CN106014427B - A kind of construction method receiving push-bench and working steel bushing - Google Patents
A kind of construction method receiving push-bench and working steel bushing Download PDFInfo
- Publication number
- CN106014427B CN106014427B CN201610521064.5A CN201610521064A CN106014427B CN 106014427 B CN106014427 B CN 106014427B CN 201610521064 A CN201610521064 A CN 201610521064A CN 106014427 B CN106014427 B CN 106014427B
- Authority
- CN
- China
- Prior art keywords
- push
- bench
- side wall
- tunnel
- rail
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D9/005—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by forcing prefabricated elements through the ground, e.g. by pushing lining from an access pit
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- Geochemistry & Mineralogy (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a kind of construction method for receiving push-bench and working steel bushings, the push-bench that received well is not achieved can be withdrawn and complete construction work by the construction method, steel bushing used is able to cooperate the jack after push-bench and easily ejects push-bench, first from received well to push-bench direction tunnel excavation by push-bench exposed portion, it drills on push-bench periphery, discharge soil body extruding force, then assembled steel bushing is welded, promote push-bench, finally head is pulled to received well using hoist engine, push-bench is being hung out into received well using automobile and is transporting out construction site；Compared with prior art, the present invention is recycled push-bench by the way of receiving well certainly and excavating to push-bench stop position, it is completed at the same time the original construction operation of push-bench, drilled using push-bench periphery and steel bushing promote push-bench and etc. reduce push-bench and appear difficulty, safely and effectively complete construction operation.
Description
Technical field
The present invention relates to a kind of pipe jacking construction techniques, the especially construction method of reception push-bench and working steel bushing
Cylinder.
Background technique
Normal jacking construction is to be put into push-bench in active well, and push-bench advances to received well direction, is then being connect
Well is received to withdraw push-bench.But in case of exceptional circumstances, push-bench and the subsequent pipe of concrete of push-bench do not arrive received well and just exist
Underground is not active, and when the position that push-bench stops cannot add received well, needs a kind of effective mode by push pipe
Machine is withdrawn, and unfinished engineering is completed.
Summary of the invention
The present invention provides a kind of construction method for receiving push-bench, can withdraw the push-bench that cannot reach received well, and
The construction work of interruption is completed.
The present invention also provides a kind of working steel bushings of push-bench, and the jack after being able to cooperate push-bench easily will top
The ejection of pipe machine.
In order to solve the above-mentioned technical problem, a kind of construction technology for receiving push-bench of the present invention, includes the following steps：One,
From received well to push-bench direction tunnel excavation to away from the position push-bench 5m, 10cm thickness concrete enclosing face is sprayed；Two, it bores
Hole pressure release bores drain hole in push pipe head periphery from face horizontal direction using YT28 drilling machine, and removal remains in push pipe head
Mud hydraulic pressure in muddy water storehouse；Three, construction wall for grouting after the pressure release that drills, continues to excavate to apart from the position push pipe head 3m, press now
There is technology in area surface construction wall for grouting；Four, the advanced curtain pre-pouring grout of tunnel, to the soil body near push-bench using the prior art into
Row advanced curtain pre-pouring grout construction, and then consolidated earth mass, slip casting length 9m, grouting and reinforcing range is from the outside 2m of tunnel excavation line；
Five, it is drilled with inspecting hole, verifying slip casting effect bores the soil body after slip casting from area towards soil body drilling hole near push-bench head
Hole core pulling verifies pre-pouring grout length and soil solidifying effect using the prior art；Six, push pipe head is exposed in tunnel drivage, and right
Tunnel side wall and face carry out preliminary bracing construction, after qualified to the advanced curtain pre-pouring grout compliance test result of the soil body, continue to dig
Exposed portion push pipe head is proceeded to, and preliminary bracing is carried out using the prior art to tunnel side wall and face；Seven, head week
Side drilling, discharges soil body extruding force, is being close to be drilled with a collar aperture at push-bench, push-bench major part outer wall is separated from soil simultaneously
Rock And Soil is discharged to the extrusion stress of push-bench.Eight, tunnel bottom plate, short side wall concrete pour, in tunnel bottom Board position by existing
There is the embedded reinforcing bar of technology and casting concrete keeps driving tunnel floor level concordant with push-bench bottom surface absolute altitude；Tunnel bottom slab concreting
When concrete, in the position of preset rail every the steel plate of pre-buried one piece of 10 × 5 × 0.5cm of 2m, the bottom surface of steel plate is by reinforcing bar
Be connected in the main reinforcement in the underplate concrete poured, far from push-bench the side of received well, rail position it is outer
Side both sides, the pre-buried reaction frame built-in fitting in one side, the pre-buried hoist engine built-in fitting in another side；Nine, rail is installed, underplate concrete maintenance
28 days, intensity reach the prior art can be with the requirement of steel rail laying after, start steel rail laying；Ten, assembled steel bushing is welded,
Push-bench is promoted, is equipped with multiple jack in push-bench head-tail, after jack, the assembled welding steel bushing of segment is pushed up
Pipe operation, the steel bushing includes the cylinder side wall surrounded by the steel plate not less than 20mm thickness, in side wall close to jack
End welding perpendicular to side wall and the counter-force seat ring flange of inwardly projecting circular ring shape, counter-force seat ring flange and side wall inner wall it
Between weld the stiffeners of multiple right angled triangles being supported between ring flange and side wall, push-bench in the soil body after ejecting, directly
It taps on the rail being laid in advance；11, hoist engine, reaction frame installation, utilize hoist engine built-in fitting anchor according to the prior art
Guan County fills hoist engine, is welded into reaction frame using reaction frame built-in fitting；12, hoist engine pulls head to received well, push-bench
After appearing completely, push-bench front end is equipped with movable pulley, bypasses the movable pulley and reaction frame after pulling up out wirerope from hoist engine
It is fixedly connected, starts elevator machine travel push-bench and slided on rail, until push pipe machine travel is into received well；13, push pipe
Machine lifts to ground and transports scene, after push pipe machine travel to received well, push-bench is hung out received well using automobile and is transported out
Construction site.
Primary support structure described in step 6 of the present invention is that grid steel frame is first set up on tunnel side wall, then
Multiple hollow grouted anchor bars are inserted perpendicularly into tunnel side wall, double layer bar is being laid with, is finally spraying the concrete of 30cm thickness.
It is close to drill at push-bench in step 7 of the present invention, 9~10m of drillable length, diameter 10cm or so, pitch-row is adopted
With a chain of well format, the range that drills is along 270 ° of drillings other than below head 90 °.
Short abutment wall is also poured on the outside of tunnel two sides, rail by the prior art in step 8 of the present invention.
Rail uses the rail of 38.73kg/m, height mm, rail spacing 102cm in step 9 of the present invention, and rail connects
Head spacing is less than 5mm, 2mm is just less than with left and right mismatch, the outside of the rail is using type steel support on short abutment wall.
Steel bushing described in step 10 of the present invention is soldered structure at the construction field (site).
It is of the present invention to be fully welded between the stiffener and counter-force seat ring flange and side wall inner wall using double welded joint.
It is of the present invention to be equipped with nine jack in the push pipe drive end unit.
A kind of push-bench steel bushing of the present invention, including columnar side wall, the side wall is close to jack
End is welded with perpendicular to side wall and the counter-force seat ring flange of inwardly projecting circular ring shape, in the counter-force seat ring flange and side wall
The stiffener of multiple right angled triangles being supported between counter-force seat ring flange and side wall is welded between inner wall.
A kind of push-bench steel bushing of the present invention, the side wall is that the steel plate of muti-piece 20mm thickness is formed by welding, described
Counter-force seat ring flange is that double welded joint is fully welded composition, the stiffener and counter-force seat ring flange after prefabricated curved plate splices
It is fully welded between side wall inner wall using double welded joint, annular spacing 25cm between the stiffener.
Compared with prior art, the present invention is by the way of receiving well certainly and excavating to push pipe head stop position by push-bench
Head recycling, is completed at the same time the original construction operation of push pipe head, promotes push pipe using the drilling of push pipe head periphery and steel bushing
Machine and etc. reduce push-bench and appear difficulty, safely and effectively complete construction operation.
Detailed description of the invention
Fig. 1 is the structural schematic diagram tunneled in tunnel to push-bench.
Fig. 2 is the structural schematic diagram that push pipe head preliminary bracing construction is exposed in step 6 tunnel drivage.
Fig. 3 is the structural schematic diagram that step 7 drills on head periphery.
Fig. 4 is the cross-sectional view that steel bushing cooperates jack construction.
Fig. 5 is the schematic perspective view of steel bushing.
Fig. 6 is the structural schematic diagram that hoist engine collocation reaction frame pulls push-bench.
Specific embodiment
A specific embodiment of the invention is further described with reference to the accompanying drawing, as shown in figures 1 to 6.
A kind of construction technology receiving push-bench 1, includes the following steps：
One, from received well 8 to 1 direction tunnel excavation 3 of push-bench to 1 away from the push-bench position 5m.(as shown in Figure 1)
From received well 8 to 1 direction tunnel excavation 3 of push-bench, excavation area is greater than push pipe head cross-sectional outling size, until
Stop excavating when away from the push pipe head position 5m, sprays 10cm thickness concrete enclosing face 31.
Two, drill pressure release.
During excavating construction forward before push-bench 1, directly crept into the soil body since push-bench is first, in push-bench
The muddy water with very big pressure is retained always in the muddy water storehouse of head, in order to prevent from received well 8 to push-bench 1 during excavation with
The soil body it is more and more thinner, the muddy water in muddy water storehouse crosses ambassador's soil body due to pressure and collapses, and needs the mud hydraulic pressure of push pipe head first
It lays down, using YT28 drilling machine drill drain hole, removal remains in the mud hydraulic pressure in push pipe head muddy water storehouse, and sluicing hole site is
It drills from 31 horizontal direction of face in push pipe head periphery
Three, construction wall for grouting.
It drills after pressure release, continues to excavate to apart from the position push pipe head 3m, only be starched by the prior art in the construction of face 31
Wall.
Four, the advanced curtain pre-pouring grout of tunnel.
In order to prevent tunnel excavating process and push-bench 1 occur that the soil body is unstable during appearing or hole in water burst thing
Therefore.To push-bench 1, nearby the soil body uses the prior art to carry out advanced curtain pre-pouring grout construction, and then consolidated earth mass, can prevent
Water burst and collapsing, slip casting length 9m, grouting and reinforcing range is from the outside 2m of 3 excavation line of tunnel.
Five, it is drilled with inspecting hole, verifies slip casting effect.
To verify advanced curtain pre-pouring grout to soil stabilization effect, several positions are chosen to the soil body after slip casting and carry out drilling pumping
Core verifies pre-pouring grout length and soil solidifying effect using the prior art, and from face 31, the soil body is drilled near push pipe head
Hole.
Six, push pipe head, preliminary bracing construction are exposed in tunnel drivage.
After qualified to the advanced curtain pre-pouring grout compliance test result of the soil body, continue to tunnel to exposed portion push-bench 1, and to tunnel
Hole side wall 32 and face 31 carry out preliminary bracing.Primary support structure be using the prior art, first tunnel side wall 32 with
And grid steel frame is set up on face 31, then multiple hollow slip casting anchors are inserted perpendicularly into tunnel side wall 32 and face 31
Bar is being laid with double layer bar, is finally spraying the concrete of 30cm thickness.
Seven, head periphery drills, and discharges soil body extruding force
Due to having carried out advanced curtain pre-pouring grout sealing.Section between slip casting process mesohigh slurries squeeze pack country rock
Crack is managed, push-bench 1 and surrounding Rock And Soil are bonded together by the slurries of slip casting, simultaneously because soil body void is filled by slurries
Full, grout curing generation volume expansion further increases the frictional resistance of push-bench 1 Yu the periphery soil body.In order to make push-bench 1
It can smoothly eject, reduction Rock And Soil must be tried, effect is bonded to push-bench 1.
Therefore, it is being close to drill at push-bench 1,9~10m of drillable length, diameter 10cm or so, pitch-row is using a chain of hole shape
Formula is drilled with a collar aperture along 270 ° of ranges other than below head 90 °, and the most of outer wall of push-bench 1 is separated from soil
And Rock And Soil is discharged to the extrusion stress of push-bench 1.
Eight, tunnel bottom plate, short side wall concrete pour
Since driving 3 size of tunnel is bigger than push pipe size, the floor level for tunneling tunnel 3 is lower than push pipe floor level, is
Facilitate push-bench 1 to be steadily moved in tunnel 3, buries reinforcing bar by the prior art in 3 bottom plate position of tunnel and casting concrete makes
It is concordant with 1 bottom surface absolute altitude of push-bench to tunnel 3 floor level of tunnel.When 3 bottom slab concreting concrete of tunnel, in preset rail 5
Every the steel plate of pre-buried one piece of 10 × 5 × 0.5cm of 2m, the bottom surface of steel plate is connected in the underplate concrete poured by reinforcing bar for position
Main reinforcement on, on the outside both sides of side, 5 position of rail far from push-bench 1 and received well 8, pre-buried counter-force on one side
Frame built-in fitting, the pre-buried hoist engine built-in fitting in another side.For convenience of supporting rail 5, prevent rail 5 under 1 Gravitative Loads of push-bench
Outside inclination occurs, pours short abutment wall in the outside of 3 two sides of tunnel, rail 5 by the prior art.
The reaction frame built-in fitting and hoist engine built-in fitting and pre-buried mode are the prior art.
Nine, rail is installed
Underplate concrete conserve 28 days, intensity reach the prior art can be with the requirement of steel rail laying 5 after, start steel rail laying
5。
Rail 5 using 38.73kg/m rail, height 134mm, 5 spacing 102cm of rail, install rail 5 when by its with it is pre-
The steel plate firm welding buried, in order to avoid transverse shift occurs when the drawing of push-bench 1, the outside of rail 5 is supportted using fashioned iron short
On abutment wall；The installation of rail 5 wants connector smooth, and rail joint uses road clamping plate (fish platee), and is fixed with 4 bolts.Rail 5 connects
Head spacing is less than 5mm, is just less than 2mm with left and right mismatch.New-track connector is not higher than preceding track end connector, in order to avoid form resistance
The rail level faulting of slab ends for hindering push-bench 1 to pull.
Ten, steel bushing is prefabricated, welding is assembled
Push-bench 1 presses the prior art, to use jack 2 to cooperate the mode of pipe of concrete jacking in the soil body, normally
Form of construction work is to increase pipe of concrete in active well to advance, but of the present invention is what pipe of concrete cannot move in the soil body
Situation, need on the basis of original pipe of concrete jacking push-bench 1, therefore design 4 structure of steel bushing for 1 tail end of push-bench and
Supporting peripheral rock and the start of a run new as push-bench 1 between former pipe of concrete.It is equipped in 1 head-tail of push-bench very heavy
Top 2, with 1 advance of push-bench, the assembled welding steel bushing 4 of segment carries out push pipe operation.
The steel bushing 4 includes the cylinder side wall 41 surrounded by the steel plate not less than 20mm thickness, in side wall 41 close to thousand
The end on jin top 2 is welded perpendicular to side wall 41 and the counter-force seat ring flange 42 of inwardly projecting circular ring shape, in counter-force seat ring flange
Putting more energy into for multiple right angled triangles being supported between counter-force seat ring flange 42 and side wall 41 is welded between 42 and 41 inner wall of side wall
Plate 43.The steel bushing 4 is soldered structure at the construction field (site).
When construction at the scene, after 2 jacking 50cm stroke of jack, jack 2 is retracted, in the one before steel bushing 4 or
Pipe of concrete welds to form new steel bushing 4 close to one end of jack 2, and the mode of welding is first to weld side wall 41, side wall 41
It is spliced to form by muti-piece thick steel plate, preferably side wall 41 is that nine pieces of steel plate splicings form, then in side wall 41 close to the end of jack 2
Counter-force seat ring flange 42 is welded in portion, and counter-force seat ring flange 42 is also spliced to form for plurality of steel plates, and preferably ring flange is nine blocks of steel plates
It is spliced, the stiffener of muti-piece right angled triangle is then welded at 41 inner wall vertical angle of counter-force seat ring flange 42 and side wall
43 reinforce the counter-force seat ring flange 42 of annular, and the right angle portions of stiffener 43 are placed exactly in counter-force seat ring flange 42 and side wall 41
At wall vertical angle, circumferential spacing 25cm, starts jack 2, makes jack 2 between stiffener 43 and stiffener 43 after being welded
It withstands on the counter-force seat ring flange 42 being welded and pushes push-bench 1 to advance to tunnel 3.So circulation is until by push-bench 1
In whole jackings to tunnel 3.Between counter-force seat ring flange 42 and side wall 41, stiffener 43 and counter-force seat ring flange 42 and side wall
It is all fully welded using double welded joint between 41.
With the spreading successively of steel bushing 4, play the role of steel pipe supporting peripheral rock, counter-force seat ring flange 42 is made again
For the ribbed stiffener of steel bushing 4, enhance the support stiffness of 4 pairs of the steel bushing outer country rocks of pipe.
11, jack is installed.
It is evenly arranged what multiple hydraulic jacks 2 were advanced in the soil body as push-bench 1 according to annular in 1 tail portion of push-bench
Power.
Conventional head jacking drag evaluation is shown below：
In formula：
The total top power of P-calculating, unit kN；
The force density of soil layer locating for γ-pipeline, unit kN/m3, embodiment 1 takes one cubic centimetre native, heavy 2g, heavy
Force density is 19.6kN/m3；
D1-pipeline outer diameter, 2.68m；
The thickness of the above overlying soil, 26.42m at the top of H-pipeline；
The internal friction angle of soil layer locating for φ-pipeline；Embodiment 1 be completely weathered granite, 25 ° of value.
The self weight of ω-pipeline unit length, 93.75kN/m；
L-pipeline calculating jacking length, 5m；
Pipe surface and the coefficient of friction around it between soil layer when f-jacking, soil layer value reference sand, sandy loam,
Dry ground state (after note dual slurry consolidation), value 0.6.
PsThe head resistance of pipe jacking tunnelling machine when-jacking, unit kN, because push pipe head exposes after excavation, so
PsFor 0kN.
P=12151.4kN
Therefore the jack 2 of 13 1000kN of configuration is at least needed under normal circumstances, and total power of pushing up is 13000kN.But due to
Drill in advance on 1 periphery of push-bench in step 7, and then release the extruding force of the soil body, thus do not need actually 13 it is very heavy
Top 2, but used nine jack 2.
Jack 2 is installed, and steel bushing 4 described in matching step ten starts formal pushing tow push-bench 1.Push-bench 1 from
After being ejected in the soil body, it is directly entered on the rail 5 being laid in advance.
12, hoist engine, reaction frame installation
According to the prior art using hoist engine built-in fitting anchoring installation 7 support of hoist engine, using utilization reaction frame built-in fitting
It is welded into reaction frame 6.
13, hoist engine pulls head to received well
After push-bench 1 is appeared completely, from hoist engine 7 pull up out wirerope after around the movable pulley of 1 front end of push-bench and anti-
Power frame 6 is fixedly connected, and is started the traction push-bench 1 of hoist engine 7 and is slided on rail 5, until the traction of push-bench 1 is into received well 8
(as shown in Figure 6).
14, push-bench, which is lifted to ground, transports scene.
After the traction to received well 8 of push-bench 1, push-bench 1 is hung out into received well 8 using automobile and transports out construction site,
Complete construction.
Claims (10)
1. a kind of construction method for receiving push-bench, includes the following steps：
One, it is mixed to spray 10cm thickness to away from push-bench (1) position 5m from received well (8) to push-bench (1) direction tunnel excavation (3)
Solidifying grave closes face (31)；
Two, drill pressure release, bores drain hole in push pipe head periphery from face (31) horizontal direction using YT28 drilling machine, removal is deposited
Stay in the mud hydraulic pressure in push pipe head muddy water storehouse；
Three, construction wall for grouting after the pressure release that drills, continues to excavate and arrive apart from the position push pipe head 3m, by the prior art in face
(31) construction wall for grouting；
Four, the advanced curtain pre-pouring grout of tunnel, to push-bench (1), nearby the soil body uses the advanced curtain pre-pouring grout of prior art progress to apply
Work, and then consolidated earth mass, slip casting length 9m, grouting and reinforcing range is from tunnel (3) the outside 2m of excavation line；
Five, be drilled with inspecting hole, verify slip casting effect, from face (31) near push pipe head soil body drilling hole, to native after slip casting
Body carries out drilled drawing-core, verifies pre-pouring grout length and soil solidifying effect using the prior art；
Six, push pipe head is exposed in tunnel drivage, and carries out preliminary bracing construction to tunnel side wall (32) and face (31), to soil
After the advanced curtain pre-pouring grout compliance test result of body is qualified, continue to tunnel to exposed portion push pipe head, and to tunnel side wall (32)
And face (31) carries out preliminary bracing using the prior art；
Seven, head periphery drills, and discharges soil body extruding force, is being close to be drilled with a collar aperture at push-bench (1), and push-bench (1) is big
Outer wall is separated from soil and discharges Rock And Soil to the extrusion stress of push-bench (1)；
Eight, tunnel bottom plate, short side wall concrete pour, and bury reinforcing bar by the prior art in tunnel (3) bottom plate position and pour mixed
Solidifying soil keeps driving tunnel (3) floor level concordant with push-bench (1) bottom surface absolute altitude；
When tunnel (3) bottom slab concreting concrete, in the position of preset rail (5) every pre-buried one piece of 102 × 5 × 0.5cm of 2m
Steel plate, the bottom surface of steel plate is connected in the main reinforcement in the underplate concrete poured by reinforcing bar, in the reception far from push-bench (1)
The side of well (8), rail (5) position outside both sides, pre-buried reaction frame built-in fitting, the pre-buried hoist engine in another side are pre- on one side
Embedded part；
Nine, rail is installed, and underplate concrete conserves 28 days, and intensity reaches the prior art can be with the requirement of steel rail laying (5)
Afterwards, start steel rail laying (5)；
Ten, assembled steel bushing is welded, is promoted push-bench (1), multiple jack (2) are equipped in push-bench head-tail, in jack
(2) after, assembled welding steel bushing (4) of segment carries out push pipe operation, and the steel bushing (4) includes the steel by being not less than 20mm thickness
The cylinder side wall (41) that plate surrounds, in side wall (41), the end welding close to jack (2) is simultaneously inside perpendicular to side wall (41)
The counter-force seat ring flange (42) of the circular ring shape of protrusion welds multiple between counter-force seat ring flange (42) and side wall (41) inner wall
The stiffener (43) of the right angled triangle between ring flange and side wall (41) is supportted, push-bench (1) in the soil body after ejecting, directly
Into on the rail (5) being laid in advance；
11, hoist engine, reaction frame installation are utilized according to the prior art using hoist engine built-in fitting anchoring installation hoist engine (7)
Reaction frame built-in fitting is welded into reaction frame (6)；
12, hoist engine pulls head to received well, and after push-bench (1) is appeared completely, push-bench (1) front end is equipped with movable pulley,
The movable pulley is bypassed after pulling up out wirerope from hoist engine (7) to be fixedly connected with reaction frame (6), starts hoist engine (7) traction
Push-bench (1) slides on rail (5), until push-bench (1) traction is into received well (8)；
13, push-bench (1) lifting to ground transports scene, after push-bench (1) traction to received well (8), will be pushed up using automobile
Pipe machine (1) hangs out received well (8) and transports out construction site.
2. a kind of construction method for receiving push-bench according to claim 1, it is characterised in that：Described in step 6 just
Phase support structure is first to set up grid steel frame on tunnel side wall (32), is then inserted perpendicularly into multiple to 3 side wall of tunnel (32)
Empty grouted anchor bar is being laid with double layer bar, is finally spraying the concrete of 30cm thickness.
3. a kind of construction method for receiving push-bench according to claim 1, it is characterised in that：It is close to push pipe in step 7
Drill at machine (1), 9~10m of drillable length, diameter 10cm or so, pitch-row using a chain of well format, drilling range be along in addition to
270 ° of drillings below head other than 90 °.
4. a kind of construction method for receiving push-bench according to claim 1, it is characterised in that：Also by existing in step 8
Technology pours short abutment wall on the outside of (5) in tunnel (3) two sides, rail.
5. a kind of construction method for receiving push-bench according to claim 4, it is characterised in that：Rail (5) in step 9
Using the rail of 38.73kg/m, height 134mm, rail (5) spacing 102cm, rail (5) connector spacing are less than 5mm, just and
Left and right mismatch is less than 2mm, and the outside of the rail (5) is using type steel support on short abutment wall.
6. a kind of construction method for receiving push-bench according to claim 1, it is characterised in that：Steel bushing described in step 10
Cylinder (4) is soldered structure at the construction field (site).
7. a kind of construction method for receiving push-bench according to claim 6, it is characterised in that：In the stiffener (43)
It is fully welded between counter-force seat ring flange (42) and side wall (41) inner wall using double welded joint.
8. a kind of construction method for receiving push-bench according to claim 7, it is characterised in that：In the push-bench (1)
Tail portion is equipped with nine jack (2).
9. the push-bench steel bushing used in a kind of construction method for receiving push-bench according to claim 1, special
Sign is：The steel bushing (4) includes columnar side wall (41), and the side wall (41) is welded close to the end of jack (2)
Have the counter-force seat ring flange (42) perpendicular to side wall (41) and inwardly projecting circular ring shape, in the counter-force seat ring flange (42) and
Adding for multiple right angled triangles 4 being supported between counter-force seat ring flange (42) and side wall (41) is welded between side wall (41) inner wall
Strength plate (43).
10. the push-bench steel bushing used in a kind of construction method for receiving push-bench according to claim 9, feature
It is：The side wall (41) is that the steel plate of muti-piece 20mm thickness is formed by welding, and the counter-force seat ring flange (42) is prefabricated arc
Double welded joint is fully welded composition after shape steel plate splicing, the stiffener (43) and counter-force seat ring flange (42) and side wall (41) inner wall it
Between be fully welded using double welded joint, annular spacing 25cm between the stiffener (43).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610521064.5A CN106014427B (en) | 2016-07-05 | 2016-07-05 | A kind of construction method receiving push-bench and working steel bushing |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610521064.5A CN106014427B (en) | 2016-07-05 | 2016-07-05 | A kind of construction method receiving push-bench and working steel bushing |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106014427A CN106014427A (en) | 2016-10-12 |
| CN106014427B true CN106014427B (en) | 2018-11-23 |
Family
ID=57107915
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610521064.5A Active CN106014427B (en) | 2016-07-05 | 2016-07-05 | A kind of construction method receiving push-bench and working steel bushing |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106014427B (en) |
Families Citing this family (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109404004B (en) * | 2018-11-30 | 2024-02-20 | 中铁隧道集团二处有限公司 | Cave for assembling in tunnel of pipe jacking machine and construction method of cave |
| CN109667985B (en) * | 2018-12-26 | 2024-04-16 | 上海市政建设有限公司 | Method for butting pipe pushing jack and receiving well steel sleeve in pipe pushing construction |
| CN109931071A (en) * | 2019-04-22 | 2019-06-25 | 合肥世忠科技开发有限公司 | A kind of minor diameter compression concrete side wall machine |
| CN110030004B (en) * | 2019-05-29 | 2024-01-23 | 东华理工大学 | Method for excavating barrier lake drainage tunnel |
| CN111946355B (en) * | 2020-08-24 | 2022-07-15 | 中铁十八局集团有限公司 | Construction method for long-distance rock jacking pipe to penetrate through water-rich fault |
| CN113236855A (en) * | 2021-04-20 | 2021-08-10 | 武汉一冶建筑安装工程有限责任公司 | Method for taking out pipe jacking machine head when jacking cannot be carried out |
Family Cites Families (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2593284B2 (en) * | 1993-12-29 | 1997-03-26 | 鉄建建設株式会社 | Tunnel lining structure and construction method |
| CN1800514A (en) * | 2005-12-13 | 2006-07-12 | 上海市第二市政工程有限公司 | Big section pipe roof- box culvert jacking construction method |
| CN102032393B (en) * | 2010-11-10 | 2012-06-06 | 博大建设有限公司 | Small-bore long distance curved pipe jacking method |
| CN102296960A (en) * | 2011-01-28 | 2011-12-28 | 沈阳市政集团有限公司 | Prestress back box culvert jacking construction method |
| CN202970719U (en) * | 2012-08-09 | 2013-06-05 | 中铁十六局集团北京工程有限公司 | Relay chamber-free jacking construction device for ultra-long pipe roof |
| CN104763436B (en) * | 2015-03-09 | 2016-08-17 | 中国地质大学（武汉） | A kind of push-bench method of reseptance under high hydraulic pressure complex geological condition and device |
| CN205823285U (en) * | 2016-07-05 | 2016-12-21 | 深圳市路桥建设集团有限公司 | A kind of reception working steel bushing of push-bench |
-
2016
- 2016-07-05 CN CN201610521064.5A patent/CN106014427B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN106014427A (en) | 2016-10-12 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106014427B (en) | A kind of construction method receiving push-bench and working steel bushing | |
| CN106223967B (en) | A kind of great burying rectangle or class rectangle tunneling shield constructing device and method | |
| KR101022382B1 (en) | Precast horizontality tubular roof and tunnel construction method using the same | |
| CN106930321B (en) | The construction method of underground structure is built in a kind of stake of pipe-jacking with large diameter combination hole | |
| CN110864162B (en) | Construction process of argillaceous sandstone geological pipe jacking | |
| CN106869969A (en) | A kind of excavation supporting construction method of soft rock large section tunnel | |
| CN104631440B (en) | A kind of existing large-section in-situ concrete pile strength core increases foundation pit supporting construction and constructional method | |
| CN113294166A (en) | Large-section rectangular jacking pipe oblique starting method | |
| CN110593890A (en) | Tunnel corrugated steel double-layer primary lining supporting method and structure | |
| CN112982431A (en) | Construction method of foundation pit supporting structure | |
| CN106014443A (en) | Method for preventing roadway floor heaving and wall sliding of gob-side entry retaining | |
| CN112145203A (en) | Full-face advancing type sectional grouting construction method and overlapped tunnel construction method | |
| JP7178243B2 (en) | Tunnel lining construction method | |
| CN107882018B (en) | Partially recyclable assembled steel-concrete combined underground diaphragm wall structure and construction process | |
| CN112343614B (en) | U-shaped shield tunneling machine-based overlapped-spliced comprehensive pipe gallery construction method | |
| CN106223344B (en) | A kind of ground line piled anchor frame foundation pit supporting method | |
| CN114754194A (en) | Storage tank top pipe installation device and construction method thereof | |
| CN113356889A (en) | Grouting device and box type reinforcing method for advanced drill pipe right above tunnel | |
| CN109653193B (en) | Reverse construction method for underground continuous wall | |
| CN108843339B (en) | The auxiliary slip casting platform and construction method of large-scale solution cavity are passed through when existing tunnel digs | |
| CN111549794A (en) | Miniature supporting method and miniature pile supporting structure suitable for soft foundation treatment | |
| KR20120015540A (en) | Composite type steel temporary construction and construction method thereof | |
| JP2697762B2 (en) | Tunnel structure and construction method | |
| CN111173523B (en) | Method for constructing underground box culvert by using open type shield tunneling machine | |
| CN211648163U (en) | Self-propelled open type shield machine system for constructing underground box culvert |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |