CN109695453A - A kind of auxiliary excavation construction method of vertical intersection of vertical shaft and main hole - Google Patents

A kind of auxiliary excavation construction method of vertical intersection of vertical shaft and main hole Download PDF

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Publication number
CN109695453A
CN109695453A CN201811498109.7A CN201811498109A CN109695453A CN 109695453 A CN109695453 A CN 109695453A CN 201811498109 A CN201811498109 A CN 201811498109A CN 109695453 A CN109695453 A CN 109695453A
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grouting
vertical shaft
hole
arch
center
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CN109695453B (en
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赵自静
王圣涛
叶伦
胡柱奎
缪璇
李东
陈志辉
王安会
张俊儒
王瑛
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China Tiesiju Civil Engineering Group Co Ltd CTCE Group
First Engineering Co Ltd of CTCE Group
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China Tiesiju Civil Engineering Group Co Ltd CTCE Group
First Engineering Co Ltd of CTCE Group
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    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK 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
    • E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK 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
    • E21D11/14—Lining predominantly with metal
    • E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches

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  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Architecture (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Geology (AREA)
  • Civil Engineering (AREA)
  • Environmental & Geological Engineering (AREA)
  • Excavating Of Shafts Or Tunnels (AREA)
  • Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)

Abstract

本发明公开了一种竖井正洞立体交叉处辅助开挖施工方法，属于隧道施工技术领域，包括在竖井向下施工至横通道顶部下方时，向横通道顶部施作管棚进行预加固；横通道开挖时，在横通道拱部钻注浆孔，在注浆孔内施作注浆管道并注入浆液形成第一加固圈；在横通道进入正洞前，在正洞拱部施作管棚；在正洞开挖时，采用超前预注浆加固方式在隧道拱部施工第二加固圈。本发明辅助开挖方法注浆加固范围大（拱部以上5m），能有效预防富水地层暗挖施工中不良地质灾害的产生。

This invention discloses an auxiliary excavation construction method at the intersection of a vertical shaft and a main tunnel, belonging to the field of tunnel construction technology. The method includes: when the vertical shaft is constructed downwards to below the top of the transverse passage, constructing a pipe roof for pre-reinforcement towards the top of the transverse passage; during the excavation of the transverse passage, drilling grouting holes in the arch of the transverse passage, constructing grouting pipes within the grouting holes, and injecting grout to form a first reinforcement ring; before the transverse passage enters the main tunnel, constructing a pipe roof in the arch of the main tunnel; and during the excavation of the main tunnel, constructing a second reinforcement ring in the tunnel arch using a pre-grouting reinforcement method. This invention's auxiliary excavation method has a large grouting reinforcement range (5m above the arch) and can effectively prevent adverse geological disasters during underground excavation in water-rich strata.

Description

Excavation construction method is assisted at a kind of vertical shaft main tunnel crossings on different level
Technical field
The present invention relates to urban track traffic bored tunnel technical field of construction, in particular to a kind of vertical shaft main tunnel solid is handed over Excavation construction method is assisted at fork.
Background technique
When urban track traffic bored tunnel need to pass through water-enriched layer, especially there is thicker rich water above tunnel vault Layer, often will appear the geological disasters such as gushing water way mud, especially in rich water argillaceous siltstoue stratum vertical shaft and main tunnel crossings on different level Locate boring construction, working procedure is complicated at this, once there is above-mentioned geological disaster, underground water carries a large amount of silts and gushs, It will seriously affect Tunnel Construction Schedule and safety.
Therefore, how to prevent boring construction at water rich strata vertical shaft main tunnel crossings on different level and geological disaster occur, guarantee main tunnel Safe construction becomes a problem urgently to be resolved.
Summary of the invention
The purpose of the present invention is to provide excavation construction method is assisted at a kind of vertical shaft main tunnel crossings on different level, effectively to prevent The gushing water way mud caused by water rich strata boring construction.
In order to achieve the above object, the present invention, which uses, assists excavation construction method at a kind of vertical shaft main tunnel crossings on different level, including Following construction procedure:
When below vertical shaft being constructed downwards to transverse passage-way, pipe canopy is applied to transverse passage-way top and carries out pre-reinforcement；
When transverse passage-way excavates, injected hole is bored in transverse passage-way arch, grouting pipe is applied in injected hole and injects slurries forms the One fixing collar；
Before transverse passage-way enters main tunnel, pipe canopy is applied in main tunnel arch；
When main tunnel is excavated, using front pre-grouting reinforcing mode in the second fixing collar of tunnel arch construction.
Preferably, described when vertical shaft is constructed downwards to lower section at the top of transverse passage-way, to transverse passage-way at the top of apply pipe canopy and carry out Pre-reinforcement, comprising:
Below the vertical shaft is constructed downwards to transverse passage-way when the position 2m, pipe canopy is applied to transverse passage-way top and carries out pre-add Gu the outer limb of pipe canopy is 1 ° ~ 3 °, the circumferential spacing of pipe canopy is 0.4m.
Preferably, when the transverse passage-way excavates, injected hole is bored in transverse passage-way arch, grouting pipe is applied in injected hole simultaneously It injects slurries and forms the first fixing collar, comprising:
When carrying out transverse passage-way top bar excavation, along 150 ° of transverse passage-way arch brill injected hole；
It is inserted into Grouting Pipe in injected hole, cement-water-clay system is injected into Grouting Pipe；
First fixing collar is formed after the completion of slip casting.
Preferably, the injected hole includes centre bore and annular distance, and centre bore is arranged in tunnel center position, with centre bore For the center of circle concentric round edge as concentric ring, annular distance is arranged on concentric ring.
Preferably, described before transverse passage-way enters main tunnel, pipe canopy is applied in main tunnel arch, comprising:
Before transverse passage-way enters main tunnel, using main tunnel center as the center of circle, main tunnel arch is as circular arc, in circular arc both ends and circle center line connecting The central angle of formation is that the main tunnel arch within the scope of 150 ° applies pipe canopy, and wherein the outer limb of pipe canopy is 1 ° ~ 3 °, the circumferential direction of pipe canopy Spacing is 0.4m
Preferably, the line in main tunnel arch center position and the center of circle is the angular bisector of the central angle.
Preferably, when to the injected hole slip casting, comprising:
Injected hole interval slip casting from injected hole of the injected hole on outer ring in inner ring successively slip casting, same ring.
Preferably, retrusive slip casting is used when the injected hole slip casting.
Preferably, the cement grout ratio of mud of the slurries is 1:1.07, and cement slurry and waterglass volume ratio are 1:0.65.
Compared with prior art, there are following technical effects by the present invention: the present invention assists excavation method grouting and reinforcing range (the above 5m in arch) greatly, the stratum according to locating for tunnel are rich water completely decomposed argillaceous siltstoue, increase water in terms of slip casting proportion The dosage of mud suitably reduces waterglass ratio, can be shortened slurries setting time, effectively improves grouting consolidation effect.The method Apply the generation that can effectively prevent unfavorable geology disaster in water rich strata boring construction.
Detailed description of the invention
With reference to the accompanying drawing, specific embodiments of the present invention will be described in detail:
Fig. 1 is auxiliary excavation construction method flow diagram at vertical shaft main tunnel crossings on different level；
Fig. 2 is slip casting schematic cross-sectional view；
Fig. 3 is slip casting schematic longitudinal section；
Fig. 4 is Grouting Pipe schematic diagram.
In figure: 1: vertical shaft；2: transverse passage-way；3: pipe canopy；4: Grouting Pipe；5: injected hole；6: main tunnel；7: the first fixing collars；9: Second fixing collar.
Specific embodiment
In order to further explain feature of the invention, reference should be made to the following detailed description and accompanying drawings of the present invention.Institute Attached drawing is only for reference and purposes of discussion, is not used to limit protection scope of the present invention.
As shown in Figure 1, present embodiment discloses excavation construction method is assisted at a kind of vertical shaft main tunnel crossings on different level, including such as Lower construction procedure S1 to S4:
S1, when vertical shaft is constructed downwards to lower section at the top of transverse passage-way, to transverse passage-way at the top of apply pipe canopy and carry out pre-reinforcement；
When S2, transverse passage-way excavate, injected hole is bored in transverse passage-way arch, grouting pipe is applied in injected hole and injects slurries is formed First fixing collar；
S3, before transverse passage-way enters main tunnel, apply pipe canopy in main tunnel arch；
S4, main tunnel excavate when, using front pre-grouting reinforcing mode tunnel arch construct the second fixing collar.
It should be noted that being finished in slip casting, excavated after forming the second fixing collar, erects grid steel frame, and spray C25 gunite concrete.When construction needs, face can be closed using 50mm thickness C25 gunite concrete.The note of the present embodiment It is larger to starch reinforcing scope, can effectively prevent the generation of unfavorable geology disaster in water rich strata boring construction in the above 5m in arch.
Specifically, as shown in Figure 2 to Figure 3, in above-mentioned steps S1, in the lower section of the construction downwards of vertical shaft 1 to 2 top of transverse passage-way When the position 2m, to transverse passage-way 2 at the top of perform 108 pipe canopy 3 of φ, pipe canopy length L=10m, 1 ° ~ 3 ° of outer limb, circumferential spacing 0.4m, Pipe canopy circumferential direction spacing refers to the linear distance at two adjacent tubes canopy centers.
Specifically, in above-mentioned steps S2, when carrying out 2 top bar of transverse passage-way excavation, along the use of 150 ° of the arch of transverse passage-way 2 Pneumatic drilling machine drill injected hole, and pushed Grouting Pipe 4 into injected hole with the jacking force of air rock drill.To injected hole using close Sealing of hole mouth retrusive slip casting forms the first fixing collar 7 of high 5m in 2 arch of transverse passage-way after the completion of slip casting.
It should be noted that controlling bore angle using inclinometer, Grouting Pipe should abut excavation face when being drilled with injected hole Grid steel frame is squeezed into.
As shown in figure 4, Grouting Pipe 4 uses long φ 108mm, the hot rolled seamless steel tube of wall thickness 5mm, length 3m, before Grouting Pipe 4 End is cone-shaped convenient in Grouting Pipe insertion country rock.As shown in Fig. 2, injected hole includes centre bore and annular distance, centre bore is arranged in Tunnel center position is the concentric round edge in the center of circle as concentric ring using centre bore, and annular distance is arranged on concentric ring.
The circumferential spacing 0.4m of Grouting Pipe 4, longitudinal pitch 2m, pitch of holes 1.5m arrangement.The tube wall surrounding of Grouting Pipe 4 according to 75cm spacing is drilled with a ring, is drilled with 9 rings in the present embodiment altogether, the quantity, tilt angle of injected hole and inclination length on each ring Degree is different.The quantity of injected hole is successively increased from inner ring to outer ring on each ring, and the tilt angle of injected hole is outside by inner ring Ring successively increases, and tilt length is first gradually increased from inner ring to outer ring and is gradually reduced again.By multiple to being arranged in the present embodiment Concentric ring, the quantity of the injected hole on concentric ring, tilt angle and tilt length setting are different, so that passing through what Grouting Pipe was injected Slurries can be penetrated into uniformly in country rock.
Specifically, in above-mentioned steps S3: before transverse passage-way enters main tunnel, applying pipe canopy in main tunnel arch.It include: horizontal logical Before road 2 enters main tunnel 6,108 pipe canopy 3 of φ is performed for 150 ° along main tunnel arch, L=10m, 1 ° ~ 3 ° of outer limb, circumferential spacing 0.4m is right The main tunnel arch soil body is first reinforced.
It should be noted that the present embodiment, using main tunnel center as the center of circle, main tunnel arch is as circular arc, in circular arc both ends and circle The central angle that heart line is formed is that the main tunnel arch within the scope of 150 ° applies pipe canopy, main tunnel arch center position and the center of circle Line be the central angle angular bisector.
Specifically, above-mentioned steps S4: when main tunnel is excavated, using front pre-grouting reinforcing mode in tunnel arch construction the Two fixing collars, comprising: when main tunnel is excavated, on the basis of above-mentioned injected hole 5 being drilled with, by the way of front pre-grouting reinforcing, 5 diameter of injected hole is not less than 108mm；Orifice tube uses φ 108mm, the hot rolled seamless steel tube of wall thickness 5mm, length 3m.Injected hole 5 It is arranged by dilation angle 2m, pitch of holes 1.5m.
Specifically, the slurries of injection use cement-water-clay system, the cement grout ratio of mud be 1:1.07, cement slurry with Waterglass volume ratio is 1:0.65, grouting pressure 0.4-0.8MPa.Using seal orifice retrusive slip casting, in tunnel after the completion of slip casting Road arch forms the second fixing collar 8 of high 5m.
The present embodiment stratum according to locating for tunnel is rich water completely decomposed argillaceous siltstoue, increases water in terms of slip casting proportion The dosage of mud suitably reduces waterglass ratio, can be shortened slurries setting time, effectively improves grouting consolidation effect, more suitable For being in the geology characteristic of soap-free emulsion polymeization, the layer of sand of self-stable ability difference and gravel (ovum) rock layers.
The foregoing is merely presently preferred embodiments of the present invention, is not intended to limit the invention, it is all in spirit of the invention and Within principle, any modification, equivalent replacement, improvement and so on be should all be included in the protection scope of the present invention.

Claims (9)

1.一种竖井正洞立体交叉处辅助开挖施工方法，其特征在于，包括：1. a construction method for auxiliary excavation at the three-dimensional intersection of the vertical shaft of the vertical shaft, is characterized in that, comprises: 在竖井向下施工至横通道顶部下方时，向横通道顶部施作管棚进行预加固；When the shaft is constructed downward to the top of the transverse passage, apply a pipe shed to the top of the transverse passage for pre-reinforcement; 横通道开挖时，在横通道拱部钻注浆孔，在注浆孔内施作注浆管道并注入浆液形成第一加固圈；When excavating the transverse channel, drill grouting holes in the arch of the transverse channel, apply grouting pipes in the grouting holes and inject slurry to form the first reinforcement ring; 在横通道进入正洞前，在正洞拱部施作管棚；Before the transverse passage enters the main hole, a pipe shed shall be installed on the arch of the main hole; 在正洞开挖时，采用超前预注浆加固方式在隧道拱部施工第二加固圈。During the excavation of the main hole, the second reinforcement ring is constructed on the arch of the tunnel by means of advance pre-grouting reinforcement. 2.如权利要求1所述的竖井正洞立体交叉处辅助开挖施工方法，其特征在于，所述在竖井向下施工至横通道顶部下方时，向横通道顶部施作管棚进行预加固，包括：2. The auxiliary excavation construction method at the three-dimensional intersection of the vertical shaft of the vertical shaft as claimed in claim 1, characterized in that, when the shaft is constructed downward to the top of the horizontal passage, a pipe shed is applied to the top of the horizontal passage for pre-reinforcing ,include: 在所述竖井向下施工至横通道顶部下方2m位置时，向横通道顶部施作管棚进行预加固，管棚的外插角为1°~3°，管棚的环向间距为0.4m。When the shaft is constructed downward to the position 2m below the top of the transverse passage, a pipe shed is applied to the top of the transverse passage for pre-reinforcement. The outer angle of the pipe shed is 1°~3°, and the circumferential spacing of the pipe shed is 0.4m. . 3.如权利要求1所述的竖井正洞立体交叉处辅助开挖施工方法，其特征在于，所述横通道开挖时，在横通道拱部钻注浆孔，在注浆孔内施作注浆管道并注入浆液形成第一加固圈，包括：3. The auxiliary excavation construction method at the three-dimensional intersection of the vertical shaft of the vertical shaft as claimed in claim 1, characterized in that, during the excavation of the transverse passage, a grouting hole is drilled in the arch of the transverse passage, and a grouting hole is applied in the grouting hole. Grouting the pipeline and injecting the grout to form the first reinforcement ring, including: 在进行横通道上台阶开挖时，沿横通道拱部150°钻注浆孔；When excavating the upper steps of the transverse channel, drill grouting holes at 150° along the arch of the transverse channel; 在注浆孔内插入注浆管，向注浆管内注入水泥-水玻璃浆液；Insert a grouting pipe into the grouting hole, and inject cement-water glass slurry into the grouting pipe; 注浆完成后形成所述第一加固圈。After the grouting is completed, the first reinforcement ring is formed. 4.如权利要求3所述的竖井正洞立体交叉处辅助开挖施工方法，其特征在于，所述注浆孔包括中心孔和环孔，中心孔布置在隧道中心位置处，以中心孔为圆心的同心圆边作为同心环，环孔布置在同心环上。4. The auxiliary excavation construction method at the three-dimensional intersection of the vertical shaft of the vertical shaft as claimed in claim 3, wherein the grouting hole comprises a center hole and a ring hole, the center hole is arranged at the center of the tunnel, and the center hole is The concentric circle edges at the center of the circle are used as concentric rings, and the ring holes are arranged on the concentric rings. 5.如权利要求1所述的竖井正洞立体交叉处辅助开挖施工方法，其特征在于，所述在横通道进入正洞前，在正洞拱部施作管棚，包括：5. The auxiliary excavation construction method at the three-dimensional intersection of the vertical shaft of the vertical shaft of the vertical shaft as claimed in claim 1, characterized in that, before the horizontal passage enters the main hole, applying a pipe shed in the arch of the main hole, comprising: 在横通道进入正洞前，以正洞中心为圆心，正洞拱部作为圆弧，在圆弧两端与圆心连线形成的圆心角为150°范围内的正洞拱部施作管棚，其中管棚的外插角为1°~3°，管棚的环向间距为0.4m。Before the horizontal passage enters the main hole, take the center of the main hole as the center of the circle and the arch of the main hole as the arc, and apply the pipe shed to the arch of the main hole within the range of 150° between the two ends of the arc and the center of the circle. , in which the outside angle of the tube shed is 1°~3°, and the circumferential spacing of the tube shed is 0.4m. 6.如权利要求5所述的竖井正洞立体交叉处辅助开挖施工方法，其特征在于，所述正洞拱部中心点位置与所述圆心的连线为所述圆心角的角平分线。6 . The auxiliary excavation construction method at the three-dimensional intersection of the vertical shaft of the vertical shaft of the vertical shaft according to claim 5 , wherein the connection line between the position of the center point of the arch of the positive hole and the center of the circle is the angle bisector of the center angle. 7 . . 7.如权利要求4所述的竖井正洞立体交叉处辅助开挖施工方法，其特征在于，在向所述注浆孔注浆时，包括：7. The auxiliary excavation construction method for the three-dimensional intersection of the vertical shaft of the vertical shaft as claimed in claim 4, wherein when grouting the grouting hole, the method comprises: 自外环上的注浆孔向内环上的注浆孔依次注浆，同一环上的注浆孔间隔注浆。From the grouting holes on the outer ring to the grouting holes on the inner ring, grouting is performed in sequence, and the grouting holes on the same ring are grouted at intervals. 8.如权利要求7所述的竖井正洞立体交叉处辅助开挖施工方法，其特征在于，所述注浆孔注浆时采用后退式注浆。8 . The auxiliary excavation construction method for the three-dimensional intersection of the vertical shaft of the vertical shaft as claimed in claim 7 , wherein the backward grouting is adopted in the grouting of the grouting hole. 9 . 9.如权利要求7所述的竖井正洞立体交叉处辅助开挖施工方法，其特征在于，所述浆液的水泥浆液水灰比为1：1.07，水泥浆与水玻璃体积比为1：0.65。9 . The auxiliary excavation construction method at the three-dimensional intersection of the vertical shaft of the vertical shaft as claimed in claim 7 , wherein the cement slurry water-cement ratio of the slurry is 1:1.07, and the volume ratio of the cement slurry to the water glass is 1:0.65. 10 . .
CN201811498109.7A 2018-12-07 2018-12-07 A kind of auxiliary excavation construction method of vertical intersection of vertical shaft and main hole Active CN109695453B (en)

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CN112049658A (en) * 2020-10-15 2020-12-08 中铁二局第二工程有限公司 Super-close vertical crossing cavern of high ground stress soft rock stratum and construction method thereof
CN112211648A (en) * 2020-10-15 2021-01-12 中铁二局第二工程有限公司 High-ground-stress soft rock stratum tunnel intersection and construction method thereof
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CN112211648A (en) * 2020-10-15 2021-01-12 中铁二局第二工程有限公司 High-ground-stress soft rock stratum tunnel intersection and construction method thereof
CN112211647A (en) * 2020-10-15 2021-01-12 中铁二局第二工程有限公司 Construction method of large-scale space disaster prevention rescue station of complex geological tunnel
CN112211647B (en) * 2020-10-15 2023-02-28 中铁二局第二工程有限公司 Construction method of large-scale space disaster prevention rescue station of complex geological tunnel

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