CN107740423A - A kind of precast splice type city tunnel construction method - Google Patents
A kind of precast splice type city tunnel construction method Download PDFInfo
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- CN107740423A CN107740423A CN201710965410.3A CN201710965410A CN107740423A CN 107740423 A CN107740423 A CN 107740423A CN 201710965410 A CN201710965410 A CN 201710965410A CN 107740423 A CN107740423 A CN 107740423A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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Abstract
The invention discloses a kind of precast splice type city tunnel construction method, in tunnel beginning and end excavation pit, construct shallow headchute section, formed using shallow headchute section distal end faces and originate reaction frame, assemble tunnel splicing support apparatus, and tunnel starting point pushing tow originate reaction frame make tunnel splicing support apparatus advance to the first prefabricated tunnel ring installation site, the first prefabricated tunnel ring is lifted to deep headchute section initiating terminal, the soil body in front of tunneling splicing support apparatus, the prefabricated tunnel ring of pushing tow first, tunnel splicing support apparatus is set to advance to the second prefabricated tunnel ring installation site, the second prefabricated tunnel ring is lifted to its installation site, the prefabricated tunnel ring of pushing tow second and the first prefabricated tunnel ring splice, repeat above-mentioned splicing step and complete tunnel assembling construction, hang out tunnel splicing support apparatus.Speed of application is fast, takes that the road surface time is short, scope is small, small to traffic impact, realizes industrialization Prefabrication and the assembled in situization construction of city tunnel.
Description
Technical field
The present invention relates to construction of underground tunnel method and technology field, in particular to a kind of precast splice type city tunnel
Construction method.
Background technology
With expanding economy, the quantity of city vehicle is in explosive growth, within certain time and region, existing friendship
Logical environment net can not meet urban development demand, cause traffic congestion.To solve this problem, it is more next on arterial street node
Multilevel traffic form is used more, rationally utilizes the space of city different levels, is set tunneling under overpass or city more
Road.Compared with overpass or other modes, Under-cross tunnel has that motor vehicle is interference-free, still retains original quickly through, ground
Have the advantages that traffic conversion function, on surrounding landscape influence it is smaller, gradually increase in urban road construction in recent years, particularly
In city, the utilization of the crossroad or intersection location of more congestion is very universal.The construction party of traditional city tunnel
Based on method is constructed with excavation and cast-in-place, cut and cover tunneling sets pattern foundation pit supporting structure and water seal curtain more, and the engineering time is long, takes road
Width, cast-in-place construction noise are larger, and site operation rubbish is more, and carbon discharge capacity is big, and the influence to resident and building is big, Under-cross tunnel structure
The shortcomings that cast-in-place concrete quality cannot be guaranteed, and integrated construction cost is high.
The content of the invention
Present invention aim to solve the deficiency of above-mentioned background technology, there is provided a kind of engineering time is short, takes road
It is narrow, construction noise is small, rubbish is few, under, the measured a kind of precast splice type city of tunnel structure matter small to resident and Influence on Architecture
Tunneling pipeline construction method.
In order to achieve this, the precast splice type city tunnel construction method designed by the present invention, including construction tunnel
The shallow headchute section (2) at road both ends and precast spliced section between shallow headchute section (2), precast spliced section of construction include construction position
The deep headchute section (5) that is connected in tunnel both ends, initiating terminal with shallow headchute section (2) end and in the middle part of tunnel, both ends and deep ship
The frame section (6) of groove section (5) end connection；It is characterized in that：In tunnel both ends excavation pit, shallow headchute section of being constructed in foundation ditch
(2), the assembling tunnel splicing support apparatus (3) in the shallow headchute section (2) of tunnel starting point, tunneling splicing support apparatus (3)
The front soil body forms tunnel mounting groove, is driven by reaction force caused by the side plate and bottom plate of shallow headchute section (2) end of pushing tow
Tunnel splicing support apparatus (3) is moved to the first prefabricated tunnel ring installation site of tunnel splice sections, transfers the first prefabricated tunnel
In ring to tunnel splicing support apparatus (3), the prefabricated tunnel ring of pushing tow first makes it complete to splice with shallow headchute section (2) end, opens
Splicing support apparatus (3) the front soil body of holing forms tunnel mounting groove, is made by counter caused by the prefabricated tunnel ring of pushing tow first
Firmly tunnel splicing support apparatus (3) is driven to advance to the prefabricated tunnel installation site of the second ring, the prefabricated tunnel of the ring of handling second is extremely
In tunnel splicing support apparatus (3), the prefabricated tunnel ring of pushing tow second makes it complete to splice with the first prefabricated tunnel ring, repeats above-mentioned
Prefabricated tunnel ring splicing, until completing all precast spliced section of construction, hang out tunnel splicing support apparatus (3).
Precast splice type city tunnel construction method described above, comprises the following steps：
1) tunnel, is divided into left and right half range to be constructed successively, encloses the enclosing for covering half range tunnel；
2), along half range tunnel shallow headchute section and deep headchute section the multigroup uplift pile of length direction interval injection, in half range
The beginning and end both ends in tunnel set shallow headchute section pattern foundation pit supporting structure, shallow headchute section of constructing, the shallow headchute section of half range tunnel starting point
The side wall and bottom plate of end form and originate reaction frame, splicing support apparatus in tunnel are assembled in shallow headchute section, and splice in tunnel
The pipe bending cylinder of pushing tow backward is installed on support apparatus；
3), the soil body forms tunnel mounting groove in front of tunneling splicing support apparatus, and pipe bending cylinder pushing tow originates reaction frame,
Make tunnel splicing support apparatus advance to the first prefabricated tunnel ring installation site of deep headchute section to enter half range tunnel soil at both sides
Row gib, the first prefabricated tunnel ring of deep headchute section is lifted to the original position of deep headchute section, tunneling splicing supporting
The soil body forms tunnel mounting groove in front of equipment, while fills the first prefabricated tunnel ring both sides space and pour the first prefabricated tunnel ring
With the construction joint of shallow headchute section end junction, the prefabricated tunnel Huan Shi tunnels splicing support apparatus of pipe bending cylinder pushing tow first advances
To the second prefabricated tunnel ring installation site of deep headchute section, gib is carried out to half range tunnel soil at both sides, lifts deep headchute
The second prefabricated tunnel ring to its installation site, the prefabricated tunnel ring of pipe bending cylinder pushing tow second of section makes itself and the first prefabricated tunnel ring
Complete splicing.
4), in repeat step three deep headchute section constructing tunnel, the tunnel construction sections construction of deep headchute section is completed, per assembled certain
Pouring for second layer bottom plate is carried out behind the tunnel of the deep headchute section of distance on the bottom plate of prefabricated tunnel ring, by bottom plate and resistance to plucking
Stake connects as one, until completing the overall bottom slab concreting of deep headchute section；
5), the soil body forms tunnel mounting groove, pipe bending cylinder pushing tow depth headchute section end in front of tunneling splicing support apparatus
The prefabricated tunnel ring at end, tunnel splicing support apparatus is set to advance to the first prefabricated tunnel ring installation site of frame section to half range tunnel
Road soil at both sides carries out gib, the first prefabricated tunnel ring of lifting frame section to the original position of frame section, tunneling
Splice the soil body in front of support apparatus and form tunnel mounting groove, while fill the first prefabricated tunnel ring both sides space, pipe bending cylinder top
The second prefabricated tunnel ring installation site that the first prefabricated tunnel Huan Shi tunnels splicing support apparatus advances to frame section is pushed away, to half range
Tunnel soil at both sides carries out gib, the second prefabricated tunnel ring of lifting frame section to its installation site, pipe bending cylinder pushing tow
Second prefabricated tunnel ring makes it complete to splice with the first prefabricated tunnel ring.
6), the prefabricated tunnel ring splicing of the middle frame section of repeat step five, the constructing tunnel of frame section is completed, per assembled
Pouring for second layer bottom plate is carried out behind the tunnel of the frame section of certain distance on prefabricated tunnel ring bottom plate, while to tunnel top
Portion carries out soil body backfill, until completing the overall bottom slab concreting of frame section and the backfill of the top soil body；
7), the soil body forms tunnel mounting groove, pipe bending cylinder pushing tow frame section end in front of tunneling splicing support apparatus
Prefabricated tunnel ring, tunnel splicing support apparatus is advanced to the first prefabricated tunnel ring peace of the deep headchute section of half range termination point of a tunnel
Holding position, gib is carried out to half range tunnel soil at both sides, lifts the first prefabricated tunnel of the deep headchute section of half range termination point of a tunnel
Road ring to the original position of the deep headchute section of half range termination point of a tunnel, pacify by tunneling splicing support apparatus front soil body formation tunnel
Tankage, while the space between the first prefabricated tunnel ring both sides and the soil body is filled, the first prefabricated tunnel of pipe bending cylinder pushing tow
Huan Shi tunnels splicing support apparatus in road advances to the second prefabricated tunnel ring installation site of the deep headchute section of half range termination point of a tunnel, right
Half range tunnel soil at both sides carries out gib, and the second prefabricated tunnel ring for lifting the deep headchute section of half range termination point of a tunnel is pacified to it
Holding position, the prefabricated tunnel ring of pipe bending cylinder pushing tow second make it complete to splice with the first prefabricated tunnel ring；
8), in repeat step seven the prefabricated tunnel ring of the deep headchute section of half range termination point of a tunnel splicing, complete half range
The constructing tunnel of the deep headchute section of termination point of a tunnel, often i.e. at prefabricated tunnel ring bottom behind the tunnel of the deep headchute section of splicing certain distance
Second layer bottom slab concreting is carried out on plate, bottom plate and uplift pile are connected as one, until completing the deep headchute of half range termination point of a tunnel
The overall bottom slab concreting of section；
9) tunnel splicing support apparatus, is hung out, pours the prefabricated tunnel ring in deep headchute section end and half range termination point of a tunnel end
The construction joint of shallow headchute section end junction, the road surface mated formation in half range tunnel, remove enclosing；
10) enclosing for covering other half range tunnel, is enclosed, repeat step two to nine completes the construction in other half range tunnel.
Specifically, the method for the pattern foundation pit supporting structure of shallow headchute section and deep headchute section is set in the step 2 is：Along half range tunnel
The length direction in road is pacified at the top of bored concrete pile in the both sides of shallow headchute section and more bored concrete piles of both sides interval injection of deep headchute section
Fill Guan Liang.
Specifically, the method for shallow headchute section of being constructed in the step 2 is：Side of the prefabricated shallow headchute section by side outside tunnel
Wall, the foundation ditch of shallow headchute section is excavated, bed course is installed in shallow headchute section bottom, the side wall of shallow headchute section is hung in foundation ditch, padded
Reinforced mesh is laid on layer, shallow headchute section bottom plate is poured, shallow headchute section bottom plate is connected as one with uplift pile, pass through sand gravel
Backfill the gap between the side wall and the soil body of shallow headchute section.
Preferably, during the end of the shallow headchute section of construction, make to leave between the side wall and bored concrete pile of shallow headchute section end
Gap, when pouring the bottom plate of shallow headchute section end, bottom plate is bent to tunnel outside, makes the bottom plate and bored concrete pile of shallow headchute section end
Between leave gap, when tunnel splicing support apparatus be moved to the first prefabricated tunnel ring installation site of deep headchute section when, fill
Gap between the bottom plate and side wall and bored concrete pile of shallow headchute section end.
Specifically, the method for assembled tunnel splicing support apparatus is in the step 2：Splice support apparatus in prefabricated tunnel
Supporting push plate and two blocks of supporting side plates, supporting push plate and two blocks of supporting side plates are hung in the foundation ditch of shallow headchute section end
It is interior, two blocks of supporting side plates are perpendicularly fixed on the left and right sides surface of supporting push plate, along the peripheral surface of supporting push plate
Arrange pipe bending cylinder.
Specifically, the method in the tunnel of deep headchute section is lifted in the step 3 is：The both sides side plate in prefabricated tunnel and bottom
Plate, uplift pile hole is reserved on bottom plate, lay bed course in the bottom of deep headchute section, both sides side plate and bottom plate are hung in into deep headchute
In the foundation ditch of section and it is positioned on bed course, uplift pile is passed through preformed hole on bottom plate, bottom plate and the both sides in tunnel is made by bolt
Side plate is fixedly connected.
Specifically, the method in the tunnel of lifting frame section is in the step 5：The both sides side plate in prefabricated tunnel, bottom plate and
Top plate, start the neck coordinated with top plate bottom at the top of side plate, bed course is laid in the bottom of frame section, by both sides side plate and bottom
Plate is hung in the foundation ditch of frame section and is positioned on bed course, and bottom at left and right sides of top plate is caught in the neck of side plate and fixed,
The bottom plate for making tunnel by bolt is fixedly connected with both sides side plate.
Preferably, the tunnel splices support apparatus when running into underground utilities, can be set by reducing tunnel splicing supporting
The supporting height of standby both sides, make to wear underground utilities under tunnel splicing support apparatus, change tunnel splicing support apparatus advance not moving
The front in tunnel to be installed is moved in the case of route, soil at both sides of the support apparatus to tunnel to be installed is spliced by tunnel
Gib is carried out, hangs in the integral assembling that tunnel is completed in tunnel successively by loop wheel machine.
It is further preferred that the method for the supporting height for reducing tunnel splicing support apparatus both sides is：Spelled in tunnel
The left and right sides top surface for connecing support apparatus is vertically arranged screw lift, and by the screw mandrel of screw lift with vertically
The breast boards of setting is fixedly connected, and the supporting height at left and right sides of tunnel splicing support apparatus splices support apparatus or so by tunnel
The height composition of the fixation supporting height of both sides and the breast boards above fixed supporting height, is adjusted by screw lift
The height of breast boards can make to wear underground utilities under the left and right sides of tunnel splicing support apparatus.
The beneficial effects of the invention are as follows：Supporting construction main body can individually complete the interim mobile branch to tunnel soil at both sides
Shield, moving integrally for the flexible achievable supporting construction of oil cylinder, substantially increases support efficiency and speed of application, reduces supporting and apply
The workload of work, it is tunneling under reducing construction noise and cast-in-place concrete total amount while having ensured with reference to the structure of prefabricated plates
The construction quality in road, lift breast boards make supporting construction realize when running into existing pipeline, can not move to change and pass through.The present invention
Designed construction method adapts to the rapid assembling construction at scene.The safe and reliable risk of pattern foundation pit supporting structure excavation is small, construction speed
Degree is fast, takes that the road surface time is short, scope is small, small to traffic impact.Reduce construction influence to caused by city to greatest extent,
Work progress is safe and reliable, and integrated construction cost is low.Realize industrialized production, assembled manufacture and the section of city tunnel
Can emission reduction.
Brief description of the drawings
Fig. 1 is the top view of the construction shallow headchute section in half range tunnel in the present invention；
Fig. 2 is the longitdinal cross-section diagram of shallow headchute section in Fig. 1；
Fig. 3 is the top view of construction half range tunnel depth headchute section in the present invention；
Fig. 4 is the longitdinal cross-section diagram of deep headchute section in Fig. 3；
Fig. 5 is the top view of construction half range tunnel frame section in the present invention；
Fig. 6 is the longitdinal cross-section diagram of Fig. 5 middle frame sections；
Fig. 7 is the top view of the deep headchute section of construction half range termination point of a tunnel in the present invention；
Fig. 8 is the top view of the shallow headchute section of construction half range termination point of a tunnel in the present invention；
Fig. 9 is the top view of the shallow headchute section in other half range tunnel of being constructed in the present invention；
Figure 10 be the present invention in construct other half range termination point of a tunnel deep headchute section top view；
Figure 11 is the longitdinal cross-section diagram of Figure 10 middle frame sections；
Figure 12 is the top view after the completion of construction tunnel construction in the present invention；
Figure 13 is the longitdinal cross-section diagram of Figure 12 middle frame sections；
Figure 14 is the front view of the portable supporting construction designed by the present invention；
Figure 15 is the enlarged drawing at A in Figure 14；
Figure 16 is the top view of the portable supporting construction designed by the present invention；
Figure 17 is the enlarged drawing at B in Figure 16；
Figure 18 is the enlarged drawing at C in Figure 16；
Figure 19 is the left view of the portable supporting construction designed by the present invention；
Figure 20 is the connection diagram of screw lift and breast boards in the present invention；
Wherein, 1-tunnel, 2-shallow headchute section (2.1-shallow prefabricated side plate of headchute section, the 2.2-shallow cast-in-place bottom of headchute section
Plate), 3-tunnel splicing support apparatus (3.1-supporting push plate, 3.2-supporting side plate), 4-middle wall, 5-deep headchute section
(5.1-deep prefabricated side plate of headchute section, 5.2-deep headchute section prefabricated panel, the 5.3-deep cast-in-place bottom plate of headchute section), 6-framework
(the prefabricated side plate of 6.1-frame section, 6.2-frame section prefabricated panel, the prefabricated top plate of 6.3-frame section, 6.4-frame section are existing for section
Pour bottom plate), 7-uplift pile, 8-pipe bending cylinder, 9-bored concrete pile, 10-Guan Liang, 11-bed course, 12-reinforced mesh, 13-
Sand gravel, 14-screw lift, 15-screw mandrel, 16-breast boards, (17.1-the first is oriented to the 17-the first guide board device
Plate, 17.2-the first is oriented to drive shaft), (the 18.1-the second guide plate, 18.2-the second is oriented to drive to the 18-the second guide board device
Moving axis), 19-otic placode, 20-anchor ear, 21-latch, 22-lifting guide groove, the 23-the first guiding drive gear, 24-the
One drive motor, the 25-the second guiding drive gear, the 26-the second drive motor, 27-screw gear, 28-screw gear axle,
29-shaft coupling, 30-screw gear drive motor, 31-enclosing, 32-strut.
Embodiment
The present invention is described in further detail with specific embodiment below in conjunction with the accompanying drawings.
Precast splice type city tunnel construction method as shown in Fig. 1-12, comprises the following steps：
1) tunnel 1, is divided into left and right half range to be constructed successively, encloses the enclosing 31 for covering half range tunnel.
2) the multigroup uplift pile 7 of length direction interval injection, along half range tunnel, at the beginning and end both ends in half range tunnel
The pattern foundation pit supporting structure of shallow headchute section 2 and deep headchute section 5 is set, shallow headchute section 2 of constructing, the shallow end of headchute section 2 of half range tunnel starting point
Side wall and bottom plate formed and originate reaction frame, the assembled tunnel splicing support apparatus 3 in shallow headchute section 2, and splice branch in tunnel
The pipe bending cylinder 8 of pushing tow backward is installed in shield equipment 3；The pattern foundation pit supporting structure of shallow headchute section 2 and deep headchute section 5 is set in step 2
Method is：Irrigated along the length direction in half range tunnel in more of the both sides interval injection of the both sides of shallow headchute section 2 and deep headchute section 5
Stake 9, in the top of bored concrete pile 9 installation Guan Liang 10.The method for shallow headchute section 2 of constructing is：Prefabricated shallow headchute section 2 is by side outside tunnel
Side wall, the foundation ditch of shallow headchute section 2 is excavated, bed course 11 is installed in the shallow bottom of headchute section 2, the side wall of shallow headchute section 2 is hung in into foundation ditch
It is interior, reinforced mesh 12 is laid on bed course 11, the shallow bottom plate of headchute section 2 is poured, the shallow bottom plate of headchute section 2 is connected as with uplift pile 7
One, the gap between the side wall and the soil body of shallow headchute section 2 is backfilled by sand gravel 13.During the end for shallow headchute section 2 of constructing,
Make to leave gap between the side wall and bored concrete pile 9 of the shallow end of headchute section 2, when pouring the bottom plate of the shallow end of headchute section 2, bottom plate is to tunnel
The outside of road 1 is bent, and makes to leave gap between the bottom plate and bored concrete pile 9 of the shallow end of headchute section 2, by middle wall 4 and the shallow end of headchute section 2
Bottom plate and side wall pour connection after formed originate reaction frame, treat tunnel splicing support apparatus 3 be moved to the first of deep headchute section 5
When in front of prefabricated tunnel ring, the gap between the bottom plate and side wall and bored concrete pile 9 of the shallow end of headchute section 2 is filled.Spell in assembled tunnel
Connecing the method for support apparatus 3 is：The supporting push plate 3.1 and two blocks of supporting side plates 3.2 of prefabricated tunnel splicing support apparatus 3, will
Supporting push plate 3.1 and two blocks of supporting side plates 3.2 are hung in the foundation ditch of the shallow end of headchute section 2, and two blocks of supporting side plates 3.2 are vertical
It is fixed on the left and right sides surface of supporting push plate 3.1, pipe bending cylinder 8 is arranged along the peripheral surface of supporting push plate 3.1.
3), the front soil body of tunneling splicing support apparatus 3 forms tunnel mounting groove, and pipe bending cylinder top 8, which pushes away, originates counter-force
Frame, tunnel splicing support apparatus 3 is set to advance to the first prefabricated tunnel ring installation site of deep headchute section 5 to half range tunnel both sides soil
Body carries out gib, lifts the first prefabricated tunnel ring of deep headchute section 5 to the original position of deep headchute section 5, pours deep headchute
Construction joint between section 5 and the shallow end of headchute section 2, the front soil body of tunneling splicing support apparatus 3 form tunnel mounting groove, simultaneously
Slip casting is carried out to the first prefabricated tunnel ring both sides and bottom to fill, the first prefabricated tunnel Huan Shi tunnels splicing of pushing tow of pipe bending cylinder 8
The second prefabricated tunnel ring installation site that support apparatus 3 advances to deep headchute section 5 is propped up half range tunnel soil at both sides temporarily
Shield, lifting the second prefabricated tunnel ring to its installation site, the second prefabricated tunnel ring of pushing tow of pipe bending cylinder 8 of deep headchute section 5 makes it
Complete to splice with the first prefabricated tunnel ring, and fill the gap between the second prefabricated tunnel ring both sides and the soil body.Lift deep headchute
The method in tunnel of section 5 is：The both sides side plate and bottom plate in prefabricated tunnel, open up uplift pile via on bottom plate, in deep headchute section 5
Bottom laying bed course 11, both sides side plate and bottom plate are hung in the foundation ditch of deep headchute section 5 and are positioned on bed course 11, makes resistance to plucking
Stake 7 passes through uplift pile via, and the bottom plate for making tunnel by bolt is fixedly connected with both sides side plate.
4), in repeat step three deep headchute section 5 tunnel splicing, the constructing tunnel of deep headchute section 5 is completed, per assembled
Carry out that the bottom plate second layer is secondary pours behind the tunnel of the deep headchute section 5 of certain distance on tunnel prefabricated panel, by bottom plate with
Uplift pile 7 connects as one, until completing the overall bottom slab concreting of deep headchute section 5.
5), the front soil body of tunneling splicing support apparatus 3 forms tunnel mounting groove, the pushing tow depth headchute section of pipe bending cylinder 8
The tunnel of 5 ends, tunnel splicing support apparatus 3 is set to advance to the first prefabricated tunnel ring installation site of frame section 6 to half range tunnel
Road soil at both sides carries out gib, and splicing support apparatus 3 by tunnel carries out gib, lifting to the soil at both sides of tunnel 1
First prefabricated tunnel ring of frame section 6 to frame section 6 original position, tunneling splicing the front soil body of support apparatus 3 formed
Tunnel mounting groove, while the gap between the first prefabricated tunnel ring both sides and the soil body is filled, the pushing tow first of pipe bending cylinder 8 is pre-
Splicing support apparatus 3 in tunnel Huan Shi tunnels processed advances to the second prefabricated tunnel ring installation site of frame section 6 to half range tunnel two
The side soil body carries out gib, the second prefabricated tunnel ring of lifting frame section 6 to its installation site, the pushing tow second of pipe bending cylinder 8
Prefabricated tunnel ring makes it complete to splice with the first prefabricated tunnel ring, between filling between the second prefabricated tunnel ring both sides and the soil body
Gap.The method in the tunnel of lifting frame section 6 is：Both sides side plate, bottom plate and the top plate in prefabricated tunnel, start at the top of side plate and push up
The neck that plate bottom coordinates, bed course 11 is laid in the bottom of frame section 6, both sides side plate and bottom plate are hung in the foundation ditch of frame section 6
It is interior and be positioned on bed course 11, bottom at left and right sides of top plate is caught in the neck of side plate and fixed, tunnel is made by bolt
Bottom plate is fixedly connected with both sides side plate.
6), the tunnel splicing of the middle frame section 6 of repeat step five, the constructing tunnel of frame section 6 is completed, per assembled certain
Carry out that second layer bottom plate is secondary pours behind the tunnel of the frame section 6 of distance on tunnel prefabricated panel, while to tunnel top
Soil body backfill is carried out, until completing the overall bottom slab concreting of frame section 6 and the backfill of the top soil body.
7), the front soil body of tunneling splicing support apparatus 3 forms tunnel mounting groove, the pushing tow frame section 6 of pipe bending cylinder 8
The tunnel of end, tunnel splicing support apparatus 3 is set to advance to the first prefabricated tunnel ring peace of the deep headchute section 5 of half range termination point of a tunnel
Holding position carries out gib to half range tunnel soil at both sides, lifts the first prefabricated tunnel of the deep headchute section 5 of half range termination point of a tunnel
For road ring to the original position of the deep headchute section 5 of half range termination point of a tunnel, the front soil body of tunneling splicing support apparatus 3 forms tunnel
Mounting groove, while the gap between the first prefabricated tunnel ring both sides and the soil body is filled, the first prefabricated tunnel of pushing tow of pipe bending cylinder 8
Ring makes tunnel splice the second prefabricated tunnel ring installation site pair that support apparatus 3 advances to the deep headchute section 5 of half range termination point of a tunnel
Half range tunnel soil at both sides carries out gib, lift half range termination point of a tunnel deep headchute section 5 the second prefabricated tunnel ring to its
Installation site, the second prefabricated tunnel ring of pushing tow of pipe bending cylinder 8 make itself and the first prefabricated tunnel ring complete to splice, and slip casting fills the
Gap between two prefabricated tunnel ring both sides and the soil body.
8), in repeat step seven the deep headchute section 5 of half range termination point of a tunnel tunnel splicing, complete half range termination point of a tunnel
Deep headchute section 5 constructing tunnel, often splice certain distance deep headchute section 5 tunnel after i.e. carried out on tunnel prefabricated panel
The bottom plate second layer is secondary to be poured, and bottom plate and uplift pile 7 are connected as one, until completing the deep headchute section 5 of half range termination point of a tunnel
Overall bottom slab concreting.
9) tunnel splicing support apparatus 3, is hung out, fills the tunnel of the deep end of headchute section 5 of half range termination point of a tunnel and shallow ship
Between between the side wall of groove section 2 and the tunnel floor of the deep end of headchute section 5 of half range termination point of a tunnel and the bottom plate of shallow headchute section 2
Gap, construction joint between the deep end of headchute section 5 and the shallow end of headchute section 2 is poured, the road surface mated formation in half range tunnel, removes enclosing
31, the enclosing 31 for covering other half range tunnel is enclosed, repeat step two to eight hangs out tunnel spelling after completing the construction in other half range tunnel
Support apparatus 3 is connect, is filled between the tunnel of the deep end of headchute section 5 of other half range termination point of a tunnel and the side wall of shallow headchute section 2
Gap between gap and the tunnel floor of the deep end of headchute section 5 and the bottom plate of shallow headchute section 2 of other half range termination point of a tunnel,
Road surface in other half range tunnel is laid, pattern foundation pit supporting structure and enclosing 31 between two half range tunnels is removed, pours middle wall 4 and backfill
Road surface.
Supporting construction as shown in Figure 14-20, including supporting push plate 1, the left and right sides surface point of supporting push plate 1
One block of perpendicular supporting side plate 2 is not fixedly connected with, and as shown in figure 13, supporting side plate 2 is inverted trapezoidal plate wide at the top and narrow at the bottom.
As shown in figure 14, the top of supporting side plate 2 along its length, from front to back uniform intervals be provided with it is multiple can be along branch
The lifting earth-retaining device 4 that the short transverse of shield side plate 2 moves up and down, as shown in fig. 6, lifting earth-retaining device 4 includes being vertically arranged
Screw lift 4.1 and the breast boards 4.3 parallel with the screw mandrel 4.2 of screw lift 4.1 in the top of supporting side plate 2, every
The screw mandrel 4.2 of screw lift 4.1 has been fixedly connected with one piece of breast boards 4.3.The top of supporting side plate 2 is vertically provided with
The lifting guide groove 10 coordinated with breast boards 4.3, the bottom of breast boards 4.3 is in lifting guide groove 10；Screw lift
4.1 maximum jacking stroke is less than depth capacity of the breast boards 4.3 in lifting guide groove 10.Breast boards 4.3 passes through fixation
Device is fixedly connected with the screw mandrel 4.2 of screw lift 4.1.As shown in figure 20, fixing device is pushed up including being fixed on breast boards 4.3
The otic placode 7 in portion and the anchor ear 8 for being fixed on the top of screw mandrel 4.2, the axis of the earhole of otic placode 7 is parallel with supporting side plate 2, otic placode 7
Between the mounting ear of the side of two and half anchor ears of anchor ear 8, installation that otic placode 7 passes through the side of the anchor ear of latch 9 and two and half
Ear is fixedly connected.As shown in figure 18, with three screw lifts 4.1 for one group, the screw gear axle of three screw lifts 4.1
16 are connected by shaft coupling 17, the connection wire rod gear drive motor 18 of screw lift 4.1 in the middle part of every group of position.Ensureing to keep off
While native plate 4.3 is grouped adjustable lifting height, structure is also further optimized, simplifies assembling process, improves practicality.
As shown in Figure 14-16, the front end of supporting side plate 2 is provided with the first guide board device 5 that can be swung, and first leads
The first guide plate 5.1 for including being connected to by first driving means on the front end face of supporting side plate 2 to panel assembly 5, first leads
The first guiding drive shaft 5.2 is vertically fixed into plate 5.1, first driving means include being arranged being fixed on the first guiding drive shaft
The first guiding drive gear 11 on 5.2 and be arranged in supporting side plate 2, driving first is oriented to that drive gear 11 rotates the
One drive motor 12, the first guide plate 5.1 are the wide clapboard in inswept rear end, and the front end face of supporting side plate 2 is from top to bottom set
There are multiple first guide plates 5.1, every piece of first guide plate 5.1 is connected with a first driving means.
As shown in Figure 14, Figure 16-17, the bottom of supporting push plate 1 is provided with the second guide board device 6 that can be swung up and down,
Second guide board device 6 includes the second guide plate that the front end face bottom of supporting push plate 1 is connected to by the second drive device
6.1, the second guiding drive shaft 6.2 is horizontally fixed with the second guide plate 6.1, the second drive device includes being arranged being fixed on second
Second be oriented in drive shaft 6.2 is oriented to drive gear 13 and is arranged in supporting push plate 1, driving second is oriented to drive gear
Second drive motor 14 of 13 rotations.Second guide plate 6.1 is the wide clapboard in inswept rear end, the front end of supporting push plate 1
Face bottom is provided with multiple second guide plates 6.1 from left to right, and every piece of second guide plate 6.1 is connected with second drive device.
As shown in figure 19, the pipe bending cylinder 3 for being circumferentially with pushing tow backward of supporting push plate 1.
Supporting construction main body is I-shaped, and pipe bending cylinder 3 is disposed with central structure, for monocyclic tube coupling pushing tow to be compressed
Connect into section；In the supporting construction of both sides, there are lift breast boards, every piece of breast boards 4.3 loose joint, one screw lift 4.1.Gear
Native plate 4.3 lifts with screw lift 4.3, when running into the pipeline above supporting construction, can pass through the height of breast boards 4.3
Reduction realize without moving pipeline function of correcting one's mistakes.After disconnecting screw lift 4.1, breast boards 4.3 can keep rising from or dropping do not have state.
Both sides supporting construction front end and intermediate structure front end, vertical and horizontal segment type wedge shape guider is respectively disposed with, is passed through
The angle of wedge structure is adjusted, equipment is realized in moving process, the regulation of direction of advance, further increases the supporting of equipment
Performance.Supporting construction designed by the present invention, come the supporting soil body, and is moved by its body supports by pipe bending cylinder 3.Exempt from
The architectural process of supporting construction has been removed, has improved tunnel assembly efficiency.
The above described is only a preferred embodiment of the present invention, not the structure of the present invention is done any formal
Limitation.Any simple modification, equivalent change and modification that every technical spirit according to the present invention is made to above example,
In the range of still falling within technical scheme.
Claims (10)
1. a kind of precast splice type city tunnel construction method, including the shallow headchute section (2) at construction tunnel both ends and it is located at
Precast spliced section between shallow headchute section (2), precast spliced section of construction includes construction positioned at tunnel both ends, initiating terminal and shallow headchute
The deep headchute section (5) of section (2) end connection and the frame section being connected positioned at tunnel middle part, both ends with deep headchute section (5) end
(6)；It is characterized in that：In tunnel both ends excavation pit, shallow headchute section (2) of being constructed in foundation ditch, the shallow headchute of starting point in tunnel
Assembling tunnel splicing support apparatus (3) in section (2), tunneling splice the soil body in front of support apparatus (3) and form tunnel mounting groove,
Tunnel is driven to splice support apparatus (3) by reaction force caused by the side plate and bottom plate of shallow headchute section (2) end of pushing tow mobile
To the first prefabricated tunnel ring installation site of tunnel splice sections, the first prefabricated tunnel ring of decentralization to tunnel splicing support apparatus (3)
Interior, the prefabricated tunnel ring of pushing tow first makes it complete to splice with shallow headchute section (2) end, before tunneling splicing support apparatus (3)
Necromancer body forms tunnel mounting groove, drives tunnel to splice support apparatus by reaction force caused by the prefabricated tunnel ring of pushing tow first
(3) the prefabricated tunnel installation site of the second ring is advanced to, the prefabricated tunnel of the ring of handling second to tunnel splicing support apparatus (3) is interior, top
Pushing away the second prefabricated tunnel ring makes it complete to splice with the first prefabricated tunnel ring, repeats above-mentioned prefabricated tunnel ring splicing, until
All precast spliced section of construction is completed, hangs out tunnel splicing support apparatus (3).
A kind of 2. precast splice type city tunnel construction method as claimed in claim 1, it is characterised in that：Including following
Step：
1) tunnel (1), is divided into left and right half range to be constructed successively, encloses the enclosing (31) for covering half range tunnel；
2), along the shallow headchute section (2) in half range tunnel and the multigroup uplift pile of length direction interval injection (7) of deep headchute section (5),
The beginning and end both ends in half range tunnel set shallow headchute section (2) pattern foundation pit supporting structure, shallow headchute section (2) of constructing, half range tunnel starting point
Shallow headchute section (2) end side wall and bottom plate formed and originate reaction frame, in the shallow headchute section (2) the splicing supporting of assembling tunnel set
Standby (3), and splice the pipe bending cylinder (8) that pushing tow backward is installed on support apparatus (3) in tunnel；
3), the soil body forms tunnel mounting groove in front of tunneling splicing support apparatus (3), and pipe bending cylinder (8) pushing tow originates counter-force
Frame, tunnel is spliced support apparatus (3) and advance to the first prefabricated tunnel ring installation site of deep headchute section (5) to half range tunnel two
The side soil body carries out gib, lifts the first prefabricated tunnel ring of deep headchute section (5) to the original position of deep headchute section (5), opens
Splicing support apparatus (3) the front soil body of holing forms tunnel mounting groove, while fills the first prefabricated tunnel ring both sides space simultaneously
Pour the construction joint of the first prefabricated tunnel ring and shallow headchute section end junction, the first prefabricated tunnel ring of pipe bending cylinder (8) pushing tow
Tunnel is set to splice the second prefabricated tunnel ring installation site that support apparatus (3) advances to deep headchute section (5), to half range tunnel both sides
The soil body carries out gib, lifts the second prefabricated tunnel ring of deep headchute section (5) to its installation site, pipe bending cylinder (8) pushing tow
Second prefabricated tunnel ring makes it complete to splice with the first prefabricated tunnel ring.
4), in repeat step three deep headchute section (5) constructing tunnel, complete deep headchute section (5) tunnel construction sections construction, per assembly one
Pouring for second layer bottom plate is carried out behind the tunnel of the deep headchute section (5) of set a distance on the bottom plate of prefabricated tunnel ring, by bottom plate
Connected as one with uplift pile (7), until completing the overall bottom slab concreting of deep headchute section (5)；
5), the soil body forms tunnel mounting groove, pipe bending cylinder (8) pushing tow depth headchute section in front of tunneling splicing support apparatus (3)
(5) the prefabricated tunnel ring of end, tunnel is made to splice the first prefabricated tunnel ring installation that support apparatus (3) advances to frame section (6)
Position carries out gib, the first prefabricated tunnel ring of lifting frame section (6) to frame section (6) to half range tunnel soil at both sides
Original position, tunneling splicing support apparatus (3) the front soil body forms tunnel mounting groove, while fills the first prefabricated tunnel ring
Both sides space, the first prefabricated tunnel Huan Shi tunnels of pipe bending cylinder (8) pushing tow splicing support apparatus (3) advance to frame section (6)
Second prefabricated tunnel ring installation site, gib is carried out to half range tunnel soil at both sides, the second of lifting frame section (6) is prefabricated
For tunnel ring to its installation site, the second prefabricated tunnel ring of pipe bending cylinder (8) pushing tow makes it complete to splice with the first prefabricated tunnel ring.
6), the prefabricated tunnel ring splicing of the middle frame section (6) of repeat step five, the constructing tunnel of frame section (6) is completed, is often spelled
Pouring for second layer bottom plate is carried out on prefabricated tunnel ring bottom plate after filling the tunnel of the frame section (6) of certain distance, at the same it is right
Tunnel top carries out soil body backfill, until completing the overall bottom slab concreting of frame section (6) and the backfill of the top soil body；
7), the soil body forms tunnel mounting groove, pipe bending cylinder (8) pushing tow frame section (6) in front of tunneling splicing support apparatus (3)
The prefabricated tunnel ring of end, make tunnel splice support apparatus (3) advance to half range termination point of a tunnel deep headchute section (5) it is first pre-
Ring installation site in tunnel processed, gib is carried out to half range tunnel soil at both sides, lifts the deep headchute section (5) of half range termination point of a tunnel
The first prefabricated tunnel ring to half range termination point of a tunnel deep headchute section (5) original position, tunneling splicing support apparatus (3)
The front soil body forms tunnel mounting groove, while the space between the first prefabricated tunnel ring both sides and the soil body is filled, pushing tow
The first prefabricated tunnel Huan Shi tunnels of oil cylinder (8) pushing tow splicing support apparatus (3) advances to the deep headchute section (5) of half range termination point of a tunnel
The second prefabricated tunnel ring installation site, to half range tunnel soil at both sides carry out gib, lift half range termination point of a tunnel depth
Second prefabricated tunnel ring of headchute section (5) to its installation site, the second prefabricated tunnel ring of pipe bending cylinder (8) pushing tow makes itself and first
Prefabricated tunnel ring completes splicing；
8), in repeat step seven the prefabricated tunnel ring of the deep headchute section (5) of half range termination point of a tunnel splicing, complete half range tunnel
The constructing tunnel of the deep headchute section (5) of road terminal, often i.e. in prefabricated tunnel behind the tunnel of the deep headchute section (5) of splicing certain distance
Second layer bottom slab concreting is carried out on ring bottom plate, bottom plate and uplift pile (7) are connected as one, until completing half range termination point of a tunnel
The overall bottom slab concreting of deep headchute section (5)；
9) tunnel splicing support apparatus (3), is hung out, pours the prefabricated tunnel ring in deep headchute section (5) end and half range termination point of a tunnel end
Shallow headchute section (2) end junction construction joint, the road surface mated formation in half range tunnel, remove enclosing (31)；
10) enclosing (31) for covering other half range tunnel, is enclosed, repeat step two to nine completes the construction in other half range tunnel.
A kind of 3. precast splice type city tunnel construction method as claimed in claim 2, it is characterised in that：The step
The method of the pattern foundation pit supporting structure of shallow headchute section (2) and deep headchute section (5) is set in two is：Along the length direction in half range tunnel in shallow ship
The both sides of groove section (2) and more bored concrete piles (9) of both sides interval injection of deep headchute section (5), the installation Guan Liang at the top of bored concrete pile (9)
(10)。
A kind of 4. precast splice type city tunnel construction method as claimed in claim 2, it is characterised in that：The step
The method of shallow headchute section (2) of being constructed in two is：Prefabricated shallow headchute section (2) excavates shallow headchute section (2) by the side wall of side outside tunnel
Foundation ditch, shallow headchute section (2) bottom installation bed course (11), the side wall of shallow headchute section (2) is hung in foundation ditch, in bed course (11)
Upper laying reinforced mesh (12), pours shallow headchute section (2) bottom plate, shallow headchute section (2) bottom plate is connected as one with uplift pile (7)
Body, the gap between the side wall and the soil body of shallow headchute section (2) is backfilled by sand gravel (13).
A kind of 5. precast splice type city tunnel construction method as claimed in claim 4, it is characterised in that：The construction
During the end of shallow headchute section (2), make to leave gap between the side wall and bored concrete pile (9) of shallow headchute section (2) end, pour shallow headchute
During the bottom plate of section (2) end, bottom plate is bent on the outside of tunnel (1), make shallow headchute section (2) end bottom plate and bored concrete pile (9) it
Between leave gap, when tunnel splicing support apparatus (3) be moved to the first prefabricated tunnel ring installation site of deep headchute section (5) when,
Fill the gap between the bottom plate and side wall and bored concrete pile (9) of shallow headchute section (2) end.
A kind of 6. precast splice type city tunnel construction method as claimed in claim 2, it is characterised in that：The step
The method of assembled tunnel splicing support apparatus (3) is in two：The supporting push plate (3.1) of prefabricated tunnel splicing support apparatus (3)
With two pieces of supporting side plates (3.2), supporting push plate (3.1) and two pieces of supporting side plates (3.2) are hung in into shallow headchute section (2) end
In foundation ditch, two pieces of supporting side plates (3.2) are perpendicularly fixed on the left and right sides surface of supporting push plate (3.1), along supporting top
The peripheral surface arrangement pipe bending cylinder (8) of push pedal (3.1).
A kind of 7. precast splice type city tunnel construction method as claimed in claim 2, it is characterised in that：The step
The method in the tunnel of deep headchute section (5) is lifted in three is：The both sides side plate and bottom plate in prefabricated tunnel, uplift pile is reserved on bottom plate
Hole, in the bottom of deep headchute section (5) laying bed course (11), both sides side plate and bottom plate are hung in the foundation ditch of deep headchute section (5)
And be positioned on bed course (11), uplift pile (7) is passed through preformed hole on bottom plate, the bottom plate and both sides side plate in tunnel are made by bolt
It is fixedly connected.
A kind of 8. precast splice type city tunnel construction method as claimed in claim 2, it is characterised in that：The step
The method in the tunnel of lifting frame section (6) is in five：Both sides side plate, bottom plate and the top plate in prefabricated tunnel, start at the top of side plate
The neck coordinated with top plate bottom, in the bottom of frame section (6) laying bed course (11), both sides side plate and bottom plate are hung in into frame section
(6) in foundation ditch and it is positioned on bed course (11), bottom at left and right sides of top plate is caught in the neck of side plate and fixed, passes through spiral shell
Bolt makes the bottom plate in tunnel be fixedly connected with both sides side plate.
A kind of 9. precast splice type city tunnel construction method as claimed in claim 1 or 2, it is characterised in that：It is described
Tunnel splicing support apparatus (3) can splice the supporting height of support apparatus (3) both sides when running into underground utilities by reducing tunnel
Degree, tunnel is spliced under support apparatus (3) and wear underground utilities, do not move the feelings that change tunnel splicing support apparatus (3) advance route
The front in tunnel to be installed is moved under condition, splice support apparatus (3) by tunnel is carried out to the soil at both sides in tunnel to be installed
Gib, hang in the integral assembling that tunnel (1) is completed in tunnel successively by loop wheel machine.
A kind of 10. precast splice type city tunnel construction method as claimed in claim 9, it is characterised in that：The drop
The method of the supporting height of low tunnel splicing support apparatus (3) both sides is：On the left and right sides of tunnel splicing support apparatus (3) top
Face is vertically arranged screw lift (14), and passes through the screw mandrels (15) of screw lift (14) and the earth-retaining that vertically sets
Plate (16) is fixedly connected, and the supporting height at left and right sides of tunnel splicing support apparatus (3) splices support apparatus (3) left and right by tunnel
The height composition of the fixation supporting height of both sides and the breast boards (16) above fixed supporting height, passes through screw lift
(14) adjusting the height of breast boards (16) can make to wear underground utilities under the left and right sides of tunnel splicing support apparatus (3).
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| CN201710965410.3A CN107740423B (en) | 2017-10-17 | 2017-10-17 | Construction method for prefabricated assembled urban underpass tunnel |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201710965410.3A CN107740423B (en) | 2017-10-17 | 2017-10-17 | Construction method for prefabricated assembled urban underpass tunnel |
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| CN107740423B CN107740423B (en) | 2021-10-15 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN107989065A (en) * | 2017-11-15 | 2018-05-04 | 中交第二航务工程局有限公司 | A kind of modularization precast assembly under-traverse tunnel and its splicing structure |
| CN109098206A (en) * | 2018-09-12 | 2018-12-28 | 中交第二航务工程局有限公司 | City tunnel prefabrication and assembly construction construction method and precast assembly development machine |
| CN114808939A (en) * | 2022-05-25 | 2022-07-29 | 汇绿园林建设发展有限公司 | Bored concrete pile for basement excavation and maintenance and construction method thereof |
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| CN105156130A (en) * | 2015-07-13 | 2015-12-16 | 吴元修 | Supporting-free safe construction method for tunnel construction |
| KR20160062519A (en) * | 2014-11-25 | 2016-06-02 | 최희숙 | The front structure for constructing non-excavation type tunnel structure |
| CN106088149A (en) * | 2016-08-05 | 2016-11-09 | 中交第二航务工程局有限公司 | A kind of mechanization rapid constructing method of precast splice type underground gallery |
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| KR20160062519A (en) * | 2014-11-25 | 2016-06-02 | 최희숙 | The front structure for constructing non-excavation type tunnel structure |
| CN104847393A (en) * | 2015-06-02 | 2015-08-19 | 北京首尔工程技术有限公司 | Mobile tunnel supporting structure and tunnel construction method implemented under protection effect of mobile tunnel supporting structure |
| CN105156130A (en) * | 2015-07-13 | 2015-12-16 | 吴元修 | Supporting-free safe construction method for tunnel construction |
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| CN107989065A (en) * | 2017-11-15 | 2018-05-04 | 中交第二航务工程局有限公司 | A kind of modularization precast assembly under-traverse tunnel and its splicing structure |
| CN109098206A (en) * | 2018-09-12 | 2018-12-28 | 中交第二航务工程局有限公司 | City tunnel prefabrication and assembly construction construction method and precast assembly development machine |
| CN114808939A (en) * | 2022-05-25 | 2022-07-29 | 汇绿园林建设发展有限公司 | Bored concrete pile for basement excavation and maintenance and construction method thereof |
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| CN107740423B (en) | 2021-10-15 |
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