CN218522667U - Drilling and blasting method tunnel closely alternately reserves down-hole interface structure - Google Patents
Drilling and blasting method tunnel closely alternately reserves down-hole interface structure Download PDFInfo
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- CN218522667U CN218522667U CN202222409673.5U CN202222409673U CN218522667U CN 218522667 U CN218522667 U CN 218522667U CN 202222409673 U CN202222409673 U CN 202222409673U CN 218522667 U CN218522667 U CN 218522667U
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Abstract
The utility model discloses a bore closely alternately and reserve down interface structure of wearing of exploding method tunnel. The method comprises the steps of reserving a connector, building a tunnel, sealing plates at the end parts, intercepting seepage and grouting, plugging and connecting a channel. The reserved interface is positioned below the constructed tunnel and is a cross section structure implemented in advance in the post-construction water delivery tunnel; the end sealing plates are positioned at two ends of the reserved interface and used for maintaining the stability of end surrounding rocks; the seepage-stopping grouting is positioned in the peripheral rock masses at the two ends of the reserved connector and is used for stopping a seepage channel for seepage of fracture water in the rock masses at the two ends to the cross point along the gap between the primary support of the connector and the rock mass; the plugging port is positioned on the side wall of the interface lining and is an exit for evacuating a template, grouting facilities and personnel after the interface lining construction is finished; the interface channel is positioned at the lower part of the bottom plate of the tunnel and is a temporary slope channel for reserving an interface for construction. The utility model has the advantages of reduced siltation, convenient drainage, comprehensive utilization of mountain space, investment saving, etc.
Description
Technical Field
The utility model relates to a water delivery tunnel structure among the hydraulic and hydroelectric engineering, concretely relates to bore two water delivery tunnels of exploding method construction and closely alternately pass through the time, for the construction of wearing under the water delivery tunnel blasting of reducing the back construction influences the tunnel vibration of constructing earlier, during the water delivery tunnel construction of constructing earlier, accomplishes the lower interface structure of wearing of back construction water delivery tunnel cross section in advance.
Background
The drilling and blasting method is a method for excavating rocks by drilling, charging and blasting, and is widely applied to water conservancy water delivery tunnel excavation engineering due to flexible construction, low manufacturing cost and strong adaptability of geological conditions.
Along with the construction of national water networks, water delivery tunnels are widely adopted in diversion and water regulation projects due to the advantages of closed water delivery, small occupied area, small environmental influence and the like, and water delivery lines are more and more crossed in mountains.
In consideration of flood control influence, mountains higher than the ground surface are often used as construction spaces for municipal roads or railway tunnels; on one hand, the water delivery tunnel with pressure water delivery is favorable for reducing water seepage in the water delivery tunnel; on the other hand, the water seepage when the tunnel is penetrated on the water delivery tunnel is avoided to influence the safety of the tunnel structure.
When the water conveying line passes through shallow buried sections such as plain valleys and the like, an underground pipe burying form is generally adopted, and the height of the buried pipe is generally slightly lower than the ground surface in order to reduce the quantity of excavation and backfilling projects; in order to facilitate the self-flowing and draining during the tunnel maintenance, the elevation of the water conveying tunnel is generally higher than that of the buried pipe; as a result, water transport tunnels are often built concentrated in mountain spaces below or slightly above the surface of the earth.
The requirement of avoiding an upper highway or railway tunnel in a mountain and being higher than a buried pipe of a shallow buried section so as to facilitate self-flowing drainage is comprehensively met, and when a plurality of water delivery lines are crossed, the water delivery lines are often crossed at a short distance in elevation.
The water delivery tunnels crossed at a short distance and constructed later have great influence on the safety of the constructed water delivery tunnel structure by adopting a drilling and blasting method, and easily cause permeation instability and hydraulic fracture phenomena. The design code of hydraulic tunnels (SL 279-2016) also stipulates that the thickness of rock mass between adjacent tunnels is not less than 2 times of the diameter (or width) of the excavated hole, and the thickness of the rock mass can be reduced properly according to the arrangement requirement, but not less than 1 time of the diameter (or width) of the excavated hole.
Therefore, when the conventional water delivery line is designed in a cross mode, in order to ensure the thickness of rock masses between tunnels at the cross position, a safety distance is reserved between a post-construction water delivery tunnel and a built water delivery tunnel, and when the built water delivery tunnel is penetrated downwards, local inverted siphoning is required to be arranged or the elevation of the cross point and the elevation of the tunnel at the downstream of the cross point are required to be integrally reduced. The water delivery tunnel in the mountain adopts a local inverted siphon structure, so that the problems that the self-flowing water cannot be drained, the pumping and drainage point is too far away from the outlet of a buried pipe water drain valve well and the overhauling is difficult and the like exist; if the height of the tunnel at the intersection and the height of the tunnel at the downstream of the intersection are integrally reduced, the burial depth of the buried pipe at the shallow buried section is increased, so that the engineering investment is greatly increased, and the drainage quantity of the buried pipe at the shallow buried section is increased when the water delivery tunnel line is emptied for maintenance.
SUMMERY OF THE UTILITY MODEL
The utility model aims to solve when the water delivery tunnel of boring the method of exploding construction closely alternately in the massif, the water delivery tunnel that the back construction was alternately worn down is for keeping safe distance with the water delivery tunnel of having built, and adjusts the longitudinal slope by a wide margin and lead to the problem that drainage maintenance difficulty or investment increased by a wide margin, has provided a bore the interface structure that wears down of the closely alternately reservation of method of exploding tunnel, during the construction of the water delivery tunnel of prior construction, accomplishes the water delivery tunnel cross section structure of back construction in advance.
The utility model adopts the technical proposal that:
a drilling and blasting method tunnel short-distance cross reserved underpass interface structure comprises reserved interfaces, a tunnel under construction, end sealing plates, seepage-stopping grouting, plugging ports and interface channels; the interface is positioned below the tunnel under construction, and is arranged in a cross way with the tunnel under construction according to the requirement of the axis of the tunnel under construction, and comprises an interface primary support and an interface lining; the in-building tunnel is a water delivery tunnel constructed in advance, and comprises a tunnel primary support and a tunnel lining; the end sealing plates are positioned at two ends of the reserved interface; the seepage-stopping grouting is positioned in peripheral rock masses at two ends of the reserved joint and is used for stopping a seepage channel for seepage of fracture water in the rock masses at two ends to a cross point along a gap between the primary support of the joint and the rock mass; the plugging port is positioned on the side wall of the interface lining of the reserved interface of the intersection; the interface channel is positioned at the lower part of the bottom plate of the tunnel and is a temporary slope channel for reserving the interface for construction.
Furthermore, the interface primary support is a net hanging anchor spraying structure after the reserved interface is excavated, is used for maintaining the construction safety of the reserved interface before interface lining construction, and is implemented when the reserved interface is excavated; the interface lining is a reinforced concrete structure, and is a cross section water delivery and seepage prevention structure implemented in advance in a post-construction water delivery tunnel. The interface lining comprises a top arch, side walls and a bottom plate which are respectively positioned at the top, two sides and the bottom of the interface lining, and the interface lining is integrally formed.
Furthermore, the tunnel primary support is a net hanging anchor spraying structure after the tunnel is excavated and is used for maintaining the construction safety of the tunnel; the tunnel lining is a reinforced concrete structure, and is a water conveying and seepage-proofing structure of the tunnel under construction.
Furthermore, the tip shrouding is reinforced concrete lining structure, adopts the anchor bar anchor in the rock mass for maintain the stability of tip country rock, when the construction water delivery tunnel excavation link up to the tip of reserving the interface after, also can play the blast-proof broken flying stone effect of destroying to the interface lining built.
Furthermore, the interface lining of the reserved interface and the tunnel lining of the built tunnel are provided with lining expansion joints at intervals of 6-12 m, and the lining expansion joints are used for avoiding circumferential cracks of the interface lining and the tunnel lining.
Furthermore, the plugging port is an exit for evacuating a template, grouting facilities and personnel after the interface lining construction is finished; the plugging port is sealed by micro-expansion concrete after the interface lining, the end part sealing plate and the seepage-stopping grouting are finished, and a template on one side of the interface lining, which is far away from the interface channel, can only be left for later engineering removal.
Furthermore, after the plugging of the interface channel is finished, stone-buried concrete or low-grade concrete is adopted for backfilling treatment.
Further, the reserved interface is excavated on the tunnel face of the tunnel to be built according to a standard section, primary tunnel support is carried out to pass through an intersection, and after the tunnel is pushed forwards for at least 30m, interface channel rock mass excavation, reserved interface hole excavation, reserved interface primary support, reserved structure lining, end sealing plate, seepage blocking grouting, plugging backfill and interface channel backfill are sequentially carried out; and then continuing excavation and preliminary tunnel support of the tunnel to be built, and performing tunnel lining of the tunnel to be built after the excavation is communicated.
Furthermore, the reserved interfaces can adopt a circular, flat-bottom circular, horseshoe-shaped or flat-bottom horseshoe-shaped cross section structure according to the requirements of the post-construction tunnel project besides the circular arch straight wall cross section.
Furthermore, besides the flat-bottom circular section, the tunnel can also adopt a circular arch straight wall, or a circular, or a horseshoe-shaped, or flat-bottom horseshoe-shaped section structure according to the engineering requirements.
Furthermore, the interface primary support of the reserved interface can be cancelled when the geological condition of the surrounding rock is good, and the steel support can be added when the geological condition of the surrounding rock is poor.
Furthermore, the primary support in the tunnel construction can be cancelled when the geological condition of the surrounding rock is good, and the steel support can be added when the geological condition of the surrounding rock is poor.
Furthermore, a rubber pad or a blasting cushioning interlayer such as pea gravel can be additionally arranged between the end sealing plate and the rock masses at the two ends according to requirements.
The beneficial effects of the utility model are that:
1. is favorable for reducing siltation and facilitating drainage. Through implementing in advance for the rear construction tunnel of closely alternately wearing down and reserving the knot mouth, can effectively raise the elevation of construction tunnel and at least 1 times the hole footpath, both avoided building behind the cross section water delivery tunnel and set up the problem that the sedimentation takes place easily in the siphon section of falling, also be favorable to building the self-flowing drainage of water delivery tunnel behind the whole.
2. Is favorable for the comprehensive utilization of mountain space. By reducing the distance from the rock mass between the two crossed tunnels to zero, the comprehensive utilization efficiency of the mountain space is effectively improved, and a larger construction space can be reserved for the upper mountain for the areas where the water delivery tunnel is firstly constructed and the road tunnel or the railway tunnel is planned.
3. The investment is saved. The reserved interface belongs to the construction content of a post-construction water delivery tunnel, the technology mainly increases the engineering quantity of digging and backfilling concrete for a local hole of an interface channel, and the investment is greatly saved in the aspect of increasing the engineering quantity of the buried depth of a buried pipe of a shallow buried section due to the fact that a longitudinal slope is greatly adjusted relative to the post-construction tunnel.
Drawings
Fig. 1 is a plan layout view of a short-distance crossing reserved underpass structure of a tunnel by a drilling and blasting method in the embodiment of the utility model;
FIG. 2 is a cross-sectional view A-A of FIG. 1;
FIG. 3 is a cross-sectional view taken along line B-B of FIG. 1;
FIG. 4 is a cross-sectional view C-C of FIG. 1;
FIG. 5 is a cross-sectional view taken along line D-D of FIG. 1;
fig. 6 is a cross-sectional view E-E of fig. 1.
In the figure: 1-reserving an interface; 11-primary support of the connector; 12-interface lining; 12 a-crown; 12 b-side walls; 12 c-a base plate; 2-building a tunnel; 21-primary tunnel support; 22-tunnel lining; 3-end sealing plate; 4-seepage-stopping grouting; 5-lining the expansion joint; 6-plugging the opening; 7-interface channel.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
As shown in fig. 1-6, the utility model relates to a bore and explode method tunnel closely alternately and reserve down interface structure, including reserving interface 1, building tunnel 2, tip shrouding 3, intercepting infiltration grout 4, lining cutting expansion joint 5, shutoff 6 and interface passageway 7.
The interface 1 is located below the tunnel 2 under construction, and is arranged in a cross mode with the tunnel 2 under construction according to the requirement of the axis of the tunnel under construction, and comprises an interface primary support 11 and an interface lining 12. The interface primary support 11 is a net hanging anchor spraying structure after the reserved interface 1 is excavated, is used for maintaining the construction safety of the reserved interface 1 before the interface lining 12 is constructed, and is implemented when the reserved interface 1 is excavated; the interface lining 12 is a reinforced concrete structure, and is a cross section water delivery and seepage prevention structure implemented in advance in a post-construction water delivery tunnel. The interface lining 12 includes a top arch 12a, side walls 12b, and a bottom plate 12c, which are divided into top, both sides, and bottom portions at the interface lining 12, and the interface lining 12 is integrally formed.
The tunnel 2 under construction is positioned above the reserved connector 1 and is a water delivery tunnel constructed in advance, and the water delivery tunnel comprises a tunnel primary support 21 and a tunnel lining 22. The tunnel primary support 21 is a net-hanging anchor-shotcreting structure excavated after the tunnel 2 is built and is used for maintaining the construction safety of the tunnel 2 under construction; the tunnel lining 22 is of a reinforced concrete structure and is a water delivery and seepage prevention structure of the tunnel 2 under construction.
The tip shrouding 3 is located and reserves 1 both ends of interface, for reinforced concrete lining structure, adopts the anchor bar anchor in the rock mass for maintain the stability of tip country rock, when the construction water delivery tunnel excavation link up to the tip of reserving interface 1 after, also can play explosion-proof broken flyrock rupture effect to interface lining 12 of having built.
And the seepage-stopping grouting 4 is positioned in the peripheral rock masses at the two ends of the reserved joint 1 and is used for stopping a seepage channel for seepage of fracture water in the rock masses at the two ends to a cross point along a gap between the joint primary support 11 and the rock mass.
The lining expansion joint 5 is arranged in the interface lining 12 of the reserved interface 1 and the tunnel lining 22 of the tunnel 2 under construction, and the distance is 6 m-12 m, so that circumferential cracks are prevented from occurring in the interface lining 12 and the tunnel lining 22.
The plugging opening 6 is positioned on a side wall 12b of an interface lining 12 of the reserved interface 1 of the intersection and is an exit for evacuation of a template, grouting facilities and personnel after construction of the interface lining 12 is completed, the plugging opening 6 is sealed by micro-expansion concrete after the interface lining 12, the end sealing plate 3 and the seepage-stopping grouting 4 are completed, and the template on one side of the interface lining 12, which is far away from the interface channel 7, can only be left for later engineering removal.
The interface channel 7 is positioned at the lower part of a bottom plate 12c of the tunnel 2 under construction, a temporary slope channel of the interface 1 is reserved for construction, and after the plugging 6 is completed, stone-buried concrete or low-grade concrete is used for backfilling.
The reserved connector 1 is excavated on the tunnel face of a tunnel 2 to be built according to a standard section, a tunnel primary support 21 passes through an intersection and is pushed forwards for at least 30m, and then the construction of a connector channel 7 rock excavation, the reserved connector 1 hole excavation, a connector primary support 11, a reserved structure lining 12, an end sealing plate 3, seepage-stopping grouting 4, a plugging 6 backfill and a connector channel 7 backfill are sequentially carried out; and then continuing to dig the tunnel 2 under construction and primary tunnel support 21, and performing excavation and penetration on the tunnel lining 22 of the tunnel 2 under construction.
Besides the circular arch straight wall section, the reserved interface 1 can also adopt a circular, flat-bottom circular, horseshoe-shaped or flat-bottom horseshoe-shaped section structure according to the requirements of the tunnel construction.
Besides the flat-bottom circular section, the tunnel 2 can also adopt a circular arch straight wall, or a circular, or a horseshoe-shaped, or a flat-bottom horseshoe-shaped section structure according to the engineering requirements.
The interface primary support 11 of the reserved interface 1 can be cancelled when the geological condition of the surrounding rock is good, and steel support can be added when the geological condition of the surrounding rock is poor.
The primary support 21 of the tunnel 2 can be cancelled when the geological condition of the surrounding rock is good, and the steel support can be added when the geological condition of the surrounding rock is poor.
And a rubber pad or a blasting cushioning interlayer such as pea stones and the like can be additionally arranged between the end sealing plate 3 and the rock masses at the two ends according to requirements.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (10)
1. The utility model provides a bore under exploding method tunnel closely alternately reserves interface structure that wears which characterized in that: the method comprises reserving an interface, building a tunnel, sealing plates at the end parts, intercepting seepage grouting, plugging and an interface channel; the interface is positioned below the tunnel under construction, and is arranged in a cross way with the tunnel under construction according to the requirement of the axis of the tunnel under construction, and comprises an interface primary support and an interface lining; the in-building tunnel is a water delivery tunnel constructed in advance and comprises a tunnel primary support and a tunnel lining; the end sealing plates are positioned at two ends of the reserved interface; the seepage-stopping grouting is positioned in peripheral rock masses at two ends of the reserved joint and is used for stopping a seepage channel for seepage of fracture water in the rock masses at two ends to a cross point along a gap between the primary support of the joint and the rock mass; the plugging port is positioned on a side wall of a port lining of the reserved port of the intersection; the interface channel is positioned at the lower part of the bottom plate of the tunnel and is a temporary slope channel for reserving an interface for construction.
2. The drilling and blasting tunnel short-distance crossing reserved underpass structure according to claim 1, characterized in that: the interface primary support is a net hanging anchor spraying structure after the reserved interface is excavated, is used for maintaining the construction safety of the reserved interface before interface lining construction, and is implemented when the reserved interface is excavated; the interface lining is of a reinforced concrete structure and is a cross section water delivery and seepage prevention structure implemented in advance in a post-construction water delivery tunnel; the interface lining comprises a top arch, side walls and a bottom plate, and is respectively positioned at the top, two sides and the bottom of the interface lining.
3. The drilling and blasting tunnel short-distance crossing reserved underpass structure according to claim 1, characterized in that: the tunnel primary support is a net hanging anchor spraying structure after the tunnel is excavated and is used for maintaining the construction safety of the tunnel; the tunnel lining is of a reinforced concrete structure, and is a water conveying and seepage-proofing structure of the tunnel under construction.
4. The drilling and blasting tunnel short-distance crossing reserved underpass joint structure as claimed in claim 1, characterized in that: the tip shrouding is reinforced concrete lining structure, adopts the anchor bar anchor in the rock mass for maintain the stability of tip country rock.
5. The drilling and blasting tunnel short-distance crossing reserved underpass structure according to claim 1, characterized in that: the interface lining of reserving the interface, be provided with the lining cutting expansion joint in the tunnel lining of building the tunnel for avoid interface lining cutting, tunnel lining appear the annular crack.
6. The drilling and blasting tunnel short-distance crossing reserved underpass structure according to claim 1, characterized in that: the blocking opening is an exit for evacuating a template, grouting facilities and personnel after the interface lining construction is finished; and the plugging port is sealed by micro-expansion concrete after the interface lining, the end part sealing plate and the seepage-stopping grouting are finished.
7. The drilling and blasting tunnel short-distance crossing reserved underpass joint structure as claimed in claim 1, characterized in that: and the interface channel is filled with stone-buried concrete or low-grade concrete after the completion of the plugging.
8. The drilling and blasting tunnel short-distance crossing reserved underpass structure according to claim 1, characterized in that: the reserved interfaces adopt a circular, flat-bottom circular, horseshoe-shaped or flat-bottom horseshoe-shaped section structure according to the requirements of the post-tunnel construction except for circular arch straight wall sections.
9. The drilling and blasting tunnel short-distance crossing reserved underpass structure according to claim 1, characterized in that: besides the flat-bottom circular section, the tunnel is constructed by adopting a circular arch straight wall, or a circular, or horseshoe-shaped, or flat-bottom horseshoe-shaped section structure according to engineering requirements.
10. The drilling and blasting tunnel short-distance crossing reserved underpass structure according to claim 1, characterized in that: and a rubber pad or a pea gravel blasting cushioning interlayer is arranged between the end sealing plate and the rock masses at the two ends.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202222409673.5U CN218522667U (en) | 2022-09-08 | 2022-09-08 | Drilling and blasting method tunnel closely alternately reserves down-hole interface structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202222409673.5U CN218522667U (en) | 2022-09-08 | 2022-09-08 | Drilling and blasting method tunnel closely alternately reserves down-hole interface structure |
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| Publication Number | Publication Date |
|---|---|
| CN218522667U true CN218522667U (en) | 2023-02-24 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202222409673.5U Active CN218522667U (en) | 2022-09-08 | 2022-09-08 | Drilling and blasting method tunnel closely alternately reserves down-hole interface structure |
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| Country | Link |
|---|---|
| CN (1) | CN218522667U (en) |
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- 2022-09-08 CN CN202222409673.5U patent/CN218522667U/en active Active
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