CN105114105A - Steel-concrete composite tunnel lining supporting structure and manufacturing and construction method thereof - Google Patents

Steel-concrete composite tunnel lining supporting structure and manufacturing and construction method thereof Download PDF

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Publication number
CN105114105A
CN105114105A CN201510600685.8A CN201510600685A CN105114105A CN 105114105 A CN105114105 A CN 105114105A CN 201510600685 A CN201510600685 A CN 201510600685A CN 105114105 A CN105114105 A CN 105114105A
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CN
China
Prior art keywords
convex tendon
concrete
steel plate
tunnel
sheet bar
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CN201510600685.8A
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Chinese (zh)
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CN105114105B (en
Inventor
战福军
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南京联众建设工程技术有限公司
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Priority to CN201510600685.8A priority Critical patent/CN105114105B/en
Publication of CN105114105A publication Critical patent/CN105114105A/en
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Publication of CN105114105B publication Critical patent/CN105114105B/en

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    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/14Lining predominantly with metal

Abstract

The invention discloses a steel-concrete composite tunnel lining supporting structure and a manufacturing and construction method thereof. The supporting structure is formed by splicing unit plate pieces with radian in the circumferential direction and axial direction of a tunnel wall. Each unit plate piece is provided with a pair of arc edges and a pair of straight edges. The inner wall of each unit plate piece is provided with protruding ribs at intervals in the straight edge direction. The radian of the protruding ribs is consistent with that of the arc edges, and cavity pillars are formed between the protruding ribs and the unit plate pieces. The surfaces of the protruding ribs are provided with concrete pouring holes, and unit plate pieces corresponding to the protruding ribs are provided with concrete overflowing holes. Meanwhile, the arc edges are inwards bent to form end face flanges, and the straight edges are provided with side edge flanges. The steel-concrete composite tunnel lining supporting structure has the advantages that the supporting structure can bear pressure load of the upper portion of a tunnel and the surrounding rock immediately, and the newly dug tunnel can be supported rapidly and timely and is prevented from collapsing; the supporting structure can be used for the primary lining as well as integrating the primary lining and the secondary lining and an also be used for repairing, reinforcing and the like of crippled tunnels.

Description

Steel-concrete combined type tunnel-liner support structure and making thereof and construction method
Technical field
The present invention relates to a kind of tunnel-liner support structure, particularly relate to a kind of highway, railway, the steel-composite concrete structure of water delivery or the lining cutting of air defence work tunnel internal and making thereof and construction method.
Background technology
Tunnel lining is to prevent in tunnel surrouding rock deformation or cave in, along the permanent supporting and protection structure that tunnel trunk top circumference arch ancient piece of jade, round, flat and with a hole in its centre steel arch-shelf and steel-concrete material are built.Existing tunnel lining generally all arranges just sheath and secondary lining layer.Just a shielding layer structure is made up of i iron, bow member, steel mesh reinforcement, anchor pole and sprayed mortar, and the pressure that after being used for bearing tunnel excavation, the plastic strain of grotto top structure produces, prevents surrouding rock deformation or slump.Tunnel will carry out secondary lining after arranging a first sheath, and secondary lining builds into the lining cutting of tunnel innermost layer by canvas cloth, concrete etc., and one is used to reinforce a just sheath; Two are and just prop up sheath and jointly bear grotto and be out of shape the pressure produced; Three is aesthetic appeal, and line optimization conveniently arranges the facilities such as illumination, communication, draining.There are the following problems for said structure and construction method: 1., in general, first the sheath (i.e. first lining cutting layer) in tunnel bears most of load on grotto top, but just the supporting capacity of a sheath not only depends on inner steel arch-shelf, also depend on concrete cooperation and support, and carrying effect during concreting, can not be played immediately, need to solidify and firm time, strict guarantee is can not get at supporting intensity during this period of time, particularly at earth's crust complex area, then can often there is construction of tunnel cave-in accident.2., be pure rigid material after concrete setting, not yielding, not antidetonation, easy to crack, easily infiltration after cracking, and be difficult to repair, this is the postrun common fault in tunnel.3., lining cutting layer is too thick, generally all more than 0.5 meter, when the above rank of V class, country rock to reach 0.7 meter even thicker, so just increase section excavation area and engineering excavation amount, extend the duration.4., concrete work needs time of solidifying and hardening, to affect programming.5., need special large-scale just platform building cart, equipment investment is large.6., reinforcing bar binding is employment construction, and the amount of labour used is large, and speed is slow.
Summary of the invention
Goal of the invention: the first object of the present invention be to provide a kind of can carry immediately be stressed, against collapse, cracking resistance, supporting capacity are strong, can by the steel-concrete combined type tunnel-liner support structure that first lining cutting and secondary lining unite two into one and disease Segment rehabilitation is reinforced; The second object of the present invention is to provide the preparation method of this tunnel-liner support structure; The third object of the present invention is to provide the construction method of this tunnel-liner support structure.
Technical scheme: the first tunnel-liner support structure of the present invention, assembled along Tunnel wall circumferential and axial by the unit sheet bar with radian; Described unit sheet bar has a pair arc-shaped side and a pair straight flange, inwall interval along straight flange direction at unit sheet bar arranges convex tendon, the radian of this convex tendon is consistent with arc-shaped side, and between convex tendon and unit sheet bar, form cavity cylinder, concrete casting orifice is offered on described convex tendon surface, the unit sheet bar corresponding with convex tendon is offered concrete overfolw hole; Simultaneously described arc-shaped side bends inwards formation end flanges, and establishes side flanges on straight flange.
The second tunnel-liner support structure of the present invention, assembled along Tunnel wall circumferential and axial by the unit sheet bar with radian; Described unit sheet bar has a pair arc-shaped side and a pair straight flange, outer wall interval along straight flange direction at unit sheet bar arranges convex tendon, the radian of this convex tendon is consistent with arc-shaped side, and between convex tendon and unit sheet bar, form cavity cylinder, concrete overfolw hole is offered on described convex tendon surface, the unit sheet bar corresponding with convex tendon is offered concrete casting orifice; Simultaneously described arc-shaped side bends inwards formation end flanges, and establishes side flanges on straight flange.
The third tunnel-liner support structure of the present invention, assembled along Tunnel wall circumferential and axial by the unit sheet bar with radian; Described unit sheet bar has a pair arc-shaped side and a pair straight flange, this unit sheet bar extends to form the convex tendon with radian to the inside, this convex tendon is spaced apart along straight flange direction, and its radian is consistent with arc-shaped side, described unit sheet bar and convex tendon form groove, and are provided with the shutoff steel band for this groove notch of shutoff, form cavity cylinder between this shutoff steel band and convex tendon, offer concrete casting orifice on convex tendon surface simultaneously, shutoff steel band is offered concrete overfolw hole; Bend inwards described arc-shaped side formation end flanges, and establish side flanges on straight flange.
4th kind of tunnel-liner support structure of the present invention, assembled along Tunnel wall circumferential and axial by the unit sheet bar with radian; Described unit sheet bar has a pair arc-shaped side and a pair straight flange, this unit sheet bar extends to form the convex tendon with radian laterally, this convex tendon is spaced apart along straight flange direction, and its radian is consistent with arc-shaped side, described unit sheet bar and convex tendon form groove, and are provided with the shutoff steel band for this groove notch of shutoff, form cavity cylinder between this shutoff steel band and convex tendon, on shutoff steel band, offer concrete casting orifice simultaneously, offer concrete overfolw hole on convex tendon surface; Bend inwards described arc-shaped side formation end flanges, and establish side flanges on straight flange.
In cold district, in order to prevent low temperature to structural damage, insulation layer and metal inner lining layer can be set up successively at tunnel-liner support body structure surface inside tunnel.
The preparation method of the first tunnel-liner support structure of the present invention, comprises the steps:
(1) main steel plate and auxiliary steel plate is prepared;
(2) described main steel plate has the first opposite side and the second opposite side, its first opposite side is upwards bent, offer flange connecting hole at bending part and obtain end flange, offer the concrete overfolw hole paralleled with the first opposite side along the second opposite side interval on main steel plate;
(3) become by described auxiliary steel plate bending cross section to be the convex tendon of semi-closed shape, its length close to the first opposite side, and offers concrete casting orifice on this convex tendon surface;
(4) along the second opposite side, described convex tendon interval fastener is combined on the concrete overfolw hole inside main steel plate, between convex tendon and main steel plate, forms cavity cylinder, obtain compound steel plate;
(5) compound steel plate bending is become with radian, inwall has the sheet structure of convex tendon;
(6) establish side flanges at the second opposite side of described sheet structure, obtain unit sheet bar;
(7) by described unit sheet bar along Tunnel wall circumferential and axial assembled formation tunnel-liner support structure.
The preparation method of the second tunnel-liner support structure of the present invention, comprises the steps:
(1) main steel plate and auxiliary steel plate is prepared;
(2) described main steel plate has the first opposite side and the second opposite side, its first opposite side is upwards bent, offer flange connecting hole at bending part and obtain end flange, offer the concrete casting orifice paralleled with the first opposite side along the second opposite side interval on main steel plate;
(3) become by described auxiliary steel plate bending cross section to be the convex tendon of semi-closed shape, its length close to the first opposite side, and offers concrete overfolw hole on this convex tendon surface;
(4) along the second opposite side, described convex tendon interval fastener is combined on the concrete casting orifice outside main steel plate, between convex tendon and main steel plate, forms cavity cylinder, obtain compound steel plate;
(5) compound steel plate bending is become with radian, outer wall has the sheet structure of convex tendon;
(6) establish sidewall flange at the second opposite side of described sheet structure, obtain unit sheet bar;
(7) by described unit sheet bar along Tunnel wall circumferential and axial assembled formation tunnel-liner support structure.
The preparation method of the third tunnel-liner support structure of the present invention, comprises the steps:
(1) main steel plate and shutoff steel band is prepared;
(2) described main steel plate has the first opposite side and the second opposite side, its first opposite side is upwards bent, offer flange connecting hole at bending part and obtain end flange, along the second opposite side, main steel plate is upwards bent to form spaced convex tendon, this convex tendon and main steel plate form groove, and offer concrete casting orifice on convex tendon surface;
(3) described shutoff steel band offers concrete overfolw hole, shutoff steel band is fitted in the notch place of described groove, between convex tendon and shutoff steel band, form cavity cylinder, obtain compound steel plate;
(4) compound steel plate bending is become with radian, inwall has the sheet structure of convex tendon;
(5) establish sidewall flange at the second opposite side of described sheet structure, obtain unit sheet bar;
(6) by described unit sheet bar along Tunnel wall circumferential and axial assembled formation tunnel-liner support structure.
The preparation method of the 4th kind of tunnel-liner support structure of the present invention, comprises the steps:
(1) main steel plate and shutoff steel band is prepared;
(2) described main steel plate has the first opposite side and the second opposite side, its first opposite side is upwards bent, offer flange connecting hole at bending part and obtain end flange, along the second opposite side, main steel plate is bent to form spaced convex tendon downwards, this convex tendon and main steel plate form groove, and offer concrete overfolw hole on convex tendon surface;
(3) described shutoff steel band offers concrete casting orifice, shutoff steel band is fitted in the notch place of described groove, between convex tendon and shutoff steel band, form cavity cylinder, obtain compound steel plate;
(4) compound steel plate bending is become with radian, outer wall has the sheet structure of convex tendon;
(5) establish sidewall flange at the second opposite side of described sheet structure, obtain unit sheet bar;
(6) by described unit sheet bar along Tunnel wall circumferential and axial assembled formation tunnel-liner support structure.
The construction method of tunnel-liner support structure of the present invention, comprises along the assembled unit sheet bar of Tunnel wall circumferential and axial; Wherein, circumferential assembled time adjacent unit sheet bar connected by side flanges, time axially assembled, adjacent unit sheet bar is connected by end flange; According to order from bottom to top from concrete perfusion in concrete casting orifice, until concrete is full of cavity cylinder, and flow out from concrete overfolw hole, be full of the gap of Tunnel wall soil layer and unit sheet bar, can construction be completed.
Beneficial effect: compared with prior art, advantage of the present invention is: (1) this supporting and protection structure can bear the pressure loading of top, tunnel and peripheral rock immediately, the hole body that rapid immediate support newly excavates, and prevents newly excavating hole body and caves in; (2) this supporting and protection structure can be used for first lining cutting, also first lining cutting and secondary lining can be united two into one, can also be used for the repairing and reinforcement in disease tunnel; (3) this supporting and protection structure is half flexible structure, and anti-seismic performance is good, Absorbable rod micro-deformation, and not easy to crack, and entirety is steel-concrete composite construction, and its supporting capacity increases greatly; (4) this supporting and protection structure by the direct roll-in machine-shaping of steel plate main body, can not have weld seam, and the convex tendon intensity forming arched girder is high; This supporting and protection structure can be made up of whole steel sheet, sealing antileaking; (5) make use of concrete steel pipe principle, the thickness of supporting and protection structure can be thinned to 0.1-0.4 rice greatly, decreases tunnel excavation cross-sectional area, saves engineering quantity, reduce cost; Owing to decreasing excavated section, hole body span reduces, and adds the steadiness of hole body; (6) this supporting is fabricated construction, and speed of application is fast, construction period shortening; (7) after adopting supporting and protection structure of the present invention, concrete amount reduces, and reduces cost; (8) the present invention is without the need to using large-scale lining trolley, decreases the input of equipment; This supporting and protection structure, without reinforcing bar binding, eliminates a large amount of artificial; (9) under specific geological condition, mud jacking operation behind can be saved; In cold district, can insulation layer be established, prevent low temperature to the frost heaving failure of supporting and protection structure.
Accompanying drawing explanation
Fig. 1 is the structural representation of main steel plate of the present invention;
Fig. 2 (a) is for being bent to form a kind of structural representation (convex tendon is positioned at above main steel plate plane) of convex tendon and end flange by main steel plate;
The sectional view that Fig. 2 (b) is Fig. 2 (a);
Fig. 2 (c) is for being bent to form the another kind of structural representation (convex tendon is positioned at below main steel plate plane) of convex tendon and end flange by main steel plate;
The sectional view that Fig. 2 (d) is Fig. 2 (c);
Fig. 3 (a) is for adopting the procedure chart of main steel plate groove notch in shutoff steel band shutoff Fig. 2 (a);
The sectional view that Fig. 3 (b) is Fig. 3 (a);
Fig. 3 (c) is for adopting the procedure chart of main steel plate groove notch in shutoff steel band shutoff Fig. 2 (c);
The sectional view that Fig. 3 (d) is Fig. 3 (c);
Fig. 4 (a) is the structural representation of main steel plate after Fig. 3 (a) shutoff;
The polycrystalline substance schematic diagram that Fig. 4 (b) is Fig. 4 (a);
The sectional view that Fig. 4 (c) is Fig. 4 (a);
Fig. 4 (d) is the structural representation of main steel plate after Fig. 3 (c) shutoff;
The polycrystalline substance schematic diagram that Fig. 4 (e) is Fig. 4 (d);
The sectional view that Fig. 4 (f) is Fig. 4 (d);
Fig. 5 (a) is the structural representation after being bent by Fig. 4 (a);
Fig. 5 (b) is the structural representation after being bent by Fig. 4 (d);
Fig. 6 (a) for arrange the structural representation that side flanges forms a kind of unit sheet bar on Fig. 5 (a);
Fig. 6 (b) for arrange the structural representation that side flanges forms another kind of unit sheet bar on Fig. 5 (b);
Fig. 7 is the cross sectional representation of the assembled formation tunnel support structure of range site plate;
Fig. 8 is the cross sectional representation of steel-concrete combined type tunnel-liner support structure of the present invention;
The Longitudinal cross section schematic of Fig. 9 (a) steel-concrete combined type of the present invention tunnel-liner support structure;
The another kind of Longitudinal cross section schematic of Fig. 9 (b) steel-concrete of the present invention combined type tunnel-liner support structure;
Figure 10 (a) is the Longitudinal cross section schematic of the steel-concrete combined type tunnel-liner support structure of band insulation layer;
Figure 10 (b) is the another kind of Longitudinal cross section schematic of the steel-concrete combined type tunnel-liner support structure of band insulation layer.
Detailed description of the invention
Below in conjunction with accompanying drawing, technical scheme of the present invention is described further.
The first tunnel-liner support structure of the present invention, assembled along Tunnel wall circumferential and axial by the unit sheet bar 1 with radian; When circumference is assembled, adjacent unit sheet bar 1 is connected by side flanges 9, and when axis is assembled, adjacent unit sheet bar 1 is connected by end flanges 8.Because unit sheet bar 1 is with certain radian, so it has a pair arc-shaped side 2 and a pair straight flange 3, inwall (namely inside radian) interval along straight flange 3 direction at unit sheet bar 1 arranges convex tendon 4, the quantity of convex tendon 4 is determined according to actual conditions, the radian of this convex tendon 4 is consistent with arc-shaped side 2, or close to the radian of arc-shaped side, cavity cylinder 5 is formed between convex tendon 4 and unit sheet bar 1, concrete casting orifice 6 is offered on convex tendon 4 surface, and the unit sheet bar 1 corresponding with convex tendon 4 offers concrete overfolw hole 7; Described arc-shaped side 2 bends inwards and forms end flanges 8 simultaneously, bends about about 90 °, and such end flanges 8 is one-body molded with unit sheet bar 1, and establishes side flanges 9 on straight flange 3.
The second tunnel-liner support structure of the present invention and the first similar above-mentioned, difference is the outer wall (and outside radian) that convex tendon 4 is positioned at unit sheet bar 1, now offer concrete overfolw hole 7 on convex tendon 4 surface, the unit sheet bar 1 corresponding with convex tendon 4 offers concrete casting orifice 6.
The third tunnel-liner support structure of the present invention, different with above-mentioned two kinds of structures, although it is also assembled along Tunnel wall circumferential and axial by the unit sheet bar 1 with radian, unit sheet bar 1 has a pair arc-shaped side 2 and a pair straight flange 3; But convex tendon 4 is one-body molded with unit sheet bar, there is no weld seam, be specially: unit sheet bar 1 to the inside (namely inside radian) extends to form the convex tendon 4 with radian, and the cross sectional shape of this convex tendon 4 has multiple, such as, have rectangle, trapezoidal, semicircle, closed or semi-closed annular etc.; The quantity of convex tendon 4 is optionally determined, when convex tendon 4 has multiple, can be spaced apart along straight flange 3 direction, and its radian is consistent with arc-shaped side 2; Unit sheet bar 1 and convex tendon 4 form groove 10, and be provided with the shutoff steel band 11 for this notch of shutoff at the notch position of this groove 10, cavity cylinder 5 is formed between this shutoff steel band 11 and convex tendon 4, offer concrete casting orifice 6 on convex tendon 4 surface simultaneously, shutoff steel band 11 is offered concrete overfolw hole 7; Two arc-shaped sides 2 bend inwards and form end flanges 8, and establish side flanges 9 on straight flange 3.
4th kind of tunnel-liner support structure of the present invention and the third similar above-mentioned, difference to be convex tendon 4 be by unit sheet bar 1 laterally (namely outside radian) extend to form, and offer concrete overfolw hole 7 on convex tendon 4 surface, shutoff steel band 11 is offered concrete casting orifice 6.
Inventive principle: the present invention make use of concrete steel pipe principle, the common Force principle of pipeclay and prestressed concrete principle simultaneously.Concrete steel pipe principle: hollow steel pipe is after being full of concrete, steel pipe can apply lateral restraint to its inside pressurized concrete, make steel duct pressurized concrete all be in three dimension stress state all the time, thus farthest can delay the emergence and development in inner concrete crack.Therefore, the compressive strength of steel-concrete composite construction and the energy force rate ordinary reinforced concrete structure of incompressible distortion are significantly improved.The common Force principle of pipeclay: the large diameter pipeline in closed section or semi-closed cross section is after buried, the upper load of pipeline is not that the rigidity in tube road is born, but tube road and surrounding soil stone interact and jointly bears, load vertically downward will be converted into the interior pressure of body tube wall hoop.Prestressed concrete principle: before this kind of structure bearing load, applies pressure to it in advance, makes to be applied with one and external applied load direction opposite effect power during its outer load effect.In the present invention, steel plate and concrete bi-material are organically integrated, and give full play to respective characteristics and advantages, in overall structure, bear different effects respectively.Steel plate main body is made the structure with convex tendon, itself has just had very high second moment of area, namely before fill concrete, just very large hoop bearing capacity has been possessed by the assembled arch ring formed of unit sheet bar, concrete steel pipe is partially formed after concrete setting at fill concrete, now convex tendon forms concrete filled steel tube arched girder, and its integrally-built supporting capacity is multiplied especially.Due to steel plate convex rib structure can directly roll-in machine-shaping there is no weld seam, thus the intensity of arched girder is increased, supporting capacity strengthens, and can adapt to dynamic loading; This structure is half flexible structure, and non-deformability is good, not easy to crack; The thinner thickness of this structure, decreases tunnel excavation section area, saves open excavation amount, reduces cost, and the span of hole body reduces, and adds the steadiness of hole body.
Preparation method: below the preparation method of above-mentioned 3rd supporting and protection structure is elaborated.
As shown in Figure 1, first to eliminate rust to main steel plate 1-1, bead, this main steel plate 1-1 has the first opposite side and the second opposite side, first opposite side is follow-up is bent to arc-shaped side 2, for being bent to form end flanges 8, the second opposite side and above-mentioned straight flange 3, for connecting side flanges 9.
As shown in Fig. 2 (a), 2 (b), main steel plate 1-1 through unreeling, leveling, roll-forming after deburring, main steel plate 1-1 after shaping upwards extends and is bent to form convex tendon 4, the cross section of the convex tendon 4 in diagram is grooved, convex tendon 4 is spaced apart along the second opposite side, and offers concrete casting orifice 6 on convex tendon 4 surface; First opposite side is all upwards bent about 90 degree, and offer flange connecting hole 8-1 in the part of bending, obtain end flanges 8, wherein, the quantity of convex tendon, concrete casting orifice and flange connecting hole and spacing set by actual conditions;
As shown in Fig. 3 (a), 3 (b), at main steel plate 1-1 arranged beneath through unreeling, leveling, deburring and the shutoff steel band 11 after offering concrete overfolw hole 7, its quantity, spacing are by actual conditions setting.
As shown in Fig. 4 (a), 4 (b), 4 (c), fit shutoff steel band 11 moves with main steel band 1-1, preferably both contact portions are welded together, then between shutoff steel band 11 and convex tendon 4, define cavity cylinder 5, so obtain compound steel plate.
As shown in Fig. 5 (a), the compound steel plate of above-mentioned formation is sent into private volume circular knitting machine structure, be bent to form with radian, inwall has the sheet structure of convex tendon 4.
As shown in Fig. 6 (a), the straight flange 3 of sheet structure welds side flanges 9, now side flanges 9 is towards inner side, consistent with convex tendon 4 direction, and its end is polished flat, by the contact portion perforate of side flanges 9 with cavity cylinder 5 end, the concrete circulation of follow-up cast can be conducive to, so namely obtain unit sheet bar 1.
Finally, unit sheet bar is obtained supporting and protection structure along Tunnel wall is assembled.
Preparation method and the third supporting and protection structure above-mentioned of 4th kind of supporting and protection structure are similar, and difference is:
Main steel plate 1-1 after shaping is bent to form convex tendon 4 to downward-extension, and offers concrete overfolw hole 7, as shown in Fig. 2 (c), 2 (d) on convex tendon 4 surface; Corresponding offers concrete casting orifice 6, as shown in Fig. 3 (c), 3 (d) on shutoff steel band 11.As shown in Fig. 4 (d), 4 (e), 4 (f), shutoff steel band 11 is moved down and fits with main steel band 1-1, then obtain compound steel plate through series of steps.Through the sheet structure with radian be bent to form, convex tendon 4 is positioned on its outer wall, as shown in Fig. 5 (b).Side flanges 9 is toward the outer side, consistent with convex tendon 4 direction, as shown in Fig. 6 (b).
The preparation method of first and second kind of supporting and protection structure is see summary of the invention.
Construction method: after design scheme is determined, according to each several part parameter of the sectional dimension determination liner structure of country rock grade and liner structure, comprises main steel plate 1-1, auxiliary steel plate, shutoff steel band 11 equal thickness, the size of unit sheet bar 1 and radian; The cross sectional shape of convex tendon 4 and sectional dimension; The strength grade of fill concrete 16 and match ratio etc.After starting construction, the excavation construction of country rock 14 is carried out according to tunnel lining cross dimensions, excavation face size is slightly larger than lining section size, excavate rear removing loose wall rock and sprayed early strength concrete 15 with firm inner surface of tunnel, assembled liner structure steel work part can be organized after concrete initial set to be sprayed, the hoop (i.e. circumference) of monolithic lining cutting plate (i.e. unit sheet bar 1) is connected with bolt by the mounting flange of plate surrounding with axial, and connector is not limited to bolt.As shown in Figure 7, at the construction field (site) above-mentioned obtained unit sheet bar (all types of unit sheet bar arc radius and arc length are by actual conditions setting) is assembled into tunnel-liner support structure, along the unit sheet bar of tunnel circumference distribution A, B, C tri-kinds of segmental arcs in figure along the circumferential and axial of tunnel trunk.Assembled complete after inspection liner structure central axis whether consistent with design tunnel central axis, if there is error, under the prerequisite not damaging liner structure, the modes such as employing is pushed up, draw correct, smoothly smooth and easy to ensure the axial linear of liner structure, guarantee linearly to fill up convex tendon 4 inside and the space between liner structure and early strength concrete face without fixing liner structure after obvious bending and injecting concrete 16.Concrete 16 can mix a certain proportion of handstone according to grouting equipment and actual conditions, and the particle diameter of handstone is to ensure not block grouting equipment for principle.Slip casting uses special slurry filling machine to construct, and keeps certain pressure in slip casting process, guarantees concrete compactness.In slip casting process, the circumferential slip casting of liner structure adopts order from low to high, and when the concrete overfolw hole 7 on top starts to overflow slurry, shutoff bottom concrete casting orifice 6, continues concrete casting orifice 6 slip casting on top.By that analogy, until the inside of convex tendon 4 and structural outer are all full of by closely knit concrete in total, as shown in Figure 8.After total has been constructed, if in cold district, in order to prevent low temperature to structural damage, insulation layer 12 and metal inner lining layer 13 can be added.Be specially: on the end flanges 8 of supporting and protection structure (during this kind of situation, end flanges can with double bolt hole) burst adpting flange ring 17 for laying insulation layer 12 is installed, and then inside tunnel, lay metal inner lining layer 13 from insulation layer 12 surface, by metal inner lining layer 13 and burst adpting flange ring 17 rivet, then steel-composite concrete structure formula tunnel internal liner supporting the structure of the interior walls be smooth of band insulation layer is completed, as shown in Fig. 9 (a), 9 (b), 10; Wherein, insulation layer adopts can free bend have the material of some strength, after insulation layer installation, modifies inner, covers heat insulating material seam, ensure overall appearance.

Claims (10)

1. a steel-concrete combined type tunnel-liner support structure, is characterized in that: assembled along Tunnel wall circumferential and axial by the unit sheet bar (1) with radian; Described unit sheet bar (1) has a pair arc-shaped side (2) and a pair straight flange (3), along straight flange (3) direction, convex tendon (4) is set at the inwall interval of unit sheet bar (1), the radian of this convex tendon (4) is consistent with arc-shaped side (2), and form cavity cylinder (5) between convex tendon (4) and unit sheet bar (1), concrete casting orifice (6) is offered on described convex tendon (4) surface, and the unit sheet bar (1) corresponding with convex tendon (4) offers concrete overfolw hole (7); Described arc-shaped side (2) bends inwards and forms end flanges (8) simultaneously, and establishes side flanges (9) on straight flange (3).
2. a steel-concrete combined type tunnel-liner support structure, is characterized in that: assembled along Tunnel wall circumferential and axial by the unit sheet bar (1) with radian; Described unit sheet bar (1) has a pair arc-shaped side (2) and a pair straight flange (3), along straight flange (3) direction, convex tendon (4) is set at the outer wall interval of unit sheet bar (1), the radian of this convex tendon (4) is consistent with arc-shaped side (2), and form cavity cylinder (5) between convex tendon (4) and unit sheet bar (1), concrete overfolw hole (7) is offered on described convex tendon (4) surface, and the unit sheet bar (1) corresponding with convex tendon (4) offers concrete casting orifice (6); Described arc-shaped side (2) bends inwards and forms end flanges (8) simultaneously, and establishes side flanges (9) on straight flange (3).
3. a steel-concrete combined type tunnel-liner support structure, is characterized in that: assembled along Tunnel wall circumferential and axial by the unit sheet bar (1) with radian, described unit sheet bar (1) has a pair arc-shaped side (2) and a pair straight flange (3), this unit sheet bar (1) extends to form the convex tendon (4) with radian to the inside, this convex tendon (4) is spaced apart along straight flange (3) direction, and its radian is consistent with arc-shaped side (2), described unit sheet bar (1) and convex tendon (4) form groove (10), and the shutoff steel band (11) be provided with for this groove of shutoff (10) notch, cavity cylinder (5) is formed between this shutoff steel band (11) and convex tendon (4), offer concrete casting orifice (6) on convex tendon (4) surface simultaneously, shutoff steel band (11) is offered concrete overfolw hole (7), described arc-shaped side (2) is bent inwards and forms end flanges (8), and establish side flanges (9) on straight flange (3).
4. a steel-concrete combined type tunnel-liner support structure, is characterized in that: assembled along Tunnel wall circumferential and axial by the unit sheet bar (1) with radian, described unit sheet bar (1) has a pair arc-shaped side (2) and a pair straight flange (3), this unit sheet bar (1) extends to form the convex tendon (4) with radian laterally, this convex tendon (4) is spaced apart along straight flange (3) direction, and its radian is consistent with arc-shaped side (2), described unit sheet bar (1) and convex tendon (4) form groove (10), and the shutoff steel band (11) be provided with for this groove of shutoff (10) notch, cavity cylinder (5) is formed between this shutoff steel band (11) and convex tendon (4), on shutoff steel band (11), offer concrete casting orifice (6) simultaneously, concrete overfolw hole (7) is offered on convex tendon (4) surface, described arc-shaped side (2) is bent inwards and forms end flanges (8), and establish side flanges (9) on straight flange (3).
5., according to the arbitrary described steel-concrete combined type tunnel-liner support structure of claim 1-4, it is characterized in that: inside tunnel, set up insulation layer (12) and metal inner lining layer (13) successively at tunnel-liner support body structure surface.
6. the preparation method of steel-concrete combined type tunnel-liner support structure according to claim 1, is characterized in that comprising the steps:
(1) main steel plate (1-1) and auxiliary steel plate is prepared;
(2) described main steel plate (1-1) has the first opposite side and the second opposite side, its first opposite side is upwards bent, offer flange connecting hole (8-1) at bending part and obtain end flange (8), offer at the upper interval of main steel plate (1-1) the concrete overfolw hole (7) paralleled with the first opposite side along the second opposite side;
(3) become by described auxiliary steel plate bending cross section to be the convex tendon (4) of semi-closed shape, its length close to the first opposite side, and offers concrete casting orifice (6) on this convex tendon (4) surface;
(4) along the second opposite side, described convex tendon (4) interval fastener is combined on the concrete overfolw hole (7) of main steel plate (1-1) inner side, form cavity cylinder (5) between convex tendon (4) and main steel plate (1-1), obtain compound steel plate;
(5) compound steel plate bending is become with radian, inwall has the sheet structure of convex tendon (4);
(6) establish side flanges (9) at the second opposite side of described sheet structure, obtain unit sheet bar (1);
(7) by described unit sheet bar (1) along Tunnel wall circumferential and axial assembled formation tunnel-liner support structure.
7. the preparation method of steel-concrete combined type tunnel-liner support structure according to claim 2, is characterized in that comprising the steps:
(1) main steel plate (1-1) and auxiliary steel plate is prepared;
(2) described main steel plate (1-1) has the first opposite side and the second opposite side, its first opposite side is upwards bent, offer flange connecting hole (8-1) at bending part and obtain end flange (8), offer at the upper interval of main steel plate (1-1) the concrete casting orifice (6) paralleled with the first opposite side along the second opposite side;
(3) become by described auxiliary steel plate bending cross section to be the convex tendon (4) of semi-closed shape, its length close to the first opposite side, and offers concrete overfolw hole (7) on this convex tendon (4) surface;
(4) along the second opposite side, described convex tendon (4) interval fastener is combined on the concrete casting orifice (6) in main steel plate (1-1) outside, form cavity cylinder (5) between convex tendon (4) and main steel plate (1-1), obtain compound steel plate;
(5) compound steel plate bending is become with radian, outer wall has the sheet structure of convex tendon (4);
(6) establish sidewall flange (9) at the second opposite side of described sheet structure, obtain unit sheet bar (1);
(7) by described unit sheet bar (1) along Tunnel wall circumferential and axial assembled formation tunnel-liner support structure.
8. the preparation method of steel-concrete combined type tunnel-liner support structure according to claim 3, is characterized in that comprising the steps:
(1) main steel plate (1-1) and shutoff steel band (11) is prepared;
(2) described main steel plate (1-1) has the first opposite side and the second opposite side, its first opposite side is upwards bent, offer flange connecting hole (8-1) at bending part and obtain end flange (8), along the second opposite side, main steel plate (1-1) is upwards bent to form spaced convex tendon (4), this convex tendon (4) and main steel plate (1-1) form groove (10), and offer concrete casting orifice (6) on convex tendon (4) surface;
(3) described shutoff steel band (11) offers concrete overfolw hole (7), shutoff steel band (11) is fitted in the notch place of described groove (10), form cavity cylinder (5) between convex tendon (4) and shutoff steel band (11), obtain compound steel plate;
(4) compound steel plate bending is become with radian, inwall has the sheet structure of convex tendon (4);
(5) establish sidewall flange (9) at the second opposite side of described sheet structure, obtain unit sheet bar (1);
(6) by described unit sheet bar (1) along Tunnel wall circumferential and axial assembled formation tunnel-liner support structure.
9. the preparation method of steel-concrete combined type tunnel-liner support structure according to claim 4, is characterized in that comprising the steps:
(1) main steel plate (1-1) and shutoff steel band (11) is prepared;
(2) described main steel plate (1-1) has the first opposite side and the second opposite side, its first opposite side is upwards bent, offer flange connecting hole (8-1) at bending part and obtain end flange (8), along the second opposite side, main steel plate (1-1) is bent to form spaced convex tendon (4) downwards, this convex tendon (4) and main steel plate (1-1) form groove (10), and offer concrete overfolw hole (7) on convex tendon (4) surface;
(3) described shutoff steel band (11) offers concrete casting orifice (6), shutoff steel band (11) is fitted in the notch place of described groove (10), form cavity cylinder (5) between convex tendon (4) and shutoff steel band (11), obtain compound steel plate;
(4) compound steel plate bending is become with radian, outer wall has the sheet structure of convex tendon (4);
(5) establish sidewall flange (9) at the second opposite side of described sheet structure, obtain unit sheet bar (1);
(6) by described unit sheet bar (1) along Tunnel wall circumferential and axial assembled formation tunnel-liner support structure.
10., according to the construction method of the arbitrary described steel-concrete combined type tunnel-liner support structure of claim 1-4, it is characterized in that: along the assembled unit sheet bar of Tunnel wall circumferential and axial; Wherein, circumferential assembled time adjacent unit sheet bar connected by side flanges, time axially assembled, adjacent unit sheet bar is connected by end flange; According to order from bottom to top from concrete perfusion in concrete casting orifice, until concrete is full of cavity cylinder, and flow out from concrete overfolw hole, be full of the gap of Tunnel wall soil layer and unit sheet bar, can construction be completed.
CN201510600685.8A 2015-09-18 2015-09-18 Steel-concrete combined type tunnel-liner support structure and making thereof and construction method CN105114105B (en)

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CN105403427A (en) * 2015-12-23 2016-03-16 山东大学 3D-printed tunnel model supporting structure, installation method and manufacturing method
CN105422129A (en) * 2015-12-21 2016-03-23 南京联众建设工程技术有限公司 Splicing structure used for combined type tunnel lining, culvert or comprehensive pipe gallery
CN105569690A (en) * 2016-01-11 2016-05-11 西南交通大学 Secondary lining for preventing stick slip diastrophism of active fault spanning tunnel and construction method of secondary lining
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WO2017045425A1 (en) * 2015-09-18 2017-03-23 南京联众建设工程技术有限公司 Steel-concrete composite tunnel lining support structure and manufacturing and construction method thereof
CN110284708A (en) * 2019-07-04 2019-09-27 中建六局建设发展有限公司 A kind of concrete construction method for full-scale wind tunnel circle change side's diffuser

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CN110284708A (en) * 2019-07-04 2019-09-27 中建六局建设发展有限公司 A kind of concrete construction method for full-scale wind tunnel circle change side's diffuser

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