CN112065439A - Continuous beam bell mouth friction loss testing method based on karst cave underground river environment - Google Patents
Continuous beam bell mouth friction loss testing method based on karst cave underground river environment Download PDFInfo
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- CN112065439A CN112065439A CN202010838123.8A CN202010838123A CN112065439A CN 112065439 A CN112065439 A CN 112065439A CN 202010838123 A CN202010838123 A CN 202010838123A CN 112065439 A CN112065439 A CN 112065439A
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- 238000012360 testing method Methods 0.000 title claims abstract description 19
- 238000010276 construction Methods 0.000 claims description 19
- 210000003205 muscle Anatomy 0.000 claims description 9
- 229910000831 Steel Inorganic materials 0.000 claims description 7
- 239000010959 steel Substances 0.000 claims description 7
- 239000000835 fiber Substances 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 238000010998 test method Methods 0.000 claims description 2
- 210000002435 tendon Anatomy 0.000 claims 2
- 230000000149 penetrating effect Effects 0.000 claims 1
- 238000000034 method Methods 0.000 abstract description 4
- 230000035515 penetration Effects 0.000 abstract description 2
- 238000004062 sedimentation Methods 0.000 abstract 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 5
- 230000003014 reinforcing effect Effects 0.000 description 4
- 230000004048 modification Effects 0.000 description 3
- 238000012986 modification Methods 0.000 description 3
- 238000011144 upstream manufacturing Methods 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
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- 238000007654 immersion Methods 0.000 description 1
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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
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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
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
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- 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
Abstract
A method for testing the horn mouth friction loss of a continuous beam based on a karst cave underground river environment comprises the following steps of S1: excavating a tunnel section A to a penetration karst cave; s2: the underground river is redirected; s3: backfilling the karst cave to the foundation surface of the tunnel; s4: protecting the hole wall and applying a plurality of anchor cables; s5: filling the karst cave and connecting the anchor cable with the backfill body; s6: excavating the backfill body to form a tunnel section B; s7: constructing an abutment at the section A of the tunnel; s8: dividing a first section, a second section, a third section and a closure section; s9: constructing a supporting foundation of the tunnel section A; s10: and constructing continuous beams from the first section to the closure section according to the sequence of the sections. Has the advantages of stability, reliability, high safety and capability of preventing sedimentation.
Description
Technical Field
The invention mainly relates to a tunnel construction technology of a karst cave underground river environment, in particular to a continuous beam bell mouth friction loss testing method based on the karst cave underground river environment.
Background
The Yujing mountain tunnel is located in Wexin county of Yunnan province, has the total length of 6306m and is a double-line tunnel. In 2016, 7, 23 days, a cave is detected by drilling a hole in advance on the small-mileage end face of a cross-cave working area, and a huge cave hall and a river are discovered after the cave is revealed. The karst cave is about 230m in transverse length and about 93m in width and is approximately rectangular, the top of the karst cave is in a vault shape, the vertical heights of halls are different from 50 m to 130m, the right side of the karst cave in the line direction is high, and the left side of the karst cave is low; and a river develops at the slope toe at the left side of the karst cave, and the river surface is 5-15 m wide. The tunnel passes through the huge karst cave hall, the two sides of the huge karst cave hall are provided with a tunnel section A, and the tunnel passes through the karst cave hall and is provided with a tunnel section B.
Because the tunnel needs to pass through a huge karst cave hall and the bottom is provided with a river, high risks are brought to early construction and later operation, such as block falling at the top of the karst cave, sinking at the bottom due to the river and the like.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a method for testing the friction loss of the bell mouth of the continuous beam based on the karst cave underground river environment, which is stable, reliable, high in safety and capable of preventing settlement.
In order to solve the technical problems, the invention adopts the following technical scheme:
a continuous beam bell mouth friction loss test method based on a karst cave and underground river environment is disclosed, wherein the environment comprises a karst cave and an underground river positioned at the bottom of the karst cave, a tunnel passes through the karst cave, tunnels at two ends of the karst cave are tunnel A sections, and a tunnel passing through the karst cave is tunnel B section; the construction method comprises the following steps:
s1: excavating a tunnel section A to a penetration karst cave;
s2: the underground river is diverted so that the underground river does not flow through the karst cave;
s3: backfilling the karst cave until the karst cave is backfilled to the foundation surface of the tunnel;
s4: protecting the cave wall of the karst cave, and uniformly applying a plurality of anchor cables on the cave wall;
s5: filling the karst cave and connecting the anchor cable with the filled backfill body;
s6: excavating the backfill body to form a tunnel section B communicated with the tunnel section A;
s7: constructing abutment, main piers and temporary buttresses on the section A of the tunnel to form abutments arranged at intervals, and ensuring that all the abutments are positioned on the section A of the tunnel;
s8: dividing an area above a pier close to a section B of the tunnel into a first section, dividing two sides of the first section into second sections, dividing the side parts of the two second sections into third sections, dividing a joint section between the two middle third sections, and setting the total length of all the sections as the construction length of the continuous beam;
s9: constructing a supporting foundation of the tunnel section A;
s10: by first festival section to closure section, construct continuous beam form, installation prestressed pipe, concreting according to the section order, wear to establish the pipeline muscle, carry out pipeline muscle stretch-draw, carry out the pipeline mud jacking, carry out the test of horn mouth friction loss when wearing to establish the pipeline muscle as follows specifically: sequentially installing an anchorage device, a steel ring plate, a constraint base plate, a pressure sensor and a horn body at one end of a pipeline force rib, sequentially installing an anchorage device, a tensioning jack, a constraint base plate, a pressure sensor and a horn body at the other end of the pipeline force rib → simultaneously tensioning at two ends, keeping the force of 4Mpa → sealing one end and tensioning at the other end, and recording the reading N of the pressure sensors at the two endszAnd NbOne end is sealed, one end is tensioned, and the reading N 'of the pressure sensors at the two ends is recorded'zAnd N'b→ repeat many times and remember
As a further improvement of the above technical solution:
in step S1, the lining construction is performed while performing support while excavating.
In step S2, a drainage tunnel is formed in communication with the river upstream so that the river does not flow through the cavern.
And plugging and backfilling the underground river at the downstream of the junction of the drainage tunnel and the underground river.
In step S4, steel fibers are applied to the cave wall and concrete is sprayed.
In step S5, grouting is performed in the gap between the backfill body and the cavern wall to seal the gap.
In step S6, the lining construction is performed while performing support while excavating.
Compared with the prior art, the invention has the advantages that:
the invention relates to a method for testing the friction loss of a bell mouth of a continuous beam based on the environment of a karst cave and a submerged river, which comprises the following steps of changing the channel of the submerged river so as to prevent the submerged river from flowing through the karst cave and ensure that the influence of a water area is eliminated at the bottom of the karst cave; the karst cave is backfilled until the karst cave is filled, which is equivalent to the reconstruction treatment of the karst cave, so that the top of the karst cave is prevented from dropping blocks, and the safety is improved; the backfill body is connected with the cave wall of the karst cave by using the anchor cable, and then the diversion of the underground river is matched, so that the backfill body can be prevented from settling, and the stability and the reliability of the section B of the tunnel are improved; the tunnel section B and the tunnel section A at two ends are connected in a bridge-spanning mode through continuous beams, segmental construction is implemented, the load of the bridge is located at the tunnel section A at two ends, the backfill body and the stability and the reliability of the tunnel section B are further improved, and the construction quality of the pipeline reinforcing bars can be guaranteed through friction loss testing of the horn bodies.
Drawings
Fig. 1 is a plan view of the cave-underground river environment of the present invention.
Fig. 2 is a plan view of the cave river environment of the present invention (with a spillway tunnel).
Fig. 3 is a sectional view of a continuous beam according to the present invention.
FIG. 4 is an assembly drawing of a horn port friction loss test of the present invention.
The reference numerals in the figures denote:
1. karst cave; 2. a river under the river; 3. a first segment; 4. a second segment; 5. a third segment; 6. a closure section; 7. a pipeline reinforcing bar; 8. an anchorage device; 9. a steel ring plate; 10. restraining the base plate; 11. a pressure sensor; 12. a horn body; 13. a water drainage hole.
Detailed Description
The invention will be described in further detail below with reference to the drawings and specific examples.
As shown in fig. 1 to 4, an embodiment of the continuous beam bell mouth friction loss testing method based on the karst cave river environment of the present invention includes a karst cave 1 and a river 2 located at the bottom of the karst cave 1, the tunnel passes through the karst cave 1, the tunnels at the two ends of the karst cave 1 are tunnel a sections, and the tunnel passing through the karst cave 1 is tunnel B sections; the construction method comprises the following steps:
s1: excavating a tunnel section A to penetrate through the karst cave 1;
s2: the underground river 2 is diverted, so that the underground river 2 does not flow through the karst cave 1;
s3: backfilling the karst cave 1 until the karst cave is backfilled to the foundation surface of the tunnel;
s4: protecting the cave wall of the karst cave 1, and uniformly applying a plurality of anchor cables on the cave wall;
s5: filling the karst cave 1, and connecting the anchor cable with the filled backfill body;
s6: excavating the backfill body to form a tunnel section B communicated with the tunnel section A;
s7: constructing abutment, main piers and temporary buttresses on the section A of the tunnel to form abutments arranged at intervals, and ensuring that all the abutments are positioned on the section A of the tunnel;
s8: dividing an area above a pier close to a section B of the tunnel into a first section 3, dividing two sides of the first section 3 into second sections 4, dividing the side parts of the two second sections 4 into third sections 5, dividing a space between the two middle third sections 5 into closure sections 6, and setting the total length of all the sections as the construction length of the continuous beam;
s9: constructing a supporting foundation of the tunnel section A;
s10: by first segment 3 to closure section 6, construct continuous beam mold board, installation prestressed pipe according to the segment order, pour concrete, wear to establish pipeline muscle 7, carry out pipeline muscle 7 stretch-draw, carry out the pipeline mud jacking, carry out the test of horn mouth friction loss when wearing to establish pipeline muscle 7, specifically as follows: sequentially mounting an anchorage device 8, a steel ring plate 9, a constraint base plate 10, a pressure sensor 11 and a horn body 12 at one end of a pipeline reinforcing bar 7, sequentially mounting the anchorage device 8, a tensioning jack, the constraint base plate 10, the pressure sensor 11 and the horn body 12 at the other end of the pipeline reinforcing bar 7 → simultaneously tensioning the two ends, keeping the force of 4Mpa → sealing one end and tensioning the other end, and recording the reading N of the pressure sensor 11 at the two endszAnd NbOne end is sealed and the other end is tensioned, and the reading N 'of the two-end pressure sensor 11 is recorded'zAnd N'b→ repeat many times and remember
In the method, the underground river 2 is diverted so that the underground river 2 does not flow through the karst cave 1, and the influence of a water area on the bottom of the karst cave 1 is eliminated; the karst cave 1 is backfilled until the karst cave is filled, namely the karst cave 1 is subjected to reconstruction treatment, so that the top of the karst cave 1 is prevented from dropping blocks, and the safety is improved; the backfill body is connected with the cave wall of the karst cave 1 by using the anchor cable, and then the diversion of the underground river 2 is matched, so that the backfill body can be prevented from settling, and the stability and reliability of the section B of the tunnel are improved; the tunnel section B and the tunnel section A at two ends are connected in a bridge-spanning mode through continuous beams, segmental construction is carried out, the load of the bridge is located at the tunnel section A at two ends, the backfill body and the stability and the reliability of the tunnel section B are further improved, and the construction quality of the pipeline reinforcing steel bar 7 can be guaranteed through friction loss testing of the horn body 12.
In this embodiment, in step S1, lining construction is performed while performing support while excavating. By adopting the mode, the stability and the reliability of the excavated cavern can be ensured.
In this embodiment, in step S2, a drainage tunnel 13 communicating with the upstream of the underground river 2 is implemented so that the underground river 2 does not flow through the cavern 1. The water at the upstream of the underground river 2 is diverted by the drainage tunnel 13 and flows out from the area outside the karst cave 1, so that the subsequent backfill body can be prevented from settling.
In this embodiment, the underground river 2 downstream of the junction of the drainage tunnel 13 and the underground river 2 is plugged and backfilled. Therefore, the phenomenon of water immersion can be prevented, and the subsequent backfilling construction is facilitated.
In this embodiment, in step S4, steel fibers are applied to the cavity wall of the cavern 1, and concrete is sprayed. The arrangement is convenient for the implementation of the anchor cable, and simultaneously, the block falling at the top of the karst cave 1 can be prevented.
In this embodiment, in step S5, grouting is performed in the gap between the backfill body and the cave wall of the cavern 1 to seal the gap. The stability and the reliability of the backfill body are further improved.
In this embodiment, in step S6, lining construction is performed while performing support while excavating. By adopting the mode, the stability and the reliability of the excavated cavern can be ensured.
Although the present invention has been described with reference to the preferred embodiments, it is not intended to be limited thereto. Those skilled in the art can make numerous possible variations and modifications to the present invention, or modify equivalent embodiments to equivalent variations, without departing from the scope of the invention, using the teachings disclosed above. Therefore, any simple modification, equivalent change and modification made to the above embodiments according to the technical spirit of the present invention should fall within the protection scope of the technical scheme of the present invention, unless the technical spirit of the present invention departs from the content of the technical scheme of the present invention.
Claims (7)
1. A continuous beam bell mouth friction loss test method based on a karst cave and underground river environment is characterized in that the environment comprises a karst cave (1) and an underground river (2) positioned at the bottom of the karst cave (1), tunnels penetrate through the karst cave (1), tunnels at two ends of the karst cave (1) are tunnel A sections, and tunnels penetrating through the karst cave (1) are tunnel B sections; the construction method comprises the following steps:
s1: excavating a tunnel section A to a through karst cave (1);
s2: the underground river (2) is diverted, so that the underground river (2) does not flow through the karst cave (1);
s3: backfilling the karst cave (1) until the karst cave is backfilled to the tunnel foundation surface;
s4: protecting the cave wall of the karst cave (1), and uniformly applying a plurality of anchor cables on the cave wall;
s5: filling the karst cave (1) and connecting the anchor cable with the filled backfill body;
s6: excavating the backfill body to form a tunnel section B communicated with the tunnel section A;
s7: constructing abutment, main piers and temporary buttresses on the section A of the tunnel to form abutments arranged at intervals, and ensuring that all the abutments are positioned on the section A of the tunnel;
s8: dividing an area above a pier close to a section B of the tunnel into a first section (3), dividing two sides of the first section (3) into second sections (4), dividing the side parts of the two second sections (4) into third sections (5), dividing a space between the two middle third sections (5) into closure sections (6), wherein the total length of all the sections is the construction length of the continuous beam;
s9: constructing a supporting foundation of the tunnel section A;
s10: by first festival section (3) to closure section (6), construct continuous beam form, installation prestressed pipe according to the section order, pour concrete, wear to establish pipeline strength of force muscle (7), carry out pipeline strength of force muscle (7) stretch-draw, carry out the pipeline mud jacking, carry out the test of horn mouth friction loss when wearing to establish pipeline strength of force muscle (7), specifically as follows: sequentially installing an anchorage device (8), a steel ring plate (9), a constraint base plate (10), a pressure sensor (11) and a horn body (12) at one end of a pipeline tendon (7), sequentially installing the anchorage device (8), a tensioning jack, the constraint base plate (10), the pressure sensor (11) and the horn body (12) at the other end of the pipeline tendon (7), simultaneously tensioning two ends, keeping 4Mpa force → sealing one end and tensioning the other end, and recording the reading N of the pressure sensors (11) at the two endszAnd NbOne end is sealed, one end is tensioned, and the reading N 'of the two-end pressure sensor (11) is recorded'zAnd N'b→ repeat many times, average value
And
about will
And
carry out the average and record
Will be provided with
And
carry out the average and record
The friction loss at the port of the horn body (12) is obtained as
2. The karst cave underground river environment-based bell mouth friction loss testing method according to claim 1, characterized in that: in step S1, the lining construction is performed while performing support while excavating.
3. The karst cave underground river environment-based bell mouth friction loss testing method according to claim 2, characterized in that: in step S2, a drainage tunnel (13) is constructed to communicate with the upper stream of the underground river (2) so that the underground river (2) does not flow through the karst cave (1).
4. The karst cave underground river environment-based bell mouth friction loss testing method according to claim 3, characterized in that: and plugging and backfilling the underground river (2) at the downstream of the junction of the drainage tunnel (13) and the underground river (2).
5. The karst cave underground river environment-based bell mouth friction loss testing method according to claim 4, characterized in that: in step S4, steel fibers are applied to the cavity wall of the cave (1), and concrete is sprayed.
6. The karst cave underground river environment-based bell mouth friction loss testing method according to claim 5, characterized in that: in step S5, grouting is performed in the gap between the backfill body and the cavity wall of the cavern (1) to seal the gap.
7. The karst cave underground river environment-based bell mouth friction loss testing method according to claim 6, characterized in that: in step S6, the lining construction is performed while performing support while excavating.
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| CN202010838123.8A CN112065439A (en) | 2020-08-19 | 2020-08-19 | Continuous beam bell mouth friction loss testing method based on karst cave underground river environment |
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| CN202010838123.8A CN112065439A (en) | 2020-08-19 | 2020-08-19 | Continuous beam bell mouth friction loss testing method based on karst cave underground river environment |
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2020
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Application publication date: 20201211 |