CN112282767A - Ultra-deep reinforcement construction method for shield end soil body under water-rich silty-fine sand geology - Google Patents
Ultra-deep reinforcement construction method for shield end soil body under water-rich silty-fine sand geology Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 44
- 239000002689 soil Substances 0.000 title claims abstract description 33
- 230000002787 reinforcement Effects 0.000 title claims abstract description 22
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 19
- 239000004576 sand Substances 0.000 title claims abstract description 18
- 239000002002 slurry Substances 0.000 claims abstract description 27
- 238000003756 stirring Methods 0.000 claims abstract description 25
- 238000005553 drilling Methods 0.000 claims abstract description 18
- 238000012360 testing method Methods 0.000 claims abstract description 14
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 9
- 239000004568 cement Substances 0.000 claims description 20
- 229910000278 bentonite Inorganic materials 0.000 claims description 8
- 239000000440 bentonite Substances 0.000 claims description 8
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 8
- 238000013461 design Methods 0.000 claims description 4
- 239000011398 Portland cement Substances 0.000 claims description 3
- 229910000831 Steel Inorganic materials 0.000 claims description 3
- 230000005484 gravity Effects 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 3
- 239000007924 injection Substances 0.000 claims description 3
- 239000010959 steel Substances 0.000 claims description 3
- GNFTZDOKVXKIBK-UHFFFAOYSA-N 3-(2-methoxyethoxy)benzohydrazide Chemical compound COCCOC1=CC=CC(C(=O)NN)=C1 GNFTZDOKVXKIBK-UHFFFAOYSA-N 0.000 claims description 2
- 238000000034 method Methods 0.000 abstract description 7
- 239000003673 groundwater Substances 0.000 abstract description 2
- 238000002360 preparation method Methods 0.000 abstract 2
- 238000007689 inspection Methods 0.000 abstract 1
- 238000011161 development Methods 0.000 description 3
- 230000002411 adverse Effects 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 238000010009 beating Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000009191 jumping Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
- 238000005204 segregation Methods 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 238000013519 translation Methods 0.000 description 1
Classifications
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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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
- E21D9/002—Injection methods characterised by the chemical composition used
-
- 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
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- Geochemistry & Mineralogy (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- Architecture (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
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- General Chemical & Material Sciences (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a construction method for ultra-deep reinforcement of a shield end soil body under water-rich silty-fine sand geology, which comprises the following steps: pile forming test, preparation before construction, in-place of a stirrer, preparation of slurry, drilling and grouting, lifting and stirring, repeated vertical stirring and acceptance inspection. The construction method for ultra-deep reinforcement of the shield end soil body under the water-rich silty-fine sand geology utilizes the ultra-deep triaxial mixing pile to reinforce the soil body, and the ultra-deep triaxial mixing pile is additionally arranged on the outer side of a reinforcing body to serve as a waterproof curtain to prevent the groundwater and sand gushing outside a foundation pit from entering the end well during the entering and exiting of the shield machine, so that the occurrence of water gushing and sand gushing which are most likely to occur in the process of entering and exiting the shield machine is greatly reduced, and the risk of entering and exiting the shield in the full-section silty layer is solved.
Description
Technical Field
The invention belongs to the field of buildings, and particularly relates to an ultra-deep reinforcement construction method for a shield end soil body under water-rich silty-fine sand geology.
Background
With the advance of the urbanization construction process and the maturity of the shield method technology, the shield method is more and more applied to tunnel engineering in the three-dimensional development of urban space. The safety risk problem caused by the fact that the shield enters and exits the hole under the unfavorable geological working condition gradually attracts attention of the whole industry, and the field worthy of discussion and development is how to effectively reinforce the soil body so as to ensure the safety of the shield in the process of entering and exiting the hole.
Under the development condition and the technical background of the current industry, a plurality of alternative schemes are provided for ultra-deep soil body reinforcement and waterproof curtain construction under unfavorable geology. The construction of the triple high-pressure jet grouting pile is used as a conventional soil body reinforcing mode, the triple high-pressure jet grouting pile has a fatal defect under the geological condition of a water-rich powder fine sand layer, namely, the pile diameter cannot be effectively ensured, and the reinforcing soil body is loosened due to the fact that cement paste is easy to lose due to the large permeability coefficient under the geological condition of the soil layer.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provides a construction method for ultra-deep reinforcement of a shield end soil body under water-rich silt geology.
In order to achieve the purpose, the invention provides the following technical scheme: a shield end soil body ultra-deep reinforcement construction method under water-rich silty-fine sand geology comprises the following steps:
a. pile-forming test, before construction, pile-forming test is carried out, the drilling and lifting speed of the test pile is controlled to be 0.5m/min, and pile-forming parameters are determined according to the coring result of the test pile;
b. preparing before construction, finding and removing all ground and underground obstacles, measuring a pile placing position according to a reinforced pile plan, and excavating a guide channel according to the central line of a three-axis mixing pile at the pile placing position;
c. the mixer is in place: the triaxial mixing pile machine is in place according to the designed pile position, a steel plate is laid under the pile machine, the levelness of a chassis of the pile machine and the verticality of a pile frame are adjusted, and the verticality of the pile frame is controlled to be less than 1/250;
d. preparing slurry: preparing slurry by combining portland cement with bentonite, wherein the water-cement ratio is controlled to be 1-1.5: 1, pouring the prepared slurry into an aggregate pond to be continuously stirred, wherein the specific gravity of the cement slurry is 1.37, the seepage amount of the cement is 20 percent, and the seepage amount of the bentonite is two thousandth;
e. drilling and grouting: the drill bit of the triaxial mixing pile starts to drill at the speed of 0.5m/min, grouting is started after the drilling depth reaches 10m, the grouting amount is 50-60% of the rated grouting amount during drilling,
f. lifting and stirring: after the drill bit reaches the designed depth, lifting at the speed of 0.5m/min, stirring while lifting, and continuously injecting slurry, wherein the injection amount of the slurry is 40-50 of the rated amount;
g. repeating up-and-down stirring: and lifting the triaxial mixing pile to the top surface, then sinking to the bottom again, then lifting again, and repeating for multiple times.
h. And (4) acceptance: after the construction of the mixing pile is completed, the mixing pile is detected and accepted according to design drawings and relevant standard requirements, and the construction quality is ensured to meet the requirements.
Preferably, the plane view of the reinforcing piles comprises a soil body reinforcing area formed by a plurality of rows of reinforcing piles, ultra-deep triaxial stirring piles are arranged outside the reinforcing area and serve as water-stop curtains, and the stirring piles of the water-stop curtains are constructed by sleeving and driving.
Preferably, in the grouting operation of the steps e and f, the grouting pressure is 3-4 MPa, and the grouting flow is 85L/min.
Preferably, the number of repetitions in step g is 4.
Preferably, the overlapping between two adjacent piles is carried out within 24 hours, and if the overlapping exceeds 24 hours, the grouting amount is increased by 20 percent when the next pile is constructed, and the lifting speed is reduced to 0.3 m/min.
Preferably, for two piles which cannot be overlapped, local pile repair or high-pressure jet grouting pile reinforcement treatment is carried out between the two piles, the overlapping thickness of the pile repair is 10cm, and the outer side of the pile repair is blocked by high-pressure jet grouting.
Compared with the prior art, the construction method for ultra-deep reinforcement of the shield end soil body under the water-rich silt geology disclosed by the invention has the following beneficial effects:
soil body reinforcement with the depth larger than 30m is realized by adopting an ultra-deep triaxial mixing pile;
the method is characterized in that an ultra-deep triaxial mixing pile is used for soil body reinforcement, and the ultra-deep triaxial mixing pile is additionally arranged on the outer side of a reinforcement body to serve as a waterproof curtain for preventing groundwater and sand gushing outside a foundation pit from entering an end well during the entering and exiting of the shield machine, so that the occurrence of water gushing and sand phenomena which are most likely to occur in the process of entering and exiting the tunnel of the shield machine is greatly reduced, and the risk of entering and exiting the tunnel of the shield in a full-section silt layer is solved;
the bentonite is added into the slurry to properly improve the water-cement ratio, so that the prepared slurry can not only ensure the strength and water-stop performance of the constructed cement soil, but also ensure that the prepared slurry has stronger fluidity to ensure that a drilling machine is easy to cut and stir the soil, thereby reducing the working torque of the drilling machine, and avoiding the loosening of a reinforced soil body caused by hole wall collapse under adverse geological conditions
Aiming at the characteristic that the water-rich silt geology is easy to collapse, the lifting speed is strictly controlled, the vacuum negative pressure can be avoided while the sufficient stirring is ensured, and therefore the problem of pile body mud clamping caused by the collapse of the hole wall is avoided.
Detailed Description
The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to specific embodiments of the present invention.
The invention discloses a construction method for ultra-deep reinforcement of shield end soil body under water-rich silty-fine sand geology, which comprises the following steps of arranging a plurality of rows of ultra-deep triaxial stirring piles at an end well to serve as soil body reinforcement, arranging the ultra-deep triaxial stirring piles at the outer side to serve as a waterproof curtain, and constructing the stirring piles of the waterproof curtain by sleeving and beating, wherein the construction method comprises the following steps:
a. and (3) performing a pile-forming test, wherein the pile-forming test is performed before construction, the drilling and lifting speed of a test pile is controlled to be 0.5m/min, coring is performed within 35-50 days from the next day after the test pile construction, the coring position is 1/2 of the radius of the pile body, and construction parameters and cement paste stirring parameters during pile forming are determined according to the coring result of the test pile.
b. Preparing before construction, finding and removing all ground and underground obstacles, measuring a pile placing position according to a reinforced pile plane diagram, excavating a guide channel according to the central line of a three-axis stirring pile at the pile placing position, paying attention to the existence of underground pipelines, creeks and other soft soil layers for excavating the guide channel, and treating in time to ensure the safety of construction pipelines, wherein the bearing capacity of a foundation can meet the requirements of self weight and stable walking of a three-axis pile machine; b1, leveling the construction site, and removing the above-ground and underground obstacles;
b2, controlling the pile placing of the point according to the plane drawing coordinates, and simultaneously placing the pile position control line;
b3, carrying out row-by-row construction on the three-axis mixing piles, determining the initial pile position of each row of piles according to a field control point, and determining the positioning control line of the row;
b4, accurately positioning the mixing pile machine according to the marked pile position after the mixing pile machine arrives at the site, gradually increasing the design interval backwards row by row, re-determining the positioning control line of each row of piles, and measuring the backward movement distance of the control line through a tape measure; b5, determining the translation distance between piles along the axis direction, jumping to construct large sides at two sides, and constructing small middle parts;
b6, each row of piles is measured, positioned and rechecked, the deviation of the displacement of each pile driver is controlled within 5cm through a measuring tape, and construction can be started after the pile driver is qualified.
c. The mixer is in place: the triaxial mixing pile machine is in place according to the designed pile position, a steel plate is laid under the pile machine, the levelness of a chassis of the pile machine and the verticality of a pile frame are adjusted, and the verticality of the pile frame is controlled to be less than 1/250;
and (3) conducting elevation guiding measurement according to a level base point, determining the ground elevation and the reinforcement depth (including the depth of an empty pile and the depth of a real pile), and before construction, clearly marking a drill bit on a pile machine upright column by using an obvious mark to reach the elevation positions of the top and the bottom of the real pile.
During construction, the team leader uniformly commands the pile driver to be in place, the conditions of the upper part, the lower part, the left part and the right part are clearly seen before moving, the obstacles are found to be cleared in time, and the positioning condition is checked and corrected in time after moving; the pile driver is stable and straight, and a total station instrument or a plumb bob is used for observation to ensure the verticality of the drilling machine; after the pile is formed, the deviation of the center of the pile cannot exceed 20mm, and the deviation of the verticality of the pile body cannot exceed 1/250.
d. Preparing slurry: preparing slurry by combining portland cement with bentonite, wherein the water-cement ratio is controlled to be 1-1.5: 1, pouring the prepared slurry into an aggregate pond to be continuously stirred, wherein the specific gravity of the cement slurry is 1.37, the seepage amount of the cement is 20 percent, and the seepage amount of the bentonite is two thousandth;
the bentonite is added into the slurry to properly improve the water-cement ratio, so that the prepared slurry can ensure the strength and water-stopping performance of the constructed cement soil, and simultaneously has stronger fluidity to ensure that a drilling machine is easy to cut and stir the soil, thereby reducing the working torque of the drilling machine, and avoiding the loose reinforced soil body caused by hole wall collapse under adverse geological conditions
The stirring time of the cement paste is not less than 2-3 min, the cement paste is filtered and poured into a material collecting pool, and then the stirring is carried out continuously, so that the cement segregation and grouting are prevented from being carried out continuously and cannot be interrupted. A slurry mixing construction platform is built on a construction site, a bulk cement bucket is arranged near the platform, slurry is trial mixed before starting, after cement slurry is prepared, the dead time is not more than 2 hours,
e. drilling and grouting: the drill bit of the triaxial mixing pile starts to drill at the speed of 0.5m/min, grouting is started after the drilling depth reaches 10m, and the grouting amount is 50-60% of the rated grouting amount during drilling;
and during grouting, controlling the grouting pressure to be 3-4 MPa and the grouting flow to be 85L/min.
f. Lifting and stirring: after the drill bit reaches the designed depth, lifting at the speed of 0.5m/min, stirring while lifting, and continuously injecting slurry, wherein the injection amount of the slurry is 40-50 of the rated amount;
g. repeating up-and-down stirring: and lifting the triaxial mixing pile to the top surface, then sinking to the bottom again, then lifting again, and repeating for 4 times.
h. And (4) acceptance: after the construction of the mixing pile is completed, the mixing pile is detected and accepted according to design drawings and relevant standard requirements, and the construction quality is ensured to meet the requirements.
When the pile is formed, the overlapping between two adjacent piles needs to be carried out within 24 hours, if the overlapping exceeds 24 hours, the grouting amount is increased by 20 percent during the construction of the next pile, and the lifting speed is reduced to 0.3 m/min. For two piles which cannot be overlapped, local pile repairing or high-pressure jet grouting pile reinforcing treatment is carried out between the two piles, the overlapping thickness of the pile repairing is 10cm, and the outer side of the pile repairing is blocked by high-pressure jet grouting.
Therefore, the scope of the present invention should not be limited to the disclosure of the embodiments, but includes various alternatives and modifications without departing from the scope of the present invention, which is defined by the claims of the present patent application.
Claims (6)
1. A shield end soil body ultra-deep reinforcement construction method under water-rich silty-fine sand geology is characterized by comprising the following steps:
a. pile-forming test, before construction, pile-forming test is carried out, the drilling and lifting speed of the test pile is controlled to be 0.5m/min, and pile-forming parameters are determined according to the coring result of the test pile;
b. preparing before construction, finding and removing all ground and underground obstacles, measuring a pile placing position according to a reinforced pile plan, and excavating a guide channel according to the central line of a three-axis mixing pile at the pile placing position;
c. the mixer is in place: the triaxial mixing pile machine is in place according to the designed pile position, a steel plate is laid under the pile machine, the levelness of a chassis of the pile machine and the verticality of a pile frame are adjusted, and the verticality of the pile frame is controlled to be less than 1/250;
d. preparing slurry: preparing slurry by combining portland cement with bentonite, wherein the water-cement ratio is controlled to be 1-1.5: 1, pouring the prepared slurry into an aggregate pond to be continuously stirred, wherein the specific gravity of the cement slurry is 1.37, the seepage amount of the cement is 20 percent, and the seepage amount of the bentonite is two thousandth;
e. drilling and grouting: the drill bit of the triaxial mixing pile starts to drill at the speed of 0.5m/min, grouting is started after the drilling depth reaches 10m, the grouting amount is 50-60% of the rated grouting amount during drilling,
f. lifting and stirring: after the drill bit reaches the designed depth, lifting at the speed of 0.5m/min, stirring while lifting, and continuously injecting slurry, wherein the injection amount of the slurry is 40-50 of the rated amount;
g. repeating up-and-down stirring: and lifting the triaxial mixing pile to the top surface, then sinking to the bottom again, then lifting again, and repeating for multiple times.
h. And (4) acceptance: after the construction of the mixing pile is completed, the mixing pile is detected and accepted according to design drawings and relevant standard requirements, and the construction quality is ensured to meet the requirements.
2. The ultra-deep reinforcement construction method for the shield end soil body under the water-rich silty-fine sand geology according to claim 1, which is characterized in that: the reinforced pile plane graph comprises a soil body reinforced area formed by a plurality of rows of reinforced piles, ultra-deep triaxial stirring piles are arranged on the outer side of the reinforced area and serve as a waterproof curtain, and the stirring piles of the waterproof curtain are constructed by sleeving and driving.
3. The ultra-deep reinforcement construction method for the shield end soil body under the water-rich silty-fine sand geology according to claim 1, which is characterized in that: and e and f, in the grouting operation, the grouting pressure is 3-4 MPa, and the grouting flow is 85L/min.
4. The ultra-deep reinforcement construction method for the shield end soil body under the water-rich silty-fine sand geology according to claim 1, which is characterized in that: the repetition times in the step g are 4 times.
5. The ultra-deep reinforcement construction method for the shield end soil body under the water-rich silty-fine sand geology according to claim 1, which is characterized in that: and overlapping between two adjacent piles is required to be carried out within 24h, if the overlapping time exceeds 24h, the grouting amount is increased by 20% during the construction of the next pile, and the lifting speed is reduced to 0.3 m/min.
6. The ultra-deep reinforcement construction method for the shield end soil body under the water-rich silty-fine sand geology according to claim 5, which is characterized in that: for two piles which cannot be overlapped, local pile repairing or high-pressure jet grouting pile reinforcing treatment is carried out between the two piles, the overlapping thickness of the pile repairing is 10cm, and the outer side of the pile repairing is blocked by high-pressure jet grouting.
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| CN202011132512.5A CN112282767A (en) | 2020-10-21 | 2020-10-21 | Ultra-deep reinforcement construction method for shield end soil body under water-rich silty-fine sand geology |
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| CN202011132512.5A CN112282767A (en) | 2020-10-21 | 2020-10-21 | Ultra-deep reinforcement construction method for shield end soil body under water-rich silty-fine sand geology |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113089656A (en) * | 2021-04-13 | 2021-07-09 | 中国五冶集团有限公司 | Construction method of triaxial mixing pile |
| CN113530555A (en) * | 2021-06-28 | 2021-10-22 | 中铁(上海)投资集团有限公司 | Construction method for vertical freezing and cement system combined reinforcement of shield in and out tunnel |
| CN117552806A (en) * | 2024-01-11 | 2024-02-13 | 中国建筑一局(集团)有限公司 | Grouting reinforcement device and method for shield tunnel in service period |
| CN118278076A (en) * | 2024-03-05 | 2024-07-02 | 中铁隧道局集团建设有限公司 | Method for determining occlusion thickness of horizontal high-pressure jet grouting pile for weak surrounding rock of tunnel |
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