AU2021104499A4 - A low risk construction method for double-track railway tunnel with full section boundary of extremely weak surrounding rock, advanced pipe roof and ductule reinforcement grouting with three steps synchronous excavation and initial support followed by radial grouting - Google Patents
A low risk construction method for double-track railway tunnel with full section boundary of extremely weak surrounding rock, advanced pipe roof and ductule reinforcement grouting with three steps synchronous excavation and initial support followed by radial grouting Download PDFInfo
- Publication number
- AU2021104499A4 AU2021104499A4 AU2021104499A AU2021104499A AU2021104499A4 AU 2021104499 A4 AU2021104499 A4 AU 2021104499A4 AU 2021104499 A AU2021104499 A AU 2021104499A AU 2021104499 A AU2021104499 A AU 2021104499A AU 2021104499 A4 AU2021104499 A4 AU 2021104499A4
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- grouting
- ductule
- initial support
- surrounding rock
- meters
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- 239000011435 rock Substances 0.000 title abstract description 21
- 238000009412 basement excavation Methods 0.000 title abstract description 19
- 238000010276 construction Methods 0.000 title abstract description 18
- 230000002787 reinforcement Effects 0.000 title abstract description 13
- 230000001360 synchronised effect Effects 0.000 title abstract description 9
- 239000004568 cement Substances 0.000 abstract description 9
- 229910052717 sulfur Inorganic materials 0.000 abstract description 7
- 239000011593 sulfur Substances 0.000 abstract description 7
- -1 sulfur aluminate Chemical class 0.000 abstract description 7
- 238000005516 engineering process Methods 0.000 abstract description 3
- 239000002002 slurry Substances 0.000 abstract description 3
- 229910000831 Steel Inorganic materials 0.000 description 9
- 239000010959 steel Substances 0.000 description 9
- 238000012544 monitoring process Methods 0.000 description 7
- 230000000694 effects Effects 0.000 description 6
- 238000000034 method Methods 0.000 description 5
- 230000007423 decrease Effects 0.000 description 4
- 238000005259 measurement Methods 0.000 description 4
- 238000005553 drilling Methods 0.000 description 3
- 230000001052 transient effect Effects 0.000 description 3
- 238000010200 validation analysis Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
-
- 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0642—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end
- E21D9/0671—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield having means for additional processing at the front end with means for consolidating the rock in front of the shield by injection of consolidating substances through boreholes
-
- 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- 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
- E21D9/04—Driving tunnels or galleries through loose materials; Apparatus therefor not otherwise provided for
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Soil Sciences (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention disclosed a low risk construction method for double-track railway tunnel with full
section boundary of extremely weak surrounding rock, advanced pipe poof and ductule
reinforcement grouting with three steps synchronous excavation and initial support followed by
radial grouting, Involved in the field of tunnel construction technology, the use of fast harding
micro-expansion sulfur aluminate cement grouting, to solve the carbonaceous, argillaceous shale
does not eat slurry. The middle pipe poof in the arch of the tunnel excavation contour line and
the whole ring ductule are adopted for advance reinforcement and grouting to solve the falling
blocks in the arch, the two wall pieces and the collapse behind the initial support.
1 V\11V V 1 .J10
FIG. 1
4 Ali n.
, ad.
Al1
Description
The invention disclosed a low risk construction method for double-track railway tunnel with full section boundary of extremely weak surrounding rock, advanced pipe poof and ductule reinforcement grouting with three steps synchronous excavation and initial support followed by radial grouting, Involved in the field of tunnel construction technology, the use of fast harding micro-expansion sulfur aluminate cement grouting, to solve the carbonaceous, argillaceous shale does not eat slurry. The middle pipe poof in the arch of the tunnel excavation contour line and the whole ring ductule are adopted for advance reinforcement and grouting to solve the falling blocks in the arch, the two wall pieces and the collapse behind the initial support.
1 V\11VV 1 .J10
FIG. 1
4 Ali n.
, ad.
Al1
A low risk construction method for double-track railway tunnel with full section boundary of extremely weak surrounding rock, advanced pipe roof and ductule reinforcement grouting with three steps synchronous excavation and initial support followed by radial grouting Technical Field The invention relates to the technical field of tunnel construction, in particularly to a low risk construction method for double-track railway tunnel with full section boundary of extremely weak surrounding rock, advanced poof pipe ductule reinforcement grouting with three steps synchronous excavation and initial support followed by radial grouting. Background Tunnel excavation reveals poor geological conditions. In the process of excavation, there are many phenomena such as the instability of the tunnel face, the collapse of the vault, the peeling off of the rock strata of the tunnel wall, the cracking of the initial support. The disadvantages of the existing technology are as follows:
( The ordinary portland cement grout can not be poured into broken carbonaceous and argillaceous shale, and the grouting effect is poor. @ When the middle and lower steps are excavated, the arch foot of the upper step is suspended
and unstable. Loose and broken rocks behind the initial support collapse, and there are many over excavations during excavation. Even after the initial support of the vertical arch frame is set, the back is empty and prone to collapse. Content of Invention The purpose of the invention is to provide a low risk construction method for double-track railway tunnel with full section boundary of extremely weak surrounding rock, advanced pipe roof and ductule reinforcement grouting with three steps synchronous excavation and initial support followed by radial grouting, so as to solve the above problems. A low risk construction method for double-track railway tunnel with full section boundary of extremely weak surrounding rock, advanced pipe roof ductule reinforcement grouting with three steps synchronous excavation and initial support followed by radial grouting is characterized by that: Setting advanced support: the middle pipe roof and ductule advance grouting support are set up, in a certain range at the top of the arch, when setting advanced support, the middle pipe roof
with a diameter of 76 mm and ductule with a diameter of 42 mm are used for advanced grouting support within a range of 150 degrees at the top of the arch, the whole ring of middle step and lower step is supported by advance grouting with ductule with a diameter of 42 mm;
The longitudinal spacing of the middle pipe roof is 6 meters, the ring spacing is 4 meters, and the length of each of the middle pipe roofs is 9 meters; The longitudinal spacing of the ductule in the ductule advanced grouting support is 2.4 meters, the ring spacing is 0.4 meters, and the length of each ductule in the advanced grouting support is 4 meters; The three steps method was used to excavate: therein, the length of upper and middle steps is less than 10 meters, and the length of lower steps is less than 15 meters. The excavation deformation of large and small length of tunnel flat hole decreases from 60-80 cm to 30-40 cm gradually. The longitudinal spacing of the ductule in the middle step and the lower step part is 3 meters, the ring spacing is 0.6 meters, and the length of each ductuler in the middle step and the lower step part is 4 meters; Initial support: adopt multiple trusses of steel frame to support, set up the pad at the arch foot of the steel frame; Radial grouting: the grouting ductule is arranged in the radial direction of the multiple trusses of the steel frame, and the fast hardening micro-expansion sulfur aluminate cement is poured into the grouting ductule under medium pressure, and invert arch and secondary lining are applied simultaneously; Stress strain monitoring; Advanced geological prediction and monitoring measurement; Validation of grouting effect. The transient electromagnetic (TEM), advanced horizontal drilling, deepen borehole, TSP and geological radar are used to predict the geological and hydrological characteristics of surrounding rock. Beneficial effects of the invention: The fast - hardening and micro - expansion sulfur aluminate cement grouting is used to solve the problem that carbonaceous and argillaceous shale do not eat slurry. The middle poof pipe in the arch of the tunnel excavation contour line and the whole ring ductule are adopted for advance reinforcement and grouting to solve the falling blocks in the arch, the two wall pieces and the cave-out behind the initial support. Radial grouting is used in the whole ring of the initial support to reinforce the loose and broken rock strata behind the initial support.
The construction progress of large and small mileage can reach 40 ~ 60m every month. Tunnel flat hole section length about 60%, the original design of IV grade surrounding rock into
grade surrounding rock, less loss of construction units. Brief Description of the Drawings FIG. 1 is the schematic diagram of advanced grouting support for middle pipe roof and ductule in the low-risk construction method of full-section boundary advanced pipe roof of the tunnel with extremely weak surrounding rock in the invention; FIG. 2 is the radial grouting schematic diagram of the initial support of the tunnel in the low-risk construction method of the full-section boundary of the tunnel with extremely weak surrounding rock of the invention. Attached drawing marks: 1. Middle pipe roof; 2. Ductule; 3. Grouting Description of Embodiments A low risk construction method for double-track railway tunnel with full section boundary of extremely weak surrounding rock, advanced pipe roof ductule reinforcement grouting with three steps synchronous excavation and initial support followed by radial grouting. Setting advanced support; the middle pipe roof and ductule advance grouting support are set up, in a certain
range at the top of the arch, when setting advanced support, the middle pipe roof with a diameter of 76 mm and ductule with a diameter of 42 mm are used for advanced grouting support within a range of 150 degrees at the top of the arch, the whole ring of middle step and lower step is supported by advance grouting with ductule with a diameter of 42 mm; The longitudinal spacing of the middle pipe roof is 6 meters, the ring spacing is 4 meters, the length of each middle pipe roof is 9 meters, 50 roots per ring, and the external interpolation Angle is 20-25 degrees. The longitudinal spacing of the ductule in the advance grouting support of the ductule is 2.4 meters, and the ring spacing is 0.4 meters. The length of the ductule in the advance grouting support of the ductule is 4 meters, 50 in each ring, and the external interpolation Angle is 10-15 degrees. The longitudinal spacing of the ductule of the middle step and the lower step part is 3 meters, the ring spacing is 0.6 meters, and the length of each ductule of the middle step and the lower step part is 4 meters. The three steps method was used to excavate: therein, the length of upper and middle steps is less than 10 meters, and the length of lower steps is less than 15 meters. The excavation deformation of large and small length of tunnel flat hole decreases from 60-80 cm to 30-40 cm gradually.
Initial support; a multi-trussed 125 type steel frame is adopted for support, and the spacings are arranged at the arch foot of the steel frame, and the spacing between adjacent arches is 0.6 meters. The arch foot is fixed by four bolts with a diameter of 42 mm, and the length of each bolt is 4.5 meters. The fast hardening micro-expansion sulfur aluminate cement is poured into the arch foot first, and then behind the initial support. Radial grouting; a grouting ductule is arranged in the radial direction of the multi-trussed steel frame, and a fast hardening micro-expansion sulfur aluminate cement is poured into the grouting ductule under medium pressure; at the same time, it is used as an inverted arch, invert arch filling and secondary lining; the length of the grouting ductule is 4 meters, the longitudinal spacing is 1.2 meters, the ring spacing is 1.2 meters, and the fast hardening micro-expansion sulfoaluminate cement is poured; the upper step, middle step and lower step should be advanced at the same time, and the initial support ring should not be more than 35 meters. A slab should be poured every 6 meters for invert arch and invert filling, and two slabs of invert arch and invert filling should be used as secondary lining, and the lining step distance should not be more than 70 meters; Gengli XGL90-125 type grouting machine is used for grouting with pressure range of
0.5 to 16 MPa, water cement ratio of 0.5 to 0.7 to1(weight ratio) and grouting pressure of 0.5 to 2 MPa. Stress and strain monitoring; the contact pressure of lining structure, initial support and concrete internal force are monitored by installing concrete strain gague in surrounding rock, initial support and lining structure. Advanced geological prediction and monitoring measurement; transient electromagnetic, advanced horizontal drilling, deepened borehole, TS and geological radar were used to predict the geological and hydrological characteristics of surrounding rock ahead of the construction. In the tunnel flat hole working area, two people are full-time in charge of the space between them is 5 meters, and monitoring and measurement are carried out twice a day. The deformation of the secondary lining is basically stable, and the deformation rate decreases obviously and tends to ease. The average deformation rate of 7 days is less than 2mm/d. Validation of grouting effect; the advance grouting reinforcement effect of the middle pipe roof and ductule is verified by probing hole, and the grouting effect is judged and detected. The principle and implementation of the invention are described with specific embodiment applied in this manual. The above embodiments are only used to help understand the method and core idea of the invention; while, according to the idea of the invention, there will be some changes in the specific way of implementation and the scope of application for the general technical personnel in this field. In summary, the content of this specification should not be construed as a limitation of the invention.
Editorial Note:
2021104499
Only 1 page of Claim
1. A low risk construction method for double-track railway tunnel with full section boundary of extremely weak surrounding rock, advanced pipe roof and ductule reinforcement grouting with three steps synchronous excavation and initial support followed by radial grouting is characterized by that: 2. Setting advanced support: the middle pipe roof and ductule advance grouting support are set up, in a certain range at the top of the arch, when setting advanced support, the middle pipe roof
with a diameter of 76 mm and ductule with a diameter of 42 mm are used for advanced grouting support within a range of 150 degrees at the top of the arch, the whole ring of middle step and lower step is supported by advance grouting with ductule with a diameter of 42 mm; 3. The longitudinal spacing of the middle pipe roof is 6 meters, the ring spacing is 4 meters, and the length of each of the middle pipe roofs is 9 meters; 4. The longitudinal spacing of the ductule in the ductule advanced grouting support is 2.4 meters, the ring spacing is 0.4 meters, and the length of each ductule in the advanced grouting initial support is 4 meters; 5. The three steps method was used to excavate: therein, the length of upper and middle steps is less than 10 meters, and the length of lower steps is less than 15 meters, the excavation deformation of large and small length of tunnel flat hole decreases from 60-80 cm to 30-40 cm gradually; 6. The longitudinal spacing of the ductule in the middle step and the lower step part is 3 meters, the ring spacing is 0.6 meters, and the length of each ductuler in the middle step and the lower step part is 4 meters; 7. Initial support: adopt multiple trusses of steel frame to support, set up the pad at the arch foot of the steel frame; 8. Radial grouting: The grouting ductule is arranged in the radial direction of the multiple trusses of the steel frame, and the fast hardening micro-expansion sulfur aluminate cement is poured into the grouting ductule under medium pressure, and invert arch and secondary lining are applied simultaneously; 9. Stress strain monitoring; 10. Advanced geological prediction and monitoring measurement; 11. Validation of grouting effect. 2. According to claim, a low risk construction method of advanced pipe roof in full section boundary of tunnel with extremely weak surrounding rock wherein the transient electromagnetic (TEM), advanced horizontal drilling, deepen borehole, TSP and geological radar are used to predict the geological and hydrological characteristics of surrounding rock.
2021104499 DRAWINGS
FIG. 1
FIG. 2
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| AU2021104499A AU2021104499A4 (en) | 2021-07-23 | 2021-07-23 | A low risk construction method for double-track railway tunnel with full section boundary of extremely weak surrounding rock, advanced pipe roof and ductule reinforcement grouting with three steps synchronous excavation and initial support followed by radial grouting |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| AU2021104499A AU2021104499A4 (en) | 2021-07-23 | 2021-07-23 | A low risk construction method for double-track railway tunnel with full section boundary of extremely weak surrounding rock, advanced pipe roof and ductule reinforcement grouting with three steps synchronous excavation and initial support followed by radial grouting |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| AU2021104499A4 true AU2021104499A4 (en) | 2021-10-21 |
Family
ID=78177030
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| AU2021104499A Ceased AU2021104499A4 (en) | 2021-07-23 | 2021-07-23 | A low risk construction method for double-track railway tunnel with full section boundary of extremely weak surrounding rock, advanced pipe roof and ductule reinforcement grouting with three steps synchronous excavation and initial support followed by radial grouting |
Country Status (1)
| Country | Link |
|---|---|
| AU (1) | AU2021104499A4 (en) |
-
2021
- 2021-07-23 AU AU2021104499A patent/AU2021104499A4/en not_active Ceased
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| Date | Code | Title | Description |
|---|---|---|---|
| FGI | Letters patent sealed or granted (innovation patent) | ||
| MK22 | Patent ceased section 143a(d), or expired - non payment of renewal fee or expiry |