WO2021189746A1 - 一种多种变截面暗挖隧道二衬快速施工结构及方法 - Google Patents

一种多种变截面暗挖隧道二衬快速施工结构及方法 Download PDF

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Publication number
WO2021189746A1
WO2021189746A1 PCT/CN2020/106533 CN2020106533W WO2021189746A1 WO 2021189746 A1 WO2021189746 A1 WO 2021189746A1 CN 2020106533 W CN2020106533 W CN 2020106533W WO 2021189746 A1 WO2021189746 A1 WO 2021189746A1
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WIPO (PCT)
Prior art keywords
arch
invert
longitudinal
support
temporary
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PCT/CN2020/106533
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English (en)
French (fr)
Inventor
冷建朋
刘贤良
刘志如
段久波
韩淼
康见星
宁轲
张文胜
傅重阳
孙龙华
谭旭
高伍
马克明
齐昌
Original Assignee
中铁三局集团有限公司
中铁三局集团第五工程有限公司
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Priority to JP2021540270A priority Critical patent/JP7229368B2/ja
Publication of WO2021189746A1 publication Critical patent/WO2021189746A1/zh

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    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04—Lining with building materials
    • E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
    • E21D11/102—Removable shuttering; Bearing or supporting devices therefor
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04—Lining with building materials
    • E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating

Definitions

  • the invention belongs to the technical field of tunnel engineering, and in particular relates to a rapid construction method and structure for the secondary lining of a variety of variable cross-section and undercut tunnels in the double-side-wall heading method.
  • Section YDK11+197.880-YDK11+401.200 of the car storage line between Hongqing Station and Zixia 3rd Road Station of Xi’an Metro Line 9 TGSG-5 adopts shallow burying and undercutting method.
  • This section of undercut tunnel adopts horseshoe-shaped section and has a total length of 203m.
  • sections A, B, C, D, E and AB transition sections (6 types in total).
  • Undercut section A adopts CRD method for construction
  • undercut section B, C, D, and E adopt double sides.
  • the transition section surface process is changed from the CRD method to the double-wall pilot pit method.
  • the most commonly used method is to use multiple lining trolleys corresponding to the cross-sections, and the other is to use the scattered mold assembly method of full-floor brackets for pouring.
  • the purpose of the present invention is to provide a rapid construction method and structure for the secondary lining of multiple variable cross-section and undercut tunnels with a double-side-wall heading method, which can cope with short tunnel lengths, various types of sections, tight construction period, and low cost investment.
  • the content of the present invention is as follows:
  • a rapid construction structure for the secondary lining of a variety of variable cross-section undercut tunnels including movable formwork brackets and partition walls.
  • the number of movable formwork brackets is at least two, and is used for supporting and fixing the second lining formwork;
  • the movable formwork bracket includes Arch and temporary invert bracket;
  • the arch includes an arch bracket, a column, a beam, and an arch wall arch.
  • One end of the arch bracket is fixedly connected to the second lining template, and the other end is fixedly connected to the upright column
  • the other end of the column is fixedly connected to the top end of the cross beam;
  • the bottom end of the cross beam is fixedly connected to the top end of the temporary invert bracket;
  • one end of the arch wall arch is fixedly connected to the second lining template, and the other end is
  • the bracket at the temporary invert is fixedly connected;
  • the arch bracket is fixedly connected with the arch wall bracket;
  • a connecting beam is arranged between the beams of the formwork movable bracket;
  • the partition wall includes a longitudinal partition wall and a transverse wall Partition wall, when the template moving bracket is assembled, the longitudinal partition wall adapted to the height of the arch frame is removed;
  • the longitudinal partition wall after the dismantling is provided with a track,
  • the track includes a support frame and a sliding wheel, and the support frame Fixedly connected to the removed longitudinal partition wall, the sliding wheel is fixedly connected to the support frame
  • the temporary invert bracket includes a temporary invert lower bracket and a temporary invert upper bracket
  • the temporary invert lower bracket and the temporary invert upper bracket include vertical rods, longitudinal horizontal rods, longitudinal sweeping rods
  • the horizontal sweeping pole is provided with a fixing seat at the bottom of the vertical pole for fixing the vertical pole to the inverted arch
  • the longitudinal sweeping pole is fixed on the vertical pole not larger than 200mm at the bottom of the fixing seat by using right-angle fasteners
  • the horizontal sweeping pole is fixed on the vertical pole immediately below the longitudinal sweeping pole by using right-angle fasteners
  • the top of the vertical pole is provided with a jack for the fixed connection between the beam and the vertical pole
  • the arch wall arch The frame is fixedly connected with the horizontal rod.
  • the bracket at the temporary inverted arch adopts a fastener scaffold, and the vertical poles are arranged at a distance of 900 ⁇ 750mm and a step distance of 900mm, which is used for the support of the arch; the outer and inner sides of the temporary inverted bracket are longitudinally and transversely Every 5 spans and not less than 3m, vertical scissor braces are continuously arranged from bottom to top.
  • the bottom end of the scissor brace should be tightly pressed against the ground; the angle between the diagonal rod of the scissor brace and the ground is 45° ⁇ 60 °, the diagonal pole is buckled with the vertical pole at each span; horizontal scissor supports should be set on the plane of the top intersection of the vertical scissor supports, horizontal scissor supports should be set on the setting layer of the sweeping pole, and the horizontal scissor supports are connected to the vertical scissor supports.
  • the longitudinal or transverse angle of the bracket at the temporary invert should be between 45° and 60°.
  • the lengths of the longitudinal horizontal rods are connected by butting fasteners, and the joints of two adjacent longitudinal horizontal rods should not be arranged in synchronization or the same span; two adjacent joints that are not synchronized or different span are staggered in the horizontal direction.
  • the distance should not be less than 500mm; the distance between the center of each joint and the nearest main node should not be greater than 1/3 of the longitudinal distance; the distance between the joint position and the vertical pole should not be more than 300mm; At 1000mm, 3 rotating fasteners are set for lap joint, and the edge of the rotating fastener cover plate to the rod end of the lap rod shall not be less than 100mm.
  • the arch bracket and the arch wall bracket are pre-bent into sections by I18 I-beam surface cold bending machine, and the inside of the hole is assembled into a core; the columns and beams are I14 I-beam, and the horizontal distance and the top of the scaffold are horizontally adjusted.
  • the support positions are arranged, and the longitudinal spacing is arranged according to the longitudinal spacing of the scaffolding 750mm.
  • a rapid construction method for the secondary lining of a variety of variable cross-section undercut tunnels including the following steps:
  • the movable formwork bracket includes an arch frame and a temporary invert bracket; the second lining formwork is installed;
  • invert construction includes the following steps:
  • the erection of the full hall of scaffolding under the temporary invert and the removal of the temporary invert at the arch wall in step S20 and the erection of the full hall of scaffolding and the removal of the temporary invert at the top of the temporary invert in step S30 shall meet the following requirements:
  • each pole is provided with a fixed base, and the scaffolding must be provided with longitudinal and transverse poles; among them, the vertical sweeping pole should be fixed on the pole not more than 200mm away from the bottom of the steel pipe by means of right-angle fasteners, and sweep the floor horizontally.
  • the pole should be fixed on the vertical pole immediately below the longitudinal sweeping pole with right-angle fasteners;
  • the formwork bracket belongs to the full-fledged scaffolding. On the outer and inner sides of the bracket, every 5 spans and not less than 3m in the longitudinal and transverse directions, vertical scissor supports are set continuously from bottom to top. The ground is tight; the angle between the oblique bar of the scissor brace and the ground is between 45° and 60°, and the oblique bar is buckled with the vertical pole every span; horizontal scissors should be set at the intersection plane of the top of the vertical scissor brace Supports and sweeping poles should be provided with horizontal scissor supports, and the longitudinal or lateral angle between the horizontal scissor supports and the support should be between 45° and 60°;
  • step S40 a template moving bracket is set up, and the installation of the second liner template includes the following steps and requirements:
  • the two-lined arch frame is erected when moving.
  • the arch frame is pre-bent by I18 I-beam surface cold bending machine, and the hole is assembled into a core;
  • the longitudinal beam is I14 I-beam, and the horizontal distance between the scaffolding is 900mm and the top
  • the support positions are arranged, and the longitudinal spacing is arranged according to the longitudinal spacing of the scaffolding 750mm; when installing, first use the vertical rod to fix the arch bracket, and then use the horizontal rod to tighten and fix the arch wall arch;
  • the arches are connected by pins, and the arch ends
  • Single and double pin lug plates are arranged at the head interval;
  • the arch ring and the vertical chord are connected by welding plates, the vertical chord and the lower horizontal rod are connected with high-strength bolts,
  • the main beam longitudinal beam is set under the horizontal chord, and the longitudinal beam adopts 100 ⁇ 100mm, the longitudinal support point spacing is 750mm, and the horizontal spacing is 900mm.
  • the longitudinal beams form
  • the arch wall adopts Q235 steel formwork, and the steel formwork specifications are 1500 ⁇ 300mm, 1500 ⁇ 200mm, 1500 ⁇ 100mm in length and width; when the steel formwork is assembled, adjacent formwork ribs are connected by U-shaped cards, and the spacing is It should not be larger than 200mm, and the U-shaped card is installed alternately;
  • the plug template adopts wooden template, plank or quick closing gateway mould. It is formed by square wood or steel pipe backing the template, welded with steel bars on the longitudinal distribution ribs and fixed inward, combined with square timber, steel pipe or plank diagonal bracing and reinforcement It is firm and the angle of diagonal bracing should not be greater than 45 degrees. After closing the mold, use cotton yarn to seal the gap.
  • the requirement for the removal of the second-liner formwork is: the strength of the second-liner concrete ensures that the surface and corners of the structural member are not damaged due to the removal of the formwork, and the strength reaches more than 8MPa.
  • the traditional trolley method requires all the temporary supports to be removed.
  • the present invention uses a mobile bracket to remove the temporary supports in stages and in parts, reducing temporary supports After dismantling, the initial support has the risk of long-term deformation in the air; compared with the traditional method, the movable support provided by the present invention adopts the section steel arch frame, beam, and column whose supporting formwork system has higher stability, and the safety during the pouring process is improved. promote.
  • the mobile support provided by the present invention is more convenient to install the template and support system in the hole.
  • the forward movement can be pulled by the chain hoist as a whole, which is simple and effective.
  • the heavy weight and large volume of the components require the use of mechanical coordination.
  • the mobile bracket of the present invention has a bracket system that is convenient to modularize and install and locate.
  • Figure 1 Flow chart of the rapid construction method for the secondary lining of a variety of variable cross-section undercut tunnels
  • Figure 2 Schematic diagram of the structural cross-section of the rapid construction of the secondary lining of a variety of variable cross-section underground tunnels
  • Figure 3 Schematic diagram of the longitudinal layout of the rapid construction structure of the secondary lining of a variety of variable cross-section underground tunnels
  • Figure 4 The effect diagram of the mobile support system for the construction of the second lining
  • 1-arch frame 11-arch bracket; 12-column; 13-beam; 14-arch wall bracket; 2-temporary invert bracket; 21-cross bar; 22-upright bar; 23-inclined bar; 3-Second Lining; 4-Second Lining Formwork; 5-Initial Support; 6-Invert, 7-Longitudinal Partition Wall; 8-Track; 81-Sliding Wheel; 82-Support Frame; 9-Connecting Beam.
  • This embodiment is suitable for the construction field of the tunnel excavation by the double-side-side pilot method or the CRD method.
  • a variety of rapid construction structure for the secondary lining of tunnels with variable cross-sections including movable formwork brackets and partition walls.
  • the number of movable formwork brackets is at least 2 to support and fix the secondary lining formwork 4;
  • the movable formwork bracket includes arch 1 And the temporary invert bracket 2;
  • the arch 1 includes an arch bracket 11, a column 12, a beam 13 and an arch wall arch 14.
  • One end of the arch 1 bracket is fixedly connected to the second lining template 4, and the other end is fixedly connected to the column 12;
  • the other end of the column 12 is fixedly connected to the top of the beam 13;
  • the bottom end of the beam 13 is fixedly connected to the top of the temporary invert bracket 2;
  • one end of the arch wall arch 14 is fixedly connected to the second lining template 4, and the other end is fixed to the temporary invert bracket 11 Connection;
  • the arch bracket 11 and the arch wall bracket 14 are fixedly connected, and the fixed connection form can be hinged, bolted or welded and other mechanical connection forms, preferably hinged;
  • a connecting beam 9 is provided between the beams 13 of the movable bracket of each template;
  • the partition wall includes a longitudinal partition wall 7 and a horizontal partition wall.
  • the longitudinal partition wall 7 adapted to the height of the arch 1 is removed; the longitudinal partition wall 7 after removal is provided with a rail 8 which includes a support frame 81 and sliding wheels 82.
  • the supporting frame 81 is fixedly connected to the removed longitudinal partition wall 7, and the sliding wheel 82 is fixedly connected to the supporting frame 81.
  • the supporting frame 81 is fixedly connected to the longitudinal partition wall 7 by channel steel.
  • the sliding wheel 82 is a round steel tube welded to the top of the support frame 81; the sliding wheel 82 is in sliding cooperation with the connecting beam 9 and is used for the second lining 3 after the pouring is completed.
  • the arch is drawn by electric hoist or chain hoist according to the weight of the arch.
  • Frame 1 as a whole to the second lining of the next section; the uprights 12 and beams 13 are provided with different specifications and sizes, which are used to select and use according to the size requirements of the second lining template 4 and arch 1 of the variable cross-section tunnel.
  • the template is connected to the arch
  • the racks are fastened with pins or iron wires.
  • each arch 1 is assembled by 7 sections of arch rings and 1 beam 13, 4 columns 12, the 7 sections of the arch are hingedly connected by pins to form the arch 1, and the arch bracket 11 is made up of The top part is composed of 3 arches, and is bolted to the beam 13 and the column 12 to form a whole.
  • the other 4 sections of arch ring form the arch wall bracket 14.
  • the temporary invert support includes a temporary lower support and a temporary upper support.
  • the temporary lower support and the temporary upper support include a vertical rod, a longitudinal horizontal rod, a longitudinal sweeping rod, and a horizontal sweeping rod.
  • the bottom of the vertical rod 22 is set There is a fixing seat for the vertical rod 22 to be fixed to the inverted arch; the vertical sweeping rod is fixed on the vertical rod at the bottom of the fixing seat not greater than 200mm with a right-angle fastener; the horizontal sweeping rod is fixed close to the vertical sweeping by a right-angle fastener On the vertical rod below the rod; the top of the vertical rod 22 is provided with a top support for the fixed connection of the cross beam 13 and the vertical rod 22; the arch wall arch 14 and the horizontal rod 21 are fixedly connected at both ends.
  • the bracket at the temporary inverted arch adopts a fastener scaffold with a diameter of 48.3mm and a wall thickness of 3.6mm.
  • the vertical poles are arranged at a distance of 900 ⁇ 750mm and a step distance of 900mm. They are used for the support of the arch; the outside and inside of the temporary inverted bracket are longitudinal and horizontal.
  • vertical scissor supports shall be set continuously from bottom to top, and the bottom end of the scissor supports should be tightly pressed against the ground; the angle between the inclined rod 23 of the scissor support and the ground is between 45° and 60° , The diagonal rod 23 is buckled with the vertical rod 22 every span; the horizontal scissor support should be set at the top intersection plane of the vertical scissor support, and the horizontal scissor support should be set on the setting layer of the sweeping pole. The included angle should be between 45° and 60°.
  • the length of the longitudinal horizontal rods is connected by butting fasteners.
  • the joints of two adjacent longitudinal horizontal rods should not be arranged in synchronization or the same span; the distance between two adjacent joints that are not synchronized or different spans in the horizontal direction should not be less than 500mm ;
  • the distance from the center of each joint to the nearest main node should not be greater than 1/3 of the longitudinal distance; the distance between the joint position and the vertical pole is not more than 300mm; the longitudinal horizontal pole adopts lap joints, where the lap length is not less than 1000mm, and the lap setting is 3
  • Two rotating fasteners are fixed, and the edge of the rotating fastener cover to the rod end of the lap rod shall not be less than 100mm.
  • the arch bracket 11 and the arch wall bracket 14 are pre-bent by I18 I-beam surface cold bending machine
  • the column 12 and the beam 13 are made of I14 I-beam, and they are arranged horizontally according to the horizontal spacing and top support position of the scaffold, and the longitudinal spacing is arranged according to the longitudinal spacing of the scaffold 750mm.
  • the distance between the vertical support points of the column 12 is 750mm, and the horizontal distance is 900mm.
  • the full hall scaffolding adopts a support system + a specification of ⁇ 48.3 ⁇ 3.6 steel pipe + fasteners + top support to form a support system.
  • the poles 22 are arranged at a distance of 900 ⁇ 750mm and a step distance of 900mm.
  • construction is allowed after the primary support 5 is stabilized, and the concrete of the secondary lining 3 is poured between the secondary lining form 4 and the primary support 5.
  • the method of use in this embodiment When temporarily inverting the upper bracket in the formwork moving bracket, according to the size of the arch frame 1 and the second liner formwork 4, remove the top of the longitudinal partition wall that matches with it. In this embodiment, it is 2.4m.
  • a rail 8 is installed on the rear longitudinal partition wall 7, and the sliding wheel 82 of the rail 8 is coated with lubricating oil to cooperate with the connecting beam 9.
  • an electric hoist or chain hoist is used to pull the arch 1 through the slide rail 8 as a whole Slide to the second lining 3 of the next section.
  • a rapid construction method for the secondary lining of a variety of variable cross-section undercut tunnels including the following steps:
  • Invert construction includes the following steps:
  • the bracket After the completion of the invert construction, erect the full red scaffold at the lower part of the temporary invert. Among them, the bracket adopts fastener scaffold with a diameter of 48.3mm and a wall thickness of 3.6mm.
  • a fixed base is provided at the bottom of each vertical pole, and the scaffold must be equipped with longitudinal and horizontal poles; among them, the vertical sweeping pole should be fixed on the pole not more than 200mm away from the bottom of the steel pipe with right-angle fasteners, and the horizontal sweeping pole should be used The right-angle fastener is fixed on the vertical pole immediately below the vertical sweeping pole;
  • the formwork bracket belongs to the full-fledged scaffolding. On the outer and inner sides of the formwork bracket, every 5 spans and not less than 3m vertically and horizontally, vertical scissor supports shall be set continuously from bottom to top. ;
  • the angle between the diagonal bar of the scissor brace and the ground is between 45° ⁇ 60°, and the diagonal bar is buckled with the vertical pole every span;
  • the horizontal scissor brace should be set at the top intersection plane of the vertical scissor brace, and the setting layer of the sweeping pole should be set
  • the longitudinal or transverse angle between the horizontal scissor support and the support should be between 45° and 60°;
  • the movable support of the formwork includes the arch frame and the support of the temporary invert; the installation of the second lining formwork; the installation of the movable arch frame and the installation of the movable support formwork includes the following steps and requirements:
  • the arch frame When erecting the second lining arch frame when moving, the arch frame adopts I18 I-steel surface cold bending machine to pre-bend into sections, and the hole is assembled into a core; the longitudinal beam adopts I14 I-steel, and the horizontal spacing of the scaffold is 900mm and the position of the top support.
  • the longitudinal spacing shall be arranged according to the longitudinal spacing of the scaffolding 750mm; when installing, use the vertical rod to fix the arch arch frame, and then use the horizontal rod to tighten the arch wall arch frame;
  • the outer arch ring of the frame is connected by a pin, and the end of the arch frame Single and double pin lug plates are arranged at intervals;
  • the arch ring and the vertical chord are connected by welding plates, the vertical chord and the lower horizontal rod are connected with high-strength bolts, the lower part of the horizontal chord is provided with the main beam longitudinal beam, and the longitudinal beam adopts 100 ⁇ 100mm
  • the longitudinal support point spacing is 750mm
  • the horizontal spacing is 900mm
  • the longitudinal beams form a support system through the jacking and the frame tube;
  • the arch wall formwork adopts Q235 steel formwork.
  • the steel formwork specifications are 1500 ⁇ 300mm, 1500 ⁇ 200mm, 1500 ⁇ 100mm in length and width; the surface of the arch wall formwork must not be uneven, and the flatness and specifications must meet the requirements of the construction specifications.
  • the adjacent formwork ribs are connected by U-shaped cards, the spacing shall not be greater than 200mm, and the U-shaped cards are installed alternately; the longitudinal joints of the steel formwork are connected by "L"-shaped bolts;
  • the plug template adopts wooden template, plank or fast closing gateway mould. It is formed by square wood or steel pipe backing the template, and welded with ⁇ 18 steel bars on the longitudinal distribution ribs and fixed inward, combined with square timber, steel pipe or wooden plank diagonal support.
  • the reinforcement should be firm, the angle of diagonal bracing should not be greater than 45 degrees, and the gap should be sealed with cotton yarn after closing the mold.
  • the pouring of side wall concrete must be done in layers and symmetrically.
  • the symmetric pouring height should not be greater than 0.5m, and the pouring speed should be controlled at 0.5m/h, so that the symmetrical force of the formwork is uniform, and the formwork is prevented from being deformed and shifted to ensure the structural size. accuracy.
  • a hose must be installed at the front end of the concrete conveying pipeline to ensure that the concrete is directly conveyed to the filling surface, and that the height of the concrete falling does not exceed 2.0m to prevent the accumulation of stones and affect the quality of the concrete.
  • the concrete under the lining wall is tamped with an extra-long tamping rod.
  • the removal of the second lining formwork; the requirements for the removal of the second lining formwork are: the strength of the second lining concrete to ensure that the surface and corners of the structural members are not damaged due to the removal of the formwork, and the strength is above 8MPa.
  • the scaffolding at the variable section is set up: the distance between the brackets at the variable section of the structure is 900 ⁇ 750mm, and the step distance is 900mm.
  • the scaffolding spacing of the general construction section when the distance between the scaffold poles at the variable section is greater than 300mm, An oblique rod is added at the plug to strengthen the end mold force system.
  • Pre-embedded bars are made at the bottom of the oblique bars, 100 ⁇ 100mm triangular square timbers are placed on the pre-embedded bars, and the ends of the scaffolding are fixed on the inverted backfill concrete to ensure the stability of the bearing.
  • the arch and formwork are set when the section changes: when the mobile formwork system is used for the construction of two linings of different sections, if the size of the two sections is different, the bracket system is moved from the previous section to the next section. , Adopt the method of replacing the bracket vertical rod and cross rod of the appropriate size to ensure that the size of the mold base meets the requirements; if the section difference is small, directly set the special-shaped wooden mold at the corresponding position on the arch ring to fine-tune the section size of the mold base.

Abstract

一种多种变截面暗挖隧道二衬快速施工结构及方法，包括模板移动支架，模板移动支架用于二衬模板(4)的支撑和固定；拱架(1)包括拱部支架(11)、立柱(12)、横梁(13)和拱墙拱架(14)，拱部支架(11)一端与二衬模板(4)固定连接，另一端与立柱(12)固定连接；立柱(12)另一端固定连接于横梁(13)顶端；横梁(13)底端与临时仰拱支架(2)顶端固定连接；拱墙拱架(14)一端与二衬模板(4)固定连接，另一端与横杆(21)固定连接；在暗挖隧道临时支撑顶部设置有轨道(8)，轨道(8)与拱架(1)配合，用于二衬浇筑完成后根据重量采用电动葫芦或手拉葫芦牵引拱架(1)整体至下一段二衬。提供了一种能够应对隧道长度较短且断面种类多、工期紧张、成本投入低的多种变截面暗挖隧道二衬快速施工结构及方法。

Description

一种多种变截面暗挖隧道二衬快速施工结构及方法 技术领域
本发明属于隧道工程技术领域，尤其涉及双侧壁导坑法中的多种变截面暗挖隧道二衬快速施工方法及结构。
背景技术
在隧道施工中由于功能性设置需求的原因，导致隧道断面尺寸多变，尤其是地铁隧道经常有几百米长的隧道设计有几种到十几种不同尺寸断面的情况。西安地铁九号线TGSG-5标洪庆站-紫霞三路站区间存车线YDK11+197.880-YDK11+401.200段采用浅埋暗挖法施工，该段暗挖隧道采用马蹄形断面，全长203m，断面形式有A、B、C、D、E五种断面及A-B过渡断面(共6种)，暗挖断面A采用CRD法施工，暗挖断面B、C、D、E断面均采用双侧壁导坑法施工，过渡段面工序为CRD法向双侧壁导坑法转变。针对此类长度短但断面种类多的隧道二衬施工，有两种传统施工方法，最常用的为采用多台对应断面的衬砌台车，另一种采用满堂支架的散模拼装方式进行浇筑。第一种方法中多个台车会大幅度增加施工成本，且当洞口为小断面洞内为大断面时，台车的拼装拆除必须在洞内施工，增加了施工难度及工期；而第二种方法存在满堂支架搭设拆除工作量大、小块散模拼装对施工要求较高工作难度大的情况。
因此，急需一种能够应对隧道长度较短且断面种类多、工期紧张、成本投入低的多种变截面暗挖隧道二衬快速施工方法及结构。
发明内容
本发明目的在于提供一种能够应对隧道长度较短且断面种类多、工期紧张、成本投入低的双侧壁导坑法多种变截面暗挖隧道二衬快速施工方法及结构。本发明的内容如下：
一种多种变截面暗挖隧道二衬快速施工结构，包括模板移动支架和隔墙，所述模板移动支架数量至少为2榀，用于二衬模板的支撑和固定；所述模板移动支架包括拱架和临时仰拱处支架；所述拱架包括拱部支架、立柱、横梁 和拱墙拱架，所述拱部支架一端与所述二衬模板固定连接，另一端与所述立柱固定连接；所述立柱另一端固定连接于所述横梁顶端；所述横梁底端与所述临时仰拱处支架顶端固定连接；所述拱墙拱架一端与所述二衬模板固定连接，另一端与所述临时仰拱处支架固定连接；所述拱部支架与所述拱墙支架固定连接；每榀所述模板移动支架的横梁之间设置有连接梁；所述隔墙包括纵向隔墙和横向隔墙，所述模板移动支架组装时，拆除与所述拱架高度相适应的纵向隔墙；拆除后的纵向隔墙上设置有轨道，所述轨道包括支撑架和滑动轮，所述支撑架固定连接于所述拆除后的纵向隔墙，所述滑动轮固定连接于所述支撑架；所述滑动轮与所述连接梁滑动配合，用于二衬浇筑完成后根据所述拱架重量采用电动葫芦或手拉葫芦牵引所述拱架整体至下一段二衬；所述立柱和横梁设置有不同规格尺寸，用于根据变截面挖隧道二衬模板和所述拱架尺寸要求选择使用。
进一步地，所述临时仰拱处支架包括临时仰拱下部支架和临时仰拱上部支架,所述临时仰拱下部支架和所述临时仰拱上部支架包括立杆、纵向水平杆、纵向扫地杆和横向扫地杆，所述立杆底部设置有固定座，用于所述立杆固定于仰拱；所述纵向扫地杆采用直角扣件固定在固定座底部不大于200mm处的立杆上；所述横向扫地杆采用直角扣件固定在紧靠所述纵向扫地杆下方的立杆上；所述立杆顶端设置有顶托，用于所述横梁与所述立杆固定连接；所述拱墙拱架与水平杆固定连接。
进一步地，所述临时仰拱处支架采用扣件式脚手架，立杆布置间距900×750mm、步距900mm，用于所述拱架的支撑；所述临时仰拱处支架外侧和内侧纵向、横向每5跨且不小于3m，由底至顶连续设置竖向剪刀撑，所述剪刀撑杆件的底端应与地面顶紧；所述剪刀撑的斜杆与地面夹角在45°～60°之间，所述斜杆每跨与所述立杆扣接；在所述竖向剪刀撑顶部交点平面应设置水平剪刀撑，扫地杆的设置层应设置水平剪刀撑，水平剪刀撑与所述临时仰拱处支架纵向或横向的夹角应在45°～60°之间。
进一步地，所述纵向水平杆接长采用对接扣件连接，两根相邻纵向水平 杆的接头不应设置在同步或同跨内；不同步或不同跨两个相邻接头在水平方向错开的距离不应小于500mm；各接头中心至最近主节点的距离不应大于纵距的1/3；接头位置远离立杆距离不大于300mm；所述纵向水平杆采用搭接，其中搭接长度不少于1000mm，搭接设置3个旋转扣件固定，旋转扣件盖板边缘至搭接杆的杆端不小于100mm。
进一步地，所述拱部支架和拱墙支架采用I18工字钢地表冷弯机预弯成节，洞内拼装成榀；所述立柱和横梁采用I14工字钢，横向根据脚手架水平间距和顶托位置进行布设，纵向间距根据脚手架纵向间距750mm布设。
一种多种变截面暗挖隧道二衬快速施工方法,包括以下步骤：
S10、仰拱施工，存车线暗挖段隧道开挖完毕、初支稳定后，进行所述仰拱施工；
S20、临时仰拱下方满堂脚手架搭设及拱墙处临时仰拱拆除；
S30、临时仰拱上方满堂脚手架搭设及拱顶处临时仰拱拆除；
S40、搭设模板移动支架，所述模板移动支架包括拱架和临时仰拱处支架；二衬模板安装；
S50、二衬混凝土浇筑；
S60、所述二衬模板拆除；
S70、所述拱架前移；
S80、所述二衬施工完成，拆除临时支撑。
进一步地，所述仰拱施工包括以下步骤：
S11、根据监测情况，破除第一段二衬段落仰拱部位临时中隔壁混凝土；
S12、隔榀拆除临时支撑，铺设仰拱防水板及保护层；
S13、已拆除的支撑下方仰拱防水施工完毕后，再拆除剩余的支撑，同时间隔恢复所述已经拆除的支撑，然后进行后拆除支撑下方的防水施工；
S14、在满足施工安全的前提下确保仰拱防水的完整性；按照设计要求绑扎仰拱钢筋，安装模板，浇筑仰拱混凝土，拱墙处预留钢筋和防水板的接头，待仰拱混凝土强度满足要求后，浇筑仰拱回填混凝土。
进一步地，步骤S20中临时仰拱下方满堂脚手架搭设及拱墙处临时仰拱拆除和步骤S30中临时仰拱上方满堂脚手架搭设及拱顶处临时仰拱拆除应满足以下要求：
S21、所述仰拱施工完成后，搭设临时仰拱下部的满堂红脚手架，其中，支架采用扣件式脚手架，立杆布置间距900×750mm，步距900mm；
S22、每根所述立杆底部设置有固定底座，且脚手架必须设置纵向杆和横向杆；其中，纵向扫地杆应采用直角扣件固定在距钢管底部不大于200mm处的立杆上，横向扫地杆应采用直角扣件固定在紧靠纵向扫地杆下方的立杆上；
S23、纵向水平杆接长时，宜采用对接扣件连接；两根相邻纵向水平杆的接头不应设置在同步或同跨内；不同步或不同跨两个相邻接头在水平方向错开的距离不应小于500mm；各接头中心至最近主节点的距离不应大于纵距的1/3；接头位置远离立杆距离不大于300mm；纵向水平杆若采用搭接，搭接长度不少于1000mm，搭接设置3个旋转扣件固定，旋转扣件盖板边缘至搭接杆的杆端不小于100mm；
S24、模板支架属于满堂加强型脚手架，在所述支架外侧和内侧纵向、横向每5跨且不小于3m，由底至顶连续设置竖向剪刀撑，所述剪刀撑杆件的底端应与地面顶紧；所述剪刀撑的斜杆与地面夹角在45°～60°之间，所述斜杆每跨与立杆扣接；在所述竖向剪刀撑顶部交点平面应设置水平剪刀撑，扫地杆的设置层应设置水平剪刀撑，水平剪刀撑与支架纵向或横向的夹角应在45°～60°之间；
S25、所述临时仰拱下部脚手架搭设完毕后，根据监测情况，纵向分段拆除1.6m宽范围临时仰拱，切割支撑工字钢；
S26、搭设临时仰拱上部满堂红脚手架，支架结构要求与所述搭设临时仰拱下部满堂红脚手架相同；搭设完毕后根据监测情况，纵向分段拆除2.4m高范围临时中隔墙，切割支撑工字钢。
进一步地，步骤S40中搭设模板移动支架，二衬模板安装包括以下步骤和要求：
S41、所述临时仰拱下部和所述临时仰拱上部满堂红脚手架搭设完成后，对拱顶和拱墙处二衬范围内临时支撑拆除，铺设所述拱墙整体防水板，绑扎拱墙钢筋；
S42、搭设移动时二衬拱架，所述拱架采用I18工字钢地表冷弯机预弯成节，洞内拼装成榀；纵梁采用I14工字钢，横向根据脚手架水平间距900mm和顶托位置进行布设，纵向间距根据脚手架纵向间距750mm布设；安装时，先利用立杆固定拱部支架，再用水平杆顶紧固定拱墙拱架；拱架之间采用销子连接，拱架端头间隔设置单双销耳板；拱圈与竖向弦杆间通过焊接连接板，竖向弦杆与下部水平杆用高强螺栓进行连接，水平弦杆下部设置主梁纵梁，纵梁采用100×100mm，纵向支撑点间距750mm，横向间距900mm，纵梁通过顶托与架管形成支撑体系；
S43、所述拱墙采用Q235钢模板，钢模板规格长×宽为1500×300mm、1500×200mm、1500×100mm模板拼装；所述钢模板拼装时相邻模板肋边用U形卡连接，间距不得大于200mm，U形卡正反交替安装；所述钢模板纵向接头用“L”形插销来连接；
S44、堵头模板采用木模板、木板或快速收口网关模，采用方木或钢管背住模板成型，用钢筋焊接在纵向分布筋上内拉固定，结合方木、钢管或木板斜撑支顶加固牢固，斜撑角度不应大于45度，关模后用棉纱封堵缝隙。
进一步地，所述二衬模板拆除的要求为：所述二衬混凝土强度保证结构构件表面及棱角不因拆除模板而受损，且强度达到8MPa以上。
本发明有益效果：
1)安全性：大断面双侧壁导坑法二衬施工中，传统台车法需将临时支撑全部拆除，本发明采用移动支架可以分阶段分部分对临时支撑进行拆除，减小了临时支撑拆除后初支长时间临空变形的风险；相对于传统方式，本发明提供的移动支架采用的型钢拱架、横梁、立柱其支模体系的稳定性较高，在浇筑过程中的安全性得到提升。
2)经济性：相比台车施工本方法具有非常大的经济优势，本发明存车线 暗挖隧道5种断面和1种过渡段断面最少需采用4台衬砌台车，每台衬砌台车的费用大概在45万元左右，总计180万元，即使采用一台台车+更换面板的方式最少也需要90-100万元，而采用本发明的支架体系总费用仅需25万元左右。
3)工效对比：在模板安装过程中，台车安装需要15天以上，以后每次模板安装需要1天；而散模拼装每次模板及支撑体系安装需要10天左右；本发明的施工方法中移动支架及模板第一次安装需要7天，以后每次安装需要3天，工效最优。
4)技术操作性：相比台车施工，本发明提供的移动支架在洞内模板及支撑体系的安装比较便捷，前移采用手拉葫芦整体牵引即可，简单有效，而台车安装中由于构件重量大、体积大需采用机械配合，在狭小的洞内空间中，机械操作安装难度大；相比于散模拼装方式，本发明的移动支架拥有支架体系模块化搭设方便、模板安装定位便捷的优势。
附图说明
图1多种变截面暗挖隧道二衬快速施工方法流程图
图2多种变截面暗挖隧道二衬快速施工结构构造断面示意图
图3多种变截面暗挖隧道二衬快速施工结构构造纵向布置示意图
图4二衬施工移动支架体系效果图
图5仰拱临时支撑破除
图6仰拱换撑施工
图7隔榀拆除换撑
图8仰拱防水铺设完成
图9仰拱钢筋绑扎完成
图10纵向拆除1.6m宽临时仰拱
图11纵向拆除2.4m高临时中隔墙
图12移动支架模板安装
图13模板支架体系细部构造图
图14堵头模板构造
其中，1-拱架；11-拱部支架；12-立柱；13-横梁；14-拱墙支架；2-临时仰拱处支架；21-横杆；22-立杆；23-斜杆；3-二衬；4-二衬模板；5-初支；6-仰拱，7-纵向隔墙；8-轨道；81-滑动轮；82-支撑架；9-连接梁。
具体实施方式
实施例1
本实施例适用于双侧壁导坑法或CRD法暗挖隧道施工领域。
一种多种变截面暗挖隧道二衬快速施工结构，包括模板移动支架和隔墙，模板移动支架数量至少为2榀，用于二衬模板4的支撑和固定；模板移动支架包括拱架1和临时仰拱处支架2；拱架1包括拱部支架11、立柱12、横梁13和拱墙拱架14，拱部1支架一端与二衬模板4固定连接，另一端与立柱12固定连接；立柱12另一端固定连接于横梁13顶端；横梁13底端与临时仰拱处支架2顶端固定连接；拱墙拱架14一端与二衬模板4固定连接，另一端与临时仰拱处支架11固定连接；拱部支架11与拱墙支架14固定连接,固定连接形式可以使铰接、螺栓连接或焊接等机械连接形式，优选为铰接；每榀模板移动支架的横梁13之间设置有连接梁9；隔墙包括纵向隔墙7和横向隔墙，模板移动支架组装时，拆除与拱架1高度相适应的纵向隔墙7；拆除后的纵向隔墙7上设置有轨道8，轨道8包括支撑架81和滑动轮82，支撑架81固定连接于拆除后的纵向隔墙7，滑动轮82固定连接于支撑架81，本实施例中，支撑架81选用槽钢固定连接于纵向隔墙7，固定形式为螺栓连接，滑动轮82为圆钢管，焊接于支撑架81顶端；滑动轮82与连接梁9滑动配合，用于二衬3浇筑完成后根据拱架重量采用电动葫芦或手拉葫芦牵引拱架1整体至下一段二衬；立柱12和横梁13设置有不同规格尺寸，用于根据变截面挖隧道二衬模板4和拱架1尺寸要求选择使用。
本实施例中，二衬模板采用300mm(宽)×1500mm(长)×55mm(总厚)，板面厚度δ＝2.75mm标准钢模板，模板之间通过U形扣和螺栓连接，模板与拱架间采取销子锁紧或铁丝绑紧固定。
本实施例中，每榀拱架1由7节拱圈和1根横梁13、4根立柱12拼装而成，拱部7节拱圈采取销子铰接连接成拱架1，拱部支架11由顶部3节拱圈组成，并与横梁13、立柱12通过螺栓栓接成整体。另外4节拱圈组成拱墙支架14。
临时仰拱处支架包括临时仰拱下部支架和临时仰拱上部支架,临时仰拱下部支架和临时仰拱上部支架包括立杆、纵向水平杆、纵向扫地杆和横向扫地杆，立杆22底部设置有固定座，用于立杆22固定于仰拱；纵向扫地杆采用直角扣件固定在固定座底部不大于200mm处的立杆上；横向扫地杆采用直角扣件固定在紧靠所述纵向扫地杆下方的立杆上；立杆22顶端设置有顶托，用于横梁13与立杆22固定连接；拱墙拱架14与水平杆21两端固定连接。临时仰拱处支架采用直径48.3mm、壁厚3.6mm的扣件式脚手架，立杆布置间距900×750mm、步距900mm，用于拱架的支撑；临时仰拱处支架外侧和内侧纵向、横向每5跨且不小于3m，由底至顶连续设置竖向剪刀撑，剪刀撑杆件的底端应与地面顶紧；剪刀撑的斜杆23与地面夹角在45°～60°之间，斜杆23每跨与立杆22扣接；在竖向剪刀撑顶部交点平面应设置水平剪刀撑，扫地杆的设置层应设置水平剪刀撑，水平剪刀撑与临时仰拱处支架纵向或横向的夹角应在45°～60°之间。
纵向水平杆接长采用对接扣件连接，两根相邻纵向水平杆的接头不应设置在同步或同跨内；不同步或不同跨两个相邻接头在水平方向错开的距离不应小于500mm；各接头中心至最近主节点的距离不应大于纵距的1/3；接头位置远离立杆距离不大于300mm；纵向水平杆采用搭接，其中搭接长度不少于1000mm，搭接设置3个旋转扣件固定，旋转扣件盖板边缘至搭接杆的杆端不小于100mm。
拱架11材料选用需要结合隧道二衬断面尺寸及施工工况进行结构设计，本实施例中，本实施例中，拱部支架11和拱墙支架14采用I18工字钢地表冷弯机预弯成节，洞内拼装成榀；立柱12和横梁13采用I14工字钢，横向根据脚手架水平间距和顶托位置进行布设，纵向间距根据脚手架纵向间距 750mm布设。其中，立柱12纵向支撑点间距750mm，横向间距900mm。
本实施例中，满堂脚手架采取底托+规格Φ48.3×3.6钢管+扣件+顶托组成支架体系，立杆22布置间距900×750mm，步距900mm。
本实施例中，在初支5稳定后才允许使用施工，在二衬模板4与初支5之间浇筑二衬3的混凝土。
本实施例例的使用方法：在模板移动支架中临时仰拱上部支架时，根据拱架1与二衬模板4的尺寸，拆除与其配合的纵向隔离墙顶部，本实施中为2.4m，在拆除后的纵向隔墙7上安装轨道8，轨道8的滑动轮82涂抹润滑油与连接梁9滑动配合，当二衬3浇筑完成后采用电动葫芦或手拉葫芦牵引拱架1整体通过滑轨8滑动至下一段二衬3。
一种多种变截面暗挖隧道二衬快速施工方法,包括以下步骤：
S10、仰拱施工，存车线暗挖段隧道开挖完毕、初支稳定后，进行仰拱施工；
仰拱施工包括以下步骤：
S11、根据监测情况，破除第一段二衬段落仰拱部位2.2m高临时中隔壁混凝土；
S12、隔榀拆除临时支撑，铺设仰拱防水板及保护层；
S13、已拆除的支撑下方仰拱防水施工完毕后，再拆除剩余的支撑，同时间隔恢复已经拆除的支撑，然后进行后拆除支撑下方的防水施工；
S14、在满足施工安全的前提下确保仰拱防水的完整性；按照设计要求绑扎仰拱钢筋，安装模板，浇筑仰拱混凝土，拱墙处预留钢筋和防水板的接头，待仰拱混凝土强度满足要求后，浇筑仰拱回填混凝土。
S20、临时仰拱下方满堂脚手架搭设及拱墙处临时仰拱拆除；
S30、临时仰拱上方满堂脚手架搭设及拱顶处临时仰拱拆除；
步骤S20中临时仰拱下方满堂脚手架搭设及拱墙处临时仰拱拆除和步骤S30中临时仰拱上方满堂脚手架搭设及拱顶处临时仰拱拆除应满足以下要求：
S21、仰拱施工完成后，搭设临时仰拱下部的满堂红脚手架，其中，支架 采用直径48.3mm、壁厚3.6mm的扣件式脚手架，立杆布置间距900×750mm，步距900mm；
S22、每根立杆底部设置有固定底座，且脚手架必须设置纵向杆和横向杆；其中，纵向扫地杆应采用直角扣件固定在距钢管底部不大于200mm处的立杆上，横向扫地杆应采用直角扣件固定在紧靠纵向扫地杆下方的立杆上；
S23、纵向水平杆接长时，宜采用对接扣件连接；两根相邻纵向水平杆的接头不应设置在同步或同跨内；不同步或不同跨两个相邻接头在水平方向错开的距离不应小于500mm；各接头中心至最近主节点的距离不应大于纵距的1/3；接头位置远离立杆距离不大于300mm；纵向水平杆若采用搭接，搭接长度不少于1000mm，搭接设置3个旋转扣件固定，旋转扣件盖板边缘至搭接杆的杆端不小于100mm；
S24、模板支架属于满堂加强型脚手架，在模板支架外侧和内侧纵向、横向每5跨且不小于3m，由底至顶连续设置竖向剪刀撑，剪刀撑杆件的底端应与地面顶紧；剪刀撑的斜杆与地面夹角在45°～60°之间，斜杆每跨与立杆扣接；在竖向剪刀撑顶部交点平面应设置水平剪刀撑，扫地杆的设置层应设置水平剪刀撑，水平剪刀撑与支架纵向或横向的夹角应在45°～60°之间；
S25、临时仰拱下部脚手架搭设完毕后，根据监测情况，纵向分段拆除1.6m宽范围临时仰拱，切割支撑工字钢；
S26、搭设临时仰拱上部满堂红脚手架，支架结构要求与搭设临时仰拱下部满堂红脚手架相同；搭设完毕后根据监测情况，纵向分段拆除2.4m高范围临时中隔墙，切割支撑工字钢。
S40、搭设模板移动支架，模板移动支架包括拱架和临时仰拱处支架；二衬模板安装；搭设移动拱架，移动支架模板安装包括以下步骤和要求：
S41、所述临时仰拱下部和所述临时仰拱上部满堂红脚手架搭设完成后，对拱顶和拱墙处二衬范围内临时支撑拆除，铺设所述拱墙整体防水板，绑扎拱墙钢筋；
S42、搭设移动时二衬拱架，拱架采用I18工字钢地表冷弯机预弯成节， 洞内拼装成榀；纵梁采用I14工字钢，横向根据脚手架水平间距900mm和顶托位置进行布设，纵向间距根据脚手架纵向间距750mm布设；安装时，先利用立杆固定拱部拱架，再用水平杆顶紧固定拱墙拱架；支架外拱圈采用销子连接，拱架端头间隔设置单双销耳板；拱圈与竖向弦杆间通过焊接连接板，竖向弦杆与下部水平杆用高强螺栓进行连接，水平弦杆下部设置主梁纵梁，纵梁采用100×100mm，纵向支撑点间距750mm，横向间距900mm，纵梁通过顶托与架管形成支撑体系；
S43、拱墙模板采用Q235钢模板，钢模板规格长×宽为1500×300mm、1500×200mm、1500×100mm模板拼装；拱墙模板表面不得凸凹不平，平整度与规格必须施工规范符合要求。钢模板拼装时相邻模板肋边用U形卡连接，间距不得大于200mm，U形卡正反交替安装；钢模板纵向接头用“L”形插销来连接；
S44、堵头模板采用木模板、木板或快速收口网关模，采用方木或钢管背住模板成型，用Φ18钢筋焊接在纵向分布筋上内拉固定，结合方木、钢管或木板斜撑支顶加固牢固，斜撑角度不应大于45度，关模后用棉纱封堵缝隙。
S50、二衬混凝土浇筑；
S51、浇筑混凝土应连续进行。当必须间歇时，其间歇时间宜缩短，并应在前层混凝土初凝前，将次层混凝土浇筑完毕。若超时应按有关防水要求留置施工缝，采用“一个坡度，薄层浇筑，循序推进，一次到位”的灌注方法来缩小混凝土暴露面，以及加大浇筑强度以缩短浇筑时间等措施防止产生浇筑冷缝，提高结构混凝土的防裂抗渗能力。
S52、在侧墙模板上预留300mm×300mm浇筑、振捣孔，通过浇筑孔逐层均匀浇筑，当浇筑面快要达到浇筑孔下缘时，清理浇筑孔盖及周围模板浇筑侧残留混凝土，关闭浇筑孔，确保浇筑孔封闭严密平顺。
S53、侧墙混凝土的灌注必须分层对称地进行，对称浇筑高度不大于0.5m，浇筑速度应控制在0.5m/h，使模板对称受力均匀，避免模板变形移位，以保 证结构尺寸的准确性。在砼输送管道的最前端必须设置软管，保证将砼直接输送至灌注面，保证砼自落高度不超过2.0m，防止石子堆积，影响砼质量。采用超长型号的捣固棒捣固内衬墙下部砼。
S54、在浇筑中，注意在接缝处加强捣实。若砼顶表面有积水，应排出后方可继续浇灌。
S60、二衬模板拆除；二衬模板拆除的要求为：二衬混凝土强度保证结构构件表面及棱角不因拆除模板而受损，且强度达到8MPa以上。
S70、拱架前移；在临时支撑上方加装轨道，当每段二衬浇筑完成后采用电动葫芦或手拉葫芦牵引拱架整体至下一段，进行下一段混凝土浇筑；
S80、二衬施工完成，拆除临时支撑。待存车线全段二衬拱墙施工完成后，依次拆除支架体系，并统一拆除剩余临时支撑。
在其他实施例中，变断面处脚手架设置：结构变断面处支架设置间距900×750mm，步距900mm，根据一般施工段脚手架布设间距，遇到变断面处脚手架立杆距离端模大于300mm时，在堵头处增设斜杆，加强端模受力体系。斜杆底部制作设置预埋筋，预埋筋上放置100×100mm三角方木，脚手架末端固定在仰拱回填砼上，保证支座受力稳定。
在其他实施例中，断面变化时拱架及模板设置：移动模架体系在进行不同断面二衬施工时，若两个断面尺寸差别较大，则将支架体系从前一断面移动到后一断面时，采用调换合适尺寸的支架竖杆及横杆的方法保证模架尺寸满足要求；若断面差别较小，则直接在拱圈上对应位置设置异形木模对模架断面尺寸进行微调。
以上所述，仅是本发明较佳实施例而已，并非对本发明的技术范围作任何限制，故凡是依据本发明的技术实质对以上实施例所作的任何细微修改、等同变化与修饰，均仍属于本发明技术方案的范围的。

Claims (10)

  1. 一种多种变截面暗挖隧道二衬快速施工结构，其特征在于，包括模板移动支架和隔墙，所述模板移动支架数量至少为2榀，用于二衬模板的支撑和固定；所述模板移动支架包括拱架和临时仰拱处支架；所述拱架包括拱部支架、立柱、横梁和拱墙拱架，所述拱部支架一端与所述二衬模板固定连接，另一端与所述立柱固定连接；所述立柱另一端固定连接于所述横梁顶端；所述横梁底端与所述临时仰拱处支架顶端固定连接；所述拱墙拱架一端与所述二衬模板固定连接，另一端与所述临时仰拱处支架固定连接；所述拱部支架与所述拱墙支架固定连接；每榀所述模板移动支架的横梁之间设置有连接梁；所述隔墙包括纵向隔墙和横向隔墙，所述模板移动支架组装时，拆除与所述拱架高度相适应的纵向隔墙；拆除后的纵向隔墙上设置有轨道，所述轨道包括支撑架和滑动轮，所述支撑架固定连接于所述拆除后的纵向隔墙，所述滑动轮固定连接于所述支撑架；所述滑动轮与所述连接梁滑动配合，用于二衬浇筑完成后根据所述拱架重量采用电动葫芦或手拉葫芦牵引所述拱架整体至下一段二衬；所述立柱和横梁设置有不同规格尺寸，用于根据变截面挖隧道二衬模板和所述拱架尺寸要求选择使用。
  2. 根据权利要求1所述的二衬快速施工结构，其特征在于，所述临时仰拱处支架包括临时仰拱下部支架和临时仰拱上部支架,所述临时仰拱下部支架和所述临时仰拱上部支架包括立杆、纵向水平杆、纵向扫地杆和横向扫地杆，所述立杆底部设置有固定座，用于所述立杆固定于仰拱；所述纵向扫地杆采用直角扣件固定在固定座底部不大于200mm处的立杆上；所述横向扫地杆采用直角扣件固定在紧靠所述纵向扫地杆下方的立杆上；所述立杆顶端设置有顶托，用于所述横梁与所述立杆固定连接；所述拱墙拱架与水平杆固定连接。
  3. 根据权利要求2所述的二衬快速施工结构，其特征在于，所述临时仰拱处支架采用扣件式脚手架，立杆布置间距900×750mm、步距900mm，用于所述拱架的支撑；所述临时仰拱处支架外侧和内侧纵向、横向每5跨且不小于3m，由底至顶连续设置竖向剪刀撑，所述剪刀撑杆件的底端应与地面顶紧； 所述剪刀撑的斜杆与地面夹角在45°～60°之间，所述斜杆每跨与所述立杆扣接；在所述竖向剪刀撑顶部交点平面应设置水平剪刀撑，扫地杆的设置层应设置水平剪刀撑，水平剪刀撑与所述临时仰拱处支架纵向或横向的夹角应在45°～60°之间。
  4. 根据权利要求3所述的二衬快速施工结构，其特征在于，所述纵向水平杆接长采用对接扣件连接，两根相邻纵向水平杆的接头不应设置在同步或同跨内；不同步或不同跨两个相邻接头在水平方向错开的距离不应小于500mm；各接头中心至最近主节点的距离不应大于纵距的1/3；接头位置远离立杆距离不大于300mm；所述纵向水平杆采用搭接，其中搭接长度不少于1000mm，搭接设置3个旋转扣件固定，旋转扣件盖板边缘至搭接杆的杆端不小于100mm。
  5. 根据权利要求4所述的二衬快速施工结构，其特征在于，所述拱部支架和拱墙支架采用I18工字钢地表冷弯机预弯成节，洞内拼装成榀；所述立柱和横梁采用I14工字钢，横向根据脚手架水平间距和顶托位置进行布设，纵向间距根据脚手架纵向间距750mm布设。
  6. 一种多种变截面暗挖隧道二衬快速施工方法,其特征在于，包括以下步骤：
    S10、仰拱施工，存车线暗挖段隧道开挖完毕、初支稳定后，进行所述仰拱施工；
    S20、临时仰拱下方满堂脚手架搭设及拱墙处临时仰拱拆除；
    S30、临时仰拱上方满堂脚手架搭设及拱顶处临时仰拱拆除；
    S40、搭设模板移动支架，所述模板移动支架包括拱架和临时仰拱处支架；二衬模板安装；
    S50、二衬混凝土浇筑；
    S60、所述二衬模板拆除；
    S70、所述拱架前移；
    S80、所述二衬施工完成，拆除临时支撑。
  7. 根据权利要求6所述的二衬快速施工方法，其特征在于，所述仰拱施工包括以下步骤：
    S11、根据监测情况，破除第一段二衬段落仰拱部位临时中隔壁混凝土；
    S12、隔榀拆除临时支撑，铺设仰拱防水板及保护层；
    S13、已拆除的支撑下方仰拱防水施工完毕后，再拆除剩余的支撑，同时间隔恢复所述已经拆除的支撑，然后进行后拆除支撑下方的防水施工；
    S14、在满足施工安全的前提下确保仰拱防水的完整性；按照设计要求绑扎仰拱钢筋，安装模板，浇筑仰拱混凝土，拱墙处预留钢筋和防水板的接头，待仰拱混凝土强度满足要求后，浇筑仰拱回填混凝土。
  8. 根据权利要求6所述的二衬快速施工方法，其特征在于，步骤S20中临时仰拱下方满堂脚手架搭设及拱墙处临时仰拱拆除和步骤S30中临时仰拱上方满堂脚手架搭设及拱顶处临时仰拱拆除应满足以下要求：
    S21、所述仰拱施工完成后，搭设临时仰拱下部的满堂红脚手架，其中，支架采用扣件式脚手架，立杆布置间距900×750mm，步距900mm；
    S22、每根所述立杆底部设置有固定底座，且脚手架必须设置纵向杆和横向杆；其中，纵向扫地杆应采用直角扣件固定在距钢管底部不大于200mm处的立杆上，横向扫地杆应采用直角扣件固定在紧靠纵向扫地杆下方的立杆上；
    S23、纵向水平杆接长时，宜采用对接扣件连接；两根相邻纵向水平杆的接头不应设置在同步或同跨内；不同步或不同跨两个相邻接头在水平方向错开的距离不应小于500mm；各接头中心至最近主节点的距离不应大于纵距的1/3；接头位置远离立杆距离不大于300mm；纵向水平杆若采用搭接，搭接长度不少于1000mm，搭接设置3个旋转扣件固定，旋转扣件盖板边缘至搭接杆的杆端不小于100mm；
    S24、模板支架属于满堂加强型脚手架，在所述支架外侧和内侧纵向、横向每5跨且不小于3m，由底至顶连续设置竖向剪刀撑，所述剪刀撑杆件的底端应与地面顶紧；所述剪刀撑的斜杆与地面夹角在45°～60°之间，所述斜杆每跨与立杆扣接；在所述竖向剪刀撑顶部交点平面应设置水平剪刀撑，扫 地杆的设置层应设置水平剪刀撑，水平剪刀撑与支架纵向或横向的夹角应在45°～60°之间；
    S25、所述临时仰拱下部脚手架搭设完毕后，根据监测情况，纵向分段拆除1.6m宽范围临时仰拱，切割支撑工字钢；
    S26、搭设临时仰拱上部满堂红脚手架，支架结构要求与所述搭设临时仰拱下部满堂红脚手架相同；搭设完毕后根据监测情况，纵向分段拆除2.4m高范围临时中隔墙，切割支撑工字钢。
  9. 根据权利要求8所述的二衬快速施工方法，其特征在于，步骤S40中搭设模板移动支架，二衬模板安装包括以下步骤和要求：
    S41、所述临时仰拱下部和所述临时仰拱上部满堂红脚手架搭设完成后，对拱顶和拱墙处二衬范围内临时支撑拆除，铺设所述拱墙整体防水板，绑扎拱墙钢筋；
    S42、搭设移动时二衬拱架，所述拱架采用I18工字钢地表冷弯机预弯成节，洞内拼装成榀；纵梁采用I14工字钢，横向根据脚手架水平间距900mm和顶托位置进行布设，纵向间距根据脚手架纵向间距750mm布设；安装时，先利用立杆固定拱部支架，再用水平杆顶紧固定拱墙拱架；拱架之间采用销子连接，拱架端头间隔设置单双销耳板；拱圈与竖向弦杆间通过焊接连接板，竖向弦杆与下部水平杆用高强螺栓进行连接，水平弦杆下部设置主梁纵梁，纵梁采用100×100mm，纵向支撑点间距750mm，横向间距900mm，纵梁通过顶托与架管形成支撑体系；
    S43、所述拱墙采用Q235钢模板，钢模板规格长×宽为1500×300mm、1500×200mm、1500×100mm模板拼装；所述钢模板拼装时相邻模板肋边用U形卡连接，间距不得大于200mm，U形卡正反交替安装；所述钢模板纵向接头用“L”形插销来连接；
    S44、堵头模板采用木模板、木板或快速收口网关模，采用方木或钢管背住模板成型，用钢筋焊接在纵向分布筋上内拉固定，结合方木、钢管或木板斜撑支顶加固牢固，斜撑角度不应大于45度，关模后用棉纱封堵缝隙。
  10. 根据权利要求6所述的二衬快速施工方法，其特征在于，所述二衬模板拆除的要求为：所述二衬混凝土强度保证结构构件表面及棱角不因拆除模板而受损，且强度达到8MPa以上。
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