CN104763435A - Construction method of shallow-buried excavation type large cross section of tunnel in tail slag filling area - Google Patents
Construction method of shallow-buried excavation type large cross section of tunnel in tail slag filling area Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 126
- 238000009412 basement excavation Methods 0.000 title claims abstract description 98
- 239000002893 slag Substances 0.000 title claims abstract description 13
- 238000000034 method Methods 0.000 claims abstract description 27
- 239000004567 concrete Substances 0.000 claims abstract description 19
- 230000002787 reinforcement Effects 0.000 claims abstract description 15
- 239000004927 clay Substances 0.000 claims abstract description 5
- 229910000831 Steel Inorganic materials 0.000 claims description 63
- 239000010959 steel Substances 0.000 claims description 63
- 238000007569 slipcasting Methods 0.000 claims description 24
- 239000011435 rock Substances 0.000 claims description 16
- 230000003014 reinforcing effect Effects 0.000 claims description 14
- 239000002689 soil Substances 0.000 claims description 13
- 230000005641 tunneling Effects 0.000 claims description 11
- 230000008569 process Effects 0.000 claims description 9
- 238000009434 installation Methods 0.000 claims description 8
- 238000007596 consolidation process Methods 0.000 claims description 7
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- 238000005507 spraying Methods 0.000 claims description 4
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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
- 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
- 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
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a construction method of a shallow-buried excavation type large cross section of tunnel in a tail slag filling area. The construction method comprises performing sleeve valve pipe grouting reinforcement on the slag filling on the ground according to the construction survey lofting reinforcement range; performing side slope and upward slope cutting and elevation on the tunnel to be excavated on the ground earthwork and performing construction of cover arch foundation piles at the position of a hole of the tunnel to be excavated; performing pre-stressed anchor cable reinforcement on a side slope and an upward slope and performing cover arch and large pipe shed construction on the cover-arch foundation piles; performing funnel hole body excavation by a double-side-wall vertical pilot heading excavation method; performing initial supporting construction and anchor spray concrete construction on a hole body of the tunnel after the excavation on the hole body of the tunnel is achieved; performing waterproof layer construction and secondary lining construction on the hole body of the tunnel; performing clay backfill above the hole body of the tunnel under the ground elevation is restored. According to the construction method of the shallow-buried excavation type large cross section of tunnel in the tail slag filling area, the funnel hole body excavation is performed by the double-side-wall vertical pilot heading excavation method due to the shallow-buried excavation and large cross section characteristics of the tail slag filling area and accordingly the tunnel excavation difficulty is reduced and the construction quality is ensured.
Description
Technical field
The present invention relates to technical field of tunnel construction, refer in particular to a kind of mine tailings and fill out district's shallow buried covered excavation large-section tunnel construction method.
Background technology
Along with the expansion of China's expanding economy and infrastructure construction scale, construction of tunnel has become the important engineering in the mega projects such as highway, railway, municipal administration; And due to surrounding enviroment, geological conditions restriction; Or in order to better meet the growing magnitude of traffic flow, transportation condition; Or for pursuing the spacious effect of large space, the tunnel of shallow buried covered excavation big cross section form is increasing, but because span is large, complex geologic conditions, the domestic experience still lacking maturation, the reference role of relevant criterion, specification is limited, and under complex geological condition and surrounding enviroment, especially build Super-large-section tunnel difficulty larger.
Particularly fill out district at mine tailings, due to defects such as slag body are loose, cohesion is little, shear strength is low, self-stable ability is poor, very easily cave in, again because tunnel excavation section is higher, vault buried depth is more shallow, surrounding enviroment narrow space, and formwork jumbo cannot be used to carry out two lining constructions.
Summary of the invention
Because the problems referred to above, the invention provides a kind of mine tailings and fill out district's shallow buried covered excavation large-section tunnel construction method, comprising:
Banket according to the slag of reinforcing scope to ground of construction survey setting-out and carry out sleeve valve barrel grouting consolidation process;
Side slope is carried out to the ground earthwork, faces upward brush slope, slope to the absolute altitude treating tunneling, treating that the openings position of tunneling carries out overlapping the construction of skewback stake;
To described side slope with face upward slope and carry out prestressed anchor reinforcement, the stake of described cover skewback is carried out the construction of overlapping arch and steel tube shed;
The excavation method of the upper and lower pilot tunnel of double side wall is adopted to carry out tunnel trunk excavation;
After tunnel trunk has excavated, preliminary bracing construction and anchor spraying concrete construction are carried out to described tunnel trunk;
Construction of waterproof layer and Second Lining Construction are carried out to described tunnel trunk;
Backfill clay is carried out to recovering ground level above described tunnel trunk.
Mine tailings of the present invention fill out district's shallow buried covered excavation large-section tunnel construction method, the feature of district's shallow buried covered excavation big cross section is filled out for mine tailings, the excavation method of the upper and lower pilot tunnel of double side wall is adopted to carry out tunnel trunk excavation, whole tunnel big cross section is divided into multiple light section construct, each light section excavates driving separately, the difficulty of tunnel excavation can be simplified, can construction quality be ensured again simultaneously.
The further improvement that mine tailings of the present invention fill out district's shallow buried covered excavation large-section tunnel construction method is, carry out side slope to the ground earthwork, face upward brush slope, slope to when the absolute altitude of tunneling, the mode carrying out excavation and supporting step by step step by step from top to bottom carries out stage excavation and protective reinforcing.
The further improvement that mine tailings of the present invention fill out district's shallow buried covered excavation large-section tunnel construction method is, the described construction carrying out cover arch and steel tube shed in the stake of described cover skewback, comprising:
The stake of described cover skewback is constructed Guan Liang, and described Guan Liang installs steel arch-shelf;
On described steel arch-shelf, installation sleeve encircles exterior sheathing and concreting formation cover arch;
After described cover arch reaches intensity, on described cover arch, back-pressure preset thickness bankets;
Enclosing in the end one of described cover arch adopts concrete to arrange barricade;
Described cover arch is staggeredly arranged double-deck steel tube shed, carries out slip casting after steel tube shed installation;
Slip casting terminates rear cement mortar and carries out tight filling to described steel tube shed.
Barricade can drop by top, anti-backstop slope back-pressure soil, and water conservancy diversion surface water is to gutter, both sides, tunnel.
The further improvement that mine tailings of the present invention fill out district's shallow buried covered excavation large-section tunnel construction method is, the excavation method of the upper and lower pilot tunnel of double side wall is adopted to carry out in the process of tunnel trunk excavation, in the middle part of described tunnel trunk, reserved rock beam and Core Soil form cross support, cut described cross support after described tunnel trunk has excavated.Can enhanced level support strength and resistance to overturning, reduce tunnel horizontal convergence amount and vault sinking value.
The further improvement that mine tailings of the present invention fill out district's shallow buried covered excavation large-section tunnel construction method is, adopts before the excavation method of double side wall upper and lower pilot tunnel carries out tunnel trunk excavation, carries out Region dividing, comprising excavation region:
Described tunnel trunk is divided into the first pilot tunnel, the second pilot tunnel, the 3rd pilot tunnel and the 4th pilot tunnel by the upper left position of its face, position, the upper right corner, lower right position and position, the lower left corner;
The part of described cross support between described first pilot tunnel and described 4th pilot tunnel is divided into the 5th pilot tunnel;
The part of described cross support between described second pilot tunnel and described 3rd pilot tunnel is divided into the 6th pilot tunnel;
The part of described cross support between described first pilot tunnel and described second pilot tunnel is divided into the 7th pilot tunnel;
The part of described cross support between described 3rd pilot tunnel and described 4th pilot tunnel is divided into the 8th pilot tunnel;
The part of described cross support between described 5th pilot tunnel, described 6th pilot tunnel, described 7th pilot tunnel and described 8th pilot tunnel is divided into the 9th pilot tunnel;
Described first pilot tunnel, described second pilot tunnel, described 3rd pilot tunnel, described 4th pilot tunnel, described 5th pilot tunnel, described 6th pilot tunnel, described 7th pilot tunnel, described 8th pilot tunnel and described 9th pilot tunnel are all divided into two regions of topping bar and get out of a predicament or an embarrassing situation.
The further improvement that mine tailings of the present invention fill out district's shallow buried covered excavation large-section tunnel construction method is, tunnel trunk is carried out in the excavation method of the upper and lower pilot tunnel of described employing double side wall, comprising:
Excavate topping bar of described first pilot tunnel and topping bar of described second pilot tunnel, set up topping bar and first the structure of topping bar in scope of described second pilot tunnel of described first pilot tunnel;
Excavate getting out of a predicament or an embarrassing situation of described first pilot tunnel and getting out of a predicament or an embarrassing situation of described second pilot tunnel, set up getting out of a predicament or an embarrassing situation and first the structure of getting out of a predicament or an embarrassing situation in scope of described second pilot tunnel of described first pilot tunnel;
Excavate the topping bar of described 3rd pilot tunnel, topping bar of described 4th pilot tunnel and topping bar of described 7th pilot tunnel, set up the topping bar of described 3rd pilot tunnel, the topping bar and first the structure of topping bar in scope of described 7th pilot tunnel of described 4th pilot tunnel;
Excavate the getting out of a predicament or an embarrassing situation of described 3rd pilot tunnel, getting out of a predicament or an embarrassing situation of described 4th pilot tunnel and getting out of a predicament or an embarrassing situation of described 7th pilot tunnel, set up the getting out of a predicament or an embarrassing situation of described 3rd pilot tunnel, the getting out of a predicament or an embarrassing situation and first the structure of getting out of a predicament or an embarrassing situation in scope of described 7th pilot tunnel of described 4th pilot tunnel;
Excavate topping bar of described 5th pilot tunnel and topping bar of described 6th pilot tunnel, set up topping bar and first the structure of topping bar in scope of described 6th pilot tunnel of described 5th pilot tunnel;
Excavate getting out of a predicament or an embarrassing situation of described 5th pilot tunnel and getting out of a predicament or an embarrassing situation of described 6th pilot tunnel, set up getting out of a predicament or an embarrassing situation and first the structure of getting out of a predicament or an embarrassing situation in scope of described 6th pilot tunnel of described 5th pilot tunnel;
Excavate topping bar of described 9th pilot tunnel, set up first the structure of topping bar in scope of described 9th pilot tunnel;
Excavate getting out of a predicament or an embarrassing situation of described 9th pilot tunnel, set up first the structure of getting out of a predicament or an embarrassing situation in scope of described 9th pilot tunnel;
Excavate topping bar of described 8th pilot tunnel, set up first the structure of topping bar in scope of described 8th pilot tunnel;
Excavate getting out of a predicament or an embarrassing situation of described 8th pilot tunnel, set up first the structure of getting out of a predicament or an embarrassing situation in scope of described 8th pilot tunnel.
The further improvement that mine tailings of the present invention fill out district's shallow buried covered excavation large-section tunnel construction method is, after described 3rd pilot tunnel and described 4th pilot tunnel have been constructed, excavate one respectively in the front of described 3rd pilot tunnel and described 4th pilot tunnel for the auxiliary pilot tunnel of dregs transportation.
The further improvement that mine tailings of the present invention fill out district's shallow buried covered excavation large-section tunnel construction method is, excavates described auxiliary pilot tunnel, comprising:
At the openings position excavation auxiliary pilot tunnel cover arch groove of described auxiliary pilot tunnel;
Described cover arch groove carries out the construction of auxiliary pilot tunnel cover arch and auxiliary pilot tunnel steel tube shed;
Excavation forms described auxiliary pilot tunnel, sets up first structure of described auxiliary pilot tunnel.
The further improvement that mine tailings of the present invention fill out district's shallow buried covered excavation large-section tunnel construction method is:
Between described first pilot tunnel, described second pilot tunnel, described 3rd pilot tunnel, described 4th pilot tunnel, described 5th pilot tunnel, described 6th pilot tunnel, described 7th pilot tunnel, described 8th pilot tunnel and described 9th pilot tunnel topping bar and getting out of a predicament or an embarrassing situation separately, be provided with false stull separate;
At described first pilot tunnel and described 5th pilot tunnel, described 5th pilot tunnel and described 4th pilot tunnel, described 7th pilot tunnel and described 9th pilot tunnel, described 9th pilot tunnel and described 8th pilot tunnel, described second pilot tunnel and described 6th pilot tunnel and be provided with false stull between described 6th pilot tunnel and described 3rd pilot tunnel and separate;
At described first pilot tunnel and described 7th pilot tunnel, described 7th pilot tunnel and described second pilot tunnel, described 5th pilot tunnel and described 9th pilot tunnel, described 9th pilot tunnel and described 6th pilot tunnel, described 4th pilot tunnel and described 8th pilot tunnel and be provided with interim mid-board between described 8th pilot tunnel and described 3rd pilot tunnel and separate.
The further improvement that mine tailings of the present invention fill out district's shallow buried covered excavation large-section tunnel construction method is, describedly carries out construction of waterproof layer and Second Lining Construction to described tunnel trunk, comprising:
By the inverted arch region that the space of the space of described 3rd pilot tunnel, described 4th pilot tunnel and the spatial division of described 8th pilot tunnel are described tunnel trunk;
Remove the false stull in described inverted arch region and interim mid-board;
Full hall scaffold is set up in described inverted arch region;
Construction of waterproof layer and Second Lining Construction are carried out to described inverted arch region;
By the arch wall region that the spatial division of getting out of a predicament or an embarrassing situation of the space of the space of described 5th pilot tunnel, described 6th pilot tunnel, the space of described 9th pilot tunnel, the space of getting out of a predicament or an embarrassing situation of described first pilot tunnel, the space of getting out of a predicament or an embarrassing situation of described second pilot tunnel and described 7th pilot tunnel is described tunnel trunk;
Remove the false stull in described arch wall region and interim mid-board;
Full hall scaffold is set up in described arch wall region;
Construction of waterproof layer and Second Lining Construction are carried out to described arch wall region;
By the crown area that the spatial division of topping bar of the space of topping bar of the space of topping bar of described first pilot tunnel, described second pilot tunnel and described 7th pilot tunnel is described tunnel trunk;
Remove the false stull in described crown area and interim mid-board;
Full hall scaffold is set up in described crown area;
Construction of waterproof layer and Second Lining Construction are carried out to described crown area.
Accompanying drawing explanation
Fig. 1 is the flow chart that mine tailings of the present invention fill out district's shallow buried covered excavation large-section tunnel construction method.
Fig. 2 ~ Figure 15 is the stage schematic diagram that mine tailings of the present invention fill out district's shallow buried covered excavation large-section tunnel construction method.
Detailed description of the invention
In order to make object of the present invention, technical scheme and advantage clearly understand, below in conjunction with drawings and Examples, the present invention is further elaborated.Should be appreciated that specific embodiment described herein only in order to explain the present invention, be not intended to limit the present invention.
Refer to Fig. 1, Fig. 1 is the flow chart that mine tailings of the present invention fill out district's shallow buried covered excavation large-section tunnel construction method.Coordinate referring to shown in Fig. 1, mine tailings of the present invention fill out district's shallow buried covered excavation large-section tunnel construction method, comprising:
S101 bankets according to the slag of the reinforcing scope of construction survey setting-out to ground and carries out sleeve valve barrel grouting consolidation process;
S102 carries out side slope to the ground earthwork, faces upward brush slope, slope to the absolute altitude treating tunneling, is treating that the openings position of tunneling carries out overlapping the construction of skewback stake;
S103 is to described side slope and face upward slope and carry out prestressed anchor reinforcement, and the stake of described cover skewback is carried out the construction of overlapping arch and steel tube shed;
S104 adopts the excavation method of the upper and lower pilot tunnel of double side wall to carry out tunnel trunk excavation;
After S105 tunnel trunk has excavated, preliminary bracing construction and anchor spraying concrete construction are carried out to described tunnel trunk;
S106 carries out construction of waterproof layer and Second Lining Construction to described tunnel trunk;
S107 carries out backfill clay to recovering ground level above described tunnel trunk.
Refer to Fig. 2 ~ Figure 15, Fig. 2 ~ Figure 15 is the stage schematic diagram that mine tailings of the present invention fill out district's shallow buried covered excavation large-section tunnel construction method.Below in conjunction with Fig. 2 ~ Figure 15, district's shallow buried covered excavation large-section tunnel construction method is filled out to mine tailings of the present invention and is described in detail.
s101shown in composition graphs 2, banket according to the slag of reinforcing scope to ground of construction survey setting-out and carry out sleeve valve barrel grouting consolidation process, reinforcing scope A as shown in Figure 2;
1) banket according to the slag of measuring reinforcing scope to ground and carry out sleeve valve barrel grouting consolidation process, reinforcement depth adds from present situation ground and is affixed to below severely-weathered layer.
2) in mini-valve tube drilling process, adopting alloy bit, for preventing the collapse hole of holing, adopting swell soil to carry out debugging mud off.The leather hose that cycles through of mud has been connected with drilling rod; By drilling rod, mud in hole is replaced sleeve shell material after pore-forming, sleeve shell material carries out proportioning according to a certain percentage by cement, swell soil, water.
3) adopt dual-liquid slip-casting material during slip casting, dual-liquid slip-casting material adopts 42.5 grades of ordinary portland cements and 30 ~ 40Be ' water glass; Grouting Pipe adopts 48mm mini-valve tube, after adopting U-PVC binder mini-valve tube and PVC splicing sleeve to be cemented, is connected by Guan Yushuan plug pipe in slip casting and puts together after to mini-valve tube, segmentation from lower to upper, quantitative, interval two fluid grouting; Injected hole delta-type is arranged, slurries pack completeness is not less than 85%, after slip casting terminates, adopts stop grouting plug to close injected hole, prevents grout.
s102shown in composition graphs 2, earth excavation, carries out side slope to the ground earthwork, faces upward brush slope, slope to the absolute altitude treating tunneling (i.e. tunnel trunk 1), is treating that the openings position of tunneling carries out overlapping the construction of skewback stake 2;
1) side slope, face upward the construction of to carry out after slope brush domatic becomes operating platform overlapping the lower stake of arch, according to mine tailings packing course, in, the geological condition that replaces of gentle breeze tuff layer, rotary drilling rig is adopted to carry out classification spiral-digging pore in conjunction with carbide alloy hosqe bit, pick rotary drilling digger, accelerating construction progress, raising work efficiency.
2) revolve when digging and adopt hosqe bit, after drill bit being dropped to desired depth in hole, rotary drilling-head also pressurizes, squeezed by the slag of spin-up in people's drilling pipe, is proposed, outside hole, to pour out waste by drill bit bottom lock; In entering, gentle breeze tuff layer, with pick hosqe bit, loosening rock stratum is carried out to core circumference in hole, then adopts the Double bottom two-door pick churning driven head studding with tungsten-cobalt hard alloy to carry out dragging for quarrel.
s103shown in composition graphs 3, to described side slope with face upward slope and carry out prestressed anchor reinforcement, described cover skewback stake 2 is carried out the construction of overlapping arch 3 and steel tube shed, comprising:
In cover skewback stake 2, construction hat beam 4, hat beam 4 installs steel arch-shelf;
On described steel arch-shelf, installation sleeve encircles exterior sheathing and concreting formation cover arch 3;
After described cover arch reaches intensity, the banketing of back-pressure preset thickness on described cover arch, preferred back-pressure 1m ~ 2m bankets;
Enclosing in the end one of described cover arch adopts concrete to arrange barricade, preferably adopts C20 concrete;
Described cover arch is staggeredly arranged double-deck steel tube shed, carries out slip casting after steel tube shed installation;
Slip casting terminates rear cement mortar and carries out tight filling to described steel tube shed, preferably adopts M30 cement.
1) Tunnel slope adopts fin-plate type prestressed anchor reinforcement or local to adopt prestress anchorage cable castinplace pile as retaining wall reinforcement, faces upward slope and adopts spray anchor protection; The stage excavation protective reinforcing of excavation, supporting step by step step by step is from top to bottom carried out on face-upward slope brush slope, and excavation divides several layerings and puts slope.
2) cover arch adopts C25 concrete, and sectional dimension is 6m*1m, and construct in stake apical cap beam, the guiding wall as steel tube shed ensures its construction precision; Establish the double-deck i iron bow member of work 20b in cover arch, steelframe outer rim is established
wall thickness 6mm leads steel pipe, and steel pipe welds with steelframe.The each unit of steelframe, by junction plate welding fabrication, is connected by bolt between unit, joint weld bead height.Web h/f=9mm, edge of a wing h/f=12mm.In each layer work 20b i iron bow member adopts, the two-layer longitudinal dowel in outside is welded into entirety, and longitudinal dowel adopts HRB335 (22) reinforcing bar, circumferential distance 1m.
3) i iron bow member is processed by bending machine segmentation clod wash, controls the distortion of bow member and axis situation during splicing well, requires that encircle interior pre-buried orifice tube welds with cover when steel arch-shelf is installed.After the installation of i iron bow member, installation sleeve encircles exterior sheathing and concreting.After cover arch reaches intensity, the upper back-pressure 1m ~ 2m of cover arch bankets, and arrange 1m barricade at end one circle of cover arch, barricade adopts C20 concrete, and top, anti-backstop slope back-pressure soil drops, and water conservancy diversion surface water is to gutter, both sides, tunnel.
3) time for preventing tunnel excavation, the landslide of shallow-layer poor strata, ensures construction safety, enters the double-deck φ 108 self-advancing type pipe canopy of employing before hole, arranges, circumferential distance 0.4m within the scope of 150 °, arch.Steel tube shed parameter is as follows:
3.1 steel pipe specifications: hot rolled seamless steel tube, joint long 4 ~ 6m, caliber 108mm, wall thickness 9mm; Form with screwed connection;
3.2 pipe distances: circumferential distance 400mm.
3.3 steel floral tubes bore injected hole, and aperture 10 ~ 16mm, pitch of holes 11cm, in quincuncial arrangement;
3.4 inclination angles: outer limb 1 ° ~ 3 °.
4) double-deck steel tube shed is staggeredly arranged, and steel tube shed adopts porose steel floral tube, and namely steel floral tube carries out slip casting after installing, and slip casting adopts neat slurry segmenting slip casting; Grouting parameter: cement paste water/binder ratio 1:1 ~ 1:1.5; Grouting pressure: 0.7 ~ 1.0MPa, slip casting terminates slurries in rear timely removing pipe and uses the tight filling of M30 cement mortar, the Rigidity and strength of reinforced pipe canopy; Arch Ф 42 advanced tubule L=3.5m, circumferential distance 0.4m.
5) grouting amount of single steel floral tube presses following formula estimation: Q=π R/k2/L η ξ, and in formula, Rk is grout spreading range, gets Rk=0.6Lo; Lo is steel floral tube center distance; L is spray of molten steel pipe range; ξ gets 0.85, is slip casting repletion coefficient; η is void content (%), and slag layer gets 45% calculating.
s104the excavation method of the upper and lower pilot tunnel of double side wall is adopted to carry out tunnel trunk excavation;
1) for ensureing safety for tunnel engineering and reducing tunnel excavation to the impact of peripheral path, and make full use of the advantage of tunnel big cross section, accelerate speed of application, take parallel to pilot tunnel construction method, and adopt the excavation method of the upper and lower pilot tunnel of double side wall; Simultaneously for keeping soil body monolithic stability, a reserved horizontal rock beam in the middle part of tunnel, side pilot tunnel being divided into 4 Pollen sterility excavates, and forms " cross " shape and supports; After pilot tunnel inverted arch and short abutment wall complete under the sidewall of both sides, then remove the twin side heading method of both sides rock beam and segmentation releasing top Core Soil; Pilot drive adopts excavator excavation, and the cubic meter of stone adopts weak blast, excavator dress quarrel, self-tipping type Automobile Transportation.With manually boring bolthole, skyhook also carries out anchoring or slip casting.
2) adopt the upper and lower pilot tunnel of double side wall pilot tunnel to excavate simultaneously, whole tunnel big cross section is divided into the upper and lower multiple light section construction in left and right, each light section excavates driving separately, in process, reserved rock beam and Core Soil form " cross " shape and support, enhanced level support strength and resistance to overturning, reduce tunnel horizontal convergence amount and vault sinking value.Simultaneously for meeting the requirement of construction period, to tunnel excavation and return the operation of building and be optimized adjustment, horizontal rock beam and Core Soil successively being removed, simplifies complexity, reducing constuction joint quantity, be beneficial to two lining waterproof.And increase the second layer just Zhi Houdu, meet the first Zhi Gangdu removed during temporary support.
3) for keeping the self stability of rock pillar and ensureing the influencing each other of both sides pilot drive, take measures as follows: leading tunnel sets Grouting Pipe to rock pillar and carries out grouting and reinforcing to opposite side tunnel; Its 28d unconfined compression strength of the soil body after reinforcing is not less than 1MPa.Grouting Pipe parameter: 1) material: steel pipe adopts external diameter 42mm, the hot rolled seamless steel tube of wall thickness 3.5mm; 2) spacing: steel pipe circumferential distance is 0.5m; 3) slip casting: adopt cement grout slip casting, grouting pressure controls at 0.7 ~ 1.0MPa.
Particularly, consult Fig. 4 ~ Figure 11, tunnel trunk digging process is described in detail.First shown in composition graphs 4, adopt the excavation method of double side wall upper and lower pilot tunnel to carry out in the process of tunnel trunk excavation, reserve rock beam at the middle part of tunnel trunk 1 and Core Soil forms cross support 5, after tunnel trunk 1 has excavated, cut cross support 5.Again shown in composition graphs 5, before tunnel trunk excavation, Region dividing is carried out to excavation region, comprising:
Tunnel trunk 1 is divided into the first pilot tunnel 10, second pilot tunnel 20, the 3rd pilot tunnel 30 and the 4th pilot tunnel 40 by the upper left position of its face, position, the upper right corner, lower right position and position, the lower left corner;
The part of cross support 5 between the first pilot tunnel 10 and the 4th pilot tunnel 40 is divided into the 5th pilot tunnel 50;
The part of cross support 5 between the second pilot tunnel 20 and the 3rd pilot tunnel 30 is divided into the 6th pilot tunnel 60;
The part of cross support 5 between the first pilot tunnel 10 and the second pilot tunnel 20 is divided into the 7th pilot tunnel 70;
The part of cross support 5 between the 3rd pilot tunnel 30 and the 4th pilot tunnel 40 is divided into the 8th pilot tunnel 80;
The part of cross support 5 between the 5th pilot tunnel 50, the 6th pilot tunnel 60, the 7th pilot tunnel 70 and the 8th pilot tunnel 80 is divided into the 9th pilot tunnel 90;
First pilot tunnel 10, second pilot tunnel 20, the 3rd pilot tunnel 30, the 4th pilot tunnel 40, the 5th pilot tunnel 50, the 6th pilot tunnel 60, the 7th pilot tunnel 70, the 8th pilot tunnel 80 and the 9th pilot tunnel 90 are all divided into two regions of topping bar and get out of a predicament or an embarrassing situation.
Shown in composition graphs 6 ~ Figure 10, tunnel trunk is carried out in the excavation method of the upper and lower pilot tunnel of described employing double side wall, comprising:
Shown in Figure 6, excavate the first pilot tunnel 10 top bar 11 and second pilot tunnel 20 top bar 21, set up 11 and second first the structure of topping bar in 21 scopes of pilot tunnel 20 of topping bar of the first pilot tunnel 10, and the first pilot tunnel 10 top bar 11 and second topping bar between 21 of pilot tunnel 20 set up Counter-pulled bolts;
Shown in Figure 6, excavate the first pilot tunnel 10 get out of a predicament or an embarrassing situation 12 and second pilot tunnel 20 get out of a predicament or an embarrassing situation 22,12 and second first the structure of getting out of a predicament or an embarrassing situation in 22 scopes of pilot tunnel 20 of getting out of a predicament or an embarrassing situation in 10 holes is led in erection first, and the first pilot tunnel 10 get out of a predicament or an embarrassing situation 12 and second getting out of a predicament or an embarrassing situation between 22 of pilot tunnel 20 set up Counter-pulled bolts;
Shown in Figure 7, excavate the 31, the 4th pilot tunnel 40 of topping bar of the 3rd pilot tunnel 30 top bar 41 and the 7th pilot tunnel 70 top bar 71, set up 41 and the 7th first the structure of topping bar in 71 scopes of pilot tunnel 70 of topping bar of the 31, the 4th pilot tunnel 40 of topping bar of the 3rd pilot tunnel 30, and the 3rd pilot tunnel 30 top bar 31 and the 4th topping bar between 41 of pilot tunnel 40 set up Counter-pulled bolts;
Shown in Figure 7, excavate the 32, the 4th pilot tunnel 40 of getting out of a predicament or an embarrassing situation of the 3rd pilot tunnel 30 get out of a predicament or an embarrassing situation 42 and the 7th pilot tunnel 70 get out of a predicament or an embarrassing situation 72, get out of a predicament or an embarrassing situation 42 and the 7th first structure of getting out of a predicament or an embarrassing situation in 72 scopes of pilot tunnel 70 of the 32, the 4th pilot tunnel 40 of getting out of a predicament or an embarrassing situation of erection the 3rd pilot tunnel 30;
Shown in Figure 8, excavate the 5th pilot tunnel 50 top bar 51 and the 6th pilot tunnel 60 top bar 61, set up 51 and the 6th first the structure of topping bar in 61 scopes of pilot tunnel 60 of topping bar of the 5th pilot tunnel 50, and the 5th pilot tunnel 50 top bar 51 and the 6th topping bar between 61 of pilot tunnel 60 set up Counter-pulled bolts;
Shown in Figure 8, excavate the 5th pilot tunnel 50 get out of a predicament or an embarrassing situation 52 and the 6th pilot tunnel 60 get out of a predicament or an embarrassing situation 62, set up 52 and the 6th first the structure of getting out of a predicament or an embarrassing situation in 62 scopes of pilot tunnel 60 of getting out of a predicament or an embarrassing situation of the 5th pilot tunnel 50, and the 5th pilot tunnel 50 get out of a predicament or an embarrassing situation 52 and the 6th getting out of a predicament or an embarrassing situation between 62 of pilot tunnel 60 set up Counter-pulled bolts;
Shown in Figure 9, that excavates the 9th pilot tunnel 90 tops bar 91, first the structure of topping bar in 91 scopes of erection the 9th pilot tunnel 90;
Shown in Figure 9, that excavates the 9th pilot tunnel 90 gets out of a predicament or an embarrassing situation 92,90 first the structures of getting out of a predicament or an embarrassing situation in 92 scopes of erection the 9th pilot tunnel;
Shown in Figure 10, that excavates the 8th pilot tunnel 80 tops bar 81, first the structure of topping bar in 81 scopes of erection the 8th pilot tunnel 80;
Shown in Figure 10, that excavates the 8th pilot tunnel 80 gets out of a predicament or an embarrassing situation 82, first the structure of getting out of a predicament or an embarrassing situation in 82 scopes of erection the 8th pilot tunnel 80.
Further, shown in Figure 10, in the process of excavation, often dug a stage, just the first pilot tunnel 10, second pilot tunnel 20, the 3rd pilot tunnel 30, the 4th pilot tunnel 40, the 5th pilot tunnel 50, the 6th pilot tunnel 60, the 7th pilot tunnel 70, the 8th pilot tunnel 80 and the 9th pilot tunnel 90 respective top bar and get out of a predicament or an embarrassing situation between false stull 6 be all set separate;
Between the first pilot tunnel 10 and the 5th pilot tunnel 50, between the 5th pilot tunnel 50 and the 4th pilot tunnel 40, between the 7th pilot tunnel 70 and the 9th pilot tunnel 90, between the 9th pilot tunnel 90 and the 8th pilot tunnel 80, between the second pilot tunnel 20 and the 6th pilot tunnel 60 and be provided with false stull 6 between the 6th pilot tunnel 60 and the 3rd pilot tunnel 30 and separate;
Between the first pilot tunnel 10 and the 7th pilot tunnel 70, between the 7th pilot tunnel 70 and the second pilot tunnel 20, be provided with interim mid-board 7 between the 5th pilot tunnel 50 and the 9th pilot tunnel 90, between the 9th pilot tunnel 90 and the 6th pilot tunnel 60, between the 4th pilot tunnel 40 and the 8th pilot tunnel 80 and between the 8th pilot tunnel 80 and the 3rd pilot tunnel 30 and separate.
Preferably, after described 3rd pilot tunnel and described 4th pilot tunnel have been constructed, excavate one respectively in the front of described 3rd pilot tunnel and described 4th pilot tunnel for the auxiliary pilot tunnel of dregs transportation, comprising:
At the openings position excavation auxiliary pilot tunnel cover arch groove of described auxiliary pilot tunnel;
Described cover arch groove carries out the construction of auxiliary pilot tunnel cover arch and auxiliary pilot tunnel steel tube shed;
Excavation forms described auxiliary pilot tunnel, sets up first structure of described auxiliary pilot tunnel.
s105after tunnel trunk has excavated, preliminary bracing construction and anchor spraying concrete construction are carried out to described tunnel trunk;
1) preliminary bracing adopts pneumatically placed concrete, steel mesh reinforcement, profile steel frame and grid steel frame; Steelframe supports and adopts double-deck bow member (first floor shaped steel arch, second layer grillage), temporary lining is arranged at each pilot tunnel and step place, interim steelframe: adopt i iron or H profile steel, tunneling boring is arranged, steelframe supports must have necessary Rigidity and strength, should guarantee to bear separately the high loosening rock pillar weight of 2 ~ 4m, shape should adapt with excavated section.Supported joint adopts bolt two to connect firmly, and adopt longitudinal reinforcement to connect between steelframe, arch springing must be placed on firm base, and in every Pin steelframe arch springing both sides and digging process, temporary support pin point arranges some and locks pin anchor tubes.
2) anchor pole: adopt 22 grouting rock bolts, at a certain distance in interlaced arrangement; Steel mesh reinforcement: adopt 150*150 individual layer steel mesh reinforcement; Grouting small pilot pipe: adopt
hot rolled seamless steel tube, wall thickness 3.5mm, outer limb is 5 ° ~ 10 °, and circumferential distance 40mm, carries out consolidation to loose rock mass around barrel, forms barrel consolidation circle.
Due to during constructing tunnel when the excavation supporting of topping bar of each pilot tunnel tends towards stability, each pilot tunnel get out of a predicament or an embarrassing situation excavation time to the Secondary Disturbance of country rock and top heavy duty vehicle to run, easily cause vault sinking and the abutment wall convergence of country rock, occur secondary deformation.Therefore, the monitoring measurement to country rock must be strengthened in the work progress in tunnel, and in time to data analysis feedback, the project of monitoring measurement mainly contains: vault sinking, surface subsidence, horizontal convergence, anchor axial force, steel arch support internal force and external force, surface cracks measures, delaminating deposition etc.Layout such as the Figure 11 measuring distributed points 8 shows, concrete arrangement requirement is as shown in table 1.
Table 1
s106construction of waterproof layer and Second Lining Construction are carried out to described tunnel trunk;
Construction of waterproof layer:
1) be basic with impermeable structure, by carrying out of control structure distress in concrete, improve concrete anti-permeability performance; Attach most importance to constuction joint, deformation joint, the interim waterproof being wrapped in the detail structures such as two lining place nodes, pile crown of just propping up, flexible full-packaging waterproof layer is set at structure upstream face simultaneously.
2) adopt 2mm thick EVA splash guard to carry out full bag waterproof, between splash guard and basic unit, 400g/m is set
2non-woven fabrics cushion coat, the waterproofing course upper surface at base plate plane position arranges 400g/m
2non-woven fabrics topping, build C20 pea gravel concreten topping;
3), after two lining concretings, between the waterproofing course and two of arch crown part is served as a contrast, backfill grouting process is carried out.Adopt slip casting base to spot weld waterproofing course surface, two lining constructions do complete grouting behind shaft or drift lining fill splash guard and two serve as a contrast between space.
4) filling system comprises slip casting base and grouting pipe, slip casting base should with waterproofing course sweat soldering.Grouting pipe adopts plastic screwed pipe, has enough compressive strength, guarantees to imbed the part of building in concrete and be not crushed.Slip casting base edge adopts four spot welding on splash guard surface, and 4 should be symmetrical arranged, and each pad is 10*10mm; Welding should be firm, and when avoiding disturbing concrete, base departs from splash guard.Grouting pipe is connected with slip casting base should be firm, airtight, adopts iron wire that connecting portion colligation between conduit and base is firm if desired, avoid base and conduit to depart from.
5) between structure inverted arch structure and waterproofing course, water drainage system is set, to percolating water carry out limited, enter both sides gutter in a organized way, avoid inverted arch place water pressure to gather.Inverted arch water drainage system, to be a waterproof subregion between constuction joint (or deformation joint), in a waterproof subregion, is made up of longitudinal Permeable blind pipe and horizontal blind pipe.
5.1 longitudinal Permeable blind pipes: longitudinal Permeable blind pipe adopts HDPE50/41 double-walled punching bellows, and percent opening is not less than 40%, and perforate is long strip type, and aperture is uniformly distributed within the scope of 360 °, ring stiffness >=4kpa.Longitudinal Permeable blind pipe is arranged between inverted arch bottom waterproof plate and secondary lining, adopts C20 non-fine concrete Water permeable body to tamp, above cover geotextiles topping after-pouring pea gravel concreten topping bottom punching bellows.
5.2 horizontal blind pipes: adopt HDPE50/41 double-wall corrugated pipe, do not punch, adopt tee junction to be connected with longitudinal Permeable blind pipe, gutter is embedded in pea gravel concreten topping, draws and introduces in gutter exceeding road elevation 500mm position.
Second Lining Construction:
1) because of the restriction of surrounding enviroment condition, formwork jumbo cannot be adopted to carry out two lining constructions, utilization is set up the full hall bracing frame in high-altitude and is carried out two lining operations, template all adopts 4012 steel forms, panel all adopts 35 steel plates to make, and is processed by specialized factory, and template adopts seamless spliced.Reinforce and adopt 150H shaped steel arch to join Ф 48*2.8 steel pipe scaffold " all round victory " support system, abutment wall adopts fastener type shuttering supporting, the reinforcing of arch employing fastener type template die plate+Ф 14 split bolt.Specific construction is taken a three-stage approach substantially: inverted arch part, arch wall part, vault part.
2) template construction parameter is determined: the fastener steel tube type adopted in formwork region is 48*3.0, and template selects panel to be the thick steel form of 35mm, rib height 50mm.All punching blocks are laid on the H die steel arch-shelf of special processing all on request, and then completely hall frame is reinforced.Full hall frame (utilizing the interim just steelframe of part as support) is adopted in hole.
3) for ensureing support system stability and safety, the load that finite element software calculating concrete produces support system is adopted; Apply form according to Structural assignments and load, support system is done and simplifies, get wherein two rows and support as calculating object.Element type totally three kinds, support bar adopts 48 steel pipes, and formwork reinforcement adopts 150H shaped steel, and construction channel support adopts 20b shaped steel.Model adopts beam element, and bracing frame, H profile steel, the vertical rod of construction passage and top horizon bar all adopt beam element, and steel form adopts Slab element.Fringe conditions is hinged, arranges hinge constraint in every root vertical rod lower end.And press construction way arrangement, determine that walking occur in sequence maximum builds height and maximum lateral pressure, calculates.
4) according to result of finite element, to there is the possibility operation causing support system unstability because of discontinuity, carrying out support system and reinforcing, reaching the requirement meeting stabilized soil pavement.
Particularly, consult Figure 12 ~ Figure 14, construction of waterproof layer and Second Lining Construction are described in detail.Described construction of waterproof layer and Second Lining Construction are carried out to described tunnel trunk, comprising:
Shown in Figure 12, be the inverted arch region 91 of described tunnel trunk by the space of the space of described 3rd pilot tunnel, described 4th pilot tunnel and the spatial division of described 8th pilot tunnel;
Remove the false stull in inverted arch region 91 and interim mid-board;
Full hall scaffold is set up in inverted arch region 91;
Full hall scaffold is utilized to carry out construction of waterproof layer and Second Lining Construction to inverted arch region 91;
Shown in Figure 13, be the arch wall region 92 of described tunnel trunk by the spatial division of getting out of a predicament or an embarrassing situation of the space of the space of described 5th pilot tunnel, described 6th pilot tunnel, the space of described 9th pilot tunnel, the space of getting out of a predicament or an embarrassing situation of described first pilot tunnel, the space of getting out of a predicament or an embarrassing situation of described second pilot tunnel and described 7th pilot tunnel;
Remove the false stull in arch wall region 92 and interim mid-board;
Full hall scaffold is set up in arch wall region 92;
Full hall scaffold is utilized to carry out construction of waterproof layer and Second Lining Construction to arch wall region 92;
Shown in Figure 14, be the crown area 93 of described tunnel trunk by the spatial division of topping bar of the space of topping bar of the space of topping bar of described first pilot tunnel, described second pilot tunnel and described 7th pilot tunnel;
Remove the false stull in crown area 93 and interim mid-board;
Full hall scaffold is set up in crown area 93;
Full hall scaffold is utilized to carry out construction of waterproof layer and Second Lining Construction to crown area 93.
Construction of waterproof layer of the present invention and Second Lining Construction, solve in prior art, and because tunnel excavation section is higher, vault buried depth is more shallow, surrounding enviroment narrow space, and formwork jumbo cannot be used to carry out a difficult problem for Second Lining Construction.
s107backfill clay 9 is carried out to recovery ground level above tunnel trunk 1.
More than fill out district's shallow buried covered excavation large-section tunnel construction method for mine tailings of the present invention, the present invention is directed to the feature that mine tailings fill out district's shallow buried covered excavation big cross section, the excavation method of the upper and lower pilot tunnel of double side wall is adopted to carry out tunnel trunk excavation, whole tunnel big cross section is divided into multiple light section construct, each light section excavates driving separately, the difficulty of tunnel excavation can be simplified, can construction quality be ensured again simultaneously.
The above is only preferred embodiment of the present invention, not any pro forma restriction is done to the present invention, although the present invention discloses as above with preferred embodiment, but and be not used to limit the present invention, any those skilled in the art, not departing from the scope of technical solution of the present invention, make a little change when the technology contents of above-mentioned announcement can be utilized or be modified to the Equivalent embodiments of equivalent variations, in every case be the content not departing from technical solution of the present invention, according to any simple modification that technical spirit of the present invention is done above embodiment, equivalent variations and modification, all still belong in the scope of technical solution of the present invention.
Claims (10)
1. mine tailings fill out district's shallow buried covered excavation large-section tunnel construction method, it is characterized in that, comprising:
Banket according to the slag of reinforcing scope to ground of construction survey setting-out and carry out sleeve valve barrel grouting consolidation process;
Side slope is carried out to the ground earthwork, faces upward brush slope, slope to the absolute altitude treating tunneling, treating that the openings position of tunneling carries out overlapping the construction of skewback stake;
To described side slope with face upward slope and carry out prestressed anchor reinforcement, the stake of described cover skewback is carried out the construction of overlapping arch and steel tube shed;
The excavation method of the upper and lower pilot tunnel of double side wall is adopted to carry out tunnel trunk excavation;
After tunnel trunk has excavated, preliminary bracing construction and anchor spraying concrete construction are carried out to described tunnel trunk;
Construction of waterproof layer and Second Lining Construction are carried out to described tunnel trunk;
Backfill clay is carried out to recovering ground level above described tunnel trunk.
2. mine tailings as claimed in claim 1 fill out district's shallow buried covered excavation large-section tunnel construction method, it is characterized in that, carry out side slope to the ground earthwork, face upward brush slope, slope to when the absolute altitude of tunneling, the mode carrying out excavation and supporting step by step step by step from top to bottom carries out stage excavation and protective reinforcing.
3. mine tailings as claimed in claim 1 fill out district's shallow buried covered excavation large-section tunnel construction method, it is characterized in that, the described construction carrying out cover arch and steel tube shed in the stake of described cover skewback, comprising:
The stake of described cover skewback is constructed Guan Liang, and described Guan Liang installs steel arch-shelf;
On described steel arch-shelf, installation sleeve encircles exterior sheathing and concreting formation cover arch;
After described cover arch reaches intensity, on described cover arch, back-pressure preset thickness bankets;
Enclosing in the end one of described cover arch adopts concrete to arrange barricade;
Described cover arch is staggeredly arranged double-deck steel tube shed, carries out slip casting after steel tube shed installation;
Slip casting terminates rear cement mortar and carries out tight filling to described steel tube shed.
4. mine tailings as claimed in claim 1 fill out district's shallow buried covered excavation large-section tunnel construction method, it is characterized in that, the excavation method of the upper and lower pilot tunnel of double side wall is adopted to carry out in the process of tunnel trunk excavation, in the middle part of described tunnel trunk, reserved rock beam and Core Soil form cross support, cut described cross support after described tunnel trunk has excavated.
5. mine tailings as claimed in claim 4 fill out district's shallow buried covered excavation large-section tunnel construction method, it is characterized in that, adopt before the excavation method of the upper and lower pilot tunnel of double side wall carries out tunnel trunk excavation, carry out Region dividing, comprising excavation region:
Described tunnel trunk is divided into the first pilot tunnel, the second pilot tunnel, the 3rd pilot tunnel and the 4th pilot tunnel by the upper left position of its face, position, the upper right corner, lower right position and position, the lower left corner;
The part of described cross support between described first pilot tunnel and described 4th pilot tunnel is divided into the 5th pilot tunnel;
The part of described cross support between described second pilot tunnel and described 3rd pilot tunnel is divided into the 6th pilot tunnel;
The part of described cross support between described first pilot tunnel and described second pilot tunnel is divided into the 7th pilot tunnel;
The part of described cross support between described 3rd pilot tunnel and described 4th pilot tunnel is divided into the 8th pilot tunnel;
The part of described cross support between described 5th pilot tunnel, described 6th pilot tunnel, described 7th pilot tunnel and described 8th pilot tunnel is divided into the 9th pilot tunnel;
Described first pilot tunnel, described second pilot tunnel, described 3rd pilot tunnel, described 4th pilot tunnel, described 5th pilot tunnel, described 6th pilot tunnel, described 7th pilot tunnel, described 8th pilot tunnel and described 9th pilot tunnel are all divided into two regions of topping bar and get out of a predicament or an embarrassing situation.
6. mine tailings as claimed in claim 5 fill out district's shallow buried covered excavation large-section tunnel construction method, and it is characterized in that, tunnel trunk is carried out in the excavation method of the upper and lower pilot tunnel of described employing double side wall, comprising:
Excavate topping bar of described first pilot tunnel and topping bar of described second pilot tunnel, set up topping bar and first the structure of topping bar in scope of described second pilot tunnel of described first pilot tunnel;
Excavate getting out of a predicament or an embarrassing situation of described first pilot tunnel and getting out of a predicament or an embarrassing situation of described second pilot tunnel, set up getting out of a predicament or an embarrassing situation and first the structure of getting out of a predicament or an embarrassing situation in scope of described second pilot tunnel of described first pilot tunnel;
Excavate the topping bar of described 3rd pilot tunnel, topping bar of described 4th pilot tunnel and topping bar of described 7th pilot tunnel, set up the topping bar of described 3rd pilot tunnel, the topping bar and first the structure of topping bar in scope of described 7th pilot tunnel of described 4th pilot tunnel;
Excavate the getting out of a predicament or an embarrassing situation of described 3rd pilot tunnel, getting out of a predicament or an embarrassing situation of described 4th pilot tunnel and getting out of a predicament or an embarrassing situation of described 7th pilot tunnel, set up the getting out of a predicament or an embarrassing situation of described 3rd pilot tunnel, the getting out of a predicament or an embarrassing situation and first the structure of getting out of a predicament or an embarrassing situation in scope of described 7th pilot tunnel of described 4th pilot tunnel;
Excavate topping bar of described 5th pilot tunnel and topping bar of described 6th pilot tunnel, set up topping bar and first the structure of topping bar in scope of described 6th pilot tunnel of described 5th pilot tunnel;
Excavate getting out of a predicament or an embarrassing situation of described 5th pilot tunnel and getting out of a predicament or an embarrassing situation of described 6th pilot tunnel, set up getting out of a predicament or an embarrassing situation and first the structure of getting out of a predicament or an embarrassing situation in scope of described 6th pilot tunnel of described 5th pilot tunnel;
Excavate topping bar of described 9th pilot tunnel, set up first the structure of topping bar in scope of described 9th pilot tunnel;
Excavate getting out of a predicament or an embarrassing situation of described 9th pilot tunnel, set up first the structure of getting out of a predicament or an embarrassing situation in scope of described 9th pilot tunnel;
Excavate topping bar of described 8th pilot tunnel, set up first the structure of topping bar in scope of described 8th pilot tunnel;
Excavate getting out of a predicament or an embarrassing situation of described 8th pilot tunnel, set up first the structure of getting out of a predicament or an embarrassing situation in scope of described 8th pilot tunnel.
7. mine tailings as claimed in claim 6 fill out district's shallow buried covered excavation large-section tunnel construction method, it is characterized in that, after described 3rd pilot tunnel and described 4th pilot tunnel have been constructed, excavate one respectively in the front of described 3rd pilot tunnel and described 4th pilot tunnel for the auxiliary pilot tunnel of dregs transportation.
8. mine tailings as claimed in claim 7 fill out district's shallow buried covered excavation large-section tunnel construction method, it is characterized in that, excavate described auxiliary pilot tunnel, comprising:
At the openings position excavation auxiliary pilot tunnel cover arch groove of described auxiliary pilot tunnel;
Described cover arch groove carries out the construction of auxiliary pilot tunnel cover arch and auxiliary pilot tunnel steel tube shed;
Excavation forms described auxiliary pilot tunnel, sets up first structure of described auxiliary pilot tunnel.
9. mine tailings as claimed in claim 6 fill out district's shallow buried covered excavation large-section tunnel construction method, it is characterized in that:
Between described first pilot tunnel, described second pilot tunnel, described 3rd pilot tunnel, described 4th pilot tunnel, described 5th pilot tunnel, described 6th pilot tunnel, described 7th pilot tunnel, described 8th pilot tunnel and described 9th pilot tunnel topping bar and getting out of a predicament or an embarrassing situation separately, be provided with false stull separate;
Between described first pilot tunnel and described 5th pilot tunnel, between described 5th pilot tunnel and described 4th pilot tunnel, between described 7th pilot tunnel and described 9th pilot tunnel, between described 9th pilot tunnel and described 8th pilot tunnel, between described second pilot tunnel and described 6th pilot tunnel and be provided with false stull between described 6th pilot tunnel and described 3rd pilot tunnel and separate;
Between described first pilot tunnel and described 7th pilot tunnel, between described 7th pilot tunnel and described second pilot tunnel, between described 5th pilot tunnel and described 9th pilot tunnel, between described 9th pilot tunnel and described 6th pilot tunnel, between described 4th pilot tunnel and described 8th pilot tunnel and be provided with interim mid-board between described 8th pilot tunnel and described 3rd pilot tunnel and separate.
10. mine tailings as claimed in claim 9 fill out district's shallow buried covered excavation large-section tunnel construction method, it is characterized in that, describedly carry out construction of waterproof layer and Second Lining Construction to described tunnel trunk, comprising:
By the inverted arch region that the space of the space of described 3rd pilot tunnel, described 4th pilot tunnel and the spatial division of described 8th pilot tunnel are described tunnel trunk;
Remove the false stull in described inverted arch region and interim mid-board;
Full hall scaffold is set up in described inverted arch region;
Construction of waterproof layer and Second Lining Construction are carried out to described inverted arch region;
By the arch wall region that the spatial division of getting out of a predicament or an embarrassing situation of the space of the space of described 5th pilot tunnel, described 6th pilot tunnel, the space of described 9th pilot tunnel, the space of getting out of a predicament or an embarrassing situation of described first pilot tunnel, the space of getting out of a predicament or an embarrassing situation of described second pilot tunnel and described 7th pilot tunnel is described tunnel trunk;
Remove the false stull in described arch wall region and interim mid-board;
Full hall scaffold is set up in described arch wall region;
Construction of waterproof layer and Second Lining Construction are carried out to described arch wall region;
By the crown area that the spatial division of topping bar of the space of topping bar of the space of topping bar of described first pilot tunnel, described second pilot tunnel and described 7th pilot tunnel is described tunnel trunk;
Remove the false stull in described crown area and interim mid-board;
Full hall scaffold is set up in described crown area;
Construction of waterproof layer and Second Lining Construction are carried out to described crown area.
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| CN105863648A (en) * | 2016-04-06 | 2016-08-17 | 中铁二十三局集团第二工程有限公司 | Underground-excavation shallow-covering large-cross-section tunnel construction method |
| CN105987682A (en) * | 2016-05-30 | 2016-10-05 | 西安工业大学 | Test method for blast influence scope of existing underneath passing road of super-bury large-section tunnel |
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| CN106499417A (en) * | 2016-10-25 | 2017-03-15 | 中铁隧道集团二处有限公司 | The reserved T word rock beam rock pillar constructions of extra-large cross-section resistant Capacity of Shallow-buried Subway Station |
| CN109209389A (en) * | 2018-08-17 | 2019-01-15 | 中铁十七局集团第三工程有限公司 | Hazy tunnel construction method |
| CN109339798A (en) * | 2018-10-19 | 2019-02-15 | 重庆大学 | One kind is for improving Core Soil release method in the construction of tunnel and Double side heading method |
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| CN110645003A (en) * | 2019-10-17 | 2020-01-03 | 中铁二局集团有限公司 | Completely weathered granite bias steep slope tunnel entry construction method |
| CN112663625A (en) * | 2020-12-29 | 2021-04-16 | 哈尔滨工业大学 | Construction and protection method for shallow-buried bias-pressure weak surrounding rock tunnel portal in alpine region |
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