, more comprehensive protection range and protection effect compared with concrete or other protection facilities.
2. Compared with the existing difficult protection measures or protection schemes, the construction method has the advantages of simple construction process, high work efficiency, low requirement on the configuration of construction mechanical equipment, easy control of construction quality, low construction safety risk and lower total construction management cost.
3. The invention can make full use of the discarded slag of the tunnel, has good environmental protection performance and can meet the environmental protection policy with higher requirements of local government.
4. After the railway is put into operation in future, the maintenance work is less, the maintenance risk is less, and the management cost is lower.
5. The invention is compared and selected from multiple aspects of technology, economy, safety, environmental protection and the like, belongs to a mutual exclusion scheme, and has better effect.
Drawings
FIG. 1 is a schematic plan view of the reinforcement of a rock pile according to the invention;
FIG. 2 is a schematic cross-sectional view of a reinforcement of a rock pile according to the present invention;
figure 3 is a schematic view of the arrangement of the slide-resistant piles according to the present invention;
FIG. 4 is a schematic view of the spoon base of the present invention;
FIG. 5 is a schematic illustration of a bar base of the present invention;
FIG. 6 is a schematic view of a concrete retaining wall of the present invention.
In the figure: 1. a primary platform; 2. a secondary platform; 3. a third stage platform; 4. a first-level slope surface; 5. a second grade slope surface; 6. a third-level slope surface; 7. a concrete retaining wall; 7-1, a water drainage hole; 8. an upstream side vertebral body slope; 9. c35 concrete spoon-type foundation; 10. a downstream side vertebral body slope; 11. c35 concrete strip foundation; 12. anti-slide piles; 13. and (4) tying a beam.
Detailed Description
For a further understanding of the invention, its nature and utility, reference should be made to the following examples, which are set forth in the following detailed description, taken in conjunction with the accompanying drawings, in which:
as shown in fig. 1 and 2, the slope protection width is 165m (without cone slope protection), that is: and (4) arranging auxiliary dikes from the No. 33 piers to the No. 37 bench section to reinforce the existing rock pile, wherein the top surface elevation is 431.1 m.
The protection elevation is downwards provided with a stepped auxiliary dike, the three-level stepped auxiliary dike is not limited to three levels in the attached drawing, the existing rock pile is reinforced, the auxiliary dike is filled with rock block soil filler, the slope surface below the platform of the auxiliary dike is protected by double-layer dry-masonry stone slope protection, the thickness of each layer of slope protection is further preferably 0.3m, a broken stone cushion layer is arranged below the double-layer dry-masonry stone slope protection, and the thickness of the broken stone cushion layer is further preferably 0.15 m. For the three-stage step-shaped auxiliary embankment, the auxiliary embankment platform comprises a first-stage platform 1, a second-stage platform 2 and a third-stage platform 3 from high to low, and the slope surface below the third-stage platform is a first-stage slope surface 4, a second-stage slope surface 5 and a third-stage slope surface 6 respectively. A concrete retaining wall 7 is arranged at the toe.
The material selection and compaction standard of the stone soil filler preferably meet the following requirements:
① the stone and clay filler is preferably stone which is difficult to efflorescence and mainly has sharp edge shape, and the mass of the particles with the particle size of more than 200mm exceeds 50 percent of the total mass.
② the maximum particle size of the filler is preferably not greater than 300mm or 2/3 of the paving thickness.
③ the filling material with large particle size is selected in the range of 5m at the outermost side of the slope with the elevation less than 425.5m, and the filling is neat.
④ the compaction standard of the filler adopts a foundation coefficient as a control index, and the foundation coefficient K/30 is not less than 130 MPa/m.
The concrete retaining wall is further preferably a 4m high C35 concrete retaining wall as shown in fig. 2 and 6. The retaining wall height is 4m, and the wall height is marked with H in the attached drawing. The top width is 1.8m, and the wall breast slope and the back slope are both 1: 0.25. An expansion joint is arranged every 10-20 m along the length of the wall, the width of the joint is 0.02m, and asphalt reinforcement is filled along the inner edge, the outer edge and the top of the joint, and the depth of the joint is 0.2 m. The wall body is exposed out of the ground, a row of drainage holes 7-1 are arranged at a distance of 1m from the top of the wall, the distance is 3.0m, and the drainage holes are made of phi 10cm PVC pipes. The foundation pit in front of the wall is tamped by backfilling the original soil, the foundation pit in back of the wall is tamped by backfilling the original soil, and the compaction standard is Evd MPa or more and 30MPa or more. The retaining wall base is horizontal, the embedding depth of the base is not less than 1m below the general flushing line depth, and the retaining wall base is placed in a stable stratum.
As shown in fig. 1, when the upstream side slope protection is connected with the third-level platform of the auxiliary embankment, a cone slope surface is adopted, the cone slope surface is an upstream side cone slope surface 8, the slope rate is further preferably not steeper than 1:2.0, the cone slope surface is protected by a M7.5 grouted rubble slope protection, the slope protection thickness is further preferably 0.6M, a gravel cushion layer is arranged below the slope protection, and the gravel cushion layer thickness is further preferably 0.15M. The slope protection is provided with expansion joints at intervals of 15-20 m along the line direction, the width of each joint is 0.02m, and asphalt reinforcement bars (or asphalt wood boards) are filled in the joints and the depth of each joint is 0.2 m. Slope protection slope surface sets up the outlet at every 2 ~ 3m upper and lower, left and right crisscross, and the outlet adopts the PVC pipe, and the pipe diameter is 0.1m, and the slope is 4%, and PVC pipe water inlet side adopts the geotechnological cloth parcel that permeates water. The foundation was a C35 concrete spoon type foundation 9 as shown in fig. 1 and 4.
As shown in fig. 1, the downstream side revetment and the sublevel platform are connected by a cone slope surface, the cone slope surface is a downstream side cone slope surface 10, the downstream side cone slope surface is protected by double-layer dry rubble revetment, the thickness of each layer of revetment is further preferably 0.3m, and the slope rate of the cone slope surface is further preferably not steeper than 1: 2.0. A gravel cushion layer is arranged below the revetment, and the thickness of the gravel cushion layer is further preferably 0.15 m. The foundation is a C35 concrete strip type foundation 11 as shown in fig. 1 and 5.
Referring to fig. 2 and 3, concrete slide-resistant piles 12 are arranged at the ends of the secondary platform and the tertiary platform, a plurality of concrete slide-resistant piles are arranged at intervals, and tie beams 13 are arranged at the tops of the concrete slide-resistant piles. In the present invention, the slide-resistant pile is further preferably a C45 concrete slide-resistant pile with a diameter of 2.0m, specifically arranged as: 5 piles are arranged at each position below the original ground, and the distance between every two adjacent piles is 2.2 m; 3 piles are arranged at each position above the ground, and the distance between every two adjacent piles is 4.4 m; the ground is provided with a tie beam, and the tie beam has the length of 11.8m, the width of 3m and the height of 1 m. The anti-slide pile can play a role in supporting and blocking a sliding body, stabilizing a side slope and protecting a pier.
As shown in figure 2, a platform with the width of 7M and the width of 8M in the vertical section direction is arranged at the intersection of the auxiliary dike and the No. 33 bridge pier along the section direction, the slope ratio of the three-circumference slope of the platform is 1:1.25, and the platform and the slope are built by M7.5 grouted rubbles and have the thickness of 0.4M.
The stacking back pressure reinforcing structure is suitable for the landform condition that other tunnels penetrate through similar huge loose rock piles besides the large front rock ridge, and is also suitable for the invention.
While the preferred embodiments of the present invention have been described in detail, the present invention is not limited to the above embodiments, and various changes can be made without departing from the spirit of the present invention within the knowledge of those skilled in the art, and the present invention is covered by the claims.
Claims (4)
1. The utility model provides a huge loose rock pile tunnel import is piled and is carried back pressure reinforced structure which characterized in that:
a plurality of stages of stepped auxiliary dikes are arranged downwards from the protection elevation, and the multistage auxiliary dikes are filled with rock block soil; the stone soil filler is made of stones which are difficult to effloresce and mainly have sharp edges, the mass of particles with the particle size of more than 200mm exceeds 50 percent of the total mass, and the maximum particle size of the filler is less than 300mm or 2/3 of the paving thickness; the compaction standard of the filler adopts a foundation coefficient as a control index, and the foundation coefficient K/30 is not less than 130 MPa/m; the slope surface below the platform of the multistage auxiliary embankment is protected by double-layer dry rubbles, and a broken stone cushion layer is arranged below the double-layer dry rubble protection; a concrete retaining wall is arranged at the toe;
the upstream side slope protection is connected with the auxiliary dike multistage platform by adopting a cone slope surface, the cone slope surface is an upstream side cone slope surface, the upstream side cone slope surface adopts mortar rubble slope protection, a rubble cushion layer is arranged below the slope protection, and the foundation adopts a C35 concrete spoon-shaped foundation;
the downstream side slope protection and the auxiliary dike multi-stage platform are connected by a cone slope surface, the cone slope surface is a downstream side cone slope surface, the downstream side cone slope surface adopts double-layer dry-masonry stone slope protection, a gravel cushion layer is arranged below the slope protection, and the foundation adopts a concrete strip foundation;
concrete anti-slide piles are arranged on the large mileage sides of the second-level platform and the third-level platform, a plurality of concrete anti-slide piles are arranged at each place according to intervals, and tie beams are arranged on the pile tops; the anti-slide pile is a C45 concrete anti-slide pile with the diameter of 2.0m, 5 anti-slide piles are arranged at each position below the original ground, the distance between the piles is 2.2m, 3 anti-slide piles are arranged at each position above the ground, the distance between the piles is 4.4m, a tie beam is arranged at the ground, the length of the tie beam is 11.8m, the width of the tie beam is 3m, and the height of the tie beam is 1m, so that the anti-slide pile can play a role in supporting and blocking a sliding body, stabilizing a side slope and protecting a pier.
2. The huge loose rock pile tunnel entrance stacking back pressure reinforcing structure of claim 1, characterized in that: the stepped auxiliary embankment is in three stages, the thickness of each layer of double-layer dry-masonry stone protection adopted on the slope surface below the platform of the three-stage auxiliary embankment is 0.3m, and the thickness of a broken stone cushion layer arranged below the double-layer dry-masonry stone protection is 0.15 m; the wall height of the concrete retaining wall arranged at the toe is 4 m.
3. The huge loose rock pile tunnel entrance stacking back pressure reinforcing structure of claim 1, characterized in that: the slope rate of the upstream side cone slope surface is not steeper than 1:2.0, the cone slope surface is protected by M7.5 grouted rubble protection slope, the thickness of the protection slope is 0.6M, and the thickness of a rubble cushion layer arranged below the protection slope is 0.15M.
4. The huge loose rock pile tunnel entrance stacking back pressure reinforcing structure of claim 1, characterized in that: the slope rate of the downstream side cone slope surface is not steeper than 1:2.0, the thickness of each layer of protection slope of the double-layer dry rubble protection slope adopted by the downstream side cone slope surface is 0.3m, and the thickness of a rubble cushion layer arranged below the protection slope is 0.15 m.
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| CN201710595018.4A CN107503360B (en) | 2017-07-20 | 2017-07-20 | Huge loose rock pile tunnel import is piled and is carried back pressure reinforced structure |
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| CN201710595018.4A CN107503360B (en) | 2017-07-20 | 2017-07-20 | Huge loose rock pile tunnel import is piled and is carried back pressure reinforced structure |
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