CN110454172A - A kind of horizontal hole in tunnel and main tunnel intersection section constructing method and bench blasting method - Google Patents
A kind of horizontal hole in tunnel and main tunnel intersection section constructing method and bench blasting method Download PDFInfo
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- CN110454172A CN110454172A CN201910822156.0A CN201910822156A CN110454172A CN 110454172 A CN110454172 A CN 110454172A CN 201910822156 A CN201910822156 A CN 201910822156A CN 110454172 A CN110454172 A CN 110454172A
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- 238000000034 method Methods 0.000 title claims abstract description 47
- 238000005422 blasting Methods 0.000 title claims abstract description 26
- 238000010276 construction Methods 0.000 claims abstract description 46
- 238000009412 basement excavation Methods 0.000 claims abstract description 36
- 229910000831 Steel Inorganic materials 0.000 claims description 35
- 239000010959 steel Substances 0.000 claims description 35
- 239000004567 concrete Substances 0.000 claims description 30
- 239000011435 rock Substances 0.000 claims description 27
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 11
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 10
- 230000003014 reinforcing effect Effects 0.000 claims description 10
- 239000011378 shotcrete Substances 0.000 claims description 10
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- 238000005474 detonation Methods 0.000 claims description 6
- 239000002131 composite material Substances 0.000 claims description 5
- 229910052742 iron Inorganic materials 0.000 claims description 5
- 238000007569 slipcasting Methods 0.000 claims description 5
- 239000000843 powder Substances 0.000 claims description 4
- 230000005641 tunneling Effects 0.000 claims description 4
- 239000004927 clay Substances 0.000 claims description 3
- 239000004746 geotextile Substances 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 3
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- 230000000694 effects Effects 0.000 abstract description 3
- 238000012407 engineering method Methods 0.000 abstract description 2
- 239000002360 explosive Substances 0.000 description 15
- 238000010586 diagram Methods 0.000 description 14
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- 125000004122 cyclic group Chemical group 0.000 description 2
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- 235000009566 rice Nutrition 0.000 description 2
- 239000002893 slag Substances 0.000 description 2
- 238000012876 topography Methods 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
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Classifications
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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
-
- 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
-
- 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
-
- 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
-
- 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
-
- 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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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Geology (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Inorganic Chemistry (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a kind of horizontal holes in tunnel and main tunnel intersection section constructing method and bench blasting method, are related to constructing tunnel working skill field.The horizontal hole in the tunnel and main tunnel intersection section constructing method include: S1: horizontal wide open digging；S2: top bar is caunched excavation；S3: interim perpendicular support is removed；S4: main tunnel top bar is excavated；S5: main tunnel is got out of a predicament or an embarrassing situation excavation, and the excavation range got out of a predicament or an embarrassing situation to the big mileage direction of main tunnel and small mileage direction is DK377+095~DK377+105；S6: benching tunnelling method construction；S7: inverted arch construction.It is excavated using the engineering method of this programme, creates more working spaces to subsequent handling, safe distance of the inverted arch away from face is fully controllable, and construction speed, safety management, civilized construction etc. are all greatly improved, and obtains remarkable effect.
Description
Technical field
The present invention relates to constructing tunnel working skill fields, apply more particularly to a kind of horizontal hole in tunnel and main tunnel intersection section
Work method and bench blasting method.
Background technique
The gulf DK377+100 Deng Jia tunnel is located at Xide west~Mianning section, center mileage DK377+000, in tunnel entrance
Journey D2K372+305 exports mileage DK381+695, tunnel overall length 9390m.Double track tunnel.Import connects short-circuit base, exports close to grandson
Water river two-wire grand bridge.Another Xide western station branch-cut bridge gos deep into input end.Route longitudinal slope in 2.5 ‰/575m, 11.1 ‰/778m,
The single side descending of 11.9 ‰/8897m, barrel, which passes through the development of granite area, 4 tomographies.Tunnel maximum buried depth is 700m.
To meet construction period, fire prevention rescue, construction ventilation and draining etc. need, and tunnel sets a horizontal hole.
The gulf Deng Jia tunnel main tunnel DK377+088~DK377+113 and horizontal hole HDK0+030~HDK0+000 sections of lithology are drought
Sinian system (γ 22) granite, joint fissure agensis, country rock is more complete, and country rock grade is II grade.Wherein, main tunnel and Heng Dongchong
Prominent position is DK377+096~DK377+104 sections.
It DK377+088~DK377+113 sections, is made of the single lithology of non-irrigated Sinian system (γ 22) granite, due to surveying area
Texture makes complexity, and by more phase Geological Structure Effects, ROCK MASS JOINT, crack are relatively developed, and underground water is stored in reason more, and crack is densely
Section, based on Bedrock Crevice Water, Local topography is constructed, and the control of buried depth has pressure-bearing property.
The supply of this section of underground water is mainly that Atmospheric precipitation is infiltrated, underground water straight mainly along joint, fissure zone by ground
The high location of gesture is to the lower location seepage flow of topography, the excretion of the underground water predominantly seepage flow into hypsography low-lying location or stream.
Tunnel trunk excavation design situation: II grade of country rock is excavated using full section method, III grade of country rock is excavated using benching tunnelling method,
IV grade of country rock is excavated using benching tunnelling method or three benching tunnelling methods, V grade of country rock uses three benching tunnelling methods that interim inverted arch is added to be excavated.
Summary of the invention
The technical problem to be solved by the present invention is to, the shortcomings that overcoming the prior art, a kind of horizontal hole in tunnel and main tunnel are provided
Intersection section constructing method.
In order to solve the above technical problems, the present invention provides a kind of horizontal hole in tunnel and main tunnel intersection section constructing method, one
The kind horizontal hole in tunnel and main tunnel intersection section constructing method,
S1: 1 Pin Two bors d's oeuveres I18 steelframe is arranged as door frame, after door frame supporting, on arch top edge edge in horizontal wide open digging
Center line is symmetrically welded the arch support platform of main tunnel, is welded into bracket, main tunnel and the intersection Heng Dong section using steel plate, I-steel
Steel arch-shelf be fixed with bolts on the billet of bracket, the initial position of the wide open digging of cross be HDK0+003.5~
HDK0+005；
S2: top bar is caunched excavation, and the top bar is caunched by the horizontal hole and main tunnel intersection perpendicular to main tunnel axis
Line direction is excavated, and horizontal hole is entered the main tunnel excavation that caunches and creeped excavation using pilot tunnel along main tunnel excavation contour line light grade, in formation
Then stepped manipulation platform carries out the preliminary bracing of top bar main tunnel；
S3: interim perpendicular support is removed from pilot tunnel front end to the direction Heng Dong and successively removes the perpendicular support of pilot tunnel interim steelframe, temporarily
Perpendicular support must carry out from top to bottom when removing；
S4: main tunnel top bar is excavated, and small mileage direction main tunnel top bar and big mileage direction main tunnel top bar are successively excavated,
Carry out supporting in digging process in time, the main tunnel top bar is excavated to small mileage direction to being no more than at DK377+090, described
Main tunnel top bar is excavated to big mileage direction to be no more than at DK377+110, is then temporarily sealed to the face for excavating formation
It closes；
S5: main tunnel is got out of a predicament or an embarrassing situation excavation, and the excavation range got out of a predicament or an embarrassing situation to the big mileage direction of main tunnel and small mileage direction is
DK377+095~DK377+105；
S6: benching tunnelling method construction, excavation of getting out of a predicament or an embarrassing situation successively are applied in main tunnel range size mileage direction using benching tunnelling method after the completion
Work, ripping construction terminate, formed normal operation face, according to IV b type composite lining Support types construction DK377+088~
DK377+113 sections are not excavated range, after the completion of DK377+094~DK377+106 sections of excavations of getting out of a predicament or an embarrassing situation, excavate inverted arch；
S7: inverted arch construction, as tunnel main tunnel is to the tunneling construction in large and small mileage direction, main tunnel range first when construction
Plate inverted arch is arranged in DK377+094~DK377+106, after intersection range meets inverted arch construction, first to the small mileage direction of main tunnel
Driving suspends small mileage construction, turns to big mileage side and excavate, in big when distance meets all kinds of racks, two lining trolley assembly
When journey face is excavated to the position away from horizontal 95~105m of hole, it is small that the components such as splash guard rack, two lining trolleys are pulled to main tunnel
Mileage side carries out assembled in hole.
S1: arch bracket position is protected using geotextiles, prevents from being covered by gunite concrete, the arch to main tunnel arch
Frame is sprayed onto design thickness after constructing again again, and the lock foot anchoring stock that horizontal hole steel arch-shelf is arranged at arch springing is changed to lock foot anchor tube,
Every place's lock placement of foot sets at least four lock foot anchor tubes, the lock foot anchor tube and horizontal line and arranges in 45 °, and abundant slip casting.
S2: the pilot tunnel is wide not less than 4m, and height is no more than the hangar tunnel of 5m, and the pilot tunnel is gradually lifted along main tunnel contour line
Up to vault, elevation angle are 30~45 °, and lifting step by step forms step, caunch and excavate main tunnel and appear on the stage exponent part, the pilot tunnel from
The width for being not less than 2m is respectively excavated at DK377+100 to inlet and outlet direction.
The pilot tunnel range gib uses I 16 fashioned iron trellis supports, frame spacing 1m, using 22 lock foot anchoring stock of Φ,
Arch is arranged circumferentially the longitudinally connected reinforcing bar of Φ 22, reinforcing bar circumferential direction spacing 1m, and arch hangs 6 reinforced mesh of Φ, every Pin frame arch
3 root long 3m grouting rock bolts are set, gib system is formed, after 15cm thickness C25 gunite concrete is set between steelframe.
S3: utilizing pilot drive job platform first at temporary support 0.5m, abolishes shadow using pneumatic pick at top
The concrete that perpendicular support is removed is rung, after the completion of concrete is abolished, steelframe and longitudinally connected muscle are cut off using oxygen-autogenous cutting, pushed up
Portion's concrete must control concrete block and fall direction according to the actual situation when abolishing, it is allowed to fall on far from rack side as far as possible,
It is fallen on job platform to prevent pounding, when concrete is abolished to apart from pilot tunnel bottom 2m, cuts off the longitudinally connected muscle in top, perpendicular support steelframe
Top connection.
Job platform is removed, is cooperated using excavator.It is first supportted perpendicular to direction top jail with bucket, people stands in phase
Opposite direction abolishes concrete in bottom and cuts off connection reinforcing bar, and then personnel withdraw, and perpendicular support is pushed over and (forgotten about it) by digging machine.It tears open
Except when pay attention to controlling it is primary remove range, remove range every time and be no more than 2m, and pilot tunnel two sides it is perpendicular must not support remove simultaneously, need to be according to
Secondary dismounting.
Include:
Keyhole, when explosion, form cavity in country rock, create good free face, the slotting for subsequent shot hole blasting
Hole is using reinforcement pinpoint blasting；
Cut spreader hole is arranged in keyhole two sides, and aperture is not less than 70cm away from keyhole, and bottom hole is inclined to the keyhole direction
Tiltedly, using heavy blasting blast charging.
Periphery hole, for periphery hole along tunnel excavation contour line cloth, periphery hole uses primacord by powder stick series connection spaced loading knot
Structure, the hole count that periphery hole detonates simultaneously are 5~6.
For the keyhole along hole depth direction, Xiang Suoshu keyhole is distributed the centroid direction inclination of figure in work surface.
Tamping in the blasthole, the stemming are mixed according to weight ratio 3:1 by sand and clay, are added again after mixing
Upper 20% water configures, and the length of filling stemming is not less than 1/5th of blasthole length in the blasthole.
Each blasthole bottom is equipped with water bag.
The beneficial effects of the present invention are:
(1) it is excavated using the engineering method of this programme, creates more working spaces, peace of the inverted arch away from face to subsequent handling
Full distance is fully controllable, and construction speed, safety management, civilized construction etc. are all greatly improved, and obtains remarkable effect.
(2) most of hole slag is tumbled to step after explosion of the present invention, on step there are a small amount of hole slag using digging
Machine can quickly be taken off to getting out of a predicament or an embarrassing situation, and then loading machine send arch to top bar, and it is parallel with slagging tap that the vertical arch of top bar may be implemented
Operation has compressed circulation time.Simultaneously also solve the problems, such as a point bench excavation interfere with each other, construction efficiency it is low, reduce people
Member, the equipment work holdup.If tunnel comprehensive unit price is in terms of 70,000 yuan/linear meter(lin.m.), using can monthly increase the output value about 1,400,000 after micro- benching tunnelling method
Member, while having saved labour and the machine cost of unit output value, remarkable in economical benefits.
Detailed description of the invention
Fig. 1 is the overall construction technology figure of the present invention；
Fig. 2 is to indicate steelframe paragraph distribution schematic diagram；
Fig. 3 is to indicate main tunnel arch support platform schematic diagram；
Fig. 4 is to indicate base tunnel temporary steel support schematic diagram；
Fig. 5 is to indicate base tunnel temporary steel support distribution schematic diagram；
Fig. 6 is to indicate that horizontal hole is excavated into main tunnel top bar to complete schematic diagram；
Fig. 7 is main tunnel arch and pilot tunnel frame beam welding schematic diagram；
Fig. 8 is to support schematic diagram in DK377+095~DK377+105 sections of arches；
Fig. 9 is large and small mileage directional spreding schematic diagram at the top of main tunnel；
Figure 10 is to indicate inverted arch excavation supporting construction schematic diagram；
Figure 11, which gets out of a predicament or an embarrassing situation to excavate for main tunnel, completes schematic diagram；
Figure 12 indicates that inverted arch excavation supporting completes schematic diagram；
Figure 13 is 2 top bar blasthole distribution schematic diagram of embodiment；
Figure 14 is that Section A-A indicates that blasthole tilts the schematic diagram of extended structure in Figure 13；
Figure 15 be indicate get out of a predicament or an embarrassing situation blasthole distribution schematic diagram；
Figure 16 is each blasthole distributing position and specific blasting parameter table in embodiment 2.
Specific embodiment
Wherein identical components are presented with like reference characters.It should be noted that word used in the following description
Language "front", "rear", "left", "right", "up" and "down" refer to the direction in attached drawing, word " bottom surface " and " top surface ", "inner" and
"outside" refers respectively to the direction towards or away from geometric center of specific component.
Embodiment 1:
The horizontal hole in a kind of tunnel provided in this embodiment and main tunnel intersection section constructing method, in the present embodiment, total body construction
Sequence is referring to Fig. 1, successively are as follows: main tunnel is chosen after horizontal hole is constructed to main tunnel → interface door frame (steel arch-shelf) formation loopful fore shaft supporting
The small mileage direction of top → main tunnel digs the just big mileage direction construction of branch (reserved main tunnel secondary lining trolley assembly place) → main tunnel.
It is influenced by the hole Heng Dong, the position preliminary bracing in the horizontal hole in face hole is weaker, therefore need to set in horizontal hole openings position
Reinforcing ring is set, to ensure the firm of this section of main tunnel preliminary bracing.
Horizontal hole HDK0+030~HDK0+000 sections of country rock grades are II grade, and design is excavated using full section method, due to this section
Positioned at horizontal hole and main tunnel intersection, according to on-site actual situations when construction, the standard that main tunnel position is caunched is carried out in benching tunnelling method construction
Standby work.Construction uses man-hour manually hand-held air drill, and using Multifunctional bench construction of explosion, manipulator gunite concrete, loading machine goes out
Quarrel, dump truck transport；Preliminary bracing uses steel arch-shelf, anchor pole, steel mesh, gunite concrete, and see Table 4 for details -1 for design parameter
" one column table of supporting parameter ".Main supporting parameter is as shown in table 4-1:
One column table of table 4-1 supporting parameter
Horizontal hole and main tunnel intersection section are constructed using benching tunnelling method, and by the structure size of IV b composite lining, I 18 types are arranged
Steel steelframe carries out supporting, and the paragraph that shaped steel arch is arranged is DK377+088~DK377+113.Main tunnel steelframe support system and cross
Hole hole range has the location DK377+096~DK377+104 of conflict, the left part of steelframe and last Pin Two bors d's oeuveres steel of horizontal hole
The support platform being arranged on frame is attached fixation, and right side is bottomed.In addition to this, within the scope of DK377+088~DK377+113 just
The bottomed setting of remaining location shaped steel arch of hole or so arch springing, arch spacing 1m/ Pin.Simultaneously to DK377+095~DK377+105
Section vault takes strengthening measure.The specific size and main tunnel arch support platform thin portion full-page proof such as Fig. 2 of different section profile steel frame,
Shown in Fig. 3.
Wherein, main tunnel, which is caunched, takes drilling and blasting method to excavate, short drilling depth, weak blast, and every cyclic advance is no more than 1m i.e. 1 Pin steelframe
Spacing performs preliminary bracing or gib in strict accordance with the requirement of " one supporting of a big gun " in time.
S1: horizontal wide open digging HDK0+004.1 is arranged 1 Pin Two bors d's oeuveres I18 steelframe (door frame).After door frame supporting, in arch
Top edge is symmetrically welded the arch support platform of main tunnel along center line, is welded into bracket using 16mm thick steel plate, I18 I-steel,
The steel arch-shelf of main tunnel and the intersection Heng Dong section is fixed with bolts on the billet of bracket.
Arch bracket position is protected using geotextiles, prevents from being covered by gunite concrete, the arch construction to main tunnel arch
After be sprayed onto design thickness again again.The lock foot anchoring stock that horizontal hole steel arch-shelf is arranged at arch springing is changed toLock
Foot anchor tube, length L=3.5m.Every place's lock placement of foot sets 4 lock foot anchor tubes, arranges with horizontal line in 45 °, and abundant slip casting.
S2: after the door frame supporting in place of horizontal hole and main tunnel intersection, top bar is carried out to perpendicular to main tunnel axis direction
Caunch excavation.Horizontal hole is entered the main tunnel excavation that caunches and is creeped excavation using pilot tunnel along main tunnel excavation contour line light grade, and formation is appeared on the stage
Then rank operating platform carries out the preliminary bracing of top bar main tunnel.Pilot tunnel uses width 4m, the hangar tunnel form of high about 5m, along main tunnel wheel
Profile lifting step by step is to vault, and about 40 ° of elevation angle, lifting step by step forms step, caunches and excavates main tunnel and appear on the stage exponent part.It excavates
Range is the width that DK377+100 respectively excavates 2m to inlet and outlet direction, carries out interim preliminary bracing to pilot tunnel in work progress.
As shown in figure 5, pilot tunnel range gib uses I 16 fashioned iron trellis supports, frame spacing 1m locks foot using Φ 22
Anchor pole, arch are arranged circumferentially the longitudinally connected reinforcing bar of Φ 22, reinforcing bar circumferential direction spacing 1m, and arch hangs 6 reinforced mesh of Φ, every Pin frame
Arch be arranged 3 root long 3m grouting rock bolts, formed gib system, after between steelframe be arranged 15cm thickness C25 gunite concrete, canopy
Hole size full-page proof is illustrated in fig. 6 shown below, and the high H of frame is adjusted according to pilot tunnel different location in figure, H=at main tunnel midline position
5m, pilot tunnel range vault excavation height increase 20cm on the basis of main tunnel excavation contour line, because small pilot tunnel uses I 16 fashioned iron,
And with due regard to deformation of sedimentation, to guarantee main tunnel arch headroom, it is ensured that the interim preliminary bracing crossbeam of pilot tunnel is located at main tunnel initial stage
On supporting steelframe, used as the longitudinally connected muscle of I 18 arch of main tunnel top bar.
As shown in fig. 7, after main tunnel top bar has been excavated, according to IV b type composite lining Support types in time to top bar
Carry out supporting, it is ensured that horizontal hole and main tunnel intersection abnormity arch and door frame stable connection on the left of route.Simultaneously main tunnel arch with lead
The connection of hole frame beam welding, makes I 16 crossbeams as the longitudinally connected muscle of main tunnel top bar arch.
S3: main tunnel top bar steelframe supporting within the scope of pilot tunnel is completed, after the completion of lock foot anchoring stock performs, from pilot tunnel front end to
The perpendicular support of pilot tunnel interim steelframe is removed, successively so that subsequent main tunnel top bar digs in the direction Heng Dong.
Interim perpendicular support must carry out from top to bottom when removing.Pilot drive operation is being utilized at temporary support 0.5m first
Platform abolishes the concrete for influencing perpendicular support and removing at top using pneumatic pick.After the completion of concrete is abolished, using oxygen-acetylene gas
Cut off steelframe and longitudinally connected muscle.
Top concrete must control concrete block and fall direction, it is allowed to fall on far as far as possible according to the actual situation when abolishing
Destage frame side, falls on job platform to prevent pounding.When concrete is abolished to apart from pilot tunnel bottom 2m, it is longitudinally connected to cut off top
Connection at the top of muscle, perpendicular support steelframe.
Job platform is removed, is cooperated using excavator.It is first supportted perpendicular to direction top jail with bucket, people stands in phase
Opposite direction abolishes concrete in bottom and cuts off connection reinforcing bar, and then personnel withdraw, and perpendicular support is pushed over and (forgotten about it) by digging machine.It tears open
Except when pay attention to controlling it is primary remove range, remove range every time and be no more than 2m, and pilot tunnel two sides it is perpendicular must not support remove simultaneously, need to be according to
Secondary dismounting.
To pilot tunnel temporarily erect support remove after, as shown in figure 8, main tunnel is appeared on the stage, exponent part is excavated, first excavate it is small in
Cheng Fangxiang main tunnel top bar, then big mileage direction main tunnel top bar is excavated, when excavating respectively to main tunnel inlet and outlet direction, forbid two
End while tunneling construction.As shown in figure 9, being excavated to DK377+090, DK377+110 respectively, and top bar initial stage branch is performed in time
Shield.When main tunnel is constructed across horizontal hole, top bar preliminary bracing is reinforced checking, prevents main tunnel arch springing behind concrete leakiness or go out
Existing cavity, takes slip casting measure when necessary, and the leakiness and cavity position to discovery carry out slip casting.As shown in figure 8, period exists
DK377+095~DK377+105, longitudinally connected muscle is changed to I 16 fashioned iron to reinforce the supporting of intersection range between steel arch-shelf.
Arch parameter: I18 I-steel, centering 1.0m in DK377+088~DK377+113 longitudinal pitch.Wherein DK377+
088~DK377+095, DK377+105~DK377+113 are used into the attached 02 Plays steel frame construction size of high rice tunnel；DK377+
096~DK377+104 uses rear attached special designing steel frame construction.
System anchor bolt: arch uses 22 grouting rock bolt of Φ, L=3m using 22 hollow grouting anchor of Φ, abutment wall.1.2m×
1.2m (ring × vertical), blossom type arrangement.
Hang steel mesh:Steel mesh, 20 × 20cm of grid spacing.
Gunite concrete: C25 concrete thickness 25cm.
Steelframe is positioned using system anchor bolt and lock foot anchoring stock when supporting, at top bar arch springing setting lock foot anchor tube (Length L=3m).Every place's lock placement of foot sets 4 lock foot anchor tubes, with horizontal line in 45 ° of (obliquely) arrangements.
S4: as shown in Figure 10, Figure 11, after main tunnel top bar is excavated at DK377+090, DK377+110 on temporary enclosed
Step face
S5: getting out of a predicament or an embarrassing situation since digging pilot tunnel position to main tunnel size mileage, and completion excavates row of going forward side by side and carries out supporting and prop up
Vertical steel arch-shelf, excavation range are DK377+095~DK377+105.
Arch parameter: I18 I-steel, centering 1.0m in DK377+088~DK377+113 longitudinal pitch.Wherein DK377+
088~DK377+095, DK377+105~DK377+113 are used into the attached 02 Plays steel frame construction size of high rice tunnel, DK377+
096~DK377+104 uses rear attached special designing steel frame construction.
System anchor bolt: arch uses 22 grouting rock bolt of Φ, L=3m using 22 hollow grouting anchor of Φ, abutment wall.1.2m×
1.2m (ring × vertical), blossom type arrangement.
Hang steel mesh:Steel mesh, 20 × 20cm of grid spacing.
Gunite concrete: C25 concrete thickness 25cm.
Steelframe is positioned using system anchor bolt and lock foot anchoring stock when supporting, at arch springing of getting out of a predicament or an embarrassing situation setting lock foot anchor tube (Length L=3m).Every place's lock placement of foot sets 4 lock foot anchor tubes, with horizontal line in 45 ° of (obliquely) arrangements.
: 6: as shown in figure 12, successively being applied in main tunnel range size mileage direction using benching tunnelling method after the completion of excavation of getting out of a predicament or an embarrassing situation
Work, ripping construction terminate, formed normal operation face, according to IV b type composite lining Support types construction DK377+088~
DK377+113 sections are not excavated range, after the completion of DK377+094~DK377+106 sections of excavations of getting out of a predicament or an embarrassing situation, excavate inverted arch in time.
S7: as tunnel main tunnel is followed up to the tunneling construction of large and small mileage, inverted arch and filling using light template in time,
Main tunnel range the first plate inverted arch is arranged in DK377+094~DK377+106 when construction.After intersection range meets inverted arch construction,
It is first tunneled to the small mileage direction of main tunnel, when distance meets all kinds of racks, two lining trolley assembly, suspends small mileage construction, turn to
Big mileage side is excavated, when big mileage face is excavated to the position away from horizontal hole about 100m, by splash guard rack, two lining trolleys
Equal components are pulled to the small mileage side of main tunnel and carry out assembly in hole.
Embodiment 2:
The adjusting blasting method that a kind of embodiment 1 is applied, 3~Figure 16 referring to Fig.1,
The quick-fried method combined is tried with scene using engineering analogy and determines blasting parameter.
Being undertaken according to each position blasthole for task is different, and blasting action index is not also identical.Specifically: keyhole uses
Reinforce pinpoint blasting, via hole, breaking hole, bottom plate hole use standing, and inner ring hole uses weak standing.In addition, periphery
Hole uses photoface exploision, and blasting network achievees the purpose that weak vibration control explosion using the inside and outside delay in hole.
For main tunnel blasting parameters determination:
IV grade of country rock requires to excavate using benching tunnelling method according to design drawing, blast hole depth 2.7m, cyclic advance 2.4m, big gun
Hole utilization rate is 95%, and periphery pitch of holes is 60cm, unit consumption 0.79kg/m3。
Wherein, blasthole selects handheld pneumatic rock drill, and blasthole diameter takes d=42mm.
The arrangement of blasthole is not particularly limited, in the present embodiment, steel for shot are as follows:
Keyhole, when keyhole explosion, form cavity in country rock, create good free face for subsequent shot hole blasting, and one
As to reinforce pinpoint blasting, this engineering uses Repetitive type wedge-shaped cut without exception, and advantage is that jewel hole workload is small, easy to form preferable
Free face, IV grade of country rock section use three layers of slotting, and keyhole opening width is 4.45m, and every layer of keyhole row's spacing is 0.8m, left
Right two sides are arranged symmetrically.
Cut spreader hole, cut spreader hole are arranged in keyhole two sides, aperture is slightly inclined away from keyhole 70cm, bottom hole for expanding slotting
To keyhole, using heavy blasting blast charging.
Periphery hole, periphery hole are arranged along tunnel excavation contour line.Specific blasthole spacing rule of thumb formula and Engineering
Than determination.
Wherein, upper section uses photoface exploision, and lower section uses presplit blasting.
Relationship between blasthole spacing E and blasthole diameter d is E=(10~18) d.Take d=42mm, then E=420~
756mm.In view of tunnel cross-section span big feature and construction criteria, IV grade of country rock section takes E=60cm
Relationship between the blasthole close coefficient m and minimum burden W of periphery hole is m=E/W.General E < W, in conjunction with section
Development condition is managed, the characteristics of forming bulk is not easy after explosion, m is about 0.9, takes W=70cm for photoface exploision in this engineering.
Periphery hole, by powder stick series connection spaced loading structure, keeps explosive charge force-bearing of surrounding rock mass in blasthole uniform using primacord,
It can reduce the disturbance to country rock to destroy.
Periphery hole be not easy with section detonation scale it is excessive, if periphery hole number is big, short-delay blasting skill in the hole Yi Caiyong or outside hole
Art controls neat blast hole number at 5~6.
The present embodiment further include:
Inner ring hole, spacing a, the array pitch b of inner ring hole should be greater than or equal to periphery hole minimum burden W, and a, b take
It is worth related with the single hole explosive payload of blasthole.Consider tunnel be not easy to be formed by location joints development, after explosion the characteristic of bulk and
Protection to peripheral rock, the design use small spacing, and wide pitch comprehensively considers and takes a=77cm, b=70cm.
Wherein, according to being that keyhole uses reinforcement pinpoint blasting, unit consumption is controlled in 2.0kg/m single hole explosive payload value3It is left
It is right.
The explosive payload of periphery hole is mainly determined according to blasthole spacing, minimum burden and concentration of charge.Upper section smooth surface
Blast charging concentration degree is 0.2kg/m, and lower section presplit blasting concentration of charge is 0.3kg/m.
Inner ring hole is controlled with weak standing, and the explosive payload and the hardness of country rock, explosive specific charge, blasthole of inner ring hole are long
The relating to parameters such as the number of the boring hole and array pitch of degree and inner ring hole.The single hole explosive payload of inner ring hole is calculated as follows:
Q=τ γ L
The single hole explosive payload of q in formula --- inner ring hole, kg；
τ --- coefficient of charge.According to array pitch between blasthole and rock property, τ=0.6 is taken；
γ --- the quality of explosive of every meter of powder stick, kg/m.The emulsion for being 32mm for diameter, γ=0.9kg/m.
L --- blasthole length, m.
The inner ring hole for being 2.7m for blasthole length, calculates to obtain q=0.65 × 0.9 × 2.7=1.6kg
The structure and form of blast hole stemming are not particularly limited, in the present embodiment, the purpose of blast hole stemming is to guarantee
Explosive sufficiently reacts, and is allowed to generate maximum heat, prevents the incomplete detonation of explosive；Prevent the detonation gas of high temperature and pressure prematurely
It is escaped from blasthole or pilot tunnel, the energy for generating explosion is more converted into the mechanical work of fragmented rock body, improves explosive energy
Effective rate of utilization.Choke material uses stemming, and stemming is formed by sand and clay mixed configuration, weight ratio 3:1, then plus
Upper 20% water.Filling should be carried out using layering tamping method, must not there is gap or interruption.Each blasthole should clog the big gun of sufficient length
Mud, except periphery hole is according to photoface exploision, the length of other each blast hole stemming stemmings cannot be less than 60cm.
The selection of explosive is not particularly limited, explosive uses No. 2 rock emulsion explosives, specification in the present embodiment
For Φ 32mm × 200mm, every volume 200g.No. 2 rock dynamites, specification are Φ 32mm × 200mm, every volume 150g.Detonator choosing
Use Millisecond Nonel Tube Detonator.Common instant electric detonator or detonator excitation needle detonation are selected in detonation.
In addition to the implementation, the present invention can also have other embodiments；It is all to use equivalent substitution or equivalent transformation shape
At technical solution, fall within the scope of protection required by the present invention.
Claims (10)
1. a kind of horizontal hole in tunnel and main tunnel intersection section constructing method, it is characterised in that: include:
S1: 1 Pin Two bors d's oeuveres I18 steelframe is arranged as door frame, after door frame supporting, in arch top edge along center in horizontal wide open digging
Line is symmetrically welded the arch support platform of main tunnel, is welded into bracket, the steel of main tunnel and the intersection Heng Dong section using steel plate, I-steel
Arch is fixed with bolts on the billet of bracket, and the initial position of the wide open digging of cross is HDK0+003.5~HDK0
+005；
S2: top bar is caunched excavation, and the top bar is caunched by the horizontal hole and main tunnel intersection perpendicular to positive hole axis side
To excavation, horizontal hole is entered the main tunnel excavation that caunches and is creeped excavations using pilot tunnel along main tunnel excavation contour line light grade, formation top bar
Then operating platform carries out the preliminary bracing of top bar main tunnel；
S3: removing interim perpendicular support, from pilot tunnel front end to the direction Heng Dong, successively removes the perpendicular support of pilot tunnel interim steelframe, interim perpendicular support
It must be carried out from top to bottom when dismounting；
S4: main tunnel top bar is excavated, and small mileage direction main tunnel top bar and big mileage direction main tunnel top bar are successively excavated, and is excavated
In the process in time carry out supporting, the main tunnel top bar to small mileage direction excavate to be no more than DK377+090 at, the main tunnel
Top bar is excavated to big mileage direction to be no more than at DK377+110, then carries out temporary enclosed to the face for excavating formation；
S5: main tunnel is got out of a predicament or an embarrassing situation excavation, and the excavation range got out of a predicament or an embarrassing situation to the big mileage direction of main tunnel and small mileage direction is DK377
+ 095~DK377+105；
S6: benching tunnelling method construction, excavation of getting out of a predicament or an embarrassing situation successively are constructed using benching tunnelling method in main tunnel range size mileage direction after the completion, are chosen
Top construction terminates, and forms normal operation face, according to IV b type composite lining Support types construction DK377+088~DK377+113
Section does not excavate range, after the completion of DK377+094~DK377+106 sections of excavations of getting out of a predicament or an embarrassing situation, excavates inverted arch；
S7: inverted arch construction, as tunnel main tunnel is to the tunneling construction in large and small mileage direction, main tunnel the first plate of range is faced upward when construction
Arch is arranged in DK377+094~DK377+106, after intersection range meets inverted arch construction, first tunnels to the small mileage direction of main tunnel,
When distance meets all kinds of racks, two lining trolley assembly, suspend small mileage construction, turn to big mileage side and excavate, when big mileage is slapped
When sub- face is excavated to the position away from horizontal 95~105m of hole, the components such as splash guard rack, two lining trolleys are pulled to the small mileage of main tunnel
Side carries out assembled in hole.
2. the horizontal hole in tunnel according to claim 1 and main tunnel intersection section constructing method, it is characterised in that:
S1: arch bracket position is protected using geotextiles, prevents from being covered by gunite concrete, the arch to main tunnel arch is applied
It is sprayed onto design thickness after work again again, the lock foot anchoring stock that horizontal hole steel arch-shelf is arranged at arch springing is changed to lock foot anchor tube, every place
Lock placement of foot sets at least four lock foot anchor tubes, the lock foot anchor tube and horizontal line and arranges in 45 °, and abundant slip casting.
3. the horizontal hole in tunnel according to claim 1 and main tunnel intersection section constructing method, it is characterised in that:
S2: the pilot tunnel be it is wide be not less than 4m, height is no more than the hangar tunnel of 5m, and the pilot tunnel along main tunnel contour line lifting step by step extremely
Vault, elevation angle are 30~45 °, and lifting step by step forms step, caunch and excavate main tunnel and appear on the stage exponent part, the pilot tunnel from
The width for being not less than 2m is respectively excavated at DK377+100 to inlet and outlet direction.
4. the horizontal hole in tunnel according to claim 3 and main tunnel intersection section constructing method, it is characterised in that: the pilot tunnel model
Gib is enclosed using I 16 fashioned iron trellis supports, and frame spacing 1m, using 22 lock foot anchoring stock of Φ, it is vertical that arch is arranged circumferentially Φ 22
To connection reinforcing bar, reinforcing bar circumferential direction spacing 1m, arch hangs 6 reinforced mesh of Φ, and 3 root long 3m mortar anchors are arranged in every Pin frame arch
Bar, formed gib system, after between steelframe be arranged 15cm thickness C25 gunite concrete.
5. the horizontal hole in tunnel according to claim 1 and main tunnel intersection section constructing method, it is characterised in that:
S3: utilizing pilot drive job platform first at temporary support 0.5m, abolishes influence using pneumatic pick at top and erects
The concrete removed is supportted, after the completion of concrete is abolished, steelframe and longitudinally connected muscle are cut off using oxygen-autogenous cutting, top is mixed
Solidifying soil must control concrete block and fall direction according to the actual situation when abolishing, it is allowed to fall on separate rack side as far as possible, to prevent
It pounds and falls on job platform, when concrete is abolished to apart from pilot tunnel bottom 2m, cut off the longitudinally connected muscle in top, perpendicular support steelframe top
Connection.
6. the horizontal hole in tunnel according to claim 5 and main tunnel intersection section constructing method, it is characterised in that: remove operation horizontal
Platform is cooperated using excavator, is first supportted perpendicular to direction top jail with bucket, people stands in the opposite direction, abolishes in bottom
Concrete simultaneously cuts off connection reinforcing bar, and then personnel withdraw, and perpendicular support is pushed over or forgotten about it by digging machine, and when dismounting notices that control is once torn open
Except range, range is removed every time and is no more than 2m, and pilot tunnel two sides are erected support and be removed simultaneously, need to successively remove.
7. the bench blasting in a kind of claim 1~6 any horizontal hole in tunnel and the application of main tunnel intersection section constructing method
Method, it is characterised in that: include:
Keyhole, when explosion, form cavity in country rock, create good free face for subsequent shot hole blasting, the keyhole is adopted
With reinforcement pinpoint blasting；
Cut spreader hole is arranged in keyhole two sides, and aperture is not less than 70cm away from keyhole, and bottom hole is tilted to the keyhole direction,
Using heavy blasting blast charging.
Periphery hole, for periphery hole along tunnel excavation contour line cloth, periphery hole uses primacord by powder stick series connection spaced loading structure, week
Lateral opening while detonation hole count is 5~6.
8. the horizontal hole in tunnel according to claim 7 and main tunnel intersection section constructing method, it is characterised in that: the keyhole
Along hole depth direction, Xiang Suoshu keyhole is distributed the centroid direction inclination of figure in work surface.
9. the horizontal hole in tunnel according to claim 7 or 8 and main tunnel intersection section constructing method, it is characterised in that: the big gun
Tamping in hole, the stemming are mixed by sand and clay according to weight ratio 3:1, and the water after mixing along with 20% configures
It forms, the length of filling stemming is not less than 1/5th of blasthole length in the blasthole.
10. the horizontal hole in tunnel according to claim 7 or 8 and main tunnel intersection section constructing method, it is characterised in that: each big gun
Hole bottom is equipped with water bag.
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| 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 |
| CN113958338A (en) * | 2021-10-18 | 2022-01-21 | 中铁十四局集团建筑工程有限公司 | Steel bar connection method for intersection of expressway tunnel connection hole |
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