• 专利附录
  • 专利说明
  • 权利要求
  • 类似技术
  • 同族专利
  • 引用文献
  • 法律状态
  • 优先权
    • 专利摘要:
    Disclosed is a method for constructing an extra-large variable section tunnel. The method comprises: excavating a left pilot tunnel (11) and timely constructing primary supports and temporary supports; packing large boot-shaped wall feet (13) and constructing a right pilot tunnel (12) by the same process; excavating thc upper half part of the left side of a main tunnel (2) and timely constructing a first-layer primary support (23), a temporary vertical brace (91) and a temporary inverted arch; excavating the lower half part of the left side of the main tunnel (2) and timely constructing the first-layer primary support (23) and the temporary vertical brace (91); constructing the upper half part of the right side of the main tunnel by the same process, and excavating a middle arch part and timely constructing the first-layer primary support; constructing a second-layer primary support (24) and removing the temporary vertical braces and the temporary inverted arches of the arch part; excavating a central part and timely constructing primary support (8) of the inverted arches; removing the temporary supports (17) of the left and right lower pilot tunnels, packing an inverted arch secondary lining, and filling the bottom of the tunnel; and fmally one-time packing an arch wall secondary lining (22) by means of a model board trolley. The construction method effectively reduces the safety risk of removing the temporary supports, increases the operation freedom degree and accelerates the construction schedule.
    公开号:SE1750913A1
    申请号:SE1750913
    申请日:2015-11-11
    公开日:2017-07-12
    发明作者:Gong Yanfeng；Jiang Shenglin；Li Shupeng；Jiao Qizhu；Yan Zhiwei；Zhang Junru；KUI Jianbo；Sun Wenhao；Wang Chunmei；GUO Haiman；Hong Jun；Xiangdong Xu；Chen Lijie
    申请人:Cn Railway Siyuan Survey & Des；
    IPC主号:
    专利说明:

    [1] [0001] The present invention relates to tunnel construction in a soft surrounding rock, and more particularly to a method for constructing an extra-large variable section tunnel.
    [2] [0002] With the development of tunnel construction, as Well as the deepening ofconstruction technology research and the continuous updating of mechanical equipment,the method for constructing an extra-large section tunnel has made great progress. Atpresent, the specific methods of traffic tunnel excavation are mainly the following: fullsection method, bench method, bench stepping method, center diagram method (CDmethod), center cross diagram method (CRD method) and side heading method. However,in engineering practice, regards to constructing the extremely large span tunnel With spanof 20 ~ 30 m in the soft surrounding rock, it is very difficult for construction if applyingthe above constructing method, the first three cannot ensure construction safety, cannotcontrol the surrounding rock deformation. The latter three exist problems such as manytemporary supports, diseconomy and inconvenient construction operation, reducedconstruction freedom degree, having load system conversion risk When removing thetemporary supports and making one-time dismantling distance limited, the construction schedule cannot be guaranteed.
    [3] [0003] The invention is to direct against the above-mentioned technical problems, andprovides a method for constructing extra-large Variable section tunnel, in order to reduce the use of temporary supports, lowering the safety risk of removing the temporary PCT/CN2015094285 supports, increasing the operation freedom degree and accelerating the construction schedule.
    [4] [0004] The invention provides a method for constructing extra-large Variable sectiontunnel, the method comprises the steps of:
    [5] [0005] excavating a left pilot tunnel and a right pilot tunnel, and timely constructingcorresponding pilot tunnel primary supports and pilot tunnel temporary supports;
    [6] [0006] packing large boot-shaped Wall feet in the left pilot tunnel and the right pilottunnel on the spot by using concrete;
    [7] [0007] excavating a main tunnel between the left pilot tunnel and the right pilot tunnel,and timely constructing corresponding first-layer primary supports, temporary transversebraces and temporary vertical braces;
    [8] [0008] one-time constructing a second-layer primary support of the main tunnel;
    [9] [0009] removing the temporary Vertical braces and the temporary transverse braces of themain tunnel under the protection of the first-layer primary supports and thesecond-layer primary support; [00l0] excavating core earth of the main tunnel, and timely constructing an invertedarch primary support;
    [11] [0011] removing the pilot tunnel temporary supports of the left pilot tunnel and the rightpilot tunnel;
    [12] [0012] moulding secondary linings of the main tunnel on the spot by using reinforcedconcrete, completing construction of tunnel structure.
    [13] [0013] In step A, the upper half parts of the left pilot tunnel and the right pilot tunnel areexcavated, and corresponding pilot tunnel arch Wall primary supports and pilot tunneltemporary supports are timely constructed; and then the lower half parts of left pilottunnel and the right pilot tunnel are excavated, and corresponding pilot tunnel extension primary supports, pilot tunnel inverted arch primary supports and pilot tunnel temporary PCT/CN2015094285 supports are timely constructed, making the pilot tunnel arch Wall primary supports, thepilot tunnel extension primary supports, the pilot tunnel inverted arch primary supports and the pilot tunnel temporary supports closed to form a ring.
    [14] [0014] In step C, the upper half part of the left side of arch part of the main tunnel isexcavated, and corresponding first-layer primary support, temporary transverse braceand temporary vertical brace are constructed, then the lower half part of the left side ofthe arch part of the main tunnel is excavated, and corresponding first-layer primarysupport and temporary vertical brace are timely constructed; and then the upper half partof the right side of the arch part of the main tunnel is excavated, and correspondingfirst-layer primary support, temporary transverse brace and temporary Vertical brace areconstructed; then the lower half part of the right side of the arch part of the main tunnel isexcavated, and corresponding first-layer primary support and the temporary vertical braceare timely constructed; the upper half part of the middle of the arch part of the maintunnel is finally excavated, and corresponding first-layer primary support is constructed,making the lower half part of the middle of the arch part of the main tunnel be excavatedafter the first-layer primary supports of the arch part of the main tunnel are connected to form an arched shape.
    [15] [0015] The secondary linings comprises an inverted arch secondary lining and an archwall secondary lining closed to form a ring, the construction joints of the inverted archsecondary lining and the arch wall secondary lining are located at the middle of the largeboot-shaped wall feet.
    [16] [0016] In step H, the inverted arch secondary lining is moulded first on the spot usingreinforced concrete, and the filling under the tunnel is packed using concrete; and thenthe arch wall secondary lining is one-time moulded using reinforced concrete, completingconstruction of tunnel structure.
    [17] [0017] The lefi pilot tunnel, the right pilot tunnel, and the arch part and the core earth of the main tunnel are excavated all by bench method.
    [18] [0018] The second-layer primary support of the arch part of the main tunnel is located atthe inner side of the first-layer primary supports, two ends of the second-layer primarysupport and the first-layer primary supports are both supported by the large boot-shaped wall feet of the left pilot tunnel and the right pilot tunnel.
    [19] [0019] The pilot tunnel arch wall primary supports and the pilot tunnel extension primarysupports form the pilot tunnel primary supports, the pilot tunnel primary supports iscomposed of self-drilling anchor bolts, reinforcing meshesesmeshes, shaped steel frames and shotcrete.
    [20] [0020] The first-layer primary support of the arch part of the main tunnel is composed ofself-drilling anchor bolts, reinforcing meshes, shaped steel frames and shotcrete; thesecond-layer primary support of the arch part of the main tunnel is composed of grid steelframes and shotcrete; the inverted arch primary support of the main tunnel is composed of reinforcing meshes, shaped steel frames and shotcrete.
    [21] [0021] Before step A, advanced fiberglass anchor pipes are constructed in tunnelexcavating direction to the core earth of the main tunnel to be excavated, and two layersof high-pressure horizontal rotary-spray piles disposed in tunnel longitudinal direction areconstructed along outside the tunnel excavating contour line to surrounding rock at vaultof the main tunnel to be excavated, advanced long pipe sheds disposed in tunnellongitudinal direction are constructed between the two layers of rotary-spray piles, onelayer of high-pressure horizontal rotary-spray piles disposed in tunnel longitudinaldirection are constructed along outside the tunnel excavating contour line to surroundingrock at vault of the left pilot tunnel and the right pilot tunnel to be excavated, multiplehigh-pressure horizontal rotary-spray piles disposed in tunnel longitudinal direction areconstructed along outside the tunnel excavating contour line to surrounding rock at archfoot between the left and right pilot tunnels to be excavated and the main tunnel to beexcavated, high-pressure horizontal rotary-spray piles disposed in tunnel longitudinal direction are constructed in tunnel excavating direction to arch part of the heading face of PCT/CN2015094285 the main tunnel to be excavated.
    [22] [0022] In the invention, the pilot tunnels of an externally extending type located at twoside Walls of the main tunnel is constructed first, the structural form of Which not onlysatisfy the construction stability requirement, and find out geological condition ahead, butalso leave space for basic construction of the expanded boot shape. The large boot-shapedWall feet is form by expanding tunnel support feet in a soft stratum, providing a stablefoundation for the upper portion of the structure While strengthening the connection Withthe inverted arches. The construction structure forrned in the present invention forms acomposite stiffened arch part structure by the first-layer primary supports and thesecond-layer primary support, meeting the complex load-bearing requirements for archpart large-span structure, and enabling flexible control of construction time for the nextstep structure according to the state of monitoring and measurement. The presentinvention is a full cross-section coordinately-excavating method, Which enables theexcavating cross section of each part to break up into small parts, and ensures cooperativeconstruction in a linear flow, and the construction schedule is accelerated reasonably. Thestructural system of the temporary supports, the primary supports and the secondarylining are painstakingly designed, making the support system of each part organicallycombined, the process converting orderly and flexibly, and the combination effective, the coordination and the stability are sound and the construction is flexible.
    [23] [0023] FIG. 1 is a schematic view of construction structure of the present invention;[0024] FIG. 2 is a schematic view a of construction process of the present invention;[0025] FIG. 3 is a schematic view b of the construction process of the present invention;[0026] FIG. 4 is a schematic view c of the construction process of the present invention;
    [27] [0027] FIG. 5 is a schematic view d of the construction process of the present invention; PCT/CN2015094285
    [28] [0028] FIG. 6 is a schematic view e of the construction process of the present invention;[0029] FIG. 7 is a schematic view f of the construction process of the present invention;[0030] FIG. 8 is a schematic view g of the construction process of the present invention;[0031] FIG. 9 is a schematic view h of the construction process of the present invention;[0032] FIG. 10 is a schematic view i of the construction process of the present invention;[0033] FIG. 11 is a schematic view j of the construction process of the present invention;[0034] FIG. 12 is a schematic view k of the construction process of the present invention;[0035] FIG. 13 is a schematic view l of the construction process of the present invention;[003 6] FIG. 14 is a schematic view m of the construction process of the present invention;[003 7] FIG. 15 is a schematic view n of the construction process of the present invention;[0038] FIG. 16 is a schematic view o of the construction process of the present invention;[003 9] FIG. 17 is a schematic view p of the construction process of the present invention;
    [40] [0040] FIG. 18 is a schematic view of advanced support of the present invention.
    [41] [0041] The invention will now be described in further detail with reference to theaccompanying drawings and examples.
    [42] [0042] The present invention provides a method for constructing an extra-large Variablesection tunnel, comprising the steps of:
    [43] [0043] using up-down bench method to excavate the upper half part of a left pilot tunnel11, as shown in FIG. 2, and timely constructing corresponding pilot tunnel arch wallprimary support 16 composed of grout anchor bolts, I-shaped steel frames and shotcrete and pilot tunnel temporary support 17 composed of I-shaped steel frames and shotcrete;
    [44] [0044] B, using up-down bench method to excavate the lower half part of left pilot tunnel ll, as shown in FIG. 3, and timely constructing corresponding pilot tunnel extension PCT/CN2015094285 primary support 15 with grout anchor bolts, pilot tunnel inverted arch primary support 14and pilot tunnel temporary support 17, making the pilot tunnel arch wall primary support16, the pilot tunnel extension primary support 15, the pilot tunnel inverted arch primary support 14 and the pilot tunnel temporary supports 17 closed to form a ring;
    [45] [0045] C, using concrete C30 to pack large boot-shaped wall foot 13 in the left pilot tunnel 11 on the spot, as shown in FIG. 4;
    [46] [0046] D, using up-down bench method to excavate the upper half part of a right pilottunnel 12, as shown in FIG. 5, and timely constructing corresponding pilot tunnel archwall primary support 16 composed of grout anchor bolts, I-shaped steel frames andshotcrete and pilot tunnel temporary support 17 composed of I-shaped steel frames and shotcrete;
    [47] [0047] E, using up-down bench method to excavate the lower half part of the right pilottunnel 12, and timely constructing corresponding pilot tunnel extension primary support15 with grout anchor bolts, pilot tunnel inverted arch primary support 14 and the pilottunnel temporary support 17, making the pilot tunnel arch wall primary support 16, thepilot tunnel extension primary support 15, the pilot tunnel inverted arch primary support14 and the pilot tunnel temporary supports 17 closed to form a ring;
    [48] [0048] F, using concrete C30 to pack large boot-shaped wall foot 13 in the right pilottunnel 11 on the spot;
    [49] [0049] G, as shown in FIG. 6, excavating the upper half part 31 of the left side of archpart of a main tunnel, and constructing corresponding first-layer primary support 23composed of self-drilling anchor bolts, reinforcing meshes, shaped steel frames andshotcrete, and temporary vertical brace (91) and temporary transverse brace (92)composed of I-shaped steel frames and shotcrete;
    [50] [0050] H, as shown in FIG. 7, excavating the lower half part 32 of the left side of the archpart of the main tunnel, and constructing corresponding first-layer primary supports 23 composed of self-drilling anchor bolts, reinforcing meshes, shaped steel frames and PCT/CN2015094285 shotcrete and temporary vertical braces (91) composed of I-shaped steel frames and shotcrete;
    [51] [0051] I, as shown in FIG. 8, excavating the upper half part 41 of the right side of the archpart of the main tunnel, and constructing corresponding first-layer primary supports 23composed of self-drilling anchor bolts, reinforcing meshes, shaped steel frames andshotcrete, and temporary vertical brace (91) and temporary transverse brace (92) composed of I-shaped steel frames and shotcrete;
    [52] [0052] J, excavating the lower half part 42 of the right side of arch part of the main tunnel,and constructing corresponding first-layer primary supports 23 composed of self-drillinganchor bolts, reinforcing meshes, shaped steel frames and shotcrete and temporary Vertical braces (91) composed of I-shaped steel frames and shotcrete;
    [53] [0053] K, as shown in FIG. 9, excavating the upper half part 51 of the middle of the archpart of the main tunnel, and constructing corresponding first-layer primary support 23composed of self-drilling anchor bolts, reinforcing meshes, shaped steel frames andshotcrete, making the lower half part 52 of the middle of arch part of the main tunnel beexcavated after the first-layer primary supports 23 of the arch part of the main tunnel 2 are connected to form an arched shape, as shown in FIG. 10;
    [54] [0054] L, as shown in FIG. ll, one-time constructing second-layer primary support 24 of the arch part of the main tunnel composed of grid steel frames and shotcrete;
    [55] [0055] As shown in FIG. 12, removing the temporary Vertical braces 91 and thetemporary transverse braces 92 of the arch part under the protection of the first-layerprimary supports 23 and the second-layer primary support 24, thus to lower the safetyrisk of removing the temporary supports, reduce the use of the temporary supports,increase the operation freedom degree and accelerate the construction schedule;
    [56] [0056] N, as shown in FIGs. 13 and 14, excavating the upper part 6 and the lower part 7of core earth of the main tunnel, and timely constructing inverted arch primary support 8 composed of reinforcing meshes, shaped steel frames and shotcrete; PCT/CN2015094285
    [57] [0057] O, as shown in FIG. 15, removing the pilot tunnel temporary supports 17 of the left pilot tunnel 11 and the right pilot tunnel 12;
    [58] [0058] P, as shown in FIG. 16, using reinforced concrete C35 to mould an inverted arch secondary lining on the spot, and using concrete to pack the filling (25) under the tunnel;
    [59] [0059] Q, as shown in FIG. 17, using reinforced concrete C35 to one-time mould an arch wall secondary lining 22, completing construction of tunnel structure.
    [60] [0060] As shown in FIG. 18, the construction of advanced support structure can becarried out before the above steps, first, the anchoring and shotcreting construction ofadvanced fiberglass anchor pipe 7 of the core earth should be completed, ensuring thestability of the heading face of the main tunnel 2 during rotary-spray process. Thenrotary-spray construction is carried out in accordance with the order of "first periphery,then the heading face", with the periphery conducted by spacing one hole each time andwith the hole position altematively from the bottom to upper left and right. The pileformation of a jump up fashion and the strength on both sides balancing can reduce theproblem of low occluding rate between piles caused by the offset of drill pole. Therotary-spray pile constructed afterwards is drilled only when the adjacent pile stays formore than initial setting time and reaches a certain strength, ensuring that the adjacentpiles are occluded mutually. Regards to two-layer rotary-spray pre-reinforced structure,the extemal rotary-spray piles should be constructed prior to the inner rotary-spray piles.After the completion of the rotary-spray piles, advanced long pipe sheds 4 are setbetween two layers of high-pressure horizontal rotary-spray piles 3 and are grouted,forrning pre-support structure of composite tunnel of horizontal rotary sprays and largepipe sheds. A layer of high-pressure horizontal rotary-spray piles 3 are constructed tosurrounding rock at extemal contour of vault of the left pilot tunnel 11 and the right pilottunnel 12, multiple high-pressure horizontal rotary-spray piles 3 disposed in tunnellongitudinal direction are constructed along outside the tunnel excavating contour line to surrounding rock at arch foot between the left and right pilot tunnels to be excavated and PCT/CN2015094285 the main tunnel 2 to be excavated. Advanced small pipes are constructed to the gapsexisting at the occluded point of the adjacent high-pressure horizontal rotary-spray pilesoutside the Vault of the left and right pilot tunnels to be excavated and the occluded pointof the adjacent high-pressure horizontal rotary-spray piles outside the Vault of the maintunnel to be excavated and are grouted, the advanced small pipes makes the piles beconnected in series for global stress, achieving the overall reinforcement of therotary-spray piles. Finally high-pressure horizontal rotary-spray piles 3 disposed in tunnellongitudinal direction are constructed in tunnel excavating direction to arch part of the heading face of the main tunnel 2 to be excavated.
    [61] [0061] As shown in FIG. 1, the construction structure of the present invention is dividedinto the left pilot tunnel ll, the main tunnel 2, and the right pilot tunnel 12. The left pilottunnel 11 and the right pilot tunnel 12 are respectively located to two sides of the sidewall of the main tunnel 2, and the two pilot tunnels not only satisfy the constructionstability requirement, and find out geological condition ahead, but also leave space forbasic construction of the expanded boot shape. The large boot-shaped wall feet 13 in theleft and right pilot tunnels provides a stable foundation for the upper structure whilestrengthening the connection with the inverted arches of the main tunnel. Theconstruction structure formed by the present invention forms a composite stiffened archpart structure through the first-layer primary supports 23 and the second-layer primarysupport 24 of the main tunnel, and two ends of the first-layer primary supports 23 and thesecond-layer primary support 24 are supported by the large boot-shaped wall feet 13 ofthe left pilot tunnel and the right pilot tunnel, meeting the complex load-bearingrequirements for arch large-span structure, and enabling flexible control of constructiontime for the next step structure according to the state of monitoring and measurement.The arch part of the main tunnel 1 is divided into a plurality of portions for construction,including the upper half part 3l of the left side of arch part, the lower half part 32 of theleft side of arch part, the upper half part 41 of the right side of arch part, the lower half PCT/CN2015094285 part 42 of the right side of arch part, the upper half part 51 of the middle of arch part , thelower half part 52 of the middle of arch part, the upper part 6 of the core earth, and thelower part 7of the core earth, enabling the excavating section of each part to break up intosmall parts, and ensuring cooperative construction in a linear flow and the construction schedule is accelerated reasonably.
    [62] [0062] The method for constructing an extra-large Variable section tunnel provided by thepresent invention is different from the conventional method for constructing undercomplicated conditions such as the CD method and the CRD method. The method hasemphasized characteristics of the wall prior to the arch, stabling expansion of thefoundation, strengthening the arch part and so on, and has seized the key technical pointsin the construction. The technical ideas is novel, and the structural system and theconstruction method are original, which mainly embody in respects that (1) the pilottunnels of an extemally extending type located to two sides of the side wall areconstructed first, the structural form of which not only satisfy the construction stabilityrequirement, and find out geological condition ahead, but also leave space for basicconstruction of the expanded boot shape; (2) the large boot-shaped wall feet (Dilated wall)is form by expanding tunnel support feet in a soft foundation, providing a stablefoundation for the upper portion of the structure while strengthening the connection withthe inverted arches; (3) the composite stiffened arch part structure (Enhanced Arch) isemployed, meeting the complex load-bearing requirements for the large-span structure ofthe arch part, and enabling flexible control of construction time for the next step structureaccording to the state of monitoring and measurement; (4) the full cross-sectioncoordinately-excavating method enables the excavating cross section of each part tobreak up into small parts, and ensures cooperative construction in a linear flow, and theconstruction schedule is accelerated reasonably; (5) the structural system of thetemporary supports, the primary supports and the secondary lining are painstakingly designed, and the construction conversion technology of the support system is 11 PCT/CN2015094285 emphatically improved, making the support system of each part organically combined,the process converting orderly and flexibly, and the combination effective, thecoordination and the stability are sound and the construction is flexible.
    [63] [0063] The constructing technical idea and support structural system scheme provided bythe present invention have effectively instructed the engineering design and construction,and the technical achievements have been successfully tested in engineering construction.The engineering practice proves that all the technical measures put forward by this patentare reasonable and effective, reflecting innovation and engineering effectiveness of the present invention. 12
    权利要求:
    Claims (10)
    [1] 1. A method for constructing an extra-large Variable section tunnel, comprising thefollowing steps: excavating a left pilot tunnel (ll) and a right pilot tunnel (12), and timelyconstructing corresponding pilot tunnel primary supports and pilot tunneltemporary supports;packing large boot-shaped Wall feet (13) in the left pilot tunnel (11) and theright pilot tunnel (12) on the spot by using concrete;excavating a main tunnel (2) between the left pilot tunnel (11) and the rightpilot tunnel (12), and timely constructing corresponding first-layer primarysupports (23), temporary transverse braces (92) and temporary verticalbraces (91);one-time constructing a second-layer primary support (24) of the maintunnel (2);removing the temporary vertical braces (91) and the temporary transversebraces (92) of the main tunnel (2) under the protection of the first-layerprimary supports (23) and the second-layer primary support (24);excavating core earth of the main tunnel (2), and timely constructing aninverted arch primary support (8);removing the pilot tunnel temporary supports (17) of the left pilot tunnel (1 1)and the right pilot tunnel (12),moulding secondary linings of the main tunnel (2) on the spot by using reinforced concrete, completing construction of tunnel structure. 13 PCT/CN2015094285
    [2] 2. The method for constructing an extra-large Variable section tunnel of claim 1,characterized in that in step A, the upper half parts of the left pilot tunnel (11) andthe right pilot tunnel (12) are excavated, and corresponding pilot tunnel arch wallprimary supports (16) and pilot tunnel temporary supports (17) are timelyconstructed; and then the lower half parts of the left pilot tunnel (11) and the rightpilot tunnel (12) are excavated, and corresponding pilot tunnel extension primarysupports (15), pilot tunnel inverted arch primary supports (14) and pilot tunneltemporary supports (17) are timely constructed, making the pilot tunnel arch wallprimary supports (16), the pilot tunnel extension primary supports (15), the pilottunnel inverted arch primary supports (14) and the pilot tunnel temporary supports (17) closed to form a ring.
    [3] 3. The method for constructing an extra-large Variable section tunnel of claim 1,characterized in that in step C, the upper half part (31) of the left side of arch partof the main tunnel is excavated, and corresponding first-layer primary support (23),temporary transverse brace (92) and temporary vertical brace (91) are constructed,then the lower half part (32) of the left side of the arch part of the main tunnel isexcavated , and corresponding first-layer primary support (23) and temporaryvertical brace (91) are timely constructed; and then the upper half part (31) of theright side of the arch part of the main tunnel is excavated, and correspondingfirst-layer primary support (23), temporary transverse brace (92) and temporaryvertical brace (91) are constructed; then the lower half part (32) of the right side ofthe arch part of the main tunnel is excavated , and corresponding first-layer primarysupports (23) and temporary vertical braces (91) are timely constructed; the upperhalf part (51) of the middle of the arch part of the main tunnel is finally excavated,and corresponding first-layer primary support (23) is constructed, making the lowerhalf part (52) of the middle of the arch part of the main tunnel be excavated after the first-layer primary supports (23) of the arch part of the main tunnel are 14 PCT/CN2015094285 connected to form an arched shape.
    [4] 4. The method for constructing an extra-large Variable section tunnel of claim 1,characterized in that the secondary linings comprises an inverted arch secondarylining (21) and an arch Wall secondary lining (22) closed to forrn a ring, theconstruction joints of the inVerted arch secondary lining and the arch Wall secondary lining are located at the middle of the large boot-shaped Wall feet (13).
    [5] 5. The method for constructing an extra-large Variable section tunnel of claim 4,characterized in that in step H, the inverted arch secondary lining (21) is firstmoulded by using reinforced concrete, and the filling (25) under the tunnel ispacked by using concrete; and then the arch Wall secondary lining (22) is one-time moulded by using reinforced concrete, completing construction of tunnel structure.
    [6] 6. The method for constructing an extra-large Variable section tunnel of claim 1,characterized in that the left pilot tunnel (11), the right pilot tunnel (12), and thearch part and the core earth of the main tunnel (2) are excavated all by bench method.
    [7] 7. The method for constructing an extra-large Variable section tunnel of claim 3,characterized in that the second-layer primary support (24) of the arch part of themain tunnel (2) is located at the inner side of the first-layer primary support (23),two ends of the second-layer primary support (24) and the first-layer primarysupport (23) are both supported by the large boot-shaped wall feet (13) of the leftpilot tunnel (1 l) and the right pilot tunnel (12).
    [8] 8. The method for constructing an extra-large Variable section tunnel of claim 2,characterized in that the pilot tunnel arch Wall primary supports (16) and the pilottunnel extension primary supports (17) form the pilot tunnel primary supports, thepilot tunnel primary supports are composed of self-drilling anchor bolts, reinforcing meshes, shaped steel frames and shotcrete. PCT/CN2015094285
    [9] 9. The method for constructing an extra-large Variable section tunnel of claim 3,characterized in that the first-layer primary support (23) of the arch part of themain tunnel (2) is composed of self-drilling anchor bolts, reinforcing meshes,shaped steel frames and shotcrete, the second-layer primary support (24) of the archpart of the main tunnel (2) is composed of grid steel frames, and shotcrete, theinverted arch primary support (8) of the main tunnel is composed of reinforcing meshes, shaped steel frames and shotcrete.
    [10] 10. The method for constructing an extra-large Variable section tunnel of claim 1,characterized in that before step A, advanced fiberglass anchor pipes (7) areconstructed in tunnel excavating direction to the core earth of the main tunnel (2) tobe excavated, and two layers of high-pressure horizontal rotary-spray piles (3)disposed in tunnel longitudinal direction (3) are constructed along outside thetunnel excavating contour line to surrounding rock at vault of the main tunnel (2) tobe excavated, advanced long pipe sheds (4) disposed in tunnel longitudinaldirection are constructed between the two layers of rotary-spray piles (3), one layerof high-pressure horizontal rotary-spray piles (3) disposed in tunnel longitudinaldirection are constructed along outside the tunnel excavating contour line tosurrounding rock at vault of the left pilot tunnel (1 l) and the right pilot tunnel (12)to be excavated, multiple high-pressure horizontal rotary-spray piles (3) disposed intunnel longitudinal direction are constructed along outside the tunnel excavatingcontour line to surrounding rock at arch foot between the left and right pilot tunnelsto be excavated and the main tunnel to be excavated, high-pressure horizontalrotary-spray piles (3) disposed in tunnel longitudinal direction are constructed intunnel excavating direction to arch part of the heading face of the main tunnel (2) to be excavated. 16
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    WO2016095630A1|2016-06-23|
    WO2016095629A1|2016-06-23|
    WO2016095631A1|2016-06-23|
    SE1750912A1|2017-07-12|
    SE543647C2|2021-05-18|
    SE543306C2|2020-11-24|
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    法律状态:
    优先权:
    申请号 | 申请日 | 专利标题
    CN201420797002.3U|CN204327118U|2014-12-15|2014-12-15|Super large Varied section tunnel advanced support structure|
    CN201410777849.XA|CN104500100A|2014-12-15|2014-12-15|Advanced support structure for oversized variable-section tunnel|
    CN201410777881.8A|CN104405411B|2014-12-15|2014-12-15|Oversized variable cross section tunnel supporting structure|
    CN201410776845.XA|CN104653197B|2014-12-15|2014-12-15|Method for constructing extra-large variable cross section tunnel|
    CN201420795169.6U|CN204436406U|2014-12-15|2014-12-15|Super large Varied section tunnel support structure|
    PCT/CN2015/094285|WO2016095630A1|2014-12-15|2015-11-11|Method for constructing extra-large variable cross section tunnel|
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