CN103161477A - Sand layer space forepoling strengthening technology - Google Patents
Sand layer space forepoling strengthening technology Download PDFInfo
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- CN103161477A CN103161477A CN201310044541XA CN201310044541A CN103161477A CN 103161477 A CN103161477 A CN 103161477A CN 201310044541X A CN201310044541X A CN 201310044541XA CN 201310044541 A CN201310044541 A CN 201310044541A CN 103161477 A CN103161477 A CN 103161477A
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Abstract
The invention relates to a sand layer space forepoling strengthening technology. The technology comprises the following steps: 1) strengthening areas of a full section sand layer roadway needing to be strengthened are confirmed; 2) partition is conducted to the confirmed strengthening areas according to sand body mechanical characteristics of the strengthening areas; and 3) supporting strengthening is conducted to the strengthening areas obtained in the step 2). The sand layer space forepoling strengthening technology is applied to tunnel engineering, improves and develops a forepoling system of roadways (tunnels) or underground chambers under complicated geological conditions, and satisfies the formation conditions when the a strengthening device passing through the sand layer.
Description
Technical field
The invention belongs to building field, relate to a kind of advance support reinforcement process, relate in particular to a kind of layer of sand space advance support reinforcement process.
Background technology
Advance support is exactly before the Underground Engineering Excavation such as coal mine roadway, according to situations such as wall rock condition, job practices, schedule requirement, machinery support and the residing environment of engineering, preferentially select better simply method or adopt simultaneously several comprehensive auxiliary construction methods to come strengthening stratum, guarantee not roof fall of country rock, wall caving not, guarantee face stabilizer in the tunnelling process.Householder method commonly used has the measures such as sprayed mortar sealing excavation face, advance anchor bolt or advanced tubule supporting, advanced tubule periphery Grouting Consolidation, long pipe shed advance support strengthening stratum, horizontal jet grouting stake advance support.
Yet for different geological conditionss, due to the difference of the physico-mechanical propertieses such as the porosity of its layer of sand, granulometric composition, moisture content, the method for its advance support also is not quite similar.How advance support being carried out in tunnel, layer of sand area is the key that this type of engineering safety is produced and success is built.
Summary of the invention
In order to solve the above-mentioned technical problem that exists in background technology, the invention provides the layer of sand space advance support reinforcement process of the effective and convenient operation of a kind of support reinforcement.
Technical solution of the present invention is: the invention provides a kind of layer of sand space advance support reinforcement process, its special character is: described layer of sand space advance support reinforcement process comprises the following steps:
1) determine the reinforcing area that full section layer of sand tunnel needs reinforcement;
2) the sand body mechanical characteristic according to reinforcing area carries out subregion with fixed reinforcing area;
3) in step 2) carry out support reinforcement on resulting subregion.
The zone of above-mentioned steps 2), fixed reinforcing area being carried out obtaining after subregion comprises along the periphery hole zone that footrill design outer contour is laid, along the preposition eye zone with certain circumferential distance of receiving in outer contour and along the wide-angle eye zone that has certain intervals in the arch.
The specific implementation of above-mentioned steps 3), support reinforcement is carried out in the periphery hole zone is: the outer contour along full section layer of sand tunnel carries out support reinforcement, at least 20 arch reinforced holes that comprise the arch that is arranged on the tunnel are at least 8 lateral wall reinforced holes of the lateral wall in tunnel; Circumferential distance between described adjacent two arch reinforced holes is to be not more than 300mm; Be provided with the reinforcing conduit in the reinforced hole of described arch; The length of described reinforcing conduit is not less than 4m; The outer limb of described reinforcing conduit is 10 ° ± 2 °.
Above-mentioned reinforcing conduit adopts steel pipe in the vault center line both sides in tunnel, except all in vault center line both sides are reinforced conduits employing pvc pipes.
The specific implementation of above-mentioned steps 3), support reinforcement is carried out in preposition eye zone is: carry out interior receipts along the outer contour in full section layer of sand tunnel and lay at least 11 two circle eye reinforced holes and lay at least 11 pregnant eye reinforced holes at the full face work plane in layer of sand tunnel; Be provided with little reinforcing conduit in described two circle eye reinforced holes and pregnant eye reinforced hole; The length of described little reinforcing conduit is not less than 4m, and the inclination angle is not more than 5 °.
The interior receipts distance that the outer contour in full section layer of sand tunnel, above-mentioned edge carries out the interior time receiving is to be not more than 450mm; The circumferential distance of described two circle eye reinforced holes is not more than 600mm; Interval between described adjacent two pregnant eye reinforced holes is not more than 700mm.
The specific implementation of above-mentioned steps 3), support reinforcement is carried out in wide-angle eye zone is: having certain intervals in sector, 120 ° of arch lays at least 13 wide-angle eye reinforced holes.
The interval of above-mentioned adjacent two wide-angle eye reinforced holes is not more than 300mm, is provided with the wide-angle eye in described wide-angle eye reinforced hole and reinforces conduit; The length that described wide-angle eye is reinforced conduit is not less than 4m, and the outer limb that described wide-angle eye is reinforced conduit is 25 °～30 °; Described wide-angle eye is reinforced conduit
Steel pipe.
Above-mentioned steps 3) also comprise the step of pouring into the slurries that are used for strengthening stratum or impervious leakage-stopping in conduit, little reinforcing conduit and wide-angle eye reinforcing conduit to reinforcing in mentioned support reinforcement.
Advantage of the present invention is:
The invention provides a kind of layer of sand space advance support reinforcement process, this advance support reinforcement process is divided into Three regions with the grouting and reinforcing in full section layer of sand tunnel.By wide-angle slip casting (3rd districts) Strengthening Roof sand body, improve top sand body mechanics parameter; Form the leading sealed tube canopy of curtain formula by peripheral straight angle degree slip casting (district), prevent roof destruction and leak sand; Stay " pregnant " by work plane Full-face pouring (2nd districts) and work plane excavation, reinforce and improve the work plane mechanical characteristic, when preventing near the cycle alternation position, preposition destruction occurs in work plane and top board.The proposition of this scheme, improve and developed (tunnel) road, lane or underground chamber leading pre-supporting system under complex geological condition, meet the application in roadway engineering under the formation condition when passing through layer of sand, this support theory system and correspondingly correctness and the technical and economic feasibility of composite chemical grouting reinforcement technique, carry for the construction of the tunnel under later similar complex geological condition or underground chamber and encircleed the engineering reference, have most important theories and engineering using value.
Description of drawings
Fig. 1 is the structural representation that periphery hole of the present invention is reinforced;
Fig. 2 is reinforcing leading face destructiveness schematic diagram;
Fig. 3 is preposition eye ruggedized construction schematic diagram of the present invention;
Fig. 4 is wide-angle eye ruggedized construction schematic diagram of the present invention.
The specific embodiment
The invention provides a kind of layer of sand space advance support reinforcement process, this layer of sand space advance support reinforcement process comprises the following steps:
1) determine the reinforcing area that full section layer of sand tunnel needs reinforcement;
2) the sand body mechanical characteristic according to reinforcing area carries out subregion with fixed reinforcing area, and the zone that obtains comprises along the periphery hole zone that footrill design outer contour is laid, along the preposition eye zone with certain circumferential distance of receiving in outer contour and along the wide-angle eye zone that has certain intervals in the arch.
3) in step 2) carry out support reinforcement on resulting subregion:
The specific implementation of the periphery hole zone being carried out support reinforcement is: the outer contour along full section layer of sand tunnel carries out support reinforcement, comprises at least 20 arch reinforced holes of the arch that is arranged on the tunnel, at least 8 lateral wall reinforced holes of the lateral wall in tunnel; Circumferential distance between adjacent two arch reinforced holes is to be not more than 300mm; Be provided with the reinforcing conduit in the reinforced hole of arch; The length of reinforcing conduit is not less than 4m; The outer limb of reinforcing conduit is 10 ° ± 2 °; Reinforce conduit and adopt steel pipe in the vault center line both sides in tunnel, except all in vault center line both sides are reinforced conduits employing pvc pipes.
The specific implementation of preposition eye zone being carried out support reinforcement is: carry out interior receipts along the outer contour in full section layer of sand tunnel and lay at least 11 two circle eye reinforced holes and lay at least 11 pregnant eye reinforced holes at the full face work plane in layer of sand tunnel; Be provided with little reinforcing conduit in two circle eye reinforced holes and pregnant eye reinforced hole; The length of little reinforcing conduit is not less than 4m, and the inclination angle is not more than 5 °.The interior receipts distance that the outer contour in full section layer of sand tunnel, edge carries out the interior time receiving is to be not more than 450mm; The circumferential distance of two circle eye reinforced holes is not more than 600mm; Interval between adjacent two pregnant eye reinforced holes is not more than 700mm.
The specific implementation of wide-angle eye zone being carried out support reinforcement is: having certain intervals in sector, 120 ° of arch lays at least 13 wide-angle eye reinforced holes; The interval of adjacent two wide-angle eye reinforced holes is not more than 300mm, is provided with the wide-angle eye in wide-angle eye reinforced hole and reinforces conduit; The length that the wide-angle eye is reinforced conduit is not less than 4m, and the outer limb that the wide-angle eye is reinforced conduit is 25 °～30 °; The wide-angle eye is reinforced conduit
Steel pipe.
Simultaneously, in order to play better consolidation effect, in above-mentioned steps 3) also comprise in mentioned support reinforcement to reinforcing conduit, little reinforcing conduit and wide-angle eye and reinforce the step that perfusion in conduit is used for the slurries of strengthening stratum or impervious leakage-stopping.
Theoretical foundation of the present invention is: according to the achievement in research of laboratory test, lab simulation grouting test, on-the-spot model testing and on-the-spot industrialness application test, in conjunction with modern tunnel (tunnel) support theory, proposed first space its support reinforcement theoretical system theoretical, the grouting and reinforcing in full section layer of sand tunnel has been divided into Three regions.Its concept is by wide-angle slip casting (3rd districts) Strengthening Roof sand body, to improve top sand body mechanics parameter; Form the leading sealed tube canopy of curtain formula by peripheral straight angle degree slip casting (district), prevent roof destruction and leak sand; Stay pregnantly by work plane Full-face pouring (2nd districts) and work plane excavation, reinforce and improve the work plane mechanical characteristic, when preventing near the cycle alternation position, preposition destruction occurs in work plane and top board.By the grouting and reinforcing in a district, 2nd district and 3rd district, formed the space its support reinforcement system in layer of sand tunnel.
The mechanism of action of layer of sand provided by the present invention space its support reinforcement system is:
One district: 28 reinforced holes (20 of arch, 8 of abutment walls) are called periphery hole.Namely arrange circumferential distance 300mm, ductule length 4m, 10 ° ± 2 ° of outer limbs (lateral wall aperture will in strict accordance with 5 ° of outer limbs punching slip castings), wherein vault center line both sides ductule employing along footrill design outer contour
Steel pipe, all the other employings
Pvc pipe;
2nd district: 22 reinforced holes are called preposition eye.Lay 11 reinforced holes along receiving 450mm circumferential distance 600mm in outer contour, be called two circle eyes; And 11 reinforced holes of work plane interval 700mm laying, be called pregnant eye.Ductule adopts
Pvc pipe length be 4m, 5 °, inclination angle;
3rd district: 13 holes are called the wide-angle eye.Arrange along interval 300mm in sector, 120 ° of arch, ductule length 4m, 25 °～30 ° of outer limbs, ductule adopts
Steel pipe.
The mechanism of action of space its support reinforcement system can be analyzed in the effect of full face subregion and ductule and slurries according to slip casting ductule:
(1) press the mechanism of action of slip casting subregion
1) the curtain formula pipe canopy effect of district's periphery hole pre-grouting:
One district's periphery hole is to lay along outer contour interval, tunnel 300mm; first steel pipe is squeezed in country rock at a certain angle, after grouting with small pipe was completed, the exposed junction supporting welding was on vertical good steelframe; at the peripheral formation of excavation face " protection canopy ", i.e. a grouting and reinforcing curtain.In this protection shell that the roadway excavation face forms; steel pipe and grouting and reinforcing body integral body are stressed; performance ring arching prevents the heavy roof fall roof fall, leaks sand and then cause surface subsidence, thereby the safety of assurance surface buildings and safety are carried out roadway excavation smoothly.Simultaneously, along the effective reinforcing donor (temporary support structures) that forms in hole week, for driving and the permanent support construction in tunnel provides safety guarantee.One district's grouting curtain formula pipe canopy mechanism of action is seen Fig. 1.
2) 2nd district preposition eye pre-grouting stability of slope effect:
Before not adopting chemical consolidation, work plane must stay pregnant maintenance natural slope shape (as shown in Figure 2), but loose layer of sand is still unstable, and the slump accident occurs often.when work plane is pushed ahead, namely ought be excavated to work plane natural slope toe A point place, changed the stress state of original sand body inside, make the sand body local shear failure, can develop into a coherent shear breakage AB curved surface in sand body inside, the stability of sand body is destroyed, under the effect of sand body own wt and arch sand body load, sand body on work plane slides along slide plane AB, the sand body of vault BCD scope glides thereupon in advance, cause very serious leading destruction, its main cause is that sand body self cementing properties is poor, shear strength is low, cause the sand body stress state to change during excavation.Secondly the construction vibrations have aggravated the slump of work plane and vault sand body.
Two district preposition eye grouting and reinforcing figure as shown in Figure 3.After reinforcing by two district's preposition eye pre-groutings, the sand body of scope above work plane and work plane is cemented to integral body, improved the mechanical property of work plane layer of sand, improved sand body along the skid resistance of the face of destruction and the resistance to overturning of whole work plane, safety factor improves.Simultaneously, the reinforcing body that grouting pipe and conduit week forms has played the class gravity retaining wall effect of soil nailing or soil bolt in work plane the place ahead, grouting and reinforcing sand and rivet nut (Grouting Pipe) and sand body co-operation, integral rigidity and the shear strength of sand body have been improved, make up the strength deficiency of sand body self, avoided work plane that sand body occurs because of unstability and the leading slump breakoff phenomenon of vault sand body.By the composite chemical grouting and reinforcing, work plane can become nearly vertical (as shown in Figure 4), has increased working space, has improved the service efficiency of construction equipment.
3) three district's wide-angle eye pre-grouting joint action of potentiation:
Three district's wide-angle eyes be in sector, 120 ° of arch along outer contour interval 300mm, squeeze into ductule in the sand body of upper strata, arch and carry out large slip casing by pressure and reinforce with 25 °～30 ° inclination angles.Calculate according to on-the-spot grouting amount, this part grouting and reinforcing body maximum gauge can reach the 600mm left and right.The reinforcing curtain body overhang that suspension function by grouting pipe self forms periphery hole has reduced to reinforce the force and deformation of curtain body in the deep stability sand body of top, tunnel.the grouting and reinforcing body that cementing reinforcement effect by slurries forms periphery hole and the cementing reinforcing of sand body of periphery hole slip casting blind area and arch deep layer, enlarged the grouting and reinforcing scope of vault, form the joint reinforcement body in sand body, improved arch sand body mechanical performance index, and the reinforcing carrying that a collaborative district forms is encircleed, reduce the roadway surrounding rock plastic zone, improve vault sand body stability, strengthen district slip casting and added effect, with periphery hole grouting and reinforcing body shared top pressure from surrounding rock, reduced to act on the pressure from surrounding rock on supporting and protection structure, guaranteed the safety of tunnel in the pick process.
(2) press the function analysis of ductule and slurries
1) mechanism of action of ductule:
The Bolt Supporting Mechanism of ductule: the bolt action principle of ductule is mainly self reinforcement principle, squeeze into slip casting ductule in ahead work face, the unsettled sand body of shallow-layer and the more stable sand body of deep layer can be coupled together, steady operation facing sand layer, prevent that the unstable sand body of shallow-layer from sliding, and plays the anastomosis of anchor pole; The ductule front end is mounted in the sand body of deep stability simultaneously, and end is fixed on the steel arch frame, forms built-up arch or compound beam, bears the top pressure from surrounding rock, prevents the slip of layer of sand and caves in, and plays the compound beam effect of anchor pole; Secondly, by regular layout ductule, the sand body of tunnel surrounding certain depth is pushed bonding and reinforcement, form the stable load-carrying ring that can bear a constant load at tunnel-surrounding, play the effect of anchor pole integral reinforcing.
The slurry channels mechanism of action of ductule: in the small duct grouting technique use procedure, the slurries that inject sand body are to penetrate into uniformly layer of sand by the reinforced hole on ductule, therefore in the composite chemical grouting reinforcement technique, ductule serves as the effect of slurry channels.
2) cementation of grouting serous fluid
The Grouting that the combined casting reinforcing technique is selected is water glass and the calcium chloride solution of modest viscosity, both are injected layer of sand, the silica dioxide gel filling that slurries generation chemical reaction generates, be penetrated in the sand grains hole, cementing with sand grains be integral body, has improved the mechanics index of physics of sand body.
Claims (9)
1. layer of sand space advance support reinforcement process is characterized in that: described layer of sand space advance support reinforcement process comprises the following steps:
1) determine the reinforcing area that full section layer of sand tunnel needs reinforcement;
2) the sand body mechanical characteristic according to reinforcing area carries out subregion with fixed reinforcing area;
3) in step 2) carry out support reinforcement on resulting subregion.
2. layer of sand according to claim 1 space advance support reinforcement process is characterized in that: the zone of described step 2), fixed reinforcing area being carried out obtaining after subregion comprises along the periphery hole zone that footrill design outer contour is laid, along the preposition eye zone with certain circumferential distance of receiving in outer contour and along the wide-angle eye zone that has certain intervals in the arch.
3. layer of sand according to claim 2 space advance support reinforcement process, it is characterized in that: the specific implementation of in described step 3), support reinforcement is carried out in the periphery hole zone is: the outer contour along full section layer of sand tunnel carries out support reinforcement, at least 20 arch reinforced holes that comprise the arch that is arranged on the tunnel are at least 8 lateral wall reinforced holes of the lateral wall in tunnel; Circumferential distance between described adjacent two arch reinforced holes is to be not more than 300mm; Be provided with the reinforcing conduit in the reinforced hole of described arch; The length of described reinforcing conduit is not less than 4m; The outer limb of described reinforcing conduit is 10 ° ± 2 °.
4. layer of sand according to claim 3 space advance support reinforcement process is characterized in that: described reinforcing conduit adopts steel pipe in the vault center line both sides in tunnel, except all in vault center line both sides are reinforced conduits employing pvc pipes.
5. layer of sand according to claim 4 space advance support reinforcement process is characterized in that: the specific implementation of in described step 3), support reinforcement is carried out in preposition eye zone is: carry out interior receipts along the outer contour in full section layer of sand tunnel and lay at least 11 two circle eye reinforced holes and lay at least 11 pregnant eye reinforced holes at the full face work plane in layer of sand tunnel; Be provided with little reinforcing conduit in described two circle eye reinforced holes and pregnant eye reinforced hole; The length of described little reinforcing conduit is not less than 4m, and the inclination angle is not more than 5 °.
6. layer of sand according to claim 5 space advance support reinforcement process, it is characterized in that: the interior receipts distance that the outer contour in full section layer of sand tunnel, described edge carries out the interior time receiving is to be not more than 450mm; The circumferential distance of described two circle eye reinforced holes is not more than 600mm; Interval between described adjacent two pregnant eye reinforced holes is not more than 700mm.
7. layer of sand according to claim 6 space advance support reinforcement process is characterized in that: the specific implementation of in described step 3), support reinforcement is carried out in wide-angle eye zone is: having certain intervals in sector, 120 ° of arch lays at least 13 wide-angle eye reinforced holes.
8. layer of sand according to claim 7 space advance support reinforcement process, it is characterized in that: the interval of described adjacent two wide-angle eye reinforced holes is not more than 300mm, is provided with the wide-angle eye in described wide-angle eye reinforced hole and reinforces conduit; The length that described wide-angle eye is reinforced conduit is not less than 4m, and the outer limb that described wide-angle eye is reinforced conduit is 25 °～30 °; Described wide-angle eye is reinforced conduit
Steel pipe.
9. according to claim 3-8 described layer of sand of arbitrary claim space advance support reinforcement process is characterized in that: also comprise in the mentioned support reinforcement of described step 3) to reinforcing conduit, little reinforcing conduit and wide-angle eye and reinforce the step that perfusion in conduit is used for the slurries of strengthening stratum or impervious leakage-stopping.
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| CN201310044541XA CN103161477A (en) | 2013-02-04 | 2013-02-04 | Sand layer space forepoling strengthening technology |
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| CN201310044541XA CN103161477A (en) | 2013-02-04 | 2013-02-04 | Sand layer space forepoling strengthening technology |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103615257A (en) * | 2013-11-29 | 2014-03-05 | 葛洲坝集团第五工程有限公司 | Advanced support method of long-distance small-section class V2 surrounding rock hydraulic tunnel small pipes |
| CN103993892A (en) * | 2014-05-29 | 2014-08-20 | 山东大学 | Supporting method for soft broken nonuniform stratum tunnel construction |
| CN104500100A (en) * | 2014-12-15 | 2015-04-08 | 中铁第四勘察设计院集团有限公司 | Advanced support structure for oversized variable-section tunnel |
| CN104533451A (en) * | 2014-12-05 | 2015-04-22 | 中国电建集团成都勘测设计研究院有限公司 | Tunnel advance pre-supporting technology used in discrete gravelly soil and broken surrounding rock |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB191415801A (en) * | 1914-07-01 | 1915-08-05 | Hallinger & Co Ges Mit Beschra | Improvements in or relating to the Building of Waterproof Tunnels. |
| DE2249841A1 (en) * | 1971-10-13 | 1973-04-19 | Caledonian Mining Co Ltd | METHOD OF SUPPORTING THE CEILING AND WALL OF A TUNNEL UNDERGROUND |
| US20040075041A1 (en) * | 2002-01-16 | 2004-04-22 | Bond Lesley O. | Method and apparatus for molding concrete into a bridge or other structure |
| CN101196118A (en) * | 2008-01-07 | 2008-06-11 | 北京市政建设集团有限责任公司 | Advanced double rows slip casting ductule construction technique |
| CN201071726Y (en) * | 2007-11-12 | 2008-06-11 | 北京市政建设集团有限责任公司 | Advanced double-row slip casting ductule device |
| CN102562077A (en) * | 2011-12-23 | 2012-07-11 | 中铁二局股份有限公司 | Excavation construction method of frame tunnel penetrating special structure at lower portion |
| CN101994513B (en) * | 2010-10-30 | 2013-01-02 | 中铁十二局集团第二工程有限公司 | Method for constructing tunnel by finishing full section curtain grouting from upper-half section |
| CN202866826U (en) * | 2012-10-25 | 2013-04-10 | 中铁二院工程集团有限责任公司 | Shield tunnel working well outer end socket stratum reinforced structure |
-
2013
- 2013-02-04 CN CN201310044541XA patent/CN103161477A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB191415801A (en) * | 1914-07-01 | 1915-08-05 | Hallinger & Co Ges Mit Beschra | Improvements in or relating to the Building of Waterproof Tunnels. |
| DE2249841A1 (en) * | 1971-10-13 | 1973-04-19 | Caledonian Mining Co Ltd | METHOD OF SUPPORTING THE CEILING AND WALL OF A TUNNEL UNDERGROUND |
| US20040075041A1 (en) * | 2002-01-16 | 2004-04-22 | Bond Lesley O. | Method and apparatus for molding concrete into a bridge or other structure |
| CN201071726Y (en) * | 2007-11-12 | 2008-06-11 | 北京市政建设集团有限责任公司 | Advanced double-row slip casting ductule device |
| CN101196118A (en) * | 2008-01-07 | 2008-06-11 | 北京市政建设集团有限责任公司 | Advanced double rows slip casting ductule construction technique |
| CN101994513B (en) * | 2010-10-30 | 2013-01-02 | 中铁十二局集团第二工程有限公司 | Method for constructing tunnel by finishing full section curtain grouting from upper-half section |
| CN102562077A (en) * | 2011-12-23 | 2012-07-11 | 中铁二局股份有限公司 | Excavation construction method of frame tunnel penetrating special structure at lower portion |
| CN202866826U (en) * | 2012-10-25 | 2013-04-10 | 中铁二院工程集团有限责任公司 | Shield tunnel working well outer end socket stratum reinforced structure |
Non-Patent Citations (3)
| Title |
|---|
| 崔金平: "隧道穿越断层破碎带的小导管注浆处治研究", 《水利与建筑工程学报》, vol. 9, no. 4, 15 August 2011 (2011-08-15) * |
| 张国亮等: "双层小导管在浅埋暗挖隧道施工中的应用", 《铁道科学与工程学报》, vol. 3, no. 2, 28 April 2006 (2006-04-28) * |
| 陈弦等: "长距离砂层巷道预注浆加固施工技术", 《煤矿安全》, no. 10, 10 October 2012 (2012-10-10) * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103615257A (en) * | 2013-11-29 | 2014-03-05 | 葛洲坝集团第五工程有限公司 | Advanced support method of long-distance small-section class V2 surrounding rock hydraulic tunnel small pipes |
| CN103993892A (en) * | 2014-05-29 | 2014-08-20 | 山东大学 | Supporting method for soft broken nonuniform stratum tunnel construction |
| CN104533451A (en) * | 2014-12-05 | 2015-04-22 | 中国电建集团成都勘测设计研究院有限公司 | Tunnel advance pre-supporting technology used in discrete gravelly soil and broken surrounding rock |
| CN104500100A (en) * | 2014-12-15 | 2015-04-08 | 中铁第四勘察设计院集团有限公司 | Advanced support structure for oversized variable-section tunnel |
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Application publication date: 20130619 |