CN104100278A - Construction method for demolishing original arch frames and primarily supporting windings of transition sections of tunnels - Google Patents
Construction method for demolishing original arch frames and primarily supporting windings of transition sections of tunnels Download PDFInfo
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- CN104100278A CN104100278A CN201410321544.8A CN201410321544A CN104100278A CN 104100278 A CN104100278 A CN 104100278A CN 201410321544 A CN201410321544 A CN 201410321544A CN 104100278 A CN104100278 A CN 104100278A
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Abstract
The invention relates to a construction method for demolishing original arch frames and primarily supporting windings of transition sections of tunnels. The construction method includes a step for demolishing original tunnel arch frames and a step for primarily supporting tunnels with windings. The step for demolishing the original tunnel arch frames further includes processing the original tunnel arch frames. The step for primarily supporting the tunnels with the windings further includes steps of (1), effectively integrally connecting tunnel arch frames with the windings to remaining arch frames of original tunnels by channel steel; (2), mounting supports to reinforce tunnel arch frames with the windings in the original tunnels; (3), laying thin reinforcing meshes on the outer peripheries of the tunnel arch frames with the windings in the original tunnels, utilizing the thin reinforcing meshes as barriers and spraying concrete. The construction method has the advantages that the construction method is specific, operation is simple and convenient, collapse of the transition sections can be effectively prevented, the construction safety and quality of the transition sections can be guaranteed, the construction periods can be shortened, accordingly, the tunnels can come into service ahead of time, and economic benefits can be created for societies.
Description
Technical field
The present invention relates to tunnel construction technology field, relate in particular to the construction method of the original bow member dismounting of a kind of tunnel transition section and coiling preliminary bracing.
Background technology
Constructing tunnel all adopts New Austrian Tunneling Method at present, and the constructions such as tunnel excavation, preliminary bracing, advance support all have more ripe technical method; For the constructing tunnel that winds the line in tunnel, be current very rare construction method, the original bow member in existing tunnel construction transition section place, opposing connection threaded list road is removed with coiling preliminary bracing without any technical descriptioon; And in prior art to the original tunnel arch in transition section place how to remove, how arch striking is not reinforced and how the Tunnel middle arch rack that winds the line is reinforced to lack in conjunction with the correlation technique of transition section place actual conditions and instructed, specific aim is not strong, construction method is concrete not, is the great technical barrier that transition section construction faces at present.
Summary of the invention
The construction method that the object of this invention is to provide the original bow member dismounting of a kind of tunnel transition section and coiling preliminary bracing, to overcome currently available technology above shortcomings.
The object of the invention is to be achieved through the following technical solutions:
Transition section original bow member in tunnel is removed the construction method with the preliminary bracing that winds the line, and comprises original tunnel arch dismounting step and coiling Tunnel step, and described original tunnel arch is removed step and further comprised original tunnel arch processing; Described coiling Tunnel step is further comprising the steps:
1) coiling tunnel arch and original tunnel not arch striking by channel-section steel, effectively connect into integral body;
2) being positioned at original tunnel coiling tunnel arch takes support that reinforcing is installed;
3) being positioned at coiling tunnel arch periphery, original tunnel takes to lay fine steel rib net and implements sprayed mortar as barrier.
Further, described original tunnel arch is processed and is comprised the following steps:
1) measure setting-out, determine original tunnel and coiling transition section place, tunnel boundary line;
2) the concrete cutting of the original Tunnel Second Lining in boundary line place and explosion;
3) original tunnel, boundary line place sprayed mortar is dug, and disconnects bow member, longitudinal dowel and all connecting elementss;
4) not reinforcing and the explosion of arch striking of original tunnel, boundary line place.
Further, what described construction method also comprised original tunnel arch and coiling tunnel arch is connected step, and described original tunnel arch comprises effective installation of bow member and the installation of bow member support with being connected of tunnel arch that wind the line.
Preferably, the step 1 of described coiling Tunnel step is: coiling tunnel arch and original tunnel not arch striking effectively connect into integral body by No. 10 channel-section steels.
Preferably, the step 2 of described coiling Tunnel step is: to being positioned at original tunnel tunnel arch that winds the line, adopt Φ 42 lock pin steel pipes and I10 flange beam stand to install to reinforce.
Preferably, the step 4 that described original tunnel arch is processed is: to original tunnel, boundary line place not arch striking adopt Φ 42 lock pin steel pipes to carry out anchoring, after anchoring, arch striking is carried out to demolition blasting.
Beneficial effect of the present invention is: to winding the line in original tunnel, tunnel transition section construction has more stronger specific aim, construction method is concrete, easy and simple to handle, effectively avoid collapsing of transition section place, guaranteed safety, the quality of transition section construction, shortened the construction period, put into effect in advance, for social creativity economic benefit, for later similar engineering, established solid technical guarantee, the favourable development of the tunnel transition section construction technology that promoted to wind the line original tunnel in.
Accompanying drawing explanation
Below in order to be illustrated more clearly in the embodiment of the present invention or technical scheme of the prior art, to the accompanying drawing of required use in embodiment be briefly described below, apparently, accompanying drawing in the following describes is only some embodiments of the present invention, for those of ordinary skills, do not paying under the prerequisite of creative work, can also obtain according to these accompanying drawings other accompanying drawing.
Fig. 1 is the construction process figure of the construction method of the original bow member dismounting of a kind of tunnel transition section described in the embodiment of the present invention and coiling preliminary bracing;
Fig. 2 is the coiling tunnel plan view of the construction method of the original bow member dismounting of a kind of tunnel transition section described in the embodiment of the present invention and coiling preliminary bracing;
Fig. 3 is the coiling tunnel transition section profile of the construction method of the original bow member dismounting of a kind of tunnel transition section described in the embodiment of the present invention and coiling preliminary bracing;
Fig. 4 is that the original bow member dismounting of a kind of tunnel transition section described in the embodiment of the present invention is reinforced schematic diagram one with original tunnel arch of the construction method of coiling preliminary bracing;
Fig. 5 is that the original bow member dismounting of a kind of tunnel transition section described in the embodiment of the present invention is reinforced schematic diagram two with original tunnel arch of the construction method of coiling preliminary bracing;
Fig. 6 is the boundary line place bow member connection diagram of the construction method of the original bow member dismounting of a kind of tunnel transition section described in the embodiment of the present invention and coiling preliminary bracing;
Fig. 7 is the lining cutting surface steel sheet scheme of installation of the construction method of the original bow member dismounting of a kind of tunnel transition section described in the embodiment of the present invention and coiling preliminary bracing;
Fig. 8 is the coiling tunnel arch support schematic diagram one of the construction method of the original bow member dismounting of a kind of tunnel transition section described in the embodiment of the present invention and coiling preliminary bracing;
Fig. 9 is the coiling tunnel arch support schematic diagram two of the construction method of the original bow member dismounting of a kind of tunnel transition section described in the embodiment of the present invention and coiling preliminary bracing.
In figure:
1, original tunnel; 2, coiling tunnel; 3, solution cavity; 4, boundary line; 5, barricade; 6, original tunnel arch striking not; 7, lock pin steel pipe; 8, steel plate; 9, original tunnel sprayed mortar; 10, original tunnel arch; 11, channel-section steel; 12, coiling tunnel arch; 13, i iron; 14, bolt; 15, vertical steel pipe; 16, longitudinal steel pipe.
The specific embodiment
As shown in Fig. 1-9, the original bow member of a kind of tunnel transition section described in the embodiment of the present invention is removed the construction method with coiling preliminary bracing, comprise original tunnel arch 10 dismounting steps and coiling tunnel 2 preliminary bracing steps, described original tunnel arch 10 is removed steps and is comprised original tunnel arch 10 processing; Described coiling tunnel 2 preliminary bracing steps comprise the following steps:
1) coiling tunnel arch 12 and original tunnel not arch striking 6 by channel-section steel 11, effectively connect into integral body;
2) being positioned at original tunnel 1 coiling tunnel arch 12 takes support that reinforcing is installed;
3) being positioned at 1 coiling tunnel arch 12 peripheries, original tunnel takes to lay fine steel rib net and implements sprayed mortar as barrier.
Described original tunnel arch 10 is processed and is comprised the following steps:
1) measure setting-out, determine original tunnel 1 and coiling tunnel 2 transition section place boundary lines 4;
2) boundary line 4 places original tunnel concrete cutting of 1 secondary lining and explosion;
3) boundary line 4 original tunnel, place sprayed mortars 9 are dug, and disconnect bow member, longitudinal dowel and all connecting elementss;
4) not reinforcing and the explosion of arch striking 6 of boundary line 4 original tunnels, place.
What described construction method also comprised original tunnel arch 10 and coiling tunnel arch 12 is connected step, and described original tunnel arch 10 comprises effective installation of bow member and the installation of bow member support with being connected of tunnel arch 12 that wind the line.
The step 1 of described coiling tunnel 2 preliminary bracing steps is: coiling tunnel arch 12 and original tunnel not arch striking 6 effectively connect into integral body by No. 10 channel-section steels 11.
The step 2 of described coiling tunnel 2 preliminary bracing steps is: to being positioned at original tunnel 1 coiling tunnel arch 12, adopt Φ 42 lock pin steel pipes 7 and I10 i iron 13 supports that reinforcing is installed.
The step 4 that described original tunnel arch 10 is processed is: to boundary line 4 original tunnels, place not arch striking 6 adopt Φ 42 lock pin steel pipes 7 to carry out anchoring, after anchoring, arch striking is carried out to demolition blasting.
The integral construction flow process of described construction method is as follows:
1) setting-out is measured with the boundary line 4 in coiling tunnel 2 in original tunnel 1;
2) original tunnel 1 lining cutting concrete is removed;
3) the not reinforcing of arch striking 6 of original tunnel;
4) tunnel 2 is removed, wound the line to original tunnel 1 bow member at the tunnel cutting of solution cavity 3 and tunnel 2 advance supports that wind the line;
5) coiling 2 cleaning rock surfaces, tunnel, just spray concrete;
6) coiling tunnel 2 applies system anchor bolt, hangs steel mesh reinforcement;
7) coiling tunnel arch 12 is installed;
8) coiling tunnel 2 is connected with original tunnel arch 10;
9) coiling tunnel arch 12 supports are installed;
10) coiling tunnel 2 sprays concrete again to design thickness;
11) barricade 5 back-fillings in layers in coiling tunnel 2, support layering is removed;
12) metric data analysis, feedback.
During concrete operations:
One, project profile
Chongqing Fengjie between Yu Maliu village, great Quan village, Gu Lu town, Wuxi County, is separate tunnel to speedway sheep bridge dam tunnel, Wuxi, left line mileage pile No. LK32+730～LK35+288, total length 2558m.In sheep bridge dam left tunnel line work progress, find a huge solution cavity 3 in September, 2011, mileage pile No. is LK34+008, apart from entrance point hole 1278m, the described solution cavity 3 edpth of tunnel 270m of place, described solution cavity 3 and approximately 45 ° of obliques of tunnel axis, line direction span is about 173m, top is highly about 70m more than tunnel, the degree of depth is from about 50m below tunnel road surface, and the perisporium scar weathering of solution cavity 3 is serious, and the stone that often differs in size drops.Through expert group, repeatedly investigate decision, in sheep bridge dam left tunnel line hole, carry out the solution cavity scheme of passing round.Left wire-wound line starting point is LK33+155.926, and left wire-wound line terminal is LK35+062.941.Coiling tunnel 2 transition sections are divided into two sections, LK33+174.96～LK33+325.75, total length 150.79m; LK34+857.23～LK35+027.38, total length 170.15m; Tunnel transition section plane and section, as Figure 2-3; The 2 transition section constructions of coiling tunnel are the priority control objects in construction, and wherein transition section original bow member dismounting in tunnel is the key breakthrough mouth of transition section construction success or failure with coiling preliminary bracing.
Two, the processing of original tunnel arch 10
1, construction lofting
Accurately setting-out is that original tunnel 1 secondary lining concrete and preliminary bracing are removed to the precondition of controlling, accurate calculating by original tunnel 1 design lines with coiling 2 design lines positions, tunnel and elevation, determine original tunnel 1 and coiling tunnel 2 secondary lining concrete and each point coordinates of preliminary bracing boundary line place, by total powerstation, carry out coordinate setting-out, determine the position of boundary line 4 and carry out setting-out mark.
2, the secondary lining concrete removal in original tunnel 1
The secondary lining concrete removal in described original tunnel 1 is the precondition that bow member is removed, adopt concrete cutting machine to cut according to described boundary line 4, each Cutting Length is consistent with each length of removing, make to remove section completely separated with not removed segment secondary lining concrete, while reducing to remove to the disturbance of not removed segment secondary lining concrete; Every plate secondary lining concrete length in original tunnel 1 is 12m, and each Cutting Length is less than 1.5m, still can guarantee not removed segment secondary lining concrete stability.
The concrete dismounting of secondary lining adopts the principle of weak explosion to carry out, follow arch-wall method blasting method, the local pneumatic pick that adopts is cleared up, drilling depth is 2/3 of secondary lining concrete thickness, spacing is 40cm quincuncial arrangement, adopts Φ 25 emulsions, and single hole explosive payload is 40～50g, plug-hole after powder charge, strengthens demolition effect; Detonate and be divided into two sections, after explosion, adopt pneumatic pick cleaning concrete surface and excise the lining cutting reinforcing bar in secondary lining concrete.
3, the dismounting of original tunnel arch 10
After the secondary lining concrete removal in described original tunnel 1, carry out the dismounting of original tunnel arch 10, it removes length and secondary lining concrete removal length is consistent; Remove to adopt to tear open and stay separating measure, first the processing of original tunnel 1 and coiling tunnel 2 preliminary bracing boundary lines 4 being slotted, fluting adopts pneumatic pick that described boundary line 4 place's sprayed mortars are chiseled, bow member, dowel and all fixed components thereof are carried out to cutting process, make it remove preliminary bracing and not remove preliminary bracing disconnection, while avoiding demolition blasting to adjacent steelframe and the concrete disturbance of secondary lining, strict controlled blasting influence basin, the demolition blasting of preliminary bracing carries out with the excavation of coiling tunnel 2 faces simultaneously, unified control.
4, the not reinforcing of arch striking 6 of original tunnel
Before described original tunnel arch 10 demolition blastings, at described boundary line 4 places by original tunnel not arch striking 6 carry out reinforcement measures, every Pin bow member is added to two Φ, 42 lock pin steel pipes 7, described lock pin steel pipe 7 adopts grouting and reinforcing, between described two lock pin steel pipes 7, adopt 1.5cm steel plate 8 to connect, described lock pin steel pipe 7 adopts full weld around and between described steel plate 8, between described bow member and steel plate 8, carry out spot welding, by bow member wrapped strengthening, as shown in Fig. 4-5, after reinforcing, carry out the excavation of the 1 preliminary bracing dismounting of original tunnel and coiling tunnel 2 faces.
Three, the preliminary bracing in coiling tunnel 2
After described coiling tunnel 2 excavations, first carry out just shotcrete construction sealing country rock, just spray THICKNESS CONTROL at 2～3cm, by first pneumatically placed concrete, be to have avoided wash away the collapsing that with country rock weathering cause of infiltration to country rock; Just after pneumatically placed concrete, by measuring, anchor pole position is being demarcated, boring adopts chassis and air pressure gun pore-forming, with the slip casting of professional high-pressure slip-casting equipment, closely knit for guaranteeing slip casting, dual exhaust method slip casting for arch, abutment wall single-pipe grouting, after slip casting completes, remove Grouting Pipe, artificial skyhook, anchor pole and wall are consistent; After anchor pole applies, carry out steel mesh reinforcement and lay, before steel mesh reinforcement reinforcing bar used is used, remove corrosion, steel mesh reinforcement lays with just spray plane fluctuating of concrete, is close to wall, and the node of steel mesh reinforcement and tieback connector adopt and be welded and fixed.
Steelframe segmentation is processed outside hole, tries the assembling of the laggard hole of amalgamation lattice outside hole, the two joint steelframes not wrench deformation that is connected firmly during assembling, for guaranteeing that steelframe is placed on firm ground, at steelframe footing position, the reserved former ground of 0.2m, adopts artificial grooving in place, and steelframe adopts the longitudinal dowel of Φ 20 to be welded and fixed; Construction of shotcrete carries out after the support of coiling tunnel arch 12 is installed, and when coiling tunnel arch 12 is positioned at original tunnel 1, block without country rock bow member outside, adopts fine steel rib net to fix as barrier and implement sprayed mortar; Construction of shotcrete adopts concrete sprayer to implement according to wet shot method, and sprayed mortar operation adopts segmentation, piecemeal, layering, first wall rear arch, top-down order to carry out, and sprayed mortar final set sprayed maintenance after 2 hours.
Four, original tunnel arch 10 and coiling being connected of tunnel arch 12
1, effective connection of bow member
After coiling tunnel 2 transition section bow members are installed, boundary line 4 places at described original tunnel arch 10 with coiling tunnel arch 12, to original tunnel arch 10, adopt No. 10 channel-section steels 11 longitudinally to weld, the channel-section steel of longitudinally welding 11 and coiling tunnel arch 12 are welded one by one, as shown in Figure 6, original tunnel arch 10 and coiling tunnel arch 12 are formed whole, strengthened the resistance to overturning of bow member.
2, bow member support is installed
When coiling tunnel arch 12 is positioned at original tunnel 1, bow member is outside without any supporter supports, now bow member is completely under bias state, bow member causes tunnel to collapse because unbalance stress very easily causes unstability, in order to guarantee bow member reasonable stress, the bow member that is positioned at original tunnel takes supporting to strengthen, and supporting is considered to arrange according to " support drawknot closes " principle; Laterally adopt I10 i iron 13, step pitch is 1.2m, longitudinal pitch is consistent with the longitudinal pitch of coiling tunnel arch 12, weld with coiling tunnel arch 12 one end, steel plate 8 is not installed by removing in original tunnel 1 on secondary lining concrete surface in one end in addition, adopts high-strength expanding bolts 14 and described steel plate 8 to be welded and fixed, as shown in Figure 7, I10 i iron 13 and steel plate 8 are welded and fixed, opposing connection line tunnel arch 12 is realized support drawknot and is closed again; Vertically, longitudinally all adopt the steel pipe of Φ 42, be vertical steel pipe 15 and longitudinal steel pipe 16, described vertical steel pipe 15 is 1m with the longitudinal spacing of steel pipe 16, adopts and is welded to connect, as Figure 8-9 with the crosspoint of transversal I 10 i iron 13.
Coiling tunnel arch 12 is carried out to secondary temporary fixed, make it stressed evenly rationally, guaranteed the resistance to overturning of coiling tunnel arch 12; During follow-up C25 concrete guard wall 5 backfill construction, fill concrete carries out according to layering, Φ 42 steel pipes and I10 i iron 13 are carried out to layering dismounting simultaneously, support drawknot by I10 i iron 13 closes, the crimp that the side impacting force having produced while having avoided fill concrete to build and concrete lateral pressure cause bow member, make bow member uniform stressed in controllable state, completed smoothly the construction of coiling tunnel 2 transition sections, guaranteed safety, quality and the progress of coiling tunnel 2 transition section constructions.
The present invention is not limited to above-mentioned preferred forms; anyone can draw other various forms of products under enlightenment of the present invention; no matter but do any variation in its shape or structure; every have identical with a application or akin technical scheme, within all dropping on protection scope of the present invention.
Claims (6)
1. the original bow member of a tunnel transition section is removed the construction method with coiling preliminary bracing, comprise that original tunnel arch (10) is removed step and tunnel (2) the preliminary bracing step that winds the line, it is characterized in that: described original tunnel arch (10) is removed step and comprised original tunnel arch (10) processing; Described coiling tunnel (2) preliminary bracing step is further comprising the steps:
1) coiling tunnel arch (12) with original tunnel not arch striking (6) by channel-section steel (11), effectively connect into integral body;
2) being positioned at original tunnel (1) coiling tunnel arch (12) takes support that reinforcing is installed; And
3) being positioned at original tunnel (1) coiling tunnel arch (12) periphery takes to lay fine steel rib net and implements sprayed mortar as barrier.
2. transition section original bow member in tunnel according to claim 1 is removed the construction method with coiling preliminary bracing, it is characterized in that: described original tunnel arch (10) is processed further comprising the steps:
1) measure setting-out, determine original tunnel (1) and coiling tunnel (2) transition section place boundary line (4);
2) boundary line (4) is located the concrete cutting of original tunnel (1) secondary lining and explosion;
3) boundary line (4) is located original tunnel sprayed mortar (9) cutting, disconnects bow member, longitudinal dowel and all connecting elementss; And
4) boundary line (4) is located original tunnel not reinforcing and the explosion of arch striking (6).
3. transition section original bow member in tunnel according to claim 2 is removed the construction method with coiling preliminary bracing, it is characterized in that: further comprise that original tunnel arch (10) is connected step with coiling tunnel arch (12), described linking step comprises effective installation of bow member and the installation of bow member support.
4. transition section original bow member in tunnel according to claim 3 is removed the construction method with coiling preliminary bracing, it is characterized in that, the step 1 in described coiling tunnel (2) preliminary bracing step is: coiling tunnel arch (12) and original tunnel not arch striking (6) effectively connect into integral body by No. 10 channel-section steels (11).
5. transition section original bow member in tunnel according to claim 4 is removed the construction method with coiling preliminary bracing, it is characterized in that, the step 2 in described coiling tunnel (2) preliminary bracing step is: to being positioned at original tunnel (1) coiling tunnel arch (12), adopt Φ 42 lock pin steel pipes (7) and I10 i iron (13) support that reinforcing is installed.
6. transition section original bow member in tunnel according to claim 5 is removed the construction method with coiling preliminary bracing, it is characterized in that, the step 4 of described original tunnel arch (10) in processing is: to boundary line (4) locate original tunnel not arch striking (6) adopt Φ 42 lock pin steel pipes (7) to carry out anchoring, after anchoring, arch striking is carried out to demolition blasting.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410321544.8A CN104100278A (en) | 2014-07-08 | 2014-07-08 | Construction method for demolishing original arch frames and primarily supporting windings of transition sections of tunnels |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410321544.8A CN104100278A (en) | 2014-07-08 | 2014-07-08 | Construction method for demolishing original arch frames and primarily supporting windings of transition sections of tunnels |
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| CN104481552A (en) * | 2014-10-29 | 2015-04-01 | 中铁三局集团有限公司 | Construction method of roof rockfall protection for super karst caves |
| CN106014457A (en) * | 2015-03-24 | 2016-10-12 | 中铁隆工程集团有限公司 | Connection application of L-shaped grille joint in tunnel initial supporting structure |
| CN106640126A (en) * | 2016-10-11 | 2017-05-10 | 中铁隧道集团有限公司 | Processing method for extremely-high geostress soft rock tunnel arch wall lining cracking damage |
| CN110410102A (en) * | 2019-08-22 | 2019-11-05 | 西南交通大学 | A kind of construction method for removing operation high-speed rail tunnel interlayer lining cutting |
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| CN104481552A (en) * | 2014-10-29 | 2015-04-01 | 中铁三局集团有限公司 | Construction method of roof rockfall protection for super karst caves |
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| CN106640126A (en) * | 2016-10-11 | 2017-05-10 | 中铁隧道集团有限公司 | Processing method for extremely-high geostress soft rock tunnel arch wall lining cracking damage |
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Inventor after: Yang Jinwen Inventor after: Cao Xia Inventor after: Gong Shihai Inventor after: Xiao Lihong Inventor after: Zhu Weidong Inventor after: Wang Bo Inventor after: Li Guoying Inventor after: Lv Zhijun Inventor after: Lv Xiuhua Inventor after: Li Jianxin Inventor after: Lou Hongying Inventor after: Zhao Yongbin Inventor before: Wang Bo Inventor before: Xiao Lihong Inventor before: Gao Yuewei Inventor before: Li Guoying Inventor before: Lou Hongying Inventor before: Li Jianxin Inventor before: Zhao Yongbin Inventor before: Lv Xiuhua Inventor before: Cao Xia Inventor before: Gong Shihai |
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| COR | Change of bibliographic data | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20141015 |