CN110454172B - Tunnel cross tunnel and main tunnel intersection construction method and bench blasting method - Google Patents
Tunnel cross tunnel and main tunnel intersection construction method and bench blasting method Download PDFInfo
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- 238000005422 blasting Methods 0.000 title claims abstract description 47
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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
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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
- E21D20/021—Grouting with inorganic components, e.g. cement
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
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Abstract
The invention discloses a construction method of a cross section of a transverse tunnel and a main tunnel of a tunnel and a bench blasting method, and relates to the technical field of tunnel construction methods. The construction method of the cross section of the transverse tunnel and the main tunnel comprises the following steps: s1: excavating transverse holes; s2: carrying out top-picking excavation on the upper step; s3: removing the temporary vertical support; s4: excavating an upper step of the main tunnel; s5: excavating the lower step of the main tunnel, wherein the excavation range of the lower step towards the large mileage direction and the small mileage direction of the main tunnel is DK377+ 095-DK 377+ 105; s6: constructing by a step method; s7: and (5) constructing an inverted arch. The construction method of the scheme is adopted for excavation, more operation spaces are created for subsequent processes, the safety distance between the inverted arch and the tunnel face is completely controllable, the construction progress, safety management, civilized construction and the like are greatly improved, and remarkable effects are achieved.
Description
Technical Field
The invention relates to the technical field of tunnel construction methods, in particular to a construction method of a cross section of a transverse tunnel and a main tunnel of a tunnel and a step blasting method.
Background
The DK377+100 Deng Bay tunnel is positioned in the region from Xidexi to the Minning, the central mileage DK377+000, the tunnel inlet mileage D2K372+305, the outlet mileage DK381+695 and the tunnel total length 9390 m. A two-wire tunnel. The inlet is connected with a short roadbed, and the outlet is close to the grand river double-line grand bridge. And the XideXideXitai crossover extends into the inlet end. The longitudinal slopes of the lines are single-side slopes of 2.5 per mill/575 m, 11.1 per mill/778 m and 11.9 per mill/8897 m, and the tunnel body develops 4 faults through a granite zone. The maximum buried depth of the tunnel is 700 m.
In order to meet the requirements of construction period, fire rescue, construction ventilation, drainage and the like, the tunnel is provided with a transverse hole.
The tunnel positive tunnel DK377+ 088-DK 377+113 and the transverse tunnel HDK0+ 030-HDK 0+000 sections of lithology are dry shock denier (gamma 22) granite, joint cracks do not develop, surrounding rocks are complete, and the surrounding rock grade is II. Wherein the position of the conflict between the main hole and the transverse hole is a DK377+ 096-DK 377+104 section.
DK377+ 088-DK 377+113 segment, composed of single lithology of dry seismic denier system (gamma 22) granite, because the geological structure of the survey area is complex, influenced by multi-phase geological structure, the joint and crack of rock mass are relatively developed, much groundwater is stored in the joint and crack dense segment, the water in the crack of bedrock is mainly used, the local segment is constructed, and the control of the burial depth has pressure bearing property.
The groundwater in this section is mainly supplied by atmospheric precipitation infiltration, the direct of groundwater mainly seeps from a high-relief section to a lower-relief section along a joint and fissure zone, and the drainage of groundwater mainly seeps into a low-relief section or a ditch.
Excavation design conditions of the tunnel body: excavating the II-grade surrounding rock by adopting a full section method, excavating the III-grade surrounding rock by adopting a step method, excavating the IV-grade surrounding rock by adopting a step method or a three-step method, and excavating the V-grade surrounding rock by adopting a three-step method and a temporary inverted arch.
Disclosure of Invention
The invention aims to solve the technical problem of overcoming the defects of the prior art and provides a construction method for a cross section of a tunnel transverse hole and a main hole.
In order to solve the above technical problems, the present invention provides a construction method for a cross section of a tunnel crosshole and a main tunnel,
s1: excavating transverse holes, arranging 1 frame of double-spliced I18 steel frames as a portal frame, after the portal frame is supported, symmetrically welding an arch support platform of a front hole on the upper edge of the portal frame along the central line, welding steel plates and I-shaped steel into a bracket, connecting and fixing the steel arch frame of the intersection section of the front hole and the transverse holes on a steel backing plate of the bracket by bolts, and starting positions of excavating the transverse holes are HDK0+ 003.5-HDK 0+ 005;
s2: the method comprises the following steps of (1) carrying out top-raising excavation on an upper step, excavating the upper step top by using the intersection of a cross tunnel and a main tunnel perpendicular to the axis direction of the main tunnel, entering the cross tunnel into the main tunnel, carrying out top-raising excavation by adopting a pilot tunnel to carry out small-gradient crawling excavation along the excavation contour line of the main tunnel to form an upper step operation platform, and then carrying out primary support on the upper step main tunnel;
s3: removing the temporary vertical supports, and sequentially removing the temporary vertical supports of the guide tunnel portal from the front end of the guide tunnel to the transverse tunnel direction, wherein the removal of the temporary vertical supports is carried out from top to bottom;
s4: excavating an upper step of the main tunnel, excavating an upper step of the main tunnel in a small mileage direction and an upper step of the main tunnel in a large mileage direction successively, supporting in time in the excavating process, excavating the upper step of the main tunnel to a position not exceeding DK377+090 in the small mileage direction, excavating the upper step of the main tunnel to a position not exceeding DK377+110 in the large mileage direction, and then temporarily sealing a tunnel face formed by excavation;
s5: excavating the lower step of the main tunnel, wherein the excavation range of the lower step towards the large mileage direction and the small mileage direction of the main tunnel is DK377+ 095-DK 377+ 105;
s6: constructing by a step method, constructing by the step method in the mileage direction of the range of the main tunnel after the excavation of the lower step is finished, finishing the top-lifting construction to form a normal working surface, constructing a DK377+ 088-DK 377+113 sections of non-excavation ranges according to the IVb type composite lining support type, and excavating an inverted arch after the excavation of the lower step of the DK377+ 094-DK 377+106 sections is finished;
s7: the method comprises the steps of inverted arch construction, wherein a first plate inverted arch in a main tunnel range is arranged at DK377+ 094-DK 377+106 along with tunneling construction of a main tunnel in the large and small mileage directions during construction, after the intersection range meets inverted arch construction, the first plate inverted arch is tunneled in the main tunnel and the small mileage direction, when the distance meets assembly of various racks and two lining trolleys, construction of the small mileage is suspended, excavation of the large mileage side is turned, and when a large-mileage tunnel face is excavated to the position 95-105 m away from a cross tunnel opening, parts such as a waterproof plate rack, two lining trolleys and the like are pulled to the main tunnel and the small mileage side to be assembled in the tunnel.
S1: the corbel part of the steel arch frame is protected by geotextile to prevent the corbel part from being covered by sprayed concrete, the steel arch frame of the arch part of the main tunnel is sprayed again to the designed thickness after the construction of the steel arch frame is finished, a foot locking anchor rod arranged at the arch foot part of the steel arch frame of the cross tunnel is changed into foot locking anchor pipes, at least four foot locking anchor pipes are arranged at each foot locking position, and the foot locking anchor pipes are arranged at an angle of 45 degrees with the horizontal line and are fully grouted.
S2: the guide tunnel is a shed tunnel with the width not less than 4m and the height not more than 5m, the guide tunnel is gradually lifted to the vault along the contour line of the main tunnel, the lifting angle is 30-45 degrees, the guide tunnel is gradually lifted to form a step, the step part on the main tunnel is excavated by jacking, and the guide tunnel is excavated from the DK377+100 to the inlet and outlet directions and has the width not less than 2 m.
The temporary support in the pilot tunnel range is supported by I16-type steel shelves, the distance between the shelves is 1m, phi 22mm foot locking anchor rods are adopted, phi 22mm longitudinal connecting steel bars are arranged in the circumferential direction of steel arch frames, the circumferential distance between the steel bars is 1m, phi 6mm steel bar net pieces are hung at the arch parts, 3 mortar anchor rods with the length of 3m are arranged at the arch parts of each shelf frame to form a temporary support system, and C25 sprayed concrete with the thickness of 15cm is arranged between the portal frames.
S3: firstly, a guide tunnel is utilized to excavate an operation platform at a position 0.5m away from a temporary support, concrete influencing the removal of the temporary vertical support is removed by a pneumatic pick at the top, after the concrete is removed, a portal frame and longitudinal connecting ribs are cut by oxygen-acetylene gas, when the concrete at the top is removed, the falling direction of a concrete block is controlled according to the actual condition, the concrete block falls to one side far away from the portal frame as far as possible to prevent the concrete from falling on the operation platform, and when the concrete is removed to a position 2m away from the bottom of the guide tunnel, the longitudinal connecting ribs at the upper part are cut, and the top of the portal frame of the temporary vertical support is connected.
And (5) moving away the operation platform, and matching by adopting an excavator. The temporary vertical support is firmly pushed towards one direction by the excavator bucket, people stand in the opposite direction, the concrete is broken at the bottom and the connecting steel bars are cut off, then the people are evacuated, and the temporary vertical support is pushed down (pulled down) by the excavator. During dismantling, the once dismantling range is controlled, the dismantling range does not exceed 2m every time, and the temporary vertical supports on the two sides of the pilot tunnel cannot be dismantled simultaneously and need to be dismantled sequentially.
The method comprises the following steps:
the blast hole is characterized by comprising a cut hole, wherein a cavity is formed in surrounding rock during blasting to create a good free face for subsequent blast hole blasting, and the cut hole is subjected to reinforced throwing blasting;
and the expanded holes are arranged on two sides of the cut hole, the distance between the hole opening and the cut hole is not less than 70cm, the hole bottom inclines towards the cut hole direction, and the reinforced loosening blasting charging is adopted.
The peripheral holes are distributed along the tunnel excavation contour line, the peripheral holes adopt detonating cords to connect the cartridges in series with an interval charging structure, and the number of the peripheral holes detonated simultaneously is 5-6.
The cut holes are inclined along the hole depth direction towards the centroid direction of the patterns distributed on the operation surface of the cut holes.
And stemming is filled in the blast hole, the stemming is prepared by mixing sand and clay according to the weight ratio of 3:1, and adding 20% of water after mixing, wherein the length of the stemming filled in the blast hole is not less than one fifth of the length of the blast hole.
The bottom of each blast hole is provided with a water bag.
The invention has the beneficial effects that:
(1) the construction method of the scheme is adopted for excavation, more operation spaces are created for subsequent processes, the safety distance between the inverted arch and the tunnel face is completely controllable, the construction progress, safety management, civilized construction and the like are greatly improved, and remarkable effects are achieved.
(2) According to the invention, most of hole slag falls below the steps after blasting, a small amount of hole slag left on the steps can be quickly scraped to the lower steps by using the excavator, and then the loader sends the steel arch to the upper steps, so that the parallel operation of erecting the steel arch and deslagging the upper steps can be realized, and the cycle time is shortened. Meanwhile, the problems of mutual interference and low construction efficiency of stepped excavation are solved, and workers and equipment workers are reduced. If the comprehensive unit price of the tunnel is measured by 7 ten thousand yuan per meter, the yield value can be increased by about 140 ten thousand yuan per month after the micro-step method is adopted, the labor and mechanical cost of unit yield value are saved, and the economic benefit is remarkable.
Drawings
FIG. 1 is a general construction process diagram of the present invention;
FIG. 2 is a schematic diagram showing the distribution of gantry segments;
FIG. 3 is a schematic view showing a steel arch support platform of the main tunnel;
FIG. 4 is a schematic diagram showing temporary steel supports for a pilot tunnel;
FIG. 5 is a schematic diagram showing the distribution of temporary steel supports for a pilot tunnel;
FIG. 6 is a schematic diagram showing the completion of excavation of a horizontal tunnel into an upper bench of a main tunnel;
FIG. 7 is a schematic view of the welding of the steel arch centering and the cross beam of the guide tunnel shed;
FIG. 8 is a schematic view of steel arch supports at stages DK377+ 095-DK 377+ 105;
FIG. 9 is a schematic view showing the distribution of the large and small mileage at the top of the main tunnel;
FIG. 10 is a schematic view showing an inverted arch excavation supporting construction;
FIG. 11 is a schematic diagram illustrating the completion of the excavation of the lower step of the main tunnel;
figure 12 shows an inverted arch excavation support completion schematic;
FIG. 13 is a schematic view showing the arrangement of blast holes on the upper step in example 2;
FIG. 14 is a schematic view showing a configuration in which a section A-A in FIG. 13 shows an inclined extension of a blast hole;
FIG. 15 is a schematic view showing the distribution of lower step blastholes;
fig. 16 is a table showing the distribution positions of blast holes and specific blasting parameters in example 2.
Detailed Description
In which like parts are designated by like reference numerals. It should be noted that the terms "front," "back," "left," "right," "upper" and "lower" used in the following description refer to directions in the drawings, and the terms "bottom" and "top," "inner" and "outer" refer to directions toward and away from, respectively, the geometric center of a particular component.
Example 1:
in the embodiment, the overall construction sequence is shown in fig. 1, and the following are sequentially performed: constructing the transverse tunnel to the main tunnel → constructing the interface portal frame (steel arch frame) in the direction of the main tunnel in the direction of the small mileage of the main tunnel in the direction of the main tunnel in the top-lifting mode → constructing the transverse tunnel in the direction of the large mileage of the main tunnel in the direction of the small mileage of the main tunnel in the reserved main tunnel secondary lining trolley assembly field.
The primary support at the position just opposite to the transverse hole of the tunnel is weaker under the influence of the transverse hole opening, so that a reinforcing ring needs to be arranged at the position of the transverse hole opening to ensure the stability of the primary support of the section of the main tunnel.
The surrounding rock grade of the cross hole HDK0+ 030-HDK 0+000 section is II grade, the design adopts the full-section method to excavate, because the section is positioned at the intersection of the cross hole and the main hole, the preparation work of top lifting at the main hole position is well done according to the actual situation on site and the step method construction during construction. The construction adopts a manual hand-held pneumatic drill, utilizes a multifunctional bench to drill and explode, sprays concrete by a manipulator, discharges slag by a loader, and transports by a dump truck; the primary support adopts steel arch frames, anchor rods, reinforcing mesh and sprayed concrete, and the specific parameters are detailed in the table 4-1 'support parameter list'. The main support parameters are shown in table 4-1:
TABLE 4-1 list of support parameters
The cross section of the transverse hole and the main hole is constructed by a step method, I18 type steel frames are arranged for supporting according to the structural size of the IVb composite lining, and the section of the profile steel arch is DK377+ 088-DK 377+ 113. And the support system of the main tunnel steel frame and the range of the opening of the transverse tunnel have conflicting DK377+ 096-DK 377+104 sections, the left part of the steel frame is fixedly connected with a support platform arranged on the last double-spliced steel frame of the transverse tunnel, and the right part of the steel frame falls to the bottom. Besides, the left and right arch feet of the steel arch centering in the front tunnel are all arranged at the bottom within the range of DK377+ 088-DK 377+113, and the space between the steel arch centering is 1 m/pin. And meanwhile, reinforcing measures are taken for the arch top of the DK377+ 095-DK 377+105 sections. The concrete dimensions of the steel frame and the detailed structure of the arch center supporting platform in the main tunnel at different sections are shown in fig. 2 and 3.
The main tunnel top-lifting adopts drilling and blasting excavation, short footage and weak blasting, the footage does not exceed 1m per cycle, namely 1 steel frame space, and primary support or temporary support is timely constructed strictly according to the requirement of one-gun-one-support.
S1: transverse holes are excavated into HDK0+004.1, and 1 two-spliced I18 steel frame (portal frame) is arranged. After the portal support is finished, an arch support platform of a main tunnel is symmetrically welded on the upper edge of the portal along the central line, a corbel is welded by adopting a steel plate with the thickness of 16mm and I18I-steel, and a steel arch at the intersection section of the main tunnel and the transverse tunnel is connected and fixed on a steel base plate of the corbel by adopting bolts.
The corbel part of the steel arch frame is protected by geotextile to prevent the corbel part from being covered by sprayed concrete, and the corbel part is sprayed again to the designed thickness after the construction of the steel arch frame at the arch part of the main tunnel is finished. The foot locking anchor rod arranged at the arch foot of the transverse-hole steel arch center is changed into the foot locking anchor rod
The length L of the lock pin anchor tube is 3.5 m. 4 locking pin anchor pipes are arranged at each locking pin position, are arranged at an angle of 45 degrees with the horizontal line, and are fully grouted.
S2: and after portal supports at the intersection of the transverse tunnel and the main tunnel are in place, carrying out upper step jacking excavation towards the direction vertical to the axis of the main tunnel. And (4) the transverse tunnel enters the main tunnel, the transverse tunnel is jacked and excavated, the pilot tunnel is excavated along the excavation contour line of the main tunnel in a small slope in a creeping mode to form an upper step operation platform, and then the upper step main tunnel is initially supported. The pilot tunnel adopts the shed tunnel form of 4m wide, height about 5m, raises gradually to the vault along the positive tunnel contour line, raises the angle about 40, raises gradually and forms the step, and the step portion on the positive tunnel of excavation is carried out to the top of picking. The excavation range is DK377+100, the width of 2m is excavated towards the inlet and outlet directions, and temporary primary support is carried out on the pilot tunnel in the construction process.
As shown in figure 5, the temporary support in the pilot tunnel range is supported by I16 type steel shelves with the distance of 1m between the shelves, phi 22mm foot-locking anchor rods are adopted, phi 22mm longitudinal connecting steel bars are arranged in the circumferential direction of steel arch shelves with the circumferential distance of 1m, phi 6mm steel bar net sheets are hung at the arch parts, 3 mortar anchor rods with the length of 3m are arranged at the arch parts of each shelf to form a temporary support system, C25 with the thickness of 15cm is arranged between the steel shelves for spraying concrete, the size of the shed tunnel is as shown in figure 6, in the figure, the height H of the shed frame is adjusted according to different positions of the pilot tunnel, the position H of the center line of the main tunnel is 5m, the arch crown excavation height in the pilot tunnel range is increased by 20cm on the basis of the excavation contour line of the main tunnel, because the small pilot tunnel adopts I16 type steel, and the settlement deformation is properly considered, the clearance of the steel arch centering in the main tunnel is guaranteed, the temporary primary support beam of the pilot tunnel is guaranteed to be located on the primary support steel frame of the main tunnel, and the beam is used as a longitudinal connecting rib of the I18 steel arch centering on the upper step of the main tunnel.
As shown in fig. 7, after the upper step of the main tunnel is excavated, the upper step is timely supported according to the type of ivb composite lining support, so that the connection between the special-shaped steel arch frame and the portal frame at the junction of the transverse tunnel and the main tunnel on the left side of the line is ensured to be stable. Meanwhile, the steel arch centering in the tunnel is welded and connected with the cross beam of the guide tunnel shed frame, so that the I16 cross beam is used as a longitudinal connecting rib of the steel arch centering on the upper step of the tunnel.
S3: and after the support of the steel frame of the upper step of the main tunnel in the range of the pilot tunnel is finished and the foot-locking anchor rod is applied, the temporary vertical supports of the portal frame of the pilot tunnel are sequentially detached from the front end of the pilot tunnel to the transverse tunnel direction so as to facilitate the expanding excavation of the upper step of the follow-up main tunnel.
The temporary vertical support is dismantled from top to bottom. Firstly, excavating an operation platform by using a pilot tunnel at a position 0.5m away from a temporary support, and breaking concrete influencing the removal of the temporary vertical support by using an air pick at the top. After the concrete is broken, the steel frame and the longitudinal connecting ribs are cut off by oxygen-acetylene gas cutting.
When the top concrete is broken, the falling direction of the concrete block is well controlled according to the actual situation, and the concrete block falls to one side far away from the rack as far as possible so as to prevent the concrete block from falling on the operation platform. And when the concrete is broken to 2m away from the bottom of the pilot tunnel, cutting off the upper longitudinal connecting rib and connecting the top of the temporary vertical support steel frame.
And (5) moving away the operation platform, and matching by adopting an excavator. The temporary vertical support is firmly pushed towards one direction by the excavator bucket, people stand in the opposite direction, the concrete is broken at the bottom and the connecting steel bars are cut off, then the people are evacuated, and the temporary vertical support is pushed down (pulled down) by the excavator. During dismantling, the once dismantling range is controlled, the dismantling range does not exceed 2m every time, and the temporary vertical supports on the two sides of the pilot tunnel cannot be dismantled simultaneously and need to be dismantled sequentially.
After the temporary vertical support of the pilot tunnel is removed, as shown in fig. 8, excavating the upper step part of the main tunnel, excavating the upper step of the main tunnel in the small-mileage direction, excavating the upper step of the main tunnel in the large-mileage direction, and when excavating towards the inlet and outlet directions of the main tunnel respectively, strictly forbidding the simultaneous excavation construction at both ends. As shown in fig. 9, the excavation is respectively carried out to DK377+090 and DK377+110, and the primary support of the upper step is timely constructed. When the main tunnel is constructed across the transverse tunnel, the primary support of the upper step is subjected to reinforced inspection, the situation that the concrete behind the arch springing of the main tunnel is not compact or a cavity appears is prevented, grouting measures are taken if necessary, and grouting is carried out on the found non-compact and cavity positions. As shown in figure 8, longitudinal connecting ribs between steel arch frames are changed into I16 type steel in the period of DK377+ 095-DK 377+105 so as to strengthen the support of the intersection range.
Steel arch parameters: I18I-steel, DK377+ 088-DK 377+113 longitudinally with a distance of 1.0 m. Wherein the DK377+ 088-DK 377+095 and the DK377+ 105-DK 377+113 adopt the structure size of a standard steel frame in an anthlem tunnel accessory 02; DK377+ 096-DK 377+104 adopt a rear-attached special design steel frame structure.
System anchor rod: the arch part adopts a phi 22mm hollow grouting anchor rod, the side wall adopts a phi 22mm mortar anchor rod, and L is 3 m. 1.2 m.times.1.2 m (ring. times.longitudinal), arranged in a quincunx pattern.
Hanging a reinforcing mesh:
the spacing between the reinforcing mesh and the grid is 20 × 20 cm.
Spraying concrete: the thickness of the C25 concrete is 25 cm.
The steel frame is positioned by a system anchor rod and a foot-locking anchor rod during supporting, and a foot-locking anchor pipe is arranged at the arch foot of the upper step
Length L is 3 m). 4 locking pin anchor pipes are arranged at each locking pin position and are arranged at an angle of 45 degrees (obliquely downwards) with the horizontal line.
S4: as shown in fig. 10 and 11, the tunnel face of the upper step is temporarily closed after the upper step of the main tunnel is excavated to DK377+090 and DK377+110
S5: and (3) excavating the lower step from the pilot tunnel position to the main tunnel by mileage, completing excavation, supporting and erecting a steel arch, wherein the excavation range is DK377+ 095-DK 377+ 105.
Steel arch parameters: I18I-steel, DK377+ 088-DK 377+113 longitudinally with a distance of 1.0 m. The DK377+ 088-DK 377+095 and the DK377+ 105-DK 377+113 adopt the standard steel frame structure size in the Anthemian tunnel cover 02, and the DK377+ 096-DK 377+104 adopt a rear cover special design steel frame structure.
System anchor rod: the arch part adopts a phi 22mm hollow grouting anchor rod, the side wall adopts a phi 22mm mortar anchor rod, and L is 3 m. 1.2 m.times.1.2 m (ring. times.longitudinal), arranged in a quincunx pattern.
Hanging a reinforcing mesh:
the spacing between the reinforcing mesh and the grid is 20 × 20 cm.
Spraying concrete: the thickness of the C25 concrete is 25 cm.
The steel frame is positioned by a system anchor rod and a foot-locking anchor rod during supporting, and a foot-locking anchor pipe is arranged at the arch foot of the lower step
Length L is 3 m). 4 locking pin anchor pipes are arranged at each locking pin position and are arranged at an angle of 45 degrees (obliquely downwards) with the horizontal line.
:6: as shown in fig. 12, after the lower step is excavated, the construction is sequentially performed by a step method in the mileage direction within the range of the main tunnel, the top-lifting construction is completed, a normal working surface is formed, the un-excavated range of the DK377+ 088-DK 377+113 sections is constructed according to the ivb type composite lining support type, and the inverted arch is excavated in time after the excavation of the lower step of the DK377+ 094-DK 377+106 sections is completed.
S7: along with the tunneling construction of the tunnel main tunnel for large and small mileage, the inverted arch and the filling are timely followed by using the portable template, and the inverted arch of the first plate in the main tunnel range is arranged at DK377+ 094-DK 377+106 during construction. And after the intersection range meets the inverted arch construction, firstly tunneling towards the direction of the small mileage of the main tunnel, suspending the small mileage construction when the distance meets the assembly of various racks and two lining trolleys, turning to the side excavation of the large mileage, and pulling the waterproof board rack, the two lining trolleys and other parts to the side of the small mileage of the main tunnel to assemble the main tunnel when the tunnel face of the large mileage is excavated to the position which is about 100m away from the transverse tunnel opening.
Example 2:
an adjusted blasting method applied in example 1, referring to fig. 13 to 16,
and determining blasting parameters by combining engineering analogy with field trial blasting.
The blasting action indexes are different according to different tasks born by blast holes of all parts. The method specifically comprises the following steps: the cut hole is subjected to reinforced throwing blasting, the auxiliary holes, the caving holes and the bottom plate holes are subjected to loosening blasting, and the inner ring holes are subjected to weak loosening blasting. In addition, the peripheral holes adopt smooth blasting, and the blasting network adopts the internal and external delays of the holes to achieve the aim of controlling blasting by weak vibration.
For positive hole blasting parameter determination:
and excavating the IV-grade surrounding rock by adopting a bench method according to the requirements of design drawings, wherein the depth of a blast hole is 2.7m, the circulating footage is 2.4m, the utilization rate of the blast hole is 95%, the distance between the peripheral holes is 60cm, and the unit consumption is 0.79kg/m 3.
Wherein, the blast hole chooses hand-held pneumatic rock drill for use, and the blast hole diameter is got d and is 42 mm.
The arrangement of the blast holes is not particularly limited, and in the embodiment, the arrangement of the blast holes is as follows:
and (2) cutting holes, wherein cavities are formed in surrounding rocks during cutting hole blasting to create a good blank face for subsequent blast hole blasting, generally, in order to strengthen throwing blasting, the project uniformly adopts compound wedge-shaped cutting, and has the advantages that the drilling workload is low, the good blank face is easily formed, the IV-level surrounding rock section adopts three-layer cutting, the opening width of each cutting hole is 4.45m, the row spacing of each layer of cutting holes is 0.8m, and the left side and the right side are symmetrically arranged.
And the expanded holes are used for expanding the cut and are arranged on two sides of the cut, the distance between the hole openings and the cut is 70cm, the hole bottoms are slightly inclined to the cut, and the reinforced loosening blasting charge is adopted.
And the peripheral holes are arranged along the contour line of the tunnel excavation. The specific distance between the blast holes is determined according to an empirical formula and engineering analogy.
Wherein, the upper section adopts smooth blasting, and the lower section adopts presplitting blasting.
The relationship between the distance E of the blast holes and the diameter d of the blast holes is E ═ 10-18 d. And if d is 42mm, E is 420-756 mm. Considering the characteristic of large span of the section of the tunnel and the construction standard, E is 60cm for the IV-level surrounding rock section
The relationship between the blast hole density coefficient m of the peripheral hole and the minimum resistant line W is that m is E/W. Generally, E is less than W, and the characteristics of difficult formation of large blocks after blasting are combined with joint development conditions, wherein m is about 0.9, and W is 70cm for smooth blasting in the engineering.
The explosive cartridges are connected in series in the peripheral holes through detonating cords to form a spaced loading structure, so that the explosive surrounding rock in the blast hole is stressed uniformly, and the disturbance damage to the surrounding rock can be reduced.
The same-section initiation scale of the peripheral holes is not easy to be overlarge, if the quantity of the peripheral holes is large, the quantity of the uniform explosion holes is easy to be controlled to be 5-6 by adopting an in-hole or out-hole differential blasting technology.
This embodiment still includes:
the distance a and the row distance b of the inner ring holes are more than or equal to the minimum resistance line W of the peripheral holes, and the values of a and b are related to the single-hole explosive loading of the blast hole. Considering that the tunnel develops through the section joints, the characteristic that large blocks are not easy to form after blasting and the protection of surrounding rocks on the periphery are not easy to form, the design adopts small spacing and large row spacing, and comprehensively considers that a is 77cm and b is 70 cm.
Wherein, the value of the single-hole loading is determined according to the steps that the cut hole adopts reinforced throwing blasting, and the unit consumption is controlled to be 2.0kg/m3Left and right.
The charge of the peripheral holes is mainly determined according to the distance between blast holes, the minimum resistance line and the charge concentration. The explosive concentration of smooth blasting of the upper section is 0.2kg/m, and the explosive concentration of presplitting blasting of the lower section is 0.3 kg/m.
The inner ring hole is controlled by weak loosening blasting, and the loading of the inner ring hole is related to the parameters of the hardness degree of surrounding rock, the unit consumption of explosive, the length of blast holes, the number of the blast holes of the inner ring hole, the row spacing and the like. The single-hole loading of the inner ring hole is calculated according to the following formula:
q＝τ·γ·L
q in the formula is the single-hole loading amount of the inner ring hole, kg;
tau-charge coefficient. Taking tau as 0.6 according to the row spacing between blast holes and the properties of surrounding rocks;
gamma is the mass of explosive per meter of cartridge, kg/m. For an emulsion explosive with a diameter of 32mm, γ is 0.9 kg/m.
L is the length of the blast hole and m.
For an inner ring hole with a blast hole length of 2.7m, q is calculated to be 0.65 × 0.9 × 2.7 to 1.6kg
The structure and form of the blast hole filling are not particularly limited, in the embodiment, the purpose of the blast hole filling is to ensure that the explosive fully reacts, so that the explosive generates maximum heat and the explosive is prevented from being incompletely detonated; prevent high-temperature and high-pressure detonation gas from escaping from blast holes or pilot tunnels prematurely, convert more energy generated by explosion into mechanical work of broken rock masses, and improve the effective utilization rate of explosive energy. The filling material adopts stemming, the stemming is prepared by mixing sand and clay, and the weight ratio is 3:1, plus 20% water. The filling is carried out by a layering tamping method without gaps or discontinuities. Each blast hole is filled with stemming with enough length, and the stemming filling length of other blast holes is not less than 60cm except for blasting the peripheral holes according to the smooth surface.
The selection of blasting equipment is not particularly limited, and in the embodiment, the explosive is a number 2 rock emulsion explosive, and the specification is phi 32mm × 200mm, and each roll is 200 g. The specification of the No. 2 rock ammonium nitrate explosive is phi 32mm multiplied by 200mm, and each roll is 150 g. The detonator is a millisecond nonel detonator. The initiation adopts a common instantaneous electric detonator or a detonating tube to excite a needle for initiation.
In addition to the above embodiments, the present invention may have other embodiments; all technical solutions formed by adopting equivalent substitutions or equivalent transformations fall within the protection scope of the claims of the present invention.
Claims (10)
1. A construction method for a cross section of a transverse tunnel and a main tunnel is characterized by comprising the following steps: the method comprises the following steps:
s1: excavating transverse holes, arranging 1 frame of double-spliced I18 steel frames as a portal frame, after the portal frame is supported, symmetrically welding an arch support platform of a front hole on the upper edge of the portal frame along the central line, welding steel plates and I-shaped steel into a bracket, connecting and fixing the steel arch frame of the intersection section of the front hole and the transverse holes on a steel backing plate of the bracket by bolts, and starting positions of excavating the transverse holes are HDK0+ 003.5-HDK 0+ 005;
s2: the method comprises the following steps of (1) carrying out top-raising excavation on an upper step, excavating the upper step top by using the intersection of a cross tunnel and a main tunnel perpendicular to the axis direction of the main tunnel, entering the cross tunnel into the main tunnel, carrying out top-raising excavation by adopting a pilot tunnel to carry out small-gradient crawling excavation along the excavation contour line of the main tunnel to form an upper step operation platform, and then carrying out primary support on the upper step main tunnel;
s3: removing the temporary vertical supports, and sequentially removing the temporary vertical supports of the guide tunnel portal from the front end of the guide tunnel to the transverse tunnel direction, wherein the removal of the temporary vertical supports is carried out from top to bottom;
s4: excavating an upper step of the main tunnel, excavating an upper step of the main tunnel in a small mileage direction and an upper step of the main tunnel in a large mileage direction successively, supporting in time in the excavating process, excavating the upper step of the main tunnel to a position not exceeding DK377+090 in the small mileage direction, excavating the upper step of the main tunnel to a position not exceeding DK377+110 in the large mileage direction, and then temporarily sealing a tunnel face formed by excavation;
s5: excavating the lower step of the main tunnel, wherein the excavation range of the lower step towards the large mileage direction and the small mileage direction of the main tunnel is DK377+ 095-DK 377+ 105;
s6: constructing by a step method, constructing by the step method in the mileage direction of the range of the main tunnel after the excavation of the lower step is finished, finishing the top-lifting construction to form a normal working surface, constructing a DK377+ 088-DK 377+113 sections of non-excavation ranges according to the IVb type composite lining support type, and excavating an inverted arch after the excavation of the lower step of the DK377+ 094-DK 377+106 sections is finished;
s7: the method comprises the steps of inverted arch construction, wherein a first plate inverted arch in a main tunnel range is arranged at DK377+ 094-DK 377+106 along with tunneling construction of a main tunnel in a large mileage direction and a small mileage direction during construction, after the range of an intersection meets inverted arch construction, the first plate inverted arch is tunneled in the main tunnel in the small mileage direction, when the distance meets assembly of various racks and two lining trolleys, construction of the small mileage is suspended, excavation of a large mileage side is turned, and when a large mileage tunnel face is excavated to a position 95-105 m away from a cross tunnel opening, a waterproof plate rack and two lining trolleys are pulled to the main tunnel small mileage side to carry out in-tunnel assembly.
2. The construction method of the intersection section of the transverse tunnel and the main tunnel of the tunnel according to claim 1, characterized in that:
s1: the corbel part of the steel arch frame is protected by geotextile to prevent the corbel part from being covered by sprayed concrete, the steel arch frame of the arch part of the main tunnel is sprayed again to the designed thickness after the construction of the steel arch frame is finished, a foot locking anchor rod arranged at the arch foot part of the steel arch frame of the cross tunnel is changed into foot locking anchor pipes, at least four foot locking anchor pipes are arranged at each foot locking position, and the foot locking anchor pipes are arranged at an angle of 45 degrees with the horizontal line and are fully grouted.
3. The construction method of the intersection section of the transverse tunnel and the main tunnel of the tunnel according to claim 1, characterized in that:
s2: the guide tunnel is a shed tunnel with the width not less than 4m and the height not more than 5m, the guide tunnel is gradually lifted to the vault along the contour line of the main tunnel, the lifting angle is 30-45 degrees, the guide tunnel is gradually lifted to form a step, the step part on the main tunnel is excavated by jacking, and the guide tunnel is excavated from the DK377+100 to the inlet and outlet directions and has the width not less than 2 m.
4. The construction method of the intersection section of the transverse tunnel and the main tunnel of the tunnel according to claim 3, characterized in that: the temporary support in the pilot tunnel range is supported by I16-type steel shelves, the distance between the shelves is 1m, phi 22mm foot locking anchor rods are adopted, phi 22mm longitudinal connecting steel bars are arranged in the circumferential direction of steel arch frames, the circumferential distance between the steel bars is 1m, phi 6mm steel bar net pieces are hung at the arch parts, 3 mortar anchor rods with the length of 3m are arranged at the arch parts of each shelf frame to form a temporary support system, and C25 sprayed concrete with the thickness of 15cm is arranged between the portal frames.
5. The construction method of the intersection section of the transverse tunnel and the main tunnel of the tunnel according to claim 1, characterized in that:
s3: firstly, a guide tunnel is utilized to excavate an operation platform at a position 0.5m away from a temporary support, concrete influencing the removal of the temporary vertical support is removed by a pneumatic pick at the top, after the concrete is removed, a portal frame and longitudinal connecting ribs are cut by oxygen-acetylene gas, when the concrete at the top is removed, the falling direction of a concrete block is controlled according to the actual condition, the concrete block falls to one side far away from the portal frame as far as possible to prevent the concrete from falling on the operation platform, and when the concrete is removed to a position 2m away from the bottom of the guide tunnel, the longitudinal connecting ribs at the upper part are cut, and the top of the portal frame of the temporary vertical support is connected.
6. The construction method of the intersection section of the transverse tunnel and the main tunnel of the tunnel according to claim 5, characterized in that: the operation platform is moved away, an excavator is adopted for matching, the temporary vertical supports are firstly jacked to one direction firmly by the excavator bucket, people stand in the opposite direction, the concrete is broken at the bottom and the connecting steel bars are cut off, then the people are evacuated, the temporary vertical supports are pushed down or pulled down by the excavator, the once dismantling range is carefully controlled during dismantling, the dismantling range does not exceed 2m every time, and the temporary vertical supports on the two sides of the pilot tunnel cannot be dismantled simultaneously and need to be dismantled sequentially.
7. A bench blasting method applied to the construction method of the intersection section of the transverse tunnel and the main tunnel of the tunnel according to any one of claims 1 to 6 is characterized in that: the method comprises the following steps:
the blast hole is characterized by comprising a cut hole, wherein a cavity is formed in surrounding rock during blasting to create a good free face for subsequent blast hole blasting, and the cut hole is subjected to reinforced throwing blasting;
the expanded holes are arranged on two sides of the cut hole, the distance between the hole opening and the cut hole is not less than 70cm, the hole bottom inclines towards the cut hole direction, and reinforced loose blasting charging is adopted;
the peripheral holes are distributed along the tunnel excavation contour line, the peripheral holes adopt detonating cords to connect the cartridges in series with an interval charging structure, and the number of the peripheral holes detonated simultaneously is 5-6.
8. The bench blasting method applied to the construction method of the intersection section of the transverse tunnel and the main tunnel of the tunnel according to claim 7, wherein the method comprises the following steps: the cut holes are inclined along the hole depth direction towards the centroid direction of the patterns distributed on the operation surface of the cut holes.
9. The bench blasting method applied to the construction method of the intersection section of the transverse tunnel and the main tunnel of the tunnel according to claim 7 or 8, wherein the method comprises the following steps: and stemming is filled in the blast hole, the stemming is prepared by mixing sand and clay according to the weight ratio of 3:1, and adding 20% of water after mixing, wherein the length of the stemming filled in the blast hole is not less than one fifth of the length of the blast hole.
10. The bench blasting method applied to the construction method of the intersection section of the transverse tunnel and the main tunnel of the tunnel according to claim 7 or 8, wherein the method comprises the following steps: the bottom of each blast hole is provided with a water bag.
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| CN111502675B (en) * | 2020-04-29 | 2021-11-26 | 中国矿业大学(北京) | Supporting method for construction of high-ground-stress weak broken surrounding rock large-section tunnel intersection |
| CN112651071B (en) * | 2020-12-25 | 2021-08-10 | 四川省交通勘察设计研究院有限公司 | Automatic modeling method and system for BIM (building information modeling) of tunnel |
| CN113107520B (en) * | 2021-04-26 | 2022-08-09 | 西南交通大学 | Construction method for excavation and conversion process of inclined shaft and main tunnel of tunnel |
| CN113338951B (en) * | 2021-06-30 | 2023-11-03 | 中交路桥建设有限公司 | Three-step roof-picking construction method for rapid tunnel intersection |
| CN113958338B (en) * | 2021-10-18 | 2024-03-08 | 中铁十四局集团建筑工程有限公司 | Reinforcing steel bar connection method for highway tunnel connection hole intersection |
| CN114383480A (en) * | 2022-01-26 | 2022-04-22 | 广东爆破工程有限公司 | Blasting construction method for hole-pile method subway station protection main structure |
| CN117967323B (en) * | 2024-03-21 | 2024-06-14 | 中铁四局集团有限公司 | Reinforcing ring structure at hydraulic tunnel fork-to-branch hole interface and roof-picking construction method |
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