CN101139836A - Drilling grout pile end follow-up grouting construction method - Google Patents
Drilling grout pile end follow-up grouting construction method Download PDFInfo
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Abstract
The invention relates to a post-grouting construction method for ends of bored cast-in-place piles, which has the specific steps of: (1) Grouting depth determination and grouting device manufacturing; (2) Grout fluid configuration; (3) Grouting. Kernel devices for the invented post-grouting construction method, such as grouting pipelines, etc. are in order to in simple structure and convenient execution; the method can take duplicated reinforcement effects for pile-earth boundary around pile bodies and pile ends in both physical reinforcement and chemical reinforcement; the solidified sludge can take the effect of diameter expansion for the pile ends, so as to change properties of bearing stratums; meanwhile, upwelled grout fluid can solidify the sludge skin around piles, so as to take effects in increasing pile side friction resistance. Since the method can well solves defects in construction of boundaries between cast-in-place piles and earth; unit pile bearing capacity of cast-in-place piles adopting the pile end post-grouting construction method, in soft earth area like Shanghai is fundamentally improved by 20 percent to 30 percent higher than that of routine cast-in-place piles, and examples can even reach 70 percent extremely.
Description
Technical Field
The invention relates to a grouting method in building construction, in particular to a post-grouting method for a pile end of a cast-in-situ bored pile.
Background
Since the 80 s of the last century, cast-in-situ bored piles have been widely used in high-rise buildings and municipal construction because of their advantages of simple construction, no soil compaction, no vibration, low noise, etc. However, in the cast-in-situ bored pile, since excessive thick pile bottom sediment and pile side mud skin are easily formed in the slurry wall protection and hole forming process, and the hole wall is easily affected by disturbance, soft soaking and the like, the indexes such as pile quality, single pile bearing capacity and the like have a large discreteness. Particularly in the typical soft soil area of the Shanghai, if the cast-in-situ bored pile passes through a thick sand layer and has a larger diameter and a longer pile length, the pile forming quality is not easy to guarantee.
The post-grouting technology for the pile end is a new technology developed aiming at the defects easily generated by the conventional cast-in-situ bored pile process, and can reduce the discreteness of pile-forming quality, improve the bearing capacity of a single pile and reduce foundation settlement. The technology has been applied in Europe for more than 50 years, and the research and application are developed in the last 80 th century domestically, and the Shanghai starts to explore some benefits for post-grouting cast-in-place piles in the later 90 th century. In the initial stage of Shanghai application, the post-grouting technology cannot form a uniform and effective construction method due to the difference of grouting apparatuses, grout materials and construction processes.
Disclosure of Invention
The invention provides a post-grouting construction method for a pile end of a cast-in-situ bored pile, which is used for overcoming the construction defects of the pile soil boundary of the conventional cast-in-situ bored pile and improving the single-pile bearing capacity of the cast-in-situ bored pile.
In order to achieve the purpose, the construction method comprises the following steps:
the invention relates to a post-grouting construction method for the pile end of a cast-in-situ bored pile, which comprises the following specific steps of:
1. grouting depth determination and grouting equipment manufacturing
(1) Determining the grouting amount and the depth of the grouting device embedded into the bearing stratum according to the bearing stratum of the pile foundation, the stratum condition penetrated by the pile and the condition of the underground water level;
(2) Manufacturing a grouting device:
the bottom end of the grouting device is made into an acute angle shape, the grout outlet is controlled to be less than 8mm in diameter, the grout outlet is uniformly arranged in an annular shape or a plum blossom shape according to the stratum condition, and a one-way valve is arranged at the grout outlet;
(3) Grouting pipe manufacturing and setting
The grouting pipes are connected by threads, and a water stopping adhesive tape is wound on the joint; the grouting pipe and the reinforcement cage are bound and fixed by adopting an iron wire, and the binding distance is 2m; the grouting pipes are simultaneously lowered along with the reinforcement cage or are guided by the guide reinforcements, and a leakage-proof water injection test is carried out when the grouting pipes are lowered; the bottom pipe end of the grouting pipe is inserted into a pile end grouting device bearing layer by 0.2-0.5 m, the top end position is 0.2m higher than the ground, and the upper opening of the grouting pipe is sealed by a plug;
2. slurry preparation
(1) The raw material of the slurry adopts 42.5-grade and 32.5-grade cement, the slurry is stirred and prepared according to the water cement ratio of 0.50-0.6, and the specific gravity of the slurry is controlled between 1.69-1.73;
(2) The prepared slurry is subjected to refining treatment by a wet grinder before being injected into the hole, and the treatment time is controlled to be between 1 and 3 minutes; the size of cement particles in the slurry after the thinning treatment is more than 80 percent of the particles below 40 mu m;
3. grouting
(1) Determining grouting pressure, grouting speed and grouting amount
Grouting pressure: the injection pressure is between 0.6 and 0.8 MPa; grouting speed: when the conventional pressure is 0.4-0.8 MPa, the injection speed is controlled at 32-47L/min;
total grouting amount: q = Q p +Q s
Wherein: pile end reinforcing and grouting amount:
pile side mud return amount: q s ＝λπdl′ε/J
The cement dosage is as follows: h = Q γ 1 /[1+c(γ 1 /γ 0 ]
(2) And (3) opening the grouting pipe, enabling the grouting pump to uniformly inject grout into the stratum at the pile end through the grouting pipe pre-embedded in the pile body under the action of pressure through the reserved pressure grouting device at the pile end, and stopping grouting when the grouting amount reaches 80% and the grouting pressure reaches 2 MPa.
The inner diameter of a grouting pipe adopted by the grouting device is phi 25mm, the pipe wall is more than or equal to 3.2mm, and the grouting pipes are connected by screw threads; the slip casting device is provided with a slip casting hole protection device.
The invention has the beneficial effects that:
1. core equipment such as a grouting pipeline and the like in a post grouting method is simple in structure and convenient to construct;
2. the pile soil boundary at the pile end around the pile has double reinforcing effects of physical reinforcement and chemical reinforcement, and the solidified sediment has an effect of expanding diameter at the pile end to change the property of a bearing stratum; meanwhile, the upward-flowing slurry solidifies the mud skin around the pile, so as to play a role in increasing the friction resistance on the side of the pile;
3. the method of the invention better solves the construction defect of the pile soil boundary of the conventional cast-in-place pile, and the single pile bearing capacity of the cast-in-place pile adopting the pile end back grouting method is basically improved by 20 to 30 percent, and extremely even 70 percent compared with the single pile bearing capacity of the conventional cast-in-place pile in soft soil areas such as the Shanghai.
Drawings
FIG. 1 is a flow chart of the construction process of the present invention;
figure 2 is a schematic view of the grouting apparatus and installation.
Fig. 3 is a schematic diagram of plum blossom-shaped arrangement of grouting holes on a grouting device.
Detailed Description
The invention will be further illustrated with reference to the following specific examples. It should be understood that these examples are for illustrative purposes only and are not intended to limit the scope of the present invention. Further, it should be understood that various changes or modifications of the present invention can be made by those skilled in the art after reading the teaching of the present invention, and these equivalents also fall within the scope of the appended claims of the present application.
The construction process flow and the operation key points of the post-grouting construction method for the pile end of the cast-in-situ bored pile are shown in figure 1.
(1) Construction material and apparatus
Underground grouting device: pile body grouting guide pipe, pile end grouting device and the like.
(2) Grouting depth determination and grouting equipment manufacturing
A. And preliminarily determining the grouting amount and the depth of the grouting device embedded into the bearing stratum according to the bearing stratum of the pile foundation, the stratum condition penetrated by the pile and the condition of the underground water level.
The mud jacking pipe is made of a national standard black iron pipe with the inner diameter of phi 25mm and is connected by screw threads. In order to ensure the firmness and the pressure-bearing capacity of the screw thread connection, the pipe wall is ensured to be more than or equal to 3.2mm.
B. The manufacturing key points of the grouting device are as follows:
the bottom end is preferably formed in an acute angle shape to facilitate insertion of the grouting device into the support layer.
The slurry outlet holes are preferably controlled to be less than 8mm, and can be uniformly arranged in an annular mode or in a plum blossom shape according to the stratum condition (shown in figure 3) so as to be beneficial to the outflow of slurry. A one-way valve is required to be arranged at the grout outlet, and the sealing is kept in the grout inlet when the grout outlet is lowered, so that the grout is not easy to be damaged, and the grout after grouting can not flow back into the pipe.
The grouting device is provided with a grouting hole protection device.
The slurry is preferably prepared from 42.5-grade cement or 32.5-grade cement, is sent to be inspected according to relevant regulations in batches, and can be used after being qualified.
C. Grouting pipe manufacturing and setting (shown in fig. 2):
the connection of slip casting pipe 1 is threaded connection, and joint position winding stagnant water sticky tape, slip casting pipe 1 should be transferred simultaneously or transferred by the guide reinforcing bar guide along with reinforcing bar cage 2, and the iron wire ligature is adopted with the fixed of reinforcing bar cage 2 to slip casting pipe 1, and the ligature interval requires to be 2m. When the grouting pipe 1 is lowered, a water injection test needs to be carried out, and water leakage is strictly prevented.
The elevation at the bottom of the grouting pipe 1 requires that a pipe end grouting device is inserted into a pile end bearing layer by 0.2-0.5 m, the top end of the grouting pipe is preferably 0.2m higher than the ground, and the upper opening of the grouting pipe needs to be closed by a plug 3.
A non-full-cage bored pile is formed by adopting 4 steel bars and corresponding spacing positioning stirrups in the same specification with steel reinforcement cage main bars according to the diameter of the pile, the length of the lower end of the non-full-cage bored pile is based on the fact that a grouting pipe can be smoothly guided to enter a pile foundation bearing layer, and the upper portion of the non-full-cage bored pile is lengthened to the ground.
(3) Slurry preparation:
1) The main raw material of the grout is 42.5-grade 32.5-grade cement, the cement is stirred and prepared according to the water cement ratio of 0.50-0.6, and additives with a certain proportion are added according to different stratums in the preparation process so as to increase the injectability of the grout.
The addition proportion of the additive is obtained according to field tests, and the proportion is related to the pore ratio of the stratum, the injection speed, the injection pressure and the structure of the grouting device.
The specific gravity of the prepared slurry is generally controlled to be between 1.69 and 1.73.
The prepared slurry must be refined by a wet grinder before being injected into the holes, and the treatment time is controlled between 1 and 3 minutes.
The refinement treatment is a process specially designed for the stratum condition of the Shanghai region, and is one of the key processes for determining the stable improvement of the single pile bearing capacity, so the refinement treatment is indispensable.
The size of the cement particles in the slurry after the thinning treatment is generally considered to be less than 40 μm, wherein more than 80% of the particles are in the slurry.
2) Concentration of the slurry
The conventional water-cement ratio of 0.55-0.60 is mixed with a certain amount of additive, and a slurry sample is prepared for pressure test, wherein the specific gravity of the slurry can be considered for control, and the conventional control is 1.69-1.73.
During grouting, the slurry concentration is generally first of all thin slurry, then of medium concentration and finally of thick slurry, and the thick slurry is used as much as possible when the conditions permit.
3) Grouting pressure
The normal injection pressure is generally 0.6-0.8 MPa, and the highest control is 2MPa on the premise that the designed slurry amount is not completely injected, which is the standard for stopping grouting.
4) Grouting speed
The injection speed is controlled to be 32-47L/min when the conventional pressure is 0.4-0.8 MPa, the injection speed is controlled to be low when the pressure is higher, and the injection speed is controlled to be high when the pressure is lower.
5) Reference formula for designing grouting amount
Total reasonable grouting amount: q = Q p +Q s
Pile end reinforcing and grouting amount:
pile side mud return amount: q s ＝λπdl′ε/J
Reasonable cement dosage: h = Q γ 1 /[1+c(γ 1 /γ 0 ]
In the formula:
q-reasonable grouting amount of single pile of the post-grouting bored concrete pile of pile end;
Q p pile tip grouting, which is mainly based on two parts, one of which is the h range below the pile tipThe splitting filling and reinforcing of the virtual soil in the enclosure is realized by permeating, filling and reinforcing the soil body around the pile end to form an enlarged head at the pile end, and the volume of the reinforcing body is assumed to be equivalent to a cube with 2d side length and 8d side length 3 ；
Q s -the amount of grouting on the pile side, for the grout to fill the gap between the pile body and the surrounding mud skin along the pile body, about 3-5 mm;
d-pile diameter;
h, taking the height of the splitting reinforcement of the deficient soil at the pile end as the length of the soil body entering the pile bottom of the grouting pipe, and also taking the value of 0.4 d-0.6 d;
l' -the height of the returned slurry along the pile body which is comprehensively determined in the design;
taking 1.1-1.3 of lambda-slurry loss coefficient;
xi-grouting filling rate (penetrating grouting is soil pore filling rate, and splitting grouting is soil body extrusion filling rate), wherein xi is 0.4-0.6 for coarse-grained soil (egg, gravel and medium coarse sand), and xi is 0.2-0.4 for fine-grained soil (cohesive soil, silt and fine sand);
n 0 the porosity of the pile bottom or of the pile side soil,
e 0 the natural pore ratio of the soil body;
epsilon-is the thickness of the slurry wrapped around the pile, and can be 3-5 mm;
the calculus rate of the J-cement paste can be 0.85;
h-basic cement usage;
γ 1 -the compactness of the cement;
γ 0 -density of water;
c-water to cement ratio;
(4) Time to start grouting
The time for starting grouting is controlled to be 3-7 days after the pile is formed in general 3 days.
(5) Water pressure test (plug)
Before grouting, the plug is opened by adopting clear water, namely, a grouting pipeline is pressed through; and secondly, checking the condition of the grouting pipeline.
The pressure of 0.8-1.2 MPa is instantaneously zero, and the grouting device can be successfully opened.
(6) Grouting sequence
The grouting sequence is that the peripheral piles are firstly grouted, then the middle piles are arranged, the grouting of the middle pile groups is carried out at intervals, and independent single piles are grouted one by one; the first-constructed pile is firstly grouted.
(7) Standard of grouting termination
The dual-control standard of grouting amount and grouting pressure is implemented, the grouting amount is mainly controlled, and the grouting pressure is controlled as an auxiliary.
When the grouting amount reaches the design requirement, the grouting can be stopped.
When the grouting pressure is more than 2MPa and is kept for 3 minutes, and the grouting amount reaches 80 percent of the designed grouting amount, the grouting can be stopped.
(8) Maintenance age after grouting
The maintenance of the pile body of the same test pile is generally controlled, the grouting is started 3 to 7 days after pile forming, and the test pile can be carried out 21 to 25 days after grouting.
(9) Detection and analysis
1) The static load test detection proportion is 1 percent of the total pile number and is not less than 3. For the test piles in the same site and in the same pile type, a comparison test between the un-grouted piles and the grouted piles of 1-2 pile ends is carried out to know the change condition of the bearing capacity before and after the grouting of the pile ends.
2) The design needs to fully estimate the maximum test load, and according to the currently mastered test result, the maximum test load can be increased by 30-50% on the basis of the geological report budget, and destructive comparison tests before and after grouting are performed as far as possible.
3) For large-tonnage post-grouting cast-in-place piles, the bearing capacity test by a high-strain method is limited to be used as supplement to a static load test, and the test aims to enlarge the detection surface of the bearing capacity test and is used for engineering design verification and engineering acceptance. And a dynamic and static comparison test should be carried out on the same site and the same pile type, and the high strain sampling rate should be not less than 2% of the total number of piles and not less than 3 piles.
4) The bearing capacity, especially the end bearing capacity, of the grouted pile is preferably tested by a self-balancing static load test method. For the test piles in the same place and the same pile type, the self-balancing method is suitable for the comparison test with the traditional static load test.
Secondly, the principle of the post-grouting construction method for the pile end of the cast-in-situ bored pile
The post-grouting at the pile end refers to that after the cast-in-situ bored pile is formed, when the concrete of the pile body reaches a certain strength, under the action of pressure, slurry is uniformly injected into the stratum at the pile end through a grouting pipe pre-embedded in the pile body by a reserved pressure grouting device at the pile end, so that the sediment at the pile bottom and the mud cover at the pile side are eliminated, the strength of the soil body at the pile bottom and the pile side is improved to a certain degree, the cohesive force of the soil body around the pile is improved, the strength of the pile body is enhanced, the bearing capacity of the cast-in-situ bored pile is improved to a certain degree finally, and the settlement amount of the pile body is reduced.
The slurry diffuses to the periphery through the pile end grouting device under certain pressure and simultaneously overflows along the pile body, minerals in the slurry and water undergo hydrolysis and hydration reactions, and through the effects of permeation, splitting and compaction, the pile end sediment is solidified, the property of a bearing stratum is improved, the property of mud skin is improved, so that the stress characteristic of a pile end soil body is improved, the stress characteristic of a pile side soil body is changed, and the double effects of improving the pile end resistance and the pile side resistance are achieved.
Thirdly, the invention is characterized in that the post-grouting construction method of the pile end of the cast-in-situ bored pile
(1) Core equipment such as a grouting pipeline and the like in a post grouting method is simple in structure and convenient to construct;
(2) The method has double reinforcing effects of physical reinforcement and chemical reinforcement on the pile soil boundary at the pile end around the pile, and the solidified sediment has an effect of expanding the diameter at the pile end to change the property of a bearing stratum; meanwhile, the upward-flowing slurry solidifies the mud skin around the pile, so as to play a role in increasing the friction resistance on the side of the pile;
(3) The method of the invention better solves the construction defect of the pile soil boundary of the conventional cast-in-place pile, and the single-pile bearing capacity of the cast-in-place pile adopting the pile end back grouting method can be basically improved by 20-30 percent, and extremely even 70 percent compared with the single-pile bearing capacity of the conventional cast-in-place pile in soft soil areas such as the Shanghai.
Fourthly, the application range of the post-grouting construction method for the pile end of the cast-in-situ bored pile is wide
The bored pile with the pile end bearing layer in the offshore area is a bored pile of the following soil layers, and is suitable for adopting a pile end post-grouting construction method:
⑤ 2 powdery clay layer (7) 1 Gray silt layer (7) 2 Silty sand layer (8) 2-1 Silty clay and silt interlamination (9) 1 Fine sand with clay layer, (9) 2 Medium and coarse sand layers, etc.
Claims (3)
1. A post-grouting construction method for a pile end of a cast-in-situ bored pile is characterized by comprising the following concrete steps:
1) Grouting depth determination and grouting equipment manufacturing
(1) Determining the grouting amount and the depth of the grouting device embedded into the bearing stratum according to the bearing stratum of the pile foundation, the stratum condition penetrated by the pile and the condition of the underground water level;
(2) Making grouting device
The bottom end of the grouting device is made into an acute angle shape, the grout outlet is controlled to be less than 8mm in diameter, the grout outlet is uniformly arranged in an annular shape or a plum blossom shape according to the stratum condition, and a one-way valve is arranged at the grout outlet;
(3) Grouting pipe manufacturing and setting
The grouting pipes are connected by threads, and a water stopping adhesive tape is wound on the joint; the grouting pipe and the reinforcement cage are bound and fixed by adopting an iron wire, and the binding distance is 2m; the grouting pipes are simultaneously lowered along with the reinforcement cage or guided by the guide reinforcement, and a leakage-proof water injection test is carried out when the grouting pipes are lowered; the bottom pipe end of the grouting pipe is inserted into a pile end grouting device bearing layer by 0.2-0.5 m, the top end position is 0.2m higher than the ground, and the upper opening of the grouting pipe is sealed by a plug;
2) Slurry preparation
(1) The raw material of the slurry adopts 42.5-grade and 32.5-grade cement, the slurry is stirred and prepared according to the water cement ratio of 0.50-0.6, and the specific gravity of the slurry is controlled between 1.69-1.73;
(2) The prepared slurry is subjected to thinning treatment by a wet grinder before being injected into the hole, and the treatment time is controlled to be between 1 and 3 minutes; the size of cement particles in the slurry after the thinning treatment is more than 80 percent and the particles are below 40 mu m;
3) Grouting
(1) Determining grouting pressure, grouting speed and grouting amount
Grouting pressure: the injection pressure is between 0.6 and 0.8 MPa; grouting speed: when the conventional pressure is 0.4-0.8 MPa, the injection speed is controlled at 32-47L/min;
total grouting amount: q = Q p +Q s
Wherein: pile end reinforcing and grouting amount:
pile side mud return amount: q s ＝λπdl′ε/J
The cement dosage is as follows: h = Q γ 1 /[1+c(γ 1 /γ 0 ]
(2) And (3) opening the grouting pipe, enabling the grouting pump to uniformly inject grout into the stratum at the pile end through the grouting pipe pre-embedded in the pile body under the action of pressure through a reserved pressure grouting device at the pile end, and stopping grouting when the grouting amount reaches 80% and the grouting pressure reaches 2 Mpa.
2. The post-grouting construction method for the pile end of the cast-in-situ bored pile according to claim 1, wherein in the grouting equipment manufacturing step, a grouting pipe adopted by a grouting device is a black iron pipe with an inner diameter of phi 25mm, and the pipe wall is not less than 3.2mm; and the mud jacking pipes are connected by screw threads.
3. The method for post-grouting construction of a pile end of a bored pile according to claim 1, wherein a grouting hole protection device is further provided to the grouting device in the step of manufacturing and setting the grouting pipe.
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| CN103498465A (en) * | 2013-10-08 | 2014-01-08 | 重庆建工市政交通工程有限责任公司 | Method for strengthening pile bottom sediment |
| CN103498465B (en) * | 2013-10-08 | 2015-04-15 | 重庆建工市政交通工程有限责任公司 | Method for strengthening pile bottom sediment |
| CN104711989A (en) * | 2013-12-13 | 2015-06-17 | 国家电网公司 | Cast-in-place pile post-grouting retaining-sealing two-in-one foundation pit supporting method |
| CN104612134A (en) * | 2014-12-16 | 2015-05-13 | 中铁建大桥工程局集团第五工程有限公司 | Cast-in place pile post-grouting construction method for pouring construction |
| CN105239563A (en) * | 2015-10-27 | 2016-01-13 | 贵州开磷建设集团有限公司 | Dry-method hole forming filling pile structure for post-grouting matched rotary drilling rig and construction method |
| CN107687171A (en) * | 2017-09-15 | 2018-02-13 | 中建三局第建设工程有限责任公司 | Diaphram wall double pump post-grouting device and construction method |
| CN110468938A (en) * | 2019-07-02 | 2019-11-19 | 北京质诚捷讯水利工程有限公司 | A kind of municipal drain pipeline construction method |
| CN110686739A (en) * | 2019-10-08 | 2020-01-14 | 南通万都建设工程有限公司 | River water level measuring device |
| CN111691420A (en) * | 2020-06-22 | 2020-09-22 | 福建省华策建设集团有限公司 | Construction method of PHC tubular pile |
| CN111691420B (en) * | 2020-06-22 | 2021-08-03 | 福建省华策建设集团有限公司 | Construction method of PHC tubular pile |
| CN112697652A (en) * | 2020-11-30 | 2021-04-23 | 云南建设投资控股集团有限公司 | Experimental device for be used for indoor simulation soil body splitting slip casting |
| CN114032881A (en) * | 2021-08-31 | 2022-02-11 | 山东高速股份有限公司 | Sectional grouting reinforcement method for existing pile foundation |
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