CN106988757A - The double -side approach construction technology of reserved rock pillar and hanging by bolt combination - Google Patents
The double -side approach construction technology of reserved rock pillar and hanging by bolt combination Download PDFInfo
- Publication number
- CN106988757A CN106988757A CN201710245534.4A CN201710245534A CN106988757A CN 106988757 A CN106988757 A CN 106988757A CN 201710245534 A CN201710245534 A CN 201710245534A CN 106988757 A CN106988757 A CN 106988757A
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- Prior art keywords
- pilot tunnel
- arch
- interim
- reserved
- rock pillar
- Prior art date
Links
- 238000010276 construction Methods 0.000 title claims abstract description 46
- 239000011435 rock Substances 0.000 title claims abstract description 36
- 238000005516 engineering processes Methods 0.000 title claims abstract description 15
- 238000009412 basement excavation Methods 0.000 claims abstract description 36
- 230000003111 delayed Effects 0.000 claims abstract description 3
- 229910000831 Steel Inorganic materials 0.000 claims description 20
- 239000010959 steel Substances 0.000 claims description 20
- 239000000203 mixtures Substances 0.000 claims description 9
- 239000004567 concrete Substances 0.000 claims description 7
- 238000002347 injection Methods 0.000 claims description 6
- 239000007924 injections Substances 0.000 claims description 6
- 210000001503 Joints Anatomy 0.000 claims description 3
- 280000871617 Vault companies 0.000 claims description 3
- 230000015572 biosynthetic process Effects 0.000 description 4
- 238000005553 drilling Methods 0.000 description 4
- 238000005755 formation reactions Methods 0.000 description 4
- 210000003205 Muscles Anatomy 0.000 description 3
- 238000010586 diagrams Methods 0.000 description 2
- 238000000034 methods Methods 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 241000208340 Araliaceae Species 0.000 description 1
- 235000003140 Panax quinquefolius Nutrition 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 235000005035 ginseng Nutrition 0.000 description 1
- 235000008434 ginseng Nutrition 0.000 description 1
- 239000010438 granite Substances 0.000 description 1
- 239000010410 layers Substances 0.000 description 1
- 238000007363 ring formation reactions Methods 0.000 description 1
- 239000011378 shotcrete Substances 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
Classifications
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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
-
- 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
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
-
- 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
- E21D11/14—Lining predominantly with metal
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D19/00—Provisional protective covers for working space
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
Abstract
Description
Technical field
It is especially severely-weathered to light weathered granite with II grade to IV grade the present invention relates to Super-large-section tunnel excavation technology For 350~380m of underground digging in subway station Super-large-section tunnel of main country rock2Excavation technology.
Background technology
In the digging process of subway station, in particular for the excavation of Super-large-section tunnel, there is larger potential safety hazard；With Expanding economy, in China, there is very big demand in big city for the construction of subway, and subway station is using extra-large cross-section or vertical The mode that body intersects is more universal.Construction speed, reduction construction cost and Du are being ensured for the excavation of Super-large-section tunnel Technical difficulty is all suffered from terms of in terms of exhausted potential safety hazard.Construction method of the prior art can not adapt to subway Requirement of the extra-large cross-section bored tunnel construction on security, construction speed and construction cost.
The content of the invention
The present invention is that there is provided a kind of reserved rock pillar and hanging by bolt combination to avoid the deficiency present in above-mentioned prior art Double -side approach construction technology, by middle part reserve rock pillar and top prestressed anchor hanging two kinds of technical measures carry out groups Close, implement double -side approach construction, with accelerating construction progress, reduce construction cost, prevent potential safety hazard.
The present invention adopts the following technical scheme that to solve technical problem：
The characteristics of reserved rock pillar of the present invention and the double -side approach construction technology of hanging by bolt combination is：For top center Pilot tunnel and upper side arch pilot tunnel are staggered leading excavation supporting with the upper leave from office of single pilot tunnel point, and set temporary supporting system, are formed Ledge；Lower side pilot tunnel is delayed to be excavated, and it is the reserved rock pillar in middle part to retain central region, and top surface and the side of rock pillar are reserved at middle part Side forms the annular excavation face of section；Construction prestressed anchor is then torn open paragraph by paragraph as hanging fulcrum after each pilot drive is completed Except temporary supporting system, arch wall lining construction is carried out to the face for having excavated completion, in the case where completing the protection of arch wall lining cutting of construction Slope excavates the reserved rock pillar in middle part, eventually forms large section secondary structure.
The characteristics of reserved rock pillar of the present invention and the double -side approach construction technology of hanging by bolt combination, lies also in：It is disconnected by excavating Face is divided into each region by following distribution：
Central region, is on the center of excavated section；
Top center pilot tunnel, positioned at the top of the central region, is in the vault center of excavated section；
Upper side encircles pilot tunnel, is to be located at the upper left-hand arch pilot tunnel on the left of the top center pilot tunnel respectively, and be located at The right upper right arch pilot tunnel then of the top center pilot tunnel, the upper side arch pilot tunnel and the common shape of top center pilot tunnel Arching cover area；
Lower side pilot tunnel, is to be located at the lower left side pilot tunnel below upper left-hand arch pilot tunnel respectively, and right positioned at top Pilot tunnel office is in the central region on the right side of pilot tunnel on the right side of bottom below the arch pilot tunnel of side, the lower left side pilot tunnel and bottom Both sides；
The construction technology is that each region following steps are excavated：
The first step：Stagger the upper left-hand arch pilot tunnel and upper right arch pilot tunnel for excavating office in both sides successively first, so Top center pilot tunnel is excavated afterwards, and encircleing pilot tunnel, upper right for upper left-hand encircles pilot tunnel and each single pilot tunnel of top center pilot tunnel Point upper leave from office is staggered excavations, interrelated between adjacent pilot tunnel, and sets temporary supporting system, formation ledge；
The temporary supporting system includes：
Between the top center pilot tunnel and upper side arch pilot tunnel, in be vertically arranged I22a I-steel as it is interim perpendicular every Wall, double steel bar mesh sheet is set in the both sides in the interim perpendicular next door, the longitudinally disposed perpendicular next door between each temporarily perpendicular next door Spacing between dowel, adjacent interim perpendicular next door is set to 0.5~0.75m, the construction lock pin anchor tube on the arch springing of both sides；Pin Closing is carried out to the interim perpendicular next door and double steel bar mesh sheet injection C25 concrete and forms the thick interim vertical walls of 35cm；
Encircle in the upper side between pilot tunnel and lower side pilot tunnel, interim tabula is used as in lateral arrangement I22a I-steel Wall, double steel bar mesh sheet, the longitudinally disposed cross wall between each interim cross wall are set in the both sides of the interim cross wall Spacing between dowel, adjacent interim cross wall is set to 0.5~0.75m；For the interim cross wall and clad steel Muscle mesh sheet injection C25 concrete carries out closing and forms the thick interim transverse plates of 35cm；
Second step：Stagger excavation office pilot tunnel on the right side of the lower left side pilot tunnel of both sides and bottom successively, retains middle region Domain is that rock pillar is reserved at middle part, and the top surface and side that rock pillar is reserved at middle part form the annular excavation face of section；
3rd step：Row's prestressing force hollow grouting anchor is respectively set in dome portions and the both sides of the position of joints in interim perpendicular next door Hanging is formed, temporary supporting system is then removed paragraph by paragraph, arch wall lining construction is carried out to the face for having excavated completion, construction is completed Arch wall lining cutting protection under excavate the reserved rock pillar in middle part；
4th step：Middle part reserve rock pillar excavate after the completion of, paragraph by paragraph construction bottom plate inverted arch, center pillar and in hardened structure, formed Large section secondary structure.
Compared with the prior art, the present invention has the beneficial effect that：
1st, the present invention reserves rock pillar and the double combination measures of top prestressed anchor hanging using middle part, is that double -side approach is applied Work technique；The arc Core Soil of two side-wall pilot tunnel in prior art is eliminated, the system of reserved bottom rock pillar is replaced with；Increase Excavation space, largely facilitates artificial and big machinery and operates, can integrally accelerate 15% construction speed；
2nd, present invention substantially reduces gib, simplify complicated procedures of forming；
3rd, the present invention substantially increases the safety of work progress using reserved rock pillar and the structure type of hanging by bolt combination Property.
Brief description of the drawings
Fig. 1 is excavation construction of the invention sequence schematic diagram step by step；
Fig. 2 is excavation construction of the invention sequence and arch wall structural representation step by step；
Fig. 3 serves as a contrast schematic diagram for the large section two of the present invention；
Label in figure：1 top center pilot tunnel, 2 upper left-hands arch pilot tunnel, 3 upper rights arch pilot tunnel, 4 lower left side pilot tunnels, Pilot tunnel on the right side of 5 bottoms, the reserved rock pillar in 6 middle parts, 7 arch wall lining cutting, 8 prestressing force hollow grouting anchors, 9 erect next door temporarily, and 10 is interim Cross wall, 11 lock pin anchor tubes, 12 vertical walls, 13 interim transverse plates, 14 bottom plate inverted arch, 15 center pillars, hardened structure in 16.Brief description of the drawings
The double -side approach construction technology that rock pillar and hanging by bolt combination are reserved referring to Fig. 1, in the present embodiment is to excavate Section is divided into each region by following distribution：
Central region, is on the center of excavated section；
Top center pilot tunnel 1, positioned at the top of central region, is in the vault center of excavated section；
Upper side encircles pilot tunnel, is the upper left-hand arch pilot tunnel 2 for being located at the left side of top center pilot tunnel 1 respectively, and positioned at top The right upper right arch pilot tunnel 3 then of portion center pilot tunnel 1, upper side arch pilot tunnel is collectively forming ledge region with top center pilot tunnel 1；
Lower side pilot tunnel, is to be located at the lower left side pilot tunnel 4 that upper left-hand encircles the lower section of pilot tunnel 2 respectively, and positioned at top The office of pilot tunnel 5 is the two of central region on the right side of pilot tunnel 5 on the right side of the bottom of the lower section of right side arch pilot tunnel 3, lower left side pilot tunnel 4 and bottom Side；
Construction technology is that each region following steps are excavated：
The first step：Stagger the upper left-hand arch pilot tunnel 2 and upper right arch pilot tunnel 3 for excavating office in both sides successively first, Then top center pilot tunnel 1 is excavated, encircleing pilot tunnel 2, upper right for upper left-hand encircles pilot tunnel 3 and each list of top center pilot tunnel 1 The upper leave from office of individual pilot tunnel point is staggered excavations, interrelated between adjacent pilot tunnel, and sets temporary supporting system, formation ledge；
Encircle pilot tunnel 2 for upper left-hand, include excavation, supporting and the temporary support of up/down steps, excavation height 8m, width 8.5m.Up/down steps excavation face distance controlling first performs before excavating in 3-5m and carries out During Initial Stage Construction after advance support, excavation in time Supporting and vertical horizontal temporary support；
Encircle pilot tunnel 3 for upper right, include excavation, supporting and the temporary support of up/down steps, left and right cavity parallel step Face distance controlling is in 15m.The parameters such as height, the drilling depth length of excavation and upper left-hand arch pilot tunnel 2 are consistent, after excavation and Shi Jinhang preliminary bracings and vertical horizontal temporary support.
For top center pilot tunnel 1, including excavate and supporting construction, excavation height 5.5m, the ginseng such as width 8m, drilling depth length Number is consistent with upper left-hand arch pilot tunnel 2, carries out preliminary bracing after excavation in time, makes its upper top center pilot tunnel 1, upper left-hand Encircle the preliminary bracing closing cyclization of pilot tunnel 2 and upper right arch pilot tunnel 3 totally three pilot tunnels, form ledge.
Temporary supporting system includes：
Between top center pilot tunnel and upper side arch pilot tunnel, next door 9 is erected in I22a I-steel is vertically arranged as interim, Double steel bar mesh sheet is set in the both sides in interim perpendicular next door 9, the longitudinally disposed perpendicular next door connection between each temporarily perpendicular next door 9 Spacing between muscle, adjacent interim perpendicular next door 9 is set to 0.5~0.75m, the construction lock pin anchor tube 11 on the arch springing of both sides；Pin Closing is carried out to interim perpendicular next door 9 and double steel bar mesh sheet injection C25 concrete and forms the thick interim vertical walls 12 of 35cm；
Encircle in upper side between pilot tunnel and lower side pilot tunnel, in lateral arrangement I22a I-steel as interim cross wall 10, Double steel bar mesh sheet is set in the both sides of interim cross wall 10, the longitudinally disposed cross wall connection between each interim cross wall 10 Spacing between muscle, adjacent interim cross wall 10 is set to 0.5~0.75m；For interim cross wall 10 and double layer bar Piece injection C25 concrete carries out closing and forms the thick interim transverse plates 13 of 35cm；
Temporary supporting system is by erecting next door 9, perpendicular next door dowel, interim cross wall 10, cross wall dowel, lock temporarily Closed between pin anchor tube 11, and double steel bar mesh sheet formation framework of steel reinforcement, framework of steel reinforcement using 35cm thickness C25 gunite concretes Laid entirely in interim vertical wall 12 and interim transverse plate 13, tunnel total length.
Second step：Stagger excavation office pilot tunnel 5 on the right side of the lower left side pilot tunnel 4 of both sides and bottom successively, retains middle part Region is that rock pillar 6 is reserved at middle part, and the top surface and side that rock pillar 6 is reserved at middle part form the annular excavation face of section, as shown in Figure 2；
For excavation and the supporting of lower left side pilot tunnel 4, including up/down steps.Excavation height in 8m or so, width 6.5m, The parameters such as drilling depth length are consistent with upper left-hand arch pilot tunnel 2, carry out preliminary bracing after excavation in time.
For pilot tunnel 5 on the right side of bottom, the excavation of up/down steps, supporting, the parallel step face distance controlling of left and right pilot tunnel In 15m.The parameters such as height, the drilling depth length of excavation are consistent with lower left side pilot tunnel 4, carry out preliminary bracing after excavation in time.
3rd step：The hollow slip casting anchor of row's prestressing force is respectively set in dome portions and the both sides of the position of joints in interim perpendicular next door 9 The formation hanging of bar 8, then removes temporary supporting system paragraph by paragraph, and removing length and secondary lining, to pour length identical, to having excavated The face of completion carries out arch wall lining cutting 7 and constructed, and rock pillar 6 is reserved in the middle part of excavation in the case where completing the protection of arch wall lining cutting 7 of construction；
4th step：Middle part is reserved after the completion of rock pillar 6 excavates, paragraph by paragraph construction bottom plate inverted arch 14, center pillar 15 and in hardened structure 16, form large section secondary structure as shown in Figure 3.
Claims (2)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710245534.4A CN106988757A (en) | 2017-04-14 | 2017-04-14 | The double -side approach construction technology of reserved rock pillar and hanging by bolt combination |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710245534.4A CN106988757A (en) | 2017-04-14 | 2017-04-14 | The double -side approach construction technology of reserved rock pillar and hanging by bolt combination |
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| Publication Number | Publication Date |
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| CN106988757A true CN106988757A (en) | 2017-07-28 |
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| CN201710245534.4A CN106988757A (en) | 2017-04-14 | 2017-04-14 | The double -side approach construction technology of reserved rock pillar and hanging by bolt combination |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108442931A (en) * | 2018-03-06 | 2018-08-24 | 广西大学 | A kind of large cross-section tunnel passes through longitudinal hard-soft-hard formation construction method |
| CN109681210A (en) * | 2018-12-04 | 2019-04-26 | 中铁二十四局集团有限公司 | A kind of two side-wall pilot tunnel of section bored tunnel construction |
| CN110005440A (en) * | 2019-04-16 | 2019-07-12 | 北京城建设计发展集团股份有限公司 | Double side wall pilot tunnel formula construction method under lateral pipe shed support |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
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Application publication date: 20170728 |