CN104989421A - Support structure for preventing settlement deformation of tunnels and construction method thereof - Google Patents
Support structure for preventing settlement deformation of tunnels and construction method thereof Download PDFInfo
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- CN104989421A CN104989421A CN201510453174.8A CN201510453174A CN104989421A CN 104989421 A CN104989421 A CN 104989421A CN 201510453174 A CN201510453174 A CN 201510453174A CN 104989421 A CN104989421 A CN 104989421A
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Abstract
The invention relates to a support structure for preventing settlement deformation of tunnels and a construction method thereof. Long pipe shed method and center cross diagram method generally use constant section tunnel construction during excavation; owing to a triangular area soil body between pipe sheds and a primary support, the primary support fail to be attached to the long pipe sheds tightly, which is unfavorable for the stress of the long pipe sheds and primary support combination. The support structure comprises an annular permanent steel arch in a tunnel; the annular permanent steel arch is composed of a plurality of parallel multi-ring variable section units in the longitudinal direction of the tunnel, the longitudinal section being zigzag in shape; a temporary steel arch is arranged between sectional pilot tunnels; long pipe sheds are uniformly distributed on the top of the arch portion of the permanent steel arch; small grouting guide pipes are uniformly arranged on the outside of the two side walls of the permanent steel arch. A variable section mode is adopted in the longitudinal direction of tunnels, and the primary support can be tightly attached to the long pipe sheds; the primary support and the long pipe sheds are combined for support, thereby being capable of controlling settlement. The structure process is simple; the operation space is large; the support structure is in favor of mechanical construction and prevents the increase of construction cost.
Description
Technical field
the invention belongs to tunnel support technical field, be specifically related to a kind of prevent tunnel subsidence to be out of shape supporting and protection structure and construction process.
Background technology
In the weak surrounding rock that geological conditions is poor, build tunnel, the key that larger sedimentation and deformation is design, construction occurs in the middle of prevention construction.Large at tunnel cross-section, buried depth is shallow, to settlement Control have be strict with and adopt mechanized construction, adopting long pipe shed and intersecting median septum method excavation is a kind of conventional scheme.Long pipe shed advance support intensity is large, and adopts intersection median septum method to carry out partial excavation, can ensure that each pilot tunnel supporting is closed into ring in time and is conducive to mechanized construction.But the uniform section tunnel of conventional design causes preliminary bracing can not closely connected long pipe shed owing to there is trigonum between pipe canopy and preliminary bracing, to long pipe shed and preliminary bracing combination stressed unfavorable; In addition, construction period trigonum the soil body due to excavation vibrations and slump need increase sprayed mortar, this will cause construction cost to increase.
Summary of the invention
The object of this invention is to provide a kind of prevent tunnel subsidence to be out of shape supporting and protection structure and construction process, be applicable to the weak surrounding rock that geological conditions is poor, comprise soil property, expansive rock etc.
The technical solution adopted in the present invention is:
The supporting and protection structure of prevention tunnel subsidence distortion, is characterized in that:
Comprise the permanent steel arch-shelf of ring-type in tunnel, permanent steel arch-shelf is longitudinally made up of parallel many rings variable cross-section unit along tunnel, vertical section indentation;
Long pipe shed has been evenly arranged above permanent steel arch-shelf arch;
Slip casting ductule has been evenly arranged outside the abutment wall of permanent steel arch-shelf both sides.
Permanent steel arch-shelf is i iron or H profile steel;
The permanent steel arch-shelf of every ring is longitudinally faced upward, and forms variable cross-section unit;
The afterbody that long pipe shed originates in the permanent steel arch-shelf of every ring sets, and outer limb is consistent with the longitudinal elevation angle of permanent steel arch-shelf, and longitudinal length is the longitudinal length of the permanent steel arch-shelf of two rings.
Permanent steel arch-shelf is arranged symmetrically with the longitudinal joist of twice, has been positioned at bottom, both sides, permanent steel arch-shelf arch;
The longitudinal joist of per pass is welded to form by longitudinal joist junction steel plate by multistage channel-section steel;
Single Pin steel arch-shelf of every section of channel-section steel and correspondence position is bolted to connection.
In tunnel excavation be divided into left pilot tunnel of topping bar, right pilot tunnel of topping bar, get out of a predicament or an embarrassing situation left pilot tunnel and right pilot tunnel of getting out of a predicament or an embarrassing situation, every district boundary arranges temporary steel bow member, comprises stull and perpendicular support;
Temporary steel bow member is i iron or H profile steel.
Junction between temporary steel bow member and between temporary steel bow member and permanent steel arch-shelf is provided with oblique steel arch-shelf stiffening rib;
Steel arch-shelf stiffening rib is i iron or H profile steel.
Slip casting ductule is arranged in outside the abutment wall of permanent steel arch-shelf both sides radially, and between adjacent two Pin steel arch-shelf, longitudinal pitch is the design pitch of twice steel arch-shelf.
Bottom, both sides, permanent steel arch-shelf arch symmetry has set lock foot anchoring stock.
The construction process of the supporting and protection structure of prevention tunnel subsidence distortion, is characterized in that:
Realized by following steps:
Step one: the long pipe shed performing left pilot tunnel arch of topping bar, pipe canopy length is the longitudinal length of two variable cross-section unit;
Step 2: carry out topping bar left pilot drive and supporting are until complete a variable cross-section unit;
Supporting content comprises sprayed mortar, hangs steel mesh reinforcement, also comprises the permanent steel arch-shelf in this region, temporary steel bow member, steel arch-shelf stiffening rib, the installation of longitudinal joist and setting of lock foot anchoring stock;
Step 3: repeat step one and two, until left pilot tunnel of topping bar completes seven variable cross-section unit;
Step 4: the long pipe shed performing right pilot tunnel arch of topping bar;
Step 5: carry out topping bar right pilot drive and supporting are until complete a variable cross-section unit;
Supporting content comprises sprayed mortar, hangs steel mesh reinforcement, also comprises the permanent steel arch-shelf in this region, temporary steel bow member, steel arch-shelf stiffening rib, the installation of longitudinal joist and setting of lock foot anchoring stock;
Step 6: repeat step 4 and five, until right pilot tunnel of topping bar completes three variable cross-section unit;
Step 7: carry out getting out of a predicament or an embarrassing situation left pilot drive and supporting are until complete two variable cross-section unit;
Supporting content comprises sprayed mortar, hangs steel mesh reinforcement, installs the permanent steel arch-shelf in this region, temporary steel bow member and steel arch-shelf stiffening rib, also comprises the slip casting ductule implementing abutment wall;
Step 8: carry out getting out of a predicament or an embarrassing situation right pilot drive and supporting are until complete a variable cross-section unit;
Supporting content comprises sprayed mortar, hangs steel mesh reinforcement, installs the permanent steel arch-shelf in this region, also comprises the slip casting ductule implementing abutment wall;
Step 9: when keep topping bar left pilot tunnel, right pilot tunnel of topping bar, get out of a predicament or an embarrassing situation left pilot tunnel and get out of a predicament or an embarrassing situation that between each pilot drift of right pilot tunnel, fore-and-aft distance is constant, namely top bar left pilot tunnel, top bar between right pilot tunnel keep four variable cross-section unit, top bar left pilot tunnel, get out of a predicament or an embarrassing situation between left pilot tunnel keep five variable cross-section unit, top bar left pilot tunnel, getting out of a predicament or an embarrassing situation between right pilot tunnel keeps six variable cross-section unit, repeat abovementioned steps and carry out the pipe canopy of four pilot tunnels, excavation and supporting construction;
Step 10: treat that permanent steel arch-shelf is closed into ring and removes temporary steel bow member after stabilization, and carry out according to the order of first removing stull, support is erected in rear dismounting, carry out inverted arch, lining construction afterwards.
The present invention has the following advantages:
(1) construct workable:
Working procedure is simple, and construction space is large, and mechanization degree is high, can raise labour efficiency;
(2) settlement Control is effective:
Adopt long pipe shed advance support intensity large, it is strong that pipe canopy combined support ability is close in preliminary bracing, and steel arch-shelf end of topping bar arranges longitudinal joist, and control settlement ability is strong;
(3) good economy performance:
The trigonum soil body between uniform section tunneltron canopy and tunnel is avoided to fall block and the concrete that needs to fill spray causes construction cost to increase.
Accompanying drawing explanation
Fig. 1 is cross-sectional drawing of the present invention.
Fig. 2 is skiagraph of the present invention.
Fig. 3 is the longitudinal connection layout of joist.
In figure, 1-tops bar left pilot tunnel, and 2-tops bar right pilot tunnel, and 3-gets out of a predicament or an embarrassing situation left pilot tunnel, and 4-gets out of a predicament or an embarrassing situation right pilot tunnel, 11-long pipe shed, 12-lock foot anchoring stock, 13-slip casting ductule, the permanent steel arch-shelf of 21-, 22-temporary steel bow member, 23-steel arch-shelf stiffening rib, the longitudinal joist of 31-, the longitudinal joist junction steel plate of 32-.
Detailed description of the invention
Below in conjunction with detailed description of the invention, the present invention will be described in detail.
The supporting and protection structure of the prevention tunnel subsidence distortion that the present invention relates to, adopts intersection median septum method excavation, tunnel is divided into 4 excavations, left pilot tunnel of namely topping bar, right pilot tunnel of topping bar, get out of a predicament or an embarrassing situation left pilot tunnel and right pilot tunnel of getting out of a predicament or an embarrassing situation.
Supporting and protection structure comprises the permanent steel arch-shelf 21 of ring-type in tunnel, permanent steel arch-shelf 21 is longitudinally made up of parallel many rings variable cross-section unit along tunnel, vertical section indentation, long pipe shed 11 has been evenly arranged above permanent steel arch-shelf 21 arch, be evenly arranged slip casting ductule 13 outside the abutment wall of permanent steel arch-shelf 21 both sides, bottom, both sides, permanent steel arch-shelf 21 arch symmetry has set lock foot anchoring stock 12.
Permanent steel arch-shelf 21 is i iron or H profile steel, and the permanent steel arch-shelf 21 of every ring is longitudinally faced upward, and forms variable cross-section unit.The afterbody that long pipe shed 11 originates in the permanent steel arch-shelf 21 of every ring sets, and outer limb is consistent with the permanent longitudinal elevation angle of steel arch-shelf 21, and longitudinal length is the longitudinal length of the permanent steel arch-shelf 21 of two rings.
Permanent steel arch-shelf 21 is arranged symmetrically with the longitudinal joist 31 of twice, be positioned at bottom, both sides, permanent steel arch-shelf 21 arch, the longitudinal joist 31 of per pass is welded to form by longitudinal joist junction steel plate 32 by multistage channel-section steel, and single Pin steel arch-shelf of every section of channel-section steel and correspondence position is bolted to connection.
The left pilot tunnel 1 of topping bar, the right pilot tunnel 2 of topping bar that excavate in tunnel, get out of a predicament or an embarrassing situation left pilot tunnel 3 and right pilot tunnel 4 of getting out of a predicament or an embarrassing situation, every district boundary arranges temporary steel bow member 22, and comprise stull and perpendicular support, temporary steel bow member 22 is i iron or H profile steel.
Junction between temporary steel bow member 22 and between temporary steel bow member 22 and permanent steel arch-shelf 21 is provided with oblique steel arch-shelf stiffening rib 23, and steel arch-shelf stiffening rib 23 is i iron or H profile steel.
Slip casting ductule 13 is arranged in outside the abutment wall of permanent steel arch-shelf 21 both sides radially, and between adjacent two Pin steel arch-shelf, longitudinal pitch is the design pitch of twice steel arch-shelf.
The construction process of the supporting and protection structure of above-mentioned prevention tunnel subsidence distortion, is characterized in that:
Realized by following steps:
Step one: the long pipe shed 11 performing left pilot tunnel 1 arch of topping bar, pipe canopy length is the longitudinal length of two variable cross-section unit;
Step 2: the left pilot tunnel 1 that carries out topping bar excavate and supporting until complete a variable cross-section unit;
Supporting content comprises sprayed mortar, hangs steel mesh reinforcement, also comprises the permanent steel arch-shelf in this region 21, temporary steel bow member 22, steel arch-shelf stiffening rib 23, the installation of longitudinal joist 31 and setting of lock foot anchoring stock 12;
Step 3: repeat step one and two, until left pilot tunnel 1 of topping bar completes seven variable cross-section unit;
Step 4: the long pipe shed 11 performing right pilot tunnel 2 arch of topping bar;
Step 5: the right pilot tunnel 2 that carries out topping bar excavate and supporting until complete a variable cross-section unit;
Supporting content comprises sprayed mortar, hangs steel mesh reinforcement, also comprises the permanent steel arch-shelf in this region 21, temporary steel bow member 22, steel arch-shelf stiffening rib 23, the installation of longitudinal joist 31 and setting of lock foot anchoring stock 12;
Step 6: repeat step 4 and five, until right pilot tunnel 2 of topping bar completes three variable cross-section unit;
Step 7: the left pilot tunnel 3 that carries out getting out of a predicament or an embarrassing situation excavate and supporting until complete two variable cross-section unit;
Supporting content comprises sprayed mortar, hangs steel mesh reinforcement, installs the permanent steel arch-shelf 21 in this region, temporary steel bow member 22 and steel arch-shelf stiffening rib 23, also comprises the slip casting ductule 13 implementing abutment wall;
Step 8: the right pilot tunnel 4 that carries out getting out of a predicament or an embarrassing situation excavate and supporting until complete a variable cross-section unit;
Supporting content comprises sprayed mortar, hangs steel mesh reinforcement, installs the permanent steel arch-shelf 21 in this region, also comprises the slip casting ductule 13 implementing abutment wall;
Step 9: when keep topping bar left pilot tunnel 1, right pilot tunnel 2 of topping bar, get out of a predicament or an embarrassing situation left pilot tunnel 3 and get out of a predicament or an embarrassing situation that between right each pilot drift of pilot tunnel 4, fore-and-aft distance is constant, namely top bar left pilot tunnel 1, top bar between right pilot tunnel 2 keep four variable cross-section unit, top bar left pilot tunnel 1, get out of a predicament or an embarrassing situation between left pilot tunnel 3 keep five variable cross-section unit, top bar left pilot tunnel 1, getting out of a predicament or an embarrassing situation between right pilot tunnel 4 keeps six variable cross-section unit, repeat abovementioned steps and carry out the pipe canopy of four pilot tunnels, excavation and supporting construction;
Step 10: treat that permanent steel arch-shelf 21 is closed into ring and removes temporary steel bow member after stabilization, and carry out according to the order of first removing stull, support is erected in rear dismounting, carry out inverted arch, lining construction afterwards.
The longitudinal length of a variable cross-section unit is 7.45m, and steel arch-shelf design pitch is 0.62m, and single row of tubes canopy length is 15m, and lining template trolley for baffle length is 11.25m, and every plate adjoining rock is 11.175m(i.e. 1.5 times of variable cross-section element lengths).
Content of the present invention is not limited to cited by embodiment, and the conversion of those of ordinary skill in the art by reading manual of the present invention to any equivalence that technical solution of the present invention is taked, is claim of the present invention and contains.
Claims (8)
1. prevent the supporting and protection structure of tunnel subsidence distortion, it is characterized in that:
Comprise the permanent steel arch-shelf (21) of ring-type in tunnel, permanent steel arch-shelf (21) is longitudinally made up of parallel many rings variable cross-section unit along tunnel, vertical section indentation;
Long pipe shed (11) has been evenly arranged above permanent steel arch-shelf (21) arch;
Slip casting ductule (13) has been evenly arranged outside the abutment wall of permanent steel arch-shelf (21) both sides.
2. the supporting and protection structure of prevention tunnel subsidence distortion according to claim 1, is characterized in that:
Permanent steel arch-shelf (21) is i iron or H profile steel;
The permanent steel arch-shelf of every ring (21) is longitudinally faced upward, and forms variable cross-section unit;
The afterbody that long pipe shed (11) originates in the permanent steel arch-shelf of every ring (21) sets, and outer limb is consistent with permanent steel arch-shelf (21) longitudinal elevation angle, and longitudinal length is the longitudinal length of the permanent steel arch-shelf of two ring (21).
3. the supporting and protection structure of prevention tunnel subsidence distortion according to claim 2, is characterized in that:
Permanent steel arch-shelf (21) is arranged symmetrically with the longitudinal joist (31) of twice, has been positioned at bottom, permanent steel arch-shelf (21) both sides, arch;
The longitudinal joist (31) of per pass is welded to form by longitudinal joist junction steel plate (32) by multistage channel-section steel;
Single Pin steel arch-shelf of every section of channel-section steel and correspondence position is bolted to connection.
4. the supporting and protection structure of prevention tunnel subsidence distortion according to claim 3, is characterized in that:
In tunnel excavation be divided into left pilot tunnel (1) of topping bar, right pilot tunnel (2) of topping bar, get out of a predicament or an embarrassing situation left pilot tunnel (3) and right pilot tunnel (4) of getting out of a predicament or an embarrassing situation, every district boundary arranges temporary steel bow member (22), comprises stull and perpendicular to support;
Temporary steel bow member (22) is i iron or H profile steel.
5. the supporting and protection structure of prevention tunnel subsidence distortion according to claim 4, is characterized in that:
Junction between temporary steel bow member (22) and between temporary steel bow member (22) and permanent steel arch-shelf (21) is provided with oblique steel arch-shelf stiffening rib (23);
Steel arch-shelf stiffening rib (23) is i iron or H profile steel.
6. the supporting and protection structure of prevention tunnel subsidence distortion according to claim 5, is characterized in that:
Slip casting ductule (13) is arranged in outside the abutment wall of permanent steel arch-shelf (21) both sides radially, and between adjacent two Pin steel arch-shelf, longitudinal pitch is the design pitch of twice steel arch-shelf.
7. the supporting and protection structure of prevention tunnel subsidence distortion according to claim 6, is characterized in that:
Bottom, permanent steel arch-shelf (21) both sides, arch symmetry has set lock foot anchoring stock (12).
8. prevent the construction process of the supporting and protection structure of tunnel subsidence distortion, it is characterized in that:
Realized by following steps:
Step one: the long pipe shed (11) performing left pilot tunnel (1) arch of topping bar, pipe canopy length is the longitudinal length of two variable cross-section unit;
Step 2: carry out topping bar left pilot tunnel (1) excavation and supporting are until complete a variable cross-section unit;
Supporting content comprises sprayed mortar, hangs steel mesh reinforcement, also comprises the permanent steel arch-shelf in this region (21), temporary steel bow member (22), steel arch-shelf stiffening rib (23), the installation of longitudinal joist (31) and setting of lock foot anchoring stock (12);
Step 3: repeat step one and two, until left pilot tunnel (1) of topping bar completes seven variable cross-section unit;
Step 4: the long pipe shed (11) performing right pilot tunnel (2) arch of topping bar;
Step 5: carry out topping bar right pilot tunnel (2) excavation and supporting are until complete a variable cross-section unit;
Supporting content comprises sprayed mortar, hangs steel mesh reinforcement, also comprises the permanent steel arch-shelf in this region (21), temporary steel bow member (22), steel arch-shelf stiffening rib (23), the installation of longitudinal joist (31) and setting of lock foot anchoring stock (12);
Step 6: repeat step 4 and five, until right pilot tunnel (2) of topping bar completes three variable cross-section unit;
Step 7: carry out getting out of a predicament or an embarrassing situation left pilot tunnel (3) excavation and supporting are until complete two variable cross-section unit;
Supporting content comprises sprayed mortar, hangs steel mesh reinforcement, installs the permanent steel arch-shelf in this region (21), temporary steel bow member (22) and steel arch-shelf stiffening rib (23), also comprises the slip casting ductule (13) implementing abutment wall;
Step 8: carry out getting out of a predicament or an embarrassing situation right pilot tunnel (4) excavation and supporting are until complete a variable cross-section unit;
Supporting content comprises sprayed mortar, hangs steel mesh reinforcement, installs the permanent steel arch-shelf in this region (21), also comprises the slip casting ductule (13) implementing abutment wall;
Step 9: keeping topping bar left pilot tunnel (1), to top bar right pilot tunnel (2), get out of a predicament or an embarrassing situation left pilot tunnel (3) and get out of a predicament or an embarrassing situation that between right pilot tunnel (4) each pilot drift, fore-and-aft distance is constant when, namely to top bar left pilot tunnel (1), top bar between right pilot tunnel (2) and keep four variable cross-section unit, to top bar left pilot tunnel (1), get out of a predicament or an embarrassing situation between left pilot tunnel (3) and keep five variable cross-section unit, to top bar left pilot tunnel (1), get out of a predicament or an embarrassing situation between right pilot tunnel (4) and keep six variable cross-section unit, repeat the pipe canopy that abovementioned steps carries out four pilot tunnels, excavation and supporting construction,
Step 10: treat that permanent steel arch-shelf (21) is closed into ring and removes temporary steel bow member after stabilization, and carry out according to the order of first removing stull, support is erected in rear dismounting, carry out inverted arch, lining construction afterwards.
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| CN201510453174.8A CN104989421A (en) | 2015-07-29 | 2015-07-29 | Support structure for preventing settlement deformation of tunnels and construction method thereof |
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| CN106223986A (en) * | 2016-08-23 | 2016-12-14 | 中铁十局集团第四工程有限公司 | A kind of Support System in Soft Rock Tunnels framed bent formula preliminary bracing structure and method for protecting support |
| CN106934146A (en) * | 2016-11-04 | 2017-07-07 | 长安大学 | A kind of Design and analysis methods of tunnel steelframe longitudinal beam connected |
| CN106934146B (en) * | 2016-11-04 | 2019-12-03 | 长安大学 | A kind of Design and analysis methods of tunnel steelframe longitudinal beam connected |
| CN107387129A (en) * | 2017-07-17 | 2017-11-24 | 交通运输部公路科学研究所 | A kind of rapid constructing method for controlling the deformation of tunnel extrusion pressing type |
| CN107387129B (en) * | 2017-07-17 | 2020-01-17 | 中路高科交通检测检验认证有限公司 | Rapid construction method for controlling extrusion type deformation of tunnel |
| CN107313790A (en) * | 2017-08-30 | 2017-11-03 | 中国电建集团中南勘测设计研究院有限公司 | A kind of symmetrical trouble hole supporting construction and its construction method |
| CN107704675A (en) * | 2017-09-28 | 2018-02-16 | 中南大学 | Shed-pipe Advanced Support steel arch frame lock foot anchoring stock integration mechanics design methods and its model |
| CN107956492B (en) * | 2017-12-22 | 2023-09-22 | 同济大学 | Temporary supporting device for broken mountain tunnel steel arch frame |
| CN107956492A (en) * | 2017-12-22 | 2018-04-24 | 同济大学 | Fractured zones mountain tunnel steel arch-shelf supporting apparatus |
| CN108506006A (en) * | 2018-05-28 | 2018-09-07 | 中交公局第工程有限公司 | The exchange operational method and its device of tunnel excavation trolley and anchor pole Operation Van |
| CN108506006B (en) * | 2018-05-28 | 2023-11-03 | 中交一公局第一工程有限公司 | Exchange operation method and device for tunnel excavation trolley and anchor rod operation vehicle |
| CN109779653A (en) * | 2019-01-22 | 2019-05-21 | 中铁隧道集团二处有限公司 | Soft rock large cross-section tunnel hands over fork construction method |
| CN110397453A (en) * | 2019-07-19 | 2019-11-01 | 中交第一公路勘察设计研究院有限公司 | The advanced stress release pilot tunnel supporting construction of the assembled of recycling and construction method |
| CN110397453B (en) * | 2019-07-19 | 2024-02-27 | 中交第一公路勘察设计研究院有限公司 | Assembly type advanced stress release pilot tunnel supporting structure capable of being recycled and construction method |
| CN112943260A (en) * | 2020-11-13 | 2021-06-11 | 上海宝冶集团有限公司 | Tunnel middle partition wall step excavation method |
| CN112392516B (en) * | 2021-01-07 | 2021-08-27 | 通用技术集团工程设计有限公司 | Super large section chamber fractional construction steel bow member combination formula temporary support device |
| CN112392516A (en) * | 2021-01-07 | 2021-02-23 | 通用技术集团工程设计有限公司 | Super large section chamber fractional construction steel bow member combination formula temporary support device |
| CN113216976A (en) * | 2021-04-09 | 2021-08-06 | 中交第一公路勘察设计研究院有限公司 | Tunnel HCD excavation method suitable for soft rock and gravel soil |
| CN114135322A (en) * | 2021-11-22 | 2022-03-04 | 中铁十六局集团第三工程有限公司 | Reinforcing method for preventing steel frame from being twisted in large-deformation tunnel |
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Application publication date: 20151021 |