CN112049140A - Large buried depth rock crack reinforcing anti-seepage grouting process - Google Patents
Large buried depth rock crack reinforcing anti-seepage grouting process Download PDFInfo
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- CN112049140A CN112049140A CN202010958141.XA CN202010958141A CN112049140A CN 112049140 A CN112049140 A CN 112049140A CN 202010958141 A CN202010958141 A CN 202010958141A CN 112049140 A CN112049140 A CN 112049140A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/16—Restraining of underground water by damming or interrupting the passage of underground water by placing or applying sealing substances
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Abstract
The invention discloses a large buried depth rock fracture reinforcing seepage-proofing grouting process, which comprises the following specific steps: 1. leveling the field; 2. drilling a hole in the non-grouting section, and setting a sleeve while drilling the hole; 3. reducing the diameter of the drill bit to drill a first grouting section and washing the hole; 4. a lower grouting pipe, wherein the first grouting section and the non-grouting section are separated by an air bag plug, and then the first grouting section is subjected to multi-ratio grade grout grouting through grouting equipment; 5. after the first-stage grouting is finished for 5-7 days, drilling and hole washing are carried out on the first-stage and the second-stage holes; 6. a lower grouting pipe, wherein the first grouting section and the second grouting section are separated by an air bag plug, and then the second grouting section is subjected to multi-ratio grade grout grouting through grouting equipment; 7. after the second-stage grouting is finished for 5-7 days, repeating the step 5 and the step 6 to perform the next-stage grouting, and repeating the steps until the grouting hole sections are completely grouted; 8. and (6) sealing the holes. According to the invention, the diameter of the drill bit is changed to reduce the diameter of the hole section of the grouting area, so that the sleeve stably stays in the non-grouting area to protect the complete formed hole, further, the anti-seepage grouting construction below the bottom of the foundation pit can be completed on the ground, and the project progress is accelerated.
Description
Technical Field
The invention relates to a vertical water-intercepting curtain grouting construction process for strongly weathered, moderately weathered and slightly weathered rock stratums at the bottom of a foundation pit in deep foundation pit engineering; meanwhile, the aim of separating and preventing seepage of the periphery of the polluted soil can be fulfilled in the environmental remediation engineering.
Background
Along with the economic development of China, the urban population is increased, and the urban land is precious; in order to solve the contradiction between the population increase and the scarcity of available land resources, the design height of office and residential buildings is gradually increased, and foundation pits are deeper and deeper. For part of ultra-deep foundation pits, the diaphragm walls and the secant piles enter the middle weathered rock and do not go deep into the water-proof layer of the micro weathered rock, and in order to avoid accidents such as settlement of the ground surface at the outer side of the foundation pit and uplift of the bottom of the foundation pit caused by the streaming of underground water at the lower parts of supporting and seepage-proofing structures such as the diaphragm walls and the secant piles, curtain grouting needs to be performed on the middle weathered rock layer and the micro weathered rock layer at the lower parts of.
Meanwhile, as people pay more attention to soil protection and treatment, barriers are required to be arranged around the polluted soil area so as to avoid secondary pollution caused by rainwater and groundwater seepage. For the working condition that the polluted soil is small in thickness, the requirement can be met by adopting a plastic film for vertical separation; however, for the working condition that the polluted soil is deep in thickness, the upper filling layer adopts a plastic film to realize vertical isolation on the periphery, and the lower weathered slightly weathered rock layer is subjected to vertical isolation on the periphery through a grouting process.
Aiming at the grouting working condition of the large buried depth rock fracture, the slurry is easy to seep out through the hole wall by adopting the common casing grouting process, and the stable pressure is difficult to maintain in the hole. At present, the common method is to carry out sectional grouting after a foundation pit is excavated to the bottom of the foundation pit, which seriously influences the construction period and is not beneficial to on-site construction arrangement.
Therefore, a process for grouting a large buried depth rock crack on the ground is needed, so that a complete waterproof curtain is formed at the lower parts of the foundation pit diaphragm wall and the secant pile, the internal and external dynamic water connection of the foundation pit is isolated, and the purpose of water interception is achieved.
Disclosure of Invention
The invention aims to provide a grouting process for a large buried depth rock fracture, which aims to improve the seepage-proofing effect around a foundation pit and solve the problems that the pressure building is difficult to occur and the seepage-proofing effect is poor due to the adoption of pipe-following grouting.
In order to realize the purpose, the invention provides a large buried depth rock fracture reinforcement seepage-proofing grouting process, which specifically comprises the following steps:
flattening the field: before drilling construction, the site is leveled so as to improve the verticality of the drilled hole and ensure that the sleeve and the grouting pipe are placed and lifted smoothly.
Drilling a non-grouting section: and (3) drilling by using a geological drilling machine, drilling while sleeving a sleeve, and stopping drilling when the drilling position reaches the top of the grouting section.
Drilling and washing the first grouting section: and reducing the diameter of the drill bit, drilling the first grouting section, stopping drilling after the drilling position reaches the bottom of the first grouting section, and flushing the first grouting hole section by adopting a wind-water combined flushing method.
Grouting in the first grouting section: after the first grouting hole section is flushed, the grouting pipe is lowered, and the lowering is stopped when the position of the grout outlet reaches the upper part of the first grouting section; an air bag plug is arranged in the range of 0.5m at the bottom of the sleeve and is inflated, so that a grouting section and a non-grouting section can be effectively separated; after the air bag plug is installed, grouting equipment is adopted for grouting multi-ratio slurry, air bag pressure is reduced after grouting is finished, and the air bag plug and a grouting pipe are taken out.
Drilling and washing the second section of grouting section: drilling again 5-7 days after the first grouting section is finished, and stopping drilling when the drilling position reaches the bottom of the second grouting section; and washing the second grouting hole section by adopting a wind-water combined washing method.
Grouting the second grouting section: after the second grouting hole section is flushed, the grouting pipe is lowered, and the lowering is stopped when the position of the grout outlet reaches the upper part of the second grouting section; installing an air bag plug in the range of 0.5m above the top of the second grouting section and inflating the air bag plug to effectively separate the two grouting sections; after the air bag plug is installed, grouting equipment is adopted for grouting multi-ratio slurry, air bag pressure is reduced after grouting is finished, and the air bag and the grouting pipe are taken out.
Seventhly, grouting the next section: and after the second section of grouting is finished for 5-7 days, repeating the fifth step and the sixth step for the next section of grouting, and repeating the steps till the full-hole section grouting is finished.
Sealing holes: and after grouting, taking out the air bag plug and the grouting pipe, and performing full-hole grouting and hole sealing by adopting thick slurry doped with micro-expansion cement, wherein the hole sealing pressure is not less than 0.5 MPa.
Further, the drilling holes are drilled into a complete circle, and the deviation of the drilling holes is less than 1%; and washing the holes from the bottom of the holes to the outside of the holes, wherein the washing time is not more than 20min until the water returns to the cleaning machine.
And fourthly, ensuring that the air bag plug is not ejected out by the grout in the whole grouting process by the inflation pressure of the air bag plug.
The invention has the following beneficial effects:
the diameter of the drilled hole in the grouting section is reduced compared with that of the drilled hole in the non-grouting section, so that the lowering depth of the casing can be controlled, the upward backflow path of slurry can be well isolated through the air bag plug, the pressure of the slurry in the hole in the grouting process is stable, and the grouting effect is improved.
And secondly, by reducing the diameter of the drilled hole in the grouting section and controlling the depth of lowering the casing, the probability of loss caused by the fact that the casing is bonded with the soil layer and cannot be pulled out due to the fact that slurry flows upwards can be reduced.
And thirdly, grouting from top to bottom is adopted, the pressure of the lower grouting section is increased compared with that of the upper grouting section, the grouting anti-seepage effect is improved, and the phenomenon of surface uplift cannot be caused.
Drawings
The accompanying drawings are included to provide a further description of the invention, and are incorporated in and constitute a part of this specification, but should not be taken to limit the invention. In the drawings:
FIG. 1 is a flow chart of a large buried depth rock fracture strengthening seepage-proofing grouting process
FIG. 2 is a schematic view of a grouting hole structure
Reference designations in the drawings:
1-grouting pipe, 2-casing pipe, 3-hole wall, 4-non-grouting hole section, 5-grouting hole section, 6-first grouting section, 7-lower grouting section, 8-air bag plug, and 9-grouting body.
Detailed Description
In order to make the technical scheme of the process of the invention more clear, the following is further described with reference to the embodiment and the accompanying drawings.
As shown in figure 1, the seepage-proofing grouting process for the large buried depth rock fracture comprises the following steps:
(1) and after the foundation pit supporting is finished, the ground surface of the site on the inner side of the supporting is leveled, so that the measurement is convenient.
(2) And measuring and positioning according to the design interval, and determining the position of the drilling hole. The drilling position is at the inner side of the foundation pit supporting structure, 2-3 rows of holes are usually adopted, and grouting is carried out in 2-3 sequences.
(3) And (3) drilling by adopting a down-the-hole hammer, and simultaneously drilling and casing 2, so as to ensure that the drill hole is complete, and the hole diameter of the drill hole of the non-grouting section 4 is 130 mm.
(4) The non-grouting section 4 is 32m in total, after the drilling of the section is finished, the diameter of a drill bit is changed to 90mm, and the first grouting section 6 is drilled.
(5) The first grouting section 6 is 4m in total, and after drilling is finished, the first grouting hole section 6 is flushed by adopting a wind-water combined flushing method, wherein the flushing pressure is 1 MPa.
(6) After the flushing is finished, the lower grouting pipe 1 separates a grouting section from a non-grouting section through an air bag plug 8, then the first section grouting is carried out by adopting five-ratio-level grout, and the water-cement ratio of the five-ratio-level grout is respectively as follows: 3:1, 2:1, 1:1, 0.8:1 and 0.5:1, and after grouting is finished, pressure is held for 0.5 h.
(7) After the first grouting section 6 is filled, after 5 days of solidification, drilling, cleaning and grouting are carried out on the second grouting section 7, and the grouting pressure of the second grouting section is increased by 20% compared with the grouting pressure of the first grouting section, so that the anti-seepage effect is improved.
(8) After grouting, sealing holes by using micro-expansion cement, wherein the sealing hole pressure is 0.5 MPa.
(9) And 7 days after grouting, drilling and coring in a grouting area, and determining the grouting seepage-proofing effect by observing the integrity of the core and a pressurized water test.
Claims (5)
1. The large buried depth rock fracture reinforcing seepage-proofing grouting process is characterized by comprising the following steps:
flattening the field: before drilling construction, a field needs to be leveled to improve the verticality of the drilled hole, and smooth downward placement and upward lifting of the casing and the grouting pipe are ensured; drilling a non-grouting section: drilling by using a drilling machine, putting a sleeve while drilling, and stopping drilling when the drilling position reaches the top of the grouting section; drilling and washing the first grouting section: reducing the diameter of a drill bit, drilling a hole in the first grouting section, stopping drilling after the position of the drilled hole reaches the bottom of the first grouting section, and flushing the first grouting section by adopting a wind-water combined flushing method; grouting in the first grouting section: after the first grouting section is flushed, a grouting pipe is put down, the putting down is stopped when the position of a grout outlet reaches the upper part of the first grouting section, an air bag plug is installed within 0.5m of the bottom of the casing and is inflated to effectively separate the grouting section from the non-grouting section, grouting equipment is adopted to perform multi-ratio stage grout grouting after the air bag plug is installed, the air bag pressure is reduced after grouting is finished, and the air bag plug and the grouting pipe are taken out; drilling and washing holes in the second grouting section: drilling again 5-7 days after the first grouting section is finished, stopping drilling when the drilling position reaches the bottom of the second grouting section, and flushing the second grouting section by adopting a wind-water combined flushing method; grouting the second grouting section: after the second grouting hole section is flushed, the grouting pipe is lowered, the lowering is stopped when the position of a grout outlet reaches the upper part of the second grouting section, an air bag plug is installed and inflated within 0.5m of the bottom of the upper section grouting body, so that the two grouting sections are effectively separated, after the air bag plug is installed, grouting equipment is adopted for grouting multi-ratio grade grout, after the grouting is finished, the air bag pressure is reduced, and the air bag plug and the grouting pipe are taken out; seventhly, grouting the next section: repeating the fifth stage of grouting after the second stage of grouting is finished for 5-7 days, and repeating the sixth stage of grouting until the grouting hole section is completely grouted; sealing holes: and after the grouting is finished completely, and the air bag plug and the grouting pipe are taken out, carrying out full-hole grouting and hole sealing by adopting thick slurry mixed with micro-expansion cement.
2. The large buried depth rock fracture reinforcement seepage-proofing grouting process according to claim 1, wherein the outer diameter of the sleeve in the second step is equal to the diameter of the drilled hole; in the first section of grouting process, the air bag plug is arranged at the bottom of the sleeve, and in the lower section of grouting process, the air bag plug is arranged at the bottom of the upper part grouting body; the length of each grouting section is not more than 5 m.
3. The large buried depth rock fracture reinforcement seepage-proofing grouting process according to claim 1, characterized in that in the step (iv) or (iv), the grouting pressure changes with the flow, and the relationship is as shown in table 1 below
TABLE 1 grouting pressure and injection rate control relationship table
The initial set pressure is the pressure with the flow rate larger than 10L/min, and when the flow rate changes, the grouting pressure is adjusted according to the corresponding relation in the table 1; wherein P is1Water column pressure, P, for full grouting length2To end the grouting pressure and determined by field testing; and when the grouting flow is less than 1L/min, continuing for 15-30min to finish grouting.
4. The large buried depth rock fracture reinforcement seepage-proofing grouting process according to claim 1, wherein the micro-expansion cement in step (c) is cement doped with an expanding agent, and the expanding agent comprises aluminum powder and calcium oxide.
5. When broken rocks, sandy soil and clay stratums which are easy to collapse do not exist in the range of the grouting section, the process can be changed into segmented grouting from bottom to top, namely, the grouting section completely completes drilling at one time, then, the lowermost hole section is grouted firstly, after the grouting of the lower hole section is finished, the pipe is lifted and the grouting of the previous hole section is carried out, and the steps are repeated until the grouting hole sections completely complete grouting.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010958141.XA CN112049140A (en) | 2020-09-14 | 2020-09-14 | Large buried depth rock crack reinforcing anti-seepage grouting process |
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| CN202010958141.XA CN112049140A (en) | 2020-09-14 | 2020-09-14 | Large buried depth rock crack reinforcing anti-seepage grouting process |
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Cited By (2)
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| CN113464161A (en) * | 2021-05-27 | 2021-10-01 | 中铁十九局集团第三工程有限公司 | Tunnel water burst section ground surface deep hole segmented curtain grouting method and drilling tool assembly |
| CN115450217A (en) * | 2022-09-06 | 2022-12-09 | 中国水电基础局有限公司 | Grouting method for perforating and wall breaking grouting in orifice embedded pipe |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113464161A (en) * | 2021-05-27 | 2021-10-01 | 中铁十九局集团第三工程有限公司 | Tunnel water burst section ground surface deep hole segmented curtain grouting method and drilling tool assembly |
| CN113464161B (en) * | 2021-05-27 | 2024-01-19 | 中铁十九局集团第三工程有限公司 | Tunnel water burst section earth surface deep hole sectional curtain grouting method and drilling tool assembly |
| CN115450217A (en) * | 2022-09-06 | 2022-12-09 | 中国水电基础局有限公司 | Grouting method for perforating and wall breaking grouting in orifice embedded pipe |
| CN115450217B (en) * | 2022-09-06 | 2024-05-28 | 中国水电基础局有限公司 | Grouting method for opening wall-breaking grouting in orifice embedded pipe |
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Application publication date: 20201208 |