CN104533434B - Construction method of rectangular ultra-shallow covered soil tunnel - Google Patents
Construction method of rectangular ultra-shallow covered soil tunnel Download PDFInfo
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- CN104533434B CN104533434B CN201410837475.6A CN201410837475A CN104533434B CN 104533434 B CN104533434 B CN 104533434B CN 201410837475 A CN201410837475 A CN 201410837475A CN 104533434 B CN104533434 B CN 104533434B
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- 238000010276 construction Methods 0.000 title claims abstract description 70
- 239000002689 soil Substances 0.000 title claims abstract description 24
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 50
- 238000007667 floating Methods 0.000 claims abstract description 35
- 238000005728 strengthening Methods 0.000 claims abstract description 8
- 238000011065 in-situ storage Methods 0.000 claims description 40
- 230000001360 synchronised effect Effects 0.000 claims description 13
- 238000012544 monitoring process Methods 0.000 claims description 11
- 238000007569 slipcasting Methods 0.000 claims description 11
- 238000007363 ring formation reaction Methods 0.000 claims description 6
- 229910000831 Steel Inorganic materials 0.000 claims description 4
- 239000010959 steel Substances 0.000 claims description 4
- 238000005266 casting Methods 0.000 claims description 3
- 206010020852 Hypertonia Diseases 0.000 claims description 2
- 239000002002 slurry Substances 0.000 claims description 2
- 230000015271 coagulation Effects 0.000 claims 1
- 238000005345 coagulation Methods 0.000 claims 1
- 150000001875 compounds Chemical class 0.000 claims 1
- 238000000034 method Methods 0.000 abstract description 6
- 239000003795 chemical substances by application Substances 0.000 description 8
- 230000000694 effects Effects 0.000 description 5
- 230000002787 reinforcement Effects 0.000 description 5
- 239000002131 composite material Substances 0.000 description 4
- 239000007921 spray Substances 0.000 description 4
- 238000007596 consolidation process Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000012546 transfer Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 239000004606 Fillers/Extenders Substances 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 229910000278 bentonite Inorganic materials 0.000 description 1
- 239000000440 bentonite Substances 0.000 description 1
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 1
- 239000003638 chemical reducing agent Substances 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 239000010881 fly ash Substances 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 230000010412 perfusion Effects 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
Classifications
-
- 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a construction method of a rectangular ultra-shallow covered soil tunnel. The method comprises the steps that before a tunnel is excavated, one row of cast-in place piles are arranged on two sides of a tunnel side boundary in the tunnel axial direction in the crossing range of ultra-shallow covered soil respectively; high pressure jet grouting piles are arranged in a reinforcing area defined by the two rows of cast-in place piles and the top of the tunnel; concrete anti-floating plates are casted at the tops of the cast-in place piles and the high pressure jet grouting piles. Anti-floating strengthening construction is performed before, when and after a rectangular shield crosses the ultra-shallow covered soil respectively, compared with a conventional measure that only anti-floating is performed when the rectangular shield crosses the ultra-shallow covered soil, the construction method of the rectangular ultra-shallow covered soil tunnel has better anti-floating strengthening strength and can solve the difficulties that tunnel floating is large, ground disturbance is fierce, and the shield posture is difficult to control under the rectangular shield ultra-shallow covered soil condition.
Description
Technical field
The present invention relates to a kind of construction method in class rectangle tunnel, more particularly to a kind of structure in ultra-shallow earth-covered class rectangle tunnel
Construction method.
Background technology
With the propulsion of Subway Network in China process, the construction in the planning and designing of subway station, especially transfer stop is advised
Draw, need the utilization ratio for considering the underground space, while several circuits interlock up and down in transfer stop, necessarily there is a line
Road buried depth is shallower, when shield is tunneled near this kind of subway station, the construction operating mode even ultra-shallow earth-covered by shallow earthing is faced.An ultra shallow
Earthing operating mode (shield top earthing<0.6D, D be circular shield diameter) under the conditions of carry out shield-tunneling construction, shield is there is always and is pushed away
Enter the difficult problems such as, shield attitude big to stratum disturbing influence be wayward.Using rectangular shield in ultra-shallow earth-covered working condition (shield
Top earthing<0.6H, H be rectangular shield height) under ground disturbance it is more difficult with shield attitude.
Have at present for the construction method under circular shield and the ultra-shallow earth-covered operating mode of double-O-tube shield, such as Gu Chunhua, Wu Huiming,
Wu Liecheng et al. is being applied for a patent《Double-circular shield shallow earthing construction method》(200610116617.5) disclose one kind in be directed to
Double-O-tube shield tunnel shallow earthing construction method.It includes：Firstth, early-stage preparations：Construction enveloping field；Section of jurisdiction is carried out in bed shallow covering
Preloading；Pipeline protection；Secondth, tracking and monitoring；3rd, shallow earthing construction：Fltting speed；Screw machine rotating speed；Its end soil pressure；Shield
The back slip casting of structure front；Back slip casting；Pipe sheet assembling；TBM's position control；Tunnel anti-floating；Surface uplift control before otch；The
4th, later-stage secondary slip casting is passed through, one is formed in the outside of section of jurisdiction 20 and is enclosed anti-floating ruggedized construction 21, realize anti-floating, as shown in Figure 1；The
5th, emergency measure：Ground grout is processed.
But it is still blank for the construction technology under the ultra-shallow earth-covered operating mode of rectangular shield, and existing circular and double-O-tube shield
Ultra-shallow earth-covered construction method is not suitable for rectangular shield construction, it is impossible to solve tunnel upward floating under the ultra-shallow earth-covered operating mode of rectangular shield
Greatly, ground disturbance is violent, a shield attitude difficult problem rambunctious.
The content of the invention
The technical problem to be solved is to provide a kind of construction method in ultra-shallow earth-covered class rectangle tunnel, can solve
Certainly tunnel upward floating is big, ground disturbance is violent under the ultra-shallow earth-covered operating mode of class rectangle shield, a shield attitude difficult problem rambunctious.
To realize above-mentioned technique effect, the invention discloses a kind of ultra-shallow earth-covered reinforcement means of class rectangle shield, including：
Before tunnel excavation, in ultra-shallow earth-covered acrossing range, set respectively in tunnel sideline both sides along tunnel axis direction
Put a gang drill hole pouring pile；
Enclose to set in the two gang drills hole pouring pile and tunnel top and lay in the reinforcing area to be formed high-pressure rotary jet grouting pile；
In the cast-in-situ bored pile and the top casting concrete anti-floating plate of the high-pressure rotary jet grouting pile.
The ultra-shallow earth-covered reinforcement means of the class rectangle shield is further improved by, and arranges described in tunnel sideline both sides
Cast-in-situ bored pile, including：
In the construction drill bored concrete pile in the range of the both sides 5m of tunnel sideline respectively, the stake footpath of the cast-in-situ bored pile is Φ
600mm, and the stake footpath for being smaller than twice cast-in-situ bored pile of adjacent two cast-in-situ bored piles；
The cast-in-situ bored pile is drilled into into depth at least above tunnel bottom depth 5m.
The ultra-shallow earth-covered reinforcement means of the class rectangle shield is further improved by, and lays in the reinforcing area high
Pressure rotary-spraying stake, including：
It is described from earth's surface to high-pressure rotary jet grouting pile of constructing in the depth bounds of tunnel top 500mm in reinforcing area
The stake footpath of high-pressure rotary jet grouting pile is 500mm；
According to ultra-shallow earth-covered Soil Parameters, the quantity and spacing of the high-pressure rotary jet grouting pile are set, after ensureing to reinforce
Bearing Capacity of Composite Foundation eigenvalue is more than or equal to 130KPa.
The invention also discloses a kind of construction method in ultra-shallow earth-covered class rectangle tunnel, including：
A, before class rectangle shield crossing is ultra-shallow earth-covered ultra-shallow earth-covered strengthening construction is carried out, including：
In ultra-shallow earth-covered acrossing range, row hole drilling perfusion is respectively provided with tunnel sideline both sides along tunnel axis direction
Stake；
Enclose to set in the two gang drills hole pouring pile and tunnel top and lay in the reinforcing area to be formed high-pressure rotary jet grouting pile；
In the cast-in-situ bored pile and the top casting concrete anti-floating plate of the high-pressure rotary jet grouting pile；
B, the ultra-shallow earth-covered construction of class rectangle shield crossing is carried out, in ultra-shallow earth-covered acrossing range measure of anti float is implemented；
D, after class rectangle shield crossing is ultra-shallow earth-covered, micro-disturbance hoop grouting and reinforcing is carried out to tunnel.
The construction method in the ultra-shallow earth-covered class rectangle tunnel is further improved by, and the measure of anti float includes：
(1) tunnel subsidence monitoring point is arranged at the construction field (site) in advance, and according to the monitoring result of tunnel subsidence monitoring point,
Preloading is carried out using steel ingot block in agent on crack resistance of concrete kickboard, in tunnel duct piece；
(2) control of soil pressure control, shield driving speed and thrust is carried out during shield driving；
(3) slip casting is synchronized using the anti-floating serosity for possessing high shear strength during shield driving, and implements tunnel
Tracking grouting construction in road；
(4) the assembled pressure of section of jurisdiction is controlled during pipe sheet assembling；
(5) reinforcing is attached between cyclization tunnel duct piece, cyclization tunnel integral rigidity is improved.
The construction method in the ultra-shallow earth-covered class rectangle tunnel is further improved by, and in tunnel sideline both sides institute is arranged
Cast-in-situ bored pile is stated, including：
In the construction drill bored concrete pile in the range of the both sides 5m of tunnel sideline respectively, the stake footpath of the cast-in-situ bored pile is Φ
600mm, and the stake footpath for being smaller than twice cast-in-situ bored pile of adjacent two cast-in-situ bored piles；
The cast-in-situ bored pile is drilled into into depth at least above tunnel bottom depth 5m.
The construction method in the ultra-shallow earth-covered class rectangle tunnel is further improved by, and lays in the reinforcing area
High-pressure rotary jet grouting pile, including：
It is described from earth's surface to high-pressure rotary jet grouting pile of constructing in the depth bounds of tunnel top 500mm in reinforcing area
The stake footpath of high-pressure rotary jet grouting pile is 500mm；
According to ultra-shallow earth-covered Soil Parameters, the quantity and spacing of the high-pressure rotary jet grouting pile are set, after ensureing to reinforce
Bearing Capacity of Composite Foundation eigenvalue is more than or equal to 130KPa.
The invention also discloses a kind of ultra-shallow earth-covered ruggedized construction of rectangular shield, including：
First reinforcing area, is arranged at the both sides in the sideline in the tunnel along tunnel axis direction, and the first of the both sides
Cast-in-situ bored pile is laid with reinforcing area；
Second reinforcing area, is arranged between earth's surface and tunnel top, and high pressure rotation is laid with second reinforcing area
Spray stake；
Agent on crack resistance of concrete kickboard, the agent on crack resistance of concrete kickboard is located at first reinforcing area and the second reinforcing area top
Portion；
3rd reinforcing area, is arranged in the outside of tunnel duct piece, the 3rd reinforcing area and is filled with anti-floating serosity.
The ultra-shallow earth-covered ruggedized construction of the rectangular shield is further improved by, and the cast-in-situ bored pile is respectively arranged at
In the range of the both sides 5m of tunnel sideline, the stake footpath of the cast-in-situ bored pile is Φ 600mm, and adjacent two cast-in-situ bored piles
The stake footpath of twice cast-in-situ bored pile is smaller than, the depth of the cast-in-situ bored pile is at least above tunnel bottom depth 5m.
The ultra-shallow earth-covered ruggedized construction of the rectangular shield is further improved by, and the stake footpath of the high-pressure rotary jet grouting pile is
500mm, is arranged at from earth's surface in the depth bounds of tunnel top 500mm.
The present invention is as a result of above technical scheme so as to have the advantages that：
By using rectangular shield pass through it is ultra-shallow earth-covered before, during and after three phases all carry out anti-floating strengthening construction respectively,
Compare it is traditional it is only ultra-shallow earth-covered to shield crossing during carry out measure of anti float, it is strong that there is the present invention more preferable anti-floating to reinforce
Degree, can solve the problem that for the tunnel upward floating under the ultra-shallow earth-covered operating mode of rectangular shield it is big, ground disturbance is violent, the difficult control of shield attitude
A difficult problem；
By in the tunnel sideline both sides of ultra-shallow earth-covered through section, tunnel top and tunnel duct piece outer rim arranging the respectively
First, second, third reinforcing area, and cast-in-situ bored pile is set in the first reinforcing area, in the second reinforcing area, high pressure rotation is set
Spray stake, fills anti-floating serosity in the 3rd reinforcing area, constitutes whole anti-uplift ruggedized construction, three reinforcing areas of Proper Match
Position and reinforcing order, preferably anti-floating consolidation effect, and easy construction can be reached, be conducive to improve shield-tunneling construction effect
Rate.
Description of the drawings
Fig. 1 is the structure schematic diagram of traditional ultra-shallow earth-covered Rectangular Tunnel.
Fig. 2 is ultra-shallow earth-covered class rectangle tunnel reinforcement structural representation of the invention.
Fig. 3 is the ultra-shallow earth-covered front ultra-shallow earth-covered ruggedized construction top view of class rectangle shield crossing of the present invention.
Fig. 4 be class rectangle shield crossing of the present invention it is ultra-shallow earth-covered after ultra-shallow earth-covered ruggedized construction schematic diagram.
Fig. 5～7 are the ultra-shallow earth-covered front ruggedized construction construction process figures of class rectangle shield crossing of the present invention.
Fig. 8 is the ultra-shallow earth-covered section of jurisdiction slip casting point position arrangement of class rectangle shield crossing of the present invention.
Specific embodiment
Below in conjunction with the accompanying drawings and specific embodiment the present invention is further detailed explanation.
The present invention ultra-shallow earth-covered class rectangle tunnel construction method mainly include class rectangle shield crossing it is ultra-shallow earth-covered before,
In, the construction of the anti-floating of rear three phases, the ultra-shallow earth-covered strengthening construction before especially passing through solves class rectangle shield an ultra shallow
Tunnel upward floating is big under earthing operating mode, ground disturbance is violent, a shield attitude difficult problem rambunctious, is follow-up ultra-shallow earth-covered crossing construction
There is provided the basis for meeting working condition.
Referring initially to the ultra-shallow earth-covered plus consolidation shown in Fig. 2 and Fig. 3, before the class rectangle shield crossing of the present invention is ultra-shallow earth-covered
Structure is mainly made up of the first reinforcing area 11, the second reinforcing area 12 and agent on crack resistance of concrete kickboard 13.
Wherein, the first reinforcing area 11 is arranged at the both sides of the sideline L2 in tunnel 10 along tunnel axis L1 directions, both sides
A gang drill hole pouring pile 110 is laid with respectively in first reinforcing area 11.Cast-in-situ bored pile 110 is respectively arranged at apart from tunnel 10
In the range of the 5m of sideline L2 both sides, the stake footpath of cast-in-situ bored pile 110 is adjacent two in Φ 600mm, and every gang drill hole pouring pile 110
The stake footpath for being smaller than twice cast-in-situ bored pile of cast-in-situ bored pile 110, the depth of cast-in-situ bored pile 110 is at least above tunnel bottom
Portion's depth 5m.
Second reinforcing area 12 is arranged between earth's surface and tunnel top, and in the second reinforcing area 12 high-pressure rotary-spray is laid with
Stake 120, the stake footpath of high-pressure rotary jet grouting pile 120 is 500mm, is arranged at from earth's surface extremely in the depth bounds of tunnel top 500mm,
And according to ultra-shallow earth-covered Soil Parameters (soft or hard degree), the quantity and spacing of high-pressure rotary jet grouting pile are set, after ensureing to reinforce
Bearing Capacity of Composite Foundation eigenvalue is more than or equal to 130KPa.
The thickness of agent on crack resistance of concrete kickboard 13 is 700mm, is poured in the top of cast-in-situ bored pile 110 and high-pressure rotary jet grouting pile 120,
And combine closely with cast-in-situ bored pile 110 and high-pressure rotary jet grouting pile 120.Cover so as to constitute class rectangle shield crossing an ultra shallow of the present invention
Ultra-shallow earth-covered ruggedized construction before soil.
In conjunction with shown in Fig. 4, the class rectangle shield of the present invention is then adopted when passing through ultra-shallow earth-covered and further after passing through
Anti-floating serosity is injected to outside shield duct piece 15 so that form one in the outer rim of shield duct piece 15 and enclose the 3rd reinforcing area 14.So as to structure
Into the ultra-shallow earth-covered whole anti-uplift ruggedized construction of class rectangle shield of the present invention.
Coordinate shown in Fig. 5～7, the ultra-shallow earth-covered construction of class rectangle shield of the present invention mainly includes：
A, before class rectangle shield crossing is ultra-shallow earth-covered ultra-shallow earth-covered strengthening construction is carried out, specifically included：
(1) as shown in figure 5, in ultra-shallow earth-covered acrossing range, dividing in the sideline both sides of tunnel 10 along the axis direction of tunnel 10
First reinforcing area 11 is not set, and a gang drill hole pouring pile 110 of constructing respectively in the first reinforcing area of both sides is further wrapped
Include：
In the construction drill bored concrete pile 110 in the range of the both sides 5m of tunnel sideline respectively, the stake footpath of cast-in-situ bored pile 110 is
Adjacent two cast-in-situ bored piles 110 is smaller than twice cast-in-situ bored pile 110 in Φ 600mm, and every gang drill hole pouring pile 110
Stake footpath；
The cast-in-situ bored pile is drilled into into depth at least above tunnel bottom depth 5m.
(2) set in the second reinforcing area 12 to be formed as shown in fig. 6, enclosing in two gang drill hole pouring piles 110 and tunnel top
High-pressure rotary jet grouting pile 120 is laid, is further included：
In the second reinforcing area 12, construct to the soil body 23 in the depth bounds of tunnel top 500mm from earth's surface
High-pressure rotary jet grouting pile 120, the stake footpath of high-pressure rotary jet grouting pile 120 is 500mm；
According to ultra-shallow earth-covered Soil Parameters (soft or hard degree), the quantity and spacing of high-pressure rotary jet grouting pile 120 are set, to ensure
Bearing Capacity of Composite Foundation eigenvalue after reinforcing is more than or equal to 130KPa.
(3) as shown in fig. 7, pouring ground concrete anti-floating plate at the top of cast-in-situ bored pile 120 and high-pressure rotary jet grouting pile 110
13, the thickness of agent on crack resistance of concrete kickboard 13 is 700mm, agent on crack resistance of concrete kickboard 13 and cast-in-situ bored pile 110 and high-pressure rotary jet grouting pile 120
Tight connects.
B, the ultra-shallow earth-covered construction of class rectangle shield crossing is carried out, in ultra-shallow earth-covered acrossing range measure of anti float is implemented, should
Measure of anti float is further included：
(1) under controlling the ultra-shallow earth-covered operating mode of class rectangle shield, shield driving speed controlling is in 1～2cm/min；
(2) shield driving process soil pressure control is controlled using top soil pressure, improves ultra-shallow earth-covered construction soil pressure control sensitive
Degree, top soil pressure control regards soil property situation, and silt clay layer is controlled in 0.15MPa ± 0.02MPa；
(3) slip casting is synchronized using the anti-floating serosity for possessing high shear strength during shield driving, using multiple spot
Slip casting, based on Stress control, supplemented by synchronous grouting amount, prevents synchronous grouting hypertonia from bringing larger soil disturbance or ground
Slurry phenomenon is worn in face, and, respectively such as table 1 below, table 2, table 3, slip casting point position is arranged such as synchronous grouting proportioning, performance parameter and grouting parameter
Shown in Fig. 8
The synchronous grouting match ratio of table 1
| Sand | Flyash | Bentonite | HD dry powder | Water reducer | Extender | Water |
| 860 | 560 | 100 | 25 | 3 | 20 | 360 |
The synchronous grouting performance indications of table 2
The synchronous grouting construction parameter of table 3
(4) steel plate reinforcement by connection is carried out to every piece of section of jurisdiction between cyclization tunnel duct piece, improves cyclization tunnel integral rigidity, it is to avoid
Localized tunnel duct piece float upward and cause Structural Test of Tunnel Segments faulting of slab ends, breakage, seepage；
(5) tunnel subsidence monitoring point is arranged at the construction field (site) in advance, and according to the monitoring result of tunnel subsidence monitoring point,
Preloading is carried out using steel ingot block in agent on crack resistance of concrete kickboard, in tunnel duct piece, tunnel upper, tunnel internal loading is improved；
(6) shield driving speed and gross thrust are reduced during shield driving, it is to avoid significantly rectify a deviation, the gradient of keeping under strict control is entangled
Partially, effectively less shield entangles assembled control；
(7) pipe sheet assembling process turns down assembled pressure, strengthens to jack stroke during ultra-shallow earth-covered section of pipe sheet assembling
Monitoring, it is to avoid occur vexed pushing away risk；
(8) situation is monitored according to shield machine jack stroke after assembly terminates and determines jack usage quantity；
(9) tracking grouting construction in tunnel is implemented during Shield Construction Method Used, range of grouting is 10 rings after shield tail.
D, after class rectangle shield crossing is ultra-shallow earth-covered, carry out micro-disturbance hoop grouting and reinforcing to tunnel, reinforcing thickness is
1m outside tunnel, completes construction.
The present invention the ultra-shallow earth-covered construction method of class rectangle shield by using before class rectangle shield crossing is ultra-shallow earth-covered,
In, rear three phases all carry out anti-floating strengthening construction respectively, compare it is traditional it is only ultra-shallow earth-covered to shield crossing during carry out
Measure of anti float, the present invention has more preferable anti-floating fastening strength, can solve the problem that under the ultra-shallow earth-covered operating mode of class rectangle shield
Tunnel upward floating is big, ground disturbance is violent, a shield attitude difficult problem rambunctious；
By in the tunnel sideline both sides of ultra-shallow earth-covered through section, tunnel top and tunnel duct piece outer rim arranging the respectively
First, second, third reinforcing area, and cast-in-situ bored pile is set in the first reinforcing area, in the second reinforcing area, high pressure rotation is set
Spray stake, fills anti-floating serosity in the 3rd reinforcing area, constitutes whole anti-uplift ruggedized construction, three reinforcing areas of Proper Match
Position and reinforcing order, preferably anti-floating consolidation effect, and easy construction can be reached, be conducive to improve shield-tunneling construction effect
Rate.
The present invention is described in detail above in association with drawings and Examples, those skilled in the art can basis
Described above makes many variations example to the present invention.Thus, some of embodiment details should not constitute limitation of the invention,
The present invention is by the scope defined using appended claims as protection scope of the present invention.
Claims (4)
1. a kind of construction method in ultra-shallow earth-covered class rectangle tunnel, it is characterised in that include：
A, before class rectangle shield crossing is ultra-shallow earth-covered ultra-shallow earth-covered strengthening construction is carried out, including：
In ultra-shallow earth-covered acrossing range, a gang drill hole pouring pile is respectively provided with tunnel sideline both sides along tunnel axis direction；
Enclose to set in the two gang drills hole pouring pile and tunnel top and lay in the reinforcing area to be formed high-pressure rotary jet grouting pile；
In the cast-in-situ bored pile and the top casting concrete anti-floating plate of the high-pressure rotary jet grouting pile, and make the concrete anti-floating
Plate links integral with the top of the cast-in-situ bored pile and the high-pressure rotary jet grouting pile；
B, the ultra-shallow earth-covered construction of class rectangle shield crossing is carried out, in ultra-shallow earth-covered acrossing range measure of anti float is implemented；In class square
Synchronized to outside the shield duct piece of class rectangle shield using the anti-floating serosity for possessing high shear strength during shape shield driving
Slip casting, forms one and encloses the 3rd reinforcing area in shield duct piece outer rim；The synchronous grouting of anti-floating serosity adopts multiple spot slip casting, with pressure
Based on control, supplemented by synchronous grouting amount, prevent synchronous grouting hypertonia from causing soil disturbance or ground to wear slurry phenomenon；
C, after class rectangle shield crossing is ultra-shallow earth-covered, micro-disturbance hoop grouting and reinforcing is carried out to tunnel.
2. the construction method in ultra-shallow earth-covered class rectangle tunnel as claimed in claim 1, it is characterised in that the measure of anti float bag
Include：
(1) tunnel subsidence monitoring point is arranged at the construction field (site) in advance, and according to the monitoring result of tunnel subsidence monitoring point, in coagulation
Preloading is carried out using steel ingot block on native anti-floating plate, in tunnel duct piece；
(2) control of soil pressure control, shield driving speed and thrust is carried out during shield driving；
(3) slip casting is synchronized using the anti-floating serosity for possessing high shear strength during shield driving, and is implemented in tunnel
Tracking grouting is constructed；
(4) the assembled pressure of section of jurisdiction is controlled during pipe sheet assembling；
(5) reinforcing is attached between cyclization tunnel duct piece, cyclization tunnel integral rigidity is improved.
3. the construction method in ultra-shallow earth-covered class rectangle tunnel as claimed in claim 1, it is characterised in that in tunnel sideline both sides
The cast-in-situ bored pile is set, including：
In the construction drill bored concrete pile in the range of the both sides 5m of tunnel sideline respectively, the stake footpath of the cast-in-situ bored pile is Φ
600mm, and the stake footpath for being smaller than twice cast-in-situ bored pile of adjacent two cast-in-situ bored piles；
The cast-in-situ bored pile is drilled into into depth at least above tunnel bottom depth 5m.
4. the construction method in ultra-shallow earth-covered class rectangle tunnel as claimed in claim 1, it is characterised in that in the reinforcing area
Interior laying high-pressure rotary jet grouting pile, including：
In reinforcing area, from earth's surface to high-pressure rotary jet grouting pile of constructing in the depth bounds of tunnel top 500mm, the high pressure
The stake footpath of rotary churning pile is 500mm；
According to ultra-shallow earth-covered Soil Parameters, the quantity and spacing of the high-pressure rotary jet grouting pile are set, it is compound after reinforcing to ensure
Characteristic value of foundation bearing capacity is more than or equal to 130KPa.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410837475.6A CN104533434B (en) | 2014-12-28 | 2014-12-28 | Construction method of rectangular ultra-shallow covered soil tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410837475.6A CN104533434B (en) | 2014-12-28 | 2014-12-28 | Construction method of rectangular ultra-shallow covered soil tunnel |
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| Publication Number | Publication Date |
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| CN104533434A CN104533434A (en) | 2015-04-22 |
| CN104533434B true CN104533434B (en) | 2017-05-03 |
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|---|---|---|---|---|
| CN104895122B (en) * | 2015-06-03 | 2018-01-02 | 中铁第四勘察设计院集团有限公司 | A kind of construction method of shield tunnel |
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Inventor after: Zhang Fulin Inventor after: Li Peinan Inventor after: Liu Xinke Inventor after: Huang Dezhong Inventor after: Li Gang Inventor after: Zhu Yanfei Inventor after: Ye Junneng Inventor after: Huang Jun Inventor after: Chen Xuguang Inventor after: Zhang Jie Inventor after: Gu Yan Inventor before: Huang Dezhong Inventor before: Li Gang Inventor before: Zhu Yanfei Inventor before: Huang Jun Inventor before: Chen Xuguang Inventor before: Zhang Jie Inventor before: Gu Yan Inventor before: Li Peinan |
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Effective date of registration: 20151021 Address after: 315101 No. 3399 Nanjing Road, Zhejiang, Ningbo Applicant after: Ningbo Metro Group Co., Ltd. Applicant after: SHANGHAI TUNNEL ENGINEERING CO., LTD. Applicant after: Shanghai tunneling shield Engineering Co., Ltd Address before: 200232 Shanghai city Xuhui District Wanping Road No. 1099 5 floor Applicant before: SHANGHAI TUNNEL ENGINEERING CO., LTD. Applicant before: SHANGHAI TUNNEL ENGINEERING CO., LTD. Applicant before: Shanghai tunneling shield Engineering Co., Ltd |
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