CN113431046B - Post-grouting construction method for cast-in-place pile - Google Patents
Post-grouting construction method for cast-in-place pile Download PDFInfo
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- CN113431046B CN113431046B CN202110761034.2A CN202110761034A CN113431046B CN 113431046 B CN113431046 B CN 113431046B CN 202110761034 A CN202110761034 A CN 202110761034A CN 113431046 B CN113431046 B CN 113431046B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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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
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Abstract
The invention discloses a post-grouting construction process of a cast-in-place pile, which comprises the following steps of: s1 grouting pipe water injection plug opening; s2 grouting liquid preparation; s3 post grouting construction, the invention can avoid the damage of the grouting pressure to the pile end and the pile body concrete by controlling the grouting pressure P and the grouting flow, and simultaneously, a corresponding expanding head can be formed at the pile end to carry out encryption treatment to the soil layer structure around the pile. Compared with the prior art, the post-grouting construction process for the cast-in-place pile can improve the vertical bearing capacity of a single pile by 35-50% and reduce the settlement of a pile foundation by 30-35% while reducing the arrangement of grouting pipes, and provides guarantee for the construction safety.
Description
Technical Field
The invention relates to a post-grouting construction method for a cast-in-place pile.
Background
The cast-in-place pile has high bearing capacity and strong applicability, and is widely applied to building engineering, but the defect of the cast-in-place pile can cause insufficient bearing capacity of a single pile due to a certain reason. The post-grouting technology is an auxiliary process for cast-in-place pile construction, can effectively make up the defects of cast-in-place piles, and improves the bearing capacity of single piles. The post-grouting of the pile bottom of the cast-in-place pile refers to: when the pile body concrete of the cast-in-place concrete pile reaches a certain strength after the pile is formed, cement paste is pressurized and injected into the pile bottom through post-grouting equipment, and two defects of pile body mud skin and pile bottom sediment (waste soil) inherent in the cast-in-place pile are eliminated through seepage, splitting, filling, compacting and consolidation of the cement paste. By adopting the pile bottom post-grouting technology, the technical problems that the pile body mud skin and the pile bottom sediment affect the cast-in-place pile concrete pouring quality and reduce the bearing capacity of the pile end can be fundamentally solved, the defects of the cast-in-place pile are effectively overcome, the bearing capacity of a single pile is improved, the settlement of a pile foundation is reduced, and the quality of pile foundation engineering is ensured.
At present, after a pile hole is drilled (hole forming and hole cleaning), a grouting pipe is fixed on the inner side of a reinforcement cage in a binding or welding mode and is synchronously placed into the pile hole, a grouting injection head at the lower end of the grouting pipe extends to the bottom of the pile hole, and the top of the grouting pipe is exposed out of the pile hole opening by about 20 cm; and then cleaning holes and pouring concrete, and implementing post-grouting operation 2 days after pile forming. The post grouting equipment comprises a grouting station, a slurry conveying pipeline and the grouting pipe. The grouting station typically includes a high pressure grouting pump for dispensing the grout, a grout mixer for filtering impurities from the grout, a grout filter for removing the grout from the grouting station at a pressure, and a reservoir. The grouting pipe comprises a plurality of sections of grouting steel pipe sections (two adjacent sections of grouting steel pipe sections can be welded or connected by threads) which are sequentially connected from top to bottom, and the lower end of the lowest grouting steel pipe section is connected with a grouting injection head (the upper end of the grouting injection head is connected with the lower end of the lowest grouting steel pipe section); the upper end of the grouting injector head is provided with a grout inlet, the side wall of the grouting injector head is provided with a plurality of grout outlet holes, the grout outlet holes are provided with grouting one-way valves (by arranging the grouting one-way valves, grout cannot be poured into the grouting injector head when pile body concrete is poured, and the grout cannot flow back during grouting), and the lower end of the grouting injector head is closed. The slurry conveying pipeline can adopt a high-pressure slurry conveying hose (the high-pressure slurry conveying hose refers to a slurry conveying hose capable of bearing high pressure), one end of the high-pressure slurry conveying hose is connected with a slurry outlet of a high-pressure slurry injection pump, and the other end of the high-pressure slurry conveying hose is connected with an opening at the top of a slurry injection pipe; the slurry conveying pipeline can also be formed by connecting a slurry conveying steel pipe and a high-pressure slurry conveying hose, and a slurry outlet of the high-pressure slurry injection pump is connected with an opening at the top of the slurry injection pipe through the slurry conveying steel pipe and the high-pressure slurry conveying hose in sequence. Filtered cement slurry in the grouting station is sent out by the high-pressure grouting pump, the cement slurry enters the grouting pipe from the top opening of the grouting pipe after passing through the slurry conveying pipeline, and then the cement slurry descends along the cavity of the grouting pipe and is sprayed out of a slurry outlet on the grouting injection head to perform grouting, so that the bearing capacity of the pile is improved, the stability of the pile foundation is enhanced, and the settlement of the pile foundation is reduced.
The post-grouting technology has the advantages of flexible construction method, simple used equipment, convenient operation and obvious technical and economic effects, and is widely applied in recent years. However, in the actual application process, a plurality of construction units only carry out construction according to practical experience, so that certain safety problems exist in the application, and certain potential safety hazards are brought to building construction.
Disclosure of Invention
The invention aims to provide a post-grouting construction process for a cast-in-place pile.
In order to achieve the purpose, the invention adopts the following technical scheme:
a post-grouting construction process of a cast-in-place pile comprises the following steps:
s1, water injection and plug opening of a grouting pipe:
s2, grouting liquid preparation:
s3, post grouting construction: when the same pile is subjected to secondary grouting, the sequence of interval grouting of the quincuncial piles is adopted according to the principle that the periphery is firstly arranged and then the inside is adopted, the pile side is firstly arranged and then the pile end is arranged, and the part of the pile side is firstly arranged and then arranged; the time interval between the pile side and the pile end grouting is not less than 3h, and the pile end grouting is performed in sequence by equivalent grouting on each grouting guide pipe of the same pile;
during grouting, controlling grouting pressure P and grouting flow, adopting cement paste with a water-cement ratio of 0.6-0.65 by low-grade pressing when real-time grouting pressure P1 is not more than 0.5P, wherein the grouting flow is 50-60L/min, then gradually pressurizing, and adopting cement paste with a water-cement ratio of 0.45-0.5 when real-time grouting pressure P1 is more than 0.5P, and the grouting flow is 30-40L/min;
when slurry leakage occurs on the ground or pile holes around the ground are strung, intermittent grouting is changed, the intermittent time is preferably 30-60min, or the water-cement ratio of the slurry is adjusted to be low; the intermittent grouting time exceeds 60min, and clear water is used for washing the grouting pipe and the pipe valve so as to ensure that the subsequent grouting can be normally carried out;
the criteria for the termination of the secondary grouting were: the total grouting amount and the grouting pressure reach the design requirements; secondly, when the total grouting amount reaches 75% of the design value, and the grouting pressure exceeds the design value and is maintained for more than 5 min; the pile top or the ground is not obviously lifted, and the lifting of the pile body is not more than 3 mm. And the secondary grouting work can be stopped when the two grouting tools are in the same state.
Preferably, the grouting pressure obtaining method in step S3 is:
(1) acquiring grouting liquid parameter information, and storing the grouting liquid parameter information into a grouting parameter matrix N (mu, R, t), wherein mu is the viscosity of the grouting liquid, R is the effective diffusion radius of the grouting liquid, and t is the initial setting time of the grouting liquid; comparing a preset standard grouting parameter matrix N0 (mu 0, R0, t0) with a grouting parameter matrix N (mu, R, t) to obtain a slurry coefficient C;
(2) acquiring geological parameter information, and storing the geological parameter information into a geological parameter matrix D (phi, h, A), wherein phi is porosity, the thickness of an overlying soil layer at an h grouting point, and A is compactness; comparing a preset standard geological parameter matrix D0 (phi 0, h0, A0) with the geological parameter matrix D (phi, h, A) to obtain a geological coefficient F;
(3) determining grouting pressure P according to the slurry coefficient C and the geological coefficient F;
wherein the epsilon is a coefficient related to soil, the value is 1.2-2, the structure is loose, the soil body with strong permeability takes a large value, and the reverse is a small value.
Preferably, in the standard grouting parameter matrix N0(μ 0, R0, t0), the viscosity μ 0 of the grout is the viscosity value of the grout when the water-cement ratio is 0.55, the effective diffusion radius R0 of the grout is the diffusion radius of the grout when the water-cement ratio is 0.55, and the initial setting time t0 is the initial setting time of the grout when the water-cement ratio is 0.55; the above values are all measured under normal temperature and pressure conditions.
Preferably, in the standard geological parameter matrix D0(Φ 0, h0, a0), the porosity Φ 0 is the porosity of the medium sandy soil layer, the overburden thickness h0 at the grouting point is a preset value of 5m, and the compactness a0 is the compactness of the medium sandy soil layer.
Preferably, when the grouting pipe is unplugged in step S1, the pressure needs to be controlled to be 0.8-1.2Mpa, and when the pressure suddenly drops, the water flow suddenly increases to indicate that the grouting pipe is opened.
Preferably, the arrangement mode of the grouting pipe is as follows:
d is less than or equal to 1500mm, the periphery of the reinforcement cage is symmetrically provided with 2 first grouting pipes, and the end of the pile is provided with 2 second grouting pipes;
3 first grouting pipes are preferably arranged on the pile with the diameter of more than 1500mm and less than or equal to 3000mm, and 2 second grouting pipes are arranged at the end of the pile. Preferably, the first grouting pipe and the second grouting pipe are respectively connected with a grouting device.
Preferably, the grout outlets of the first grout pipe are 30-40cm higher than the upper end of the reinforcement cage, and the grout outlets of the second grout pipe are respectively positioned at positions 5-8cm and 16-20cm above the pile bottom.
Preferably, the cement used in the grouting liquid in the step S2 is ordinary portland cement of 42.5MPa grade.
The invention also provides the application of the post-grouting construction process of the cast-in-place pile in foundation construction engineering.
The invention has the beneficial effects that:
in the post-grouting construction, by controlling grouting pressure P and grouting flow, when the real-time grouting pressure P1 is less than or equal to 0.5P, cement paste with a water-cement ratio of 0.6-0.65 is pressed in at a low level, the grouting flow is 50-60L/min, then the cement paste is gradually pressurized, when the real-time grouting pressure P1 is more than 0.5P, the cement paste with the water-cement ratio of 0.45-0.5 is used, and the grouting flow is 30-40L/min, so that the damage of the grouting pressure to concrete at the pile end and the pile body can be avoided, meanwhile, a corresponding expansion head can be formed at the pile end, and the soil layer structure around the pile is encrypted.
Compared with the prior art, the post-grouting construction process for the cast-in-place pile can improve the vertical bearing capacity of a single pile by 35-50% and reduce the settlement of a pile foundation by 30-35% while reducing the arrangement of grouting pipes, and provides guarantee for the construction safety.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments.
A post-grouting construction process of a cast-in-place pile comprises the following steps:
s1, water injection and plug opening of a grouting pipe: when the grouting pipe is plugged, the pressure needs to be controlled to be 0.8-1.2Mpa, and when the pressure suddenly drops, the water flow suddenly increases to indicate that the grouting pipe is opened.
S2, grouting liquid preparation: the strength of the grouting liquid is not lower than 10MPa in 7 days by adopting common Portland cement of 42.5MPa grade, the prepared grouting liquid is filtered by adopting a filter screen with the specification of 3mm multiplied by 3mm, and the effective service time of the grouting liquid is not longer than 4 hours.
S3, post grouting construction: the post grouting construction (secondary grouting) time is started when the strength value of the pile body concrete reaches 50% -75% of the design value;
when the same pile is subjected to secondary grouting, the sequence of interval grouting of the quincuncial piles is adopted according to the principle that the periphery is firstly arranged and then the inside is adopted, the pile side is firstly arranged and then the pile end is arranged, and the part of the pile side is firstly arranged and then arranged; the time interval between the pile side and the pile end grouting is not less than 3h, and the pile end grouting is performed in sequence by equivalent grouting on each grouting guide pipe of the same pile;
during grouting, controlling grouting pressure P and grouting flow, adopting cement paste with a water-cement ratio of 0.6-0.65 by low-grade pressing when real-time grouting pressure P1 is not more than 0.5P, wherein the grouting flow is 50-60L/min, then gradually pressurizing, and adopting cement paste with a water-cement ratio of 0.45-0.5 when real-time grouting pressure P1 is more than 0.5P, and the grouting flow is 30-40L/min;
when slurry leakage occurs on the ground or pile holes around the ground are strung, intermittent grouting is changed, the intermittent time is preferably 30-60min, or the water-cement ratio of the slurry is adjusted to be low; the intermittent grouting time exceeds 60min, and clear water is used for washing the grouting pipe and the pipe valve so as to ensure that the subsequent grouting can be normally carried out;
the criteria for the termination of the secondary grouting were: the total grouting amount and the grouting pressure reach the design requirements. Secondly, when the total grouting amount reaches 75% of the design value, and the grouting pressure exceeds the design value and is maintained for more than 5 min; the pile top or the ground is not obviously lifted, and the lifting of the pile body is not more than 3 mm. If the two grouting agents are the same, the secondary grouting work can be stopped;
during actual construction, specifically, the method for obtaining the grouting pressure is as follows:
(1) acquiring grouting liquid parameter information, and storing the grouting liquid parameter information into a grouting parameter matrix N (mu, R, t), wherein mu is the viscosity of the grouting liquid, R is the effective diffusion radius of the grouting liquid, and t is the initial setting time of the grouting liquid; comparing a preset standard grouting parameter matrix N0 (mu 0, R0, t0) with a grouting parameter matrix N (mu, R, t) to obtain a slurry coefficient C;
specifically, in the standard grouting parameter matrix N0(μ 0, R0, t0), the slurry viscosity μ 0 is the viscosity value of the grouting liquid when the water-cement ratio is 0.55, the slurry effective diffusion radius R0 is the diffusion radius of the grouting liquid when the water-cement ratio is 0.55, and the initial setting time t0 is the initial setting time of the grouting liquid when the water-cement ratio is 0.55; the above values are all measured under normal temperature and pressure conditions.
(2) Acquiring geological parameter information, and storing the geological parameter information into a geological parameter matrix D (phi, h, A), wherein phi is porosity, the thickness of an overlying soil layer at an h grouting point, and A is compactness; comparing a preset standard geological parameter matrix D0 (phi 0, h0, A0) with the geological parameter matrix D (phi, h, A) to obtain a geological coefficient F;
specifically, in the standard geological parameter matrix D0(Φ 0, h0, a0), the porosity Φ 0 is the porosity of the medium sandy soil layer, the overburden thickness h0 at the grouting point is a preset value of 5m, and the compactness a0 is the compactness of the medium sandy soil layer.
(3) Determining grouting pressure P according to the slurry coefficient C and the geological coefficient F;
wherein the epsilon is a coefficient related to soil, the value is 1.2-2, the structure is loose, the soil body with strong permeability takes a large value, and the reverse is a small value.
In the actual construction process, specifically, the arrangement mode of the grouting pipes is as follows:
d is less than or equal to 1500mm, the periphery of the reinforcement cage is symmetrically provided with 2 first grouting pipes, and the end of the pile is provided with 2 second grouting pipes; 3 first grouting pipes are preferably arranged on the pile with the diameter of more than 1500mm and less than or equal to 3000mm, and 2 second grouting pipes are arranged at the end of the pile;
the first grouting pipe and the second grouting pipe are respectively connected with a grouting device;
the grout outlets of the first grouting pipes are 30-40cm higher than the upper end of the reinforcement cage, and the grout outlets of the second grouting pipes are respectively positioned at positions 5-8cm above the pile bottom and 16-20cm above the pile bottom.
The invention also provides the application of the post-grouting construction process of the cast-in-place pile in foundation construction engineering.
Specifically, the foundation construction engineering comprises various slurry retaining wall cast-in-place piles, dry-operation drilling, digging and punching cast-in-place piles and the like.
In the post-grouting construction, by controlling grouting pressure P and grouting flow, when the real-time grouting pressure P1 is less than or equal to 0.5P, cement paste with a water-cement ratio of 0.6-0.65 is pressed in at a low level, the grouting flow is 50-60L/min, then the cement paste is gradually pressurized, when the real-time grouting pressure P1 is more than 0.5P, the cement paste with the water-cement ratio of 0.45-0.5 is used, and the grouting flow is 30-40L/min, so that the damage of the grouting pressure to concrete at the pile end and the pile body can be avoided, meanwhile, a corresponding expansion head can be formed at the pile end, and the soil layer structure around the pile is encrypted.
Compared with the prior art, the post-grouting construction process for the cast-in-place pile can improve the vertical bearing capacity of a single pile by 35-50% and reduce the settlement of a pile foundation by 30-35% while reducing the arrangement of grouting pipes, and provides guarantee for the construction safety.
It should be emphasized that the embodiments described herein are illustrative rather than restrictive, and thus the present invention is not limited to the embodiments described in the detailed description, but also includes other embodiments that can be derived from the technical solutions of the present invention by those skilled in the art.
Claims (9)
1. The post-grouting construction process of the cast-in-place pile is characterized by comprising the following steps of:
s1, water injection and plug opening of a grouting pipe:
s2, grouting liquid preparation:
s3, post grouting construction: when the same pile is subjected to secondary grouting, the sequence of interval grouting of the quincuncial piles is adopted according to the principle that the periphery is firstly arranged and then the inside is adopted, the pile side is firstly arranged and then the pile end is arranged, and the part of the pile side is firstly arranged and then arranged; the time interval between the pile side and the pile end grouting is not less than 3h, and the pile end grouting is performed in sequence by equivalent grouting on each grouting guide pipe of the same pile;
during grouting, controlling grouting pressure P and grouting flow, adopting cement paste with a water-cement ratio of 0.6-0.65 by low-grade pressing when real-time grouting pressure P1 is not more than 0.5P, wherein the grouting flow is 50-60L/min, then gradually pressurizing, and adopting cement paste with a water-cement ratio of 0.45-0.5 when real-time grouting pressure P1 is more than 0.5P, and the grouting flow is 30-40L/min;
when slurry leakage occurs on the ground or pile holes around the ground are strung, intermittent grouting is changed, the intermittent time is preferably 30-60min, or the water-cement ratio of the slurry is adjusted to be low; the intermittent grouting time exceeds 60min, and clear water is used for washing the grouting pipe and the pipe valve so as to ensure that the subsequent grouting can be normally carried out;
the criteria for the termination of the secondary grouting were: the total grouting amount and the grouting pressure reach the design requirements; secondly, when the total grouting amount reaches 75% of the design value, and the grouting pressure exceeds the design value and is maintained for more than 5 min; the pile top or the ground is not obviously lifted, and the lifting of the pile body is not more than 3 mm; if the two grouting agents are the same, the secondary grouting work can be stopped;
the method for obtaining the grouting pressure in the step S3 includes:
(1) acquiring grouting liquid parameter information, and storing the grouting liquid parameter information into a grouting parameter matrix N (mu, R, t), wherein mu is the viscosity of the grouting liquid, R is the effective diffusion radius of the grouting liquid, and t is the initial setting time of the grouting liquid; comparing a preset standard grouting parameter matrix N0 (mu 0, R0, t0) with a grouting parameter matrix N (mu, R, t) to obtain a slurry coefficient C;
(2) acquiring geological parameter information, and storing the geological parameter information into a geological parameter matrix D (phi, h, A), wherein phi is porosity, the thickness of an overlying soil layer at an h grouting point, and A is compactness; comparing a preset standard geological parameter matrix D0 (phi 0, h0, A0) with the geological parameter matrix D (phi, h, A) to obtain a geological coefficient F;
(3) determining grouting pressure P according to the slurry coefficient C and the geological coefficient F;
wherein the content of the first and second substances,
the coefficient related to soil is between 1.2 and 2, the structure is loose, the soil body with strong permeability takes a large value, and otherwise, the soil body takes a small value.
2. The post-grouting construction process of a cast-in-place pile according to claim 1, wherein in the standard grouting parameter matrix N0(μ 0, R0, t0), the viscosity μ 0 of the grout is the viscosity value of the grout when the water-cement ratio is 0.55, the effective diffusion radius R0 of the grout is the diffusion radius of the grout when the water-cement ratio is 0.55, and the initial setting time t0 of the grout when the water-cement ratio is 0.55; the above values are all measured under normal temperature and pressure conditions.
3. The cast-in-place pile post-grouting construction process according to claim 1, wherein in the standard geological parameter matrix D0(Φ 0, h0, A0), the porosity Φ 0 is the porosity of the medium sandy soil layer, the overburden thickness h0 at the grouting point is a preset value of 5m, and the compactness A0 is the compactness of the medium sandy soil layer.
4. The post-grouting construction process of a cast-in-place pile according to claim 1, wherein in step S1, when the grouting pipe is opened, the pressure needs to be controlled to be 0.8-1.2Mpa, and when the pressure suddenly drops, the water flow suddenly increases to indicate that the grouting pipe is opened.
5. The cast-in-place pile post-grouting construction process according to claim 4, wherein the arrangement mode of the grouting pipes is as follows:
d is less than or equal to 1500mm, the periphery of the reinforcement cage is symmetrically provided with 2 first grouting pipes, and the end of the pile is provided with 2 second grouting pipes;
3 first grouting pipes are preferably arranged on the pile with the diameter of more than 1500mm and less than or equal to 3000mm, and 2 second grouting pipes are arranged at the end of the pile.
6. The post-grouting construction process of a cast-in-place pile according to claim 5, wherein the first grouting pipe and the second grouting pipe are respectively connected with a grouting device.
7. The cast-in-place pile post-grouting construction process according to claim 6, wherein the grout outlets of the first grouting pipes are 30-40cm higher than the upper end of the reinforcement cage, and the grout outlets of the second grouting pipes are respectively located 5-8cm and 16-20cm above the pile bottom.
8. The post-grouting construction process of a cast-in-place pile according to claim 1, wherein the cement used in the grouting liquid in step S2 is ordinary portland cement of 42.5MPa grade.
9. Use of the post-cast-in-place pile grouting construction process according to any one of claims 1-8 in foundation construction engineering.
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| CN108130903A (en) * | 2017-12-21 | 2018-06-08 | 广东省水利水电第三工程局有限公司 | A kind of bored concrete pile grouting behind shaft or drift lining construction technology |
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| CN104947723A (en) * | 2014-03-28 | 2015-09-30 | 中国二十冶集团有限公司 | Presplitting grouting method for pile bottom of rock-socketed grouting pile |
| KR20150144554A (en) * | 2014-06-17 | 2015-12-28 | (주)센벡스 | Pressurized pile and construction method thereof |
| CN105673044A (en) * | 2015-11-16 | 2016-06-15 | 中铁十六局集团北京轨道交通工程建设有限公司 | Construction method and system for improving secondary grouting quality used for shield construction |
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