CN112049102B - Construction method for reinforcing complex stratum by grouting steel pipe pile - Google Patents
Construction method for reinforcing complex stratum by grouting steel pipe pile Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
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- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
- C04B28/02—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing hydraulic cements other than calcium sulfates
- C04B28/04—Portland cements
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
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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
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
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- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/70—Grouts, e.g. injection mixtures for cables for prestressed concrete
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- Materials Engineering (AREA)
- Piles And Underground Anchors (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention relates to the technical field of constructional engineering, in particular to a construction method for reinforcing a complex stratum by using a grouting steel pipe pile, which comprises the following steps: (1) tamping a field, ensuring the field to be flat, and measuring and positioning; (2) drilling holes at the positioned positions by adopting a drilling machine to form pile holes; (3) inserting a grouting pipe to the bottom of the pile hole by adopting a hole bottom grout return method, and injecting grout until pure grout overflows from the hole opening of the pile hole, and stopping grouting; (4) and installing a steel pipe at the position of the pile hole. The invention has the advantages of short curing time and excellent mechanical property.
Description
Technical Field
The invention relates to the technical field of constructional engineering, in particular to a construction method for reinforcing a complex stratum by using a grouting steel pipe pile.
Background
The karst cave is an underground space formed by karst action in soluble rocks, and the formation of the karst cave is a result of long-term corrosion of underground water in limestone areas. Surface water is eroded along joint surfaces or crack surfaces in the limestone to form a dissolution ditch (or a dissolution groove), and the surface water flows downwards along cracks of the limestone and is eroded, and a water falling hole is formed after the depth of the surface water exceeds 100 meters. The groundwater falling from the water falling cave flows transversely to the aquifer to form a karst cave. The surface of the underground cave collapses along with the formation of the underground cave, the depth of the collapse is large and small, the collapse funnel is called, and the collapse pond is called if the depth is small and the area is large. The erosion and collapse of the groundwater act in combination for a long time to form a sloping valley and an indigenous bridge. The ground rises, and the original karst cave, the underground river and the like are lifted out of the ground surface to form dry valley and stone forest. Rock has certain pores and fissures which are the main channels for the infiltration of mobile water. The larger the rock fracture is, the stronger the water permeability of the rock is, and the more remarkable the karst effect is. In the karst cave, the stronger the karst effect, the larger the karst cave is, the more underground pipelines are, the more complete the karst landform development is, and a continuously enlarged circulation network is formed.
Based on the particularity of the karst geological structure, the continuity of the engineering geological conditions for construction of the karst cave region is damaged by karst landform characteristics, compared with common geological conditions, the technical difficulty is more complex, the types of diseases are more, and common construction diseases comprise slurry leakage, concrete leakage, stuck drill, buried drill, deviated hole and the like.
The construction of karst caves in geology often requires the necessary treatment to ensure that the building foundation has adequate bearing capacity. The formation of the subgrade karst cave is the result of long-term corrosion of underground water in karst areas, if timely and effective treatment measures cannot be taken for the subgrade karst cave, the problems of uneven settlement of the subgrade, pavement cracks and the like are likely to be caused, the road quality is influenced, the service life of the road is shortened, and the driving safety of passing vehicles is seriously threatened. Therefore, the importance of the roadbed cavern in the area must be strengthened, and the treatment measures must be taken according to local conditions.
At present, the main treatment mode is to fill the hole body after drilling to reduce the risk of unstable and collapse of the hole body structure, but the method often causes a great deal of material waste. Meanwhile, the conventional construction method needs to fill the karst cave with gravel cement, repeatedly hammer the karst cave after filling, drill a machine again to form holes, and pour concrete piles, so that the filling coefficient of the piles is large, the cost is high, the construction procedures are multiple, and the construction period is long.
The Chinese patent application CN104532821A discloses a bottom treatment construction method for an extra-large karst cave, which adopts a following pipe drilling process, synchronously follows a sleeve pipe in the drilling process, penetrates the sleeve pipe through a stratum which is easy to collapse and blocks the sleeve pipe, the following pipe is drilled to a karst cave position, the drilling is stopped, fine stone concrete is adopted for backfilling, and the drilling is continued after the backfilling is finished. Greatly improving the working efficiency, reducing the cost and saving the time. The pipe-following drilling technology is effective for the construction of complex strata which are easy to collapse and can be generally adopted in the slope protection and foundation reinforcement treatment projects similar to geological conditions. The full-automatic grouting recorder is adopted for recording, intermittent grouting or slurry mixing ratio adjustment are adopted for timely processing when the condition that the single-hole grouting amount is too large or no pressure exists for a long time is found, the requirements of grouting pressure and grouting amount are met, and the grouting reinforcement effect is guaranteed. However, the preparation process of the patent application is complex, the steel pipe is installed firstly, then grouting is carried out, hole collapse is easily caused, and the curing effect of the slurry adopted in grouting needs to be improved.
Chinese patent application CN108678042A discloses a micro steel pipe pile for foundation reinforcement and a method for foundation reinforcement using the same, comprising the following steps: s1: cleaning a field and tamping an operation surface; s2: positioning the miniature steel pipe pile on the smooth and tamped working surface; s3: drilling by a drilling machine according to the positioning position of the miniature steel pipe pile; s4: inserting the miniature steel pipe pile for foundation reinforcement at a drilling position; s5: grouting by using a grouting machine; s6: after grouting is finished, pouring a C15 concrete cushion layer after the miniature steel pipe pile is formed; s7: binding reinforcing steel bars of a pile top bearing platform, and installing a template; s8: and C20 concrete is used for pouring and forming. The miniature steel-pipe pile of this patent application personally submits the quincunx according to barricade outside operation and arranges, forms the pile group basis, arranges the reinforcing bar on the pile foundation, pours reinforced concrete, makes it connect and becomes a whole, plays the effect of consolidating the barricade basis to have the effect that prevents the basis and slide. However, in the patent application, a mode of firstly installing the steel pipe and then grouting is adopted, hole collapse is easily caused, and the curing effect of the slurry adopted by grouting is still to be improved.
Therefore, it is necessary to develop a construction method for reinforcing a complex ground layer using a grouted steel pipe pile, which can solve the above-mentioned problems.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a construction method for reinforcing a complex stratum by using a grouting steel pipe pile, which has short curing time and excellent mechanical property.
The invention is realized by the following technical scheme:
a construction method for reinforcing a complex stratum by using a grouting steel pipe pile comprises the following steps:
(1) tamping a field, ensuring the field to be flat, and measuring and positioning;
(2) drilling holes at the positioned positions by adopting a drilling machine to form pile holes;
(3) inserting a grouting pipe to the bottom of the pile hole by adopting a hole bottom grout return method, and injecting grout until pure grout overflows from the hole opening of the pile hole, and stopping grouting;
(4) and installing a steel pipe at the position of the pile hole.
Preferably, the diameter of the pile hole in the step (2) is 0.3-0.4 m.
Preferably, drilling is stopped when any condition of the hole depth exceeding 13m and reaching the rock face is satisfied in step (2).
Preferably, the distance between two adjacent pile holes in the step (2) is 0.5-1 m.
Preferably, the pressure of the injected slurry in the step (3) is 0.6-2.0 MPa.
Preferably, the grouting speed in the step (3) is 32-47L/min.
More preferably, the concrete process of injecting the slurry in the step (3) is as follows: grouting to half of the hole depth at the speed of 40-47L/min under the pressure of 0.6-0.8MPa, then grouting at the speed of 32-40L/min under the pressure of 1-1.5MPa until pure slurry flows out from the pile hole orifice, and stopping grouting.
Preferably, the grouting termination in the step (3) further needs to satisfy any one of the following two conditions: under the first condition, the grouting amount reaches 2.5 tons on a dry basis; and in the second condition, the grouting pressure is more than 1.5MPa, the load is kept for 3 minutes, and the grouting amount exceeds 2 tons on a dry basis.
Preferably, the slurry in the step (3) comprises the following components in parts by weight: 20-50 parts of cement, 3-10 parts of chelating agent, 8-25 parts of water, 40-80 parts of fly ash, 3-10 parts of fly ash and 3-10 parts of diatomite.
More preferably, the cement is P.C 42.5.5 MPa composite Portland cement.
More preferably, the particle size of the fly ash is 1-3 mm.
More preferably, the chelating agent is at least one of ethylenediaminetetraacetic acid, citric acid and sodium gluconate.
More preferably, the chelating agent is a mixture of ethylenediaminetetraacetic acid, citric acid and sodium gluconate.
More preferably, the mass ratio of the ethylenediamine tetraacetic acid to the citric acid to the sodium gluconate is 2-5:0.5-2: 1.
More preferably, the preparation process of the slurry in the step (3) is as follows: mixing water, 30-50% of chelating agent and fly ash, adding the rest chelating agent and cement, and finally adding fly ash and diatomite.
Preferably, in the step (4), the steel pipe is DN219, is made of Q235 steel, and has an inner diameter
And the thickness of the spiral welded steel pipe is 8 mm.
More preferably, the construction method comprises the steps of:
(1) tamping a field, ensuring the field to be flat, and measuring and positioning;
(2) drilling at the positioning position by using a drilling machine, stopping drilling when the depth of the hole exceeds 13m and reaches any one of two conditions of a rock surface, and forming pile holes, wherein the diameter of each pile hole is 0.3-0.4m, and the distance between every two adjacent pile holes is 0.5-1 m;
(3) inserting a grouting pipe to the bottom of a pile hole by adopting a hole bottom grout return method, injecting grout, grouting to half of the hole depth at the speed of 40-47L/min under the pressure of 0.6-0.8MPa, then grouting at the speed of 32-40L/min under the pressure of 1-1.5MPa, and stopping grouting when pure grout emerges from the hole opening of the pile hole under the following two conditions: under the first condition, the grouting amount reaches 2.5 tons on a dry basis; secondly, grouting pressure is more than 1.5MPa and load is kept for 3 minutes, and grouting amount is more than 2 tons in dry basis;
(4) and installing a steel pipe at the position of the pile hole.
The invention has the beneficial effects that:
the invention optimizes the concrete composition and the dosage ratio of the slurry, and particularly, when the chelating agent is a mixture of ethylenediamine tetraacetic acid, citric acid and sodium gluconate, and the mass ratio of water to cement is 0.4-0.5:1, the curing effect is obviously improved.
The invention optimizes the preparation process of the slurry, adds the chelating agent for two times, optimizes the adding sequence of each component and obviously improves the curing effect.
The invention optimizes the concrete grouting process, and is beneficial to further improving the curing effect because the concrete grouting processes adopted by different hole depths are different.
According to the invention, slurry is injected firstly, then the steel pipe is installed, the grouting pipe is placed at the bottom of the hole firstly, pressure grouting is carried out, grouting is carried out from the bottom of the hole while the slurry slowly rises to achieve the wall protection effect, the drill rod is slowly pulled out, so that the disturbance in the hole can be avoided, the probability of hole collapse can be reduced, the quality of the hole-forming pile can be ensured, the construction time can be reduced, the hole collapse problem caused by the fact that the steel pipe is installed firstly and then grouting is carried out can be avoided, further, the hole drilling is not required to be carried out again, the construction efficiency is improved, the reinforcement of a complex stratum is facilitated, and property loss and.
Detailed Description
The invention will be further described with reference to specific embodiments, and the advantages and features of the invention will become apparent as the description proceeds. These examples are illustrative only and do not limit the scope of the present invention in any way. It will be understood by those skilled in the art that various changes in form and details may be made therein without departing from the spirit and scope of the invention, and that such changes and modifications may be made without departing from the spirit and scope of the invention.
DN219, which is made of Q235 steel and has the inner diameter of the pipe is adopted in each embodiment and comparative example of the invention
And the thickness of the spiral welded steel pipe is 8 mm.
Example 1
A construction method for reinforcing a complex stratum by using a grouting steel pipe pile comprises the following steps:
(1) tamping a field, ensuring the field to be flat, and measuring and positioning;
(2) drilling at the positioning position by using a drilling machine, stopping drilling when the depth of the hole exceeds 13m and reaches any one of two conditions of a rock surface, and forming pile holes, wherein the diameter of each pile hole is 0.3m, and the distance between every two adjacent pile holes is 0.5 m;
(3) inserting a grouting pipe to the bottom of a pile hole by adopting a hole bottom grout return method, injecting grout into the bottom of the pile hole, grouting to half of the hole depth at the speed of 47L/min under the pressure of 0.6MPa, then grouting at the speed of 40L/min under the pressure of 1MPa, and stopping grouting when pure grout emerges from the hole opening of the pile hole under the following two conditions: under the first condition, the grouting amount reaches 2.5 tons on a dry basis; secondly, grouting pressure is more than 1.5MPa and load is kept for 3 minutes, and grouting amount is more than 2 tons in dry basis;
(4) and installing a steel pipe at the position of the pile hole.
The slurry in the step (3) comprises the following components in parts by weight: P.C 42.5.5 MPa composite ordinary portland cement 20 parts, chelating agent 3 parts, water 8 parts, fly ash (particle size 1mm)40 parts, fly ash 3 parts, and diatomite 3 parts.
The chelating agent is a mixture of ethylenediamine tetraacetic acid, citric acid and sodium gluconate, and the mass ratio of the ethylenediamine tetraacetic acid, the citric acid and the sodium gluconate is 2:0.5: 1.
The preparation process of the slurry in the step (3) is as follows: and uniformly mixing water, 30 wt% of chelating agent and fly ash, adding the rest chelating agent and cement, uniformly mixing, and finally adding fly ash and diatomite, and uniformly mixing to obtain the composite material.
Example 2
A construction method for reinforcing a complex stratum by using a grouting steel pipe pile comprises the following steps:
(1) tamping a field, ensuring the field to be flat, and measuring and positioning;
(2) drilling at the positioning position by using a drilling machine, stopping drilling when the depth of the hole exceeds 13m and reaches any one of two conditions of a rock surface, and forming pile holes, wherein the diameter of each pile hole is 0.4m, and the distance between every two adjacent pile holes is 1 m;
(3) inserting a grouting pipe to the bottom of a pile hole by adopting a hole bottom grout return method, injecting grout into the pile hole, grouting to half of the hole depth at the speed of 40L/min under the pressure of 0.8MPa, then grouting at the speed of 32L/min under the pressure of 1.5MPa, and stopping grouting when pure grout emerges from the hole opening of the pile hole under the following two conditions: under the first condition, the grouting amount reaches 2.5 tons on a dry basis; secondly, grouting pressure is more than 1.5MPa and load is kept for 3 minutes, and grouting amount is more than 2 tons in dry basis;
(4) and installing a steel pipe at the position of the pile hole.
The slurry in the step (3) comprises the following components in parts by weight: P.C 42.5.5 MPa composite ordinary portland cement 50 parts, chelating agent 10 parts, water 25 parts, fly ash (particle size 3mm)80 parts, fly ash 10 parts, and diatomite 10 parts.
The chelating agent is a mixture of ethylenediamine tetraacetic acid, citric acid and sodium gluconate, and the mass ratio of the ethylenediamine tetraacetic acid, the citric acid and the sodium gluconate is 5:2: 1.
The preparation process of the slurry in the step (3) is as follows: and uniformly mixing water, 50 wt% of chelating agent and fly ash, adding the rest chelating agent and cement, uniformly mixing, and finally adding fly ash and diatomite, and uniformly mixing to obtain the composite material.
Example 3
A construction method for reinforcing a complex stratum by using a grouting steel pipe pile comprises the following steps:
(1) tamping a field, ensuring the field to be flat, and measuring and positioning;
(2) drilling at the positioning position by using a drilling machine, stopping drilling when the depth of the hole exceeds 13m and reaches any one of two conditions of a rock surface, and forming pile holes, wherein the diameter of each pile hole is 0.35m, and the distance between every two adjacent pile holes is 0.75 m;
(3) inserting a grouting pipe to the bottom of a pile hole by adopting a hole bottom grout return method, injecting grout into the pile hole, grouting to half of the hole depth at the speed of 43L/min under the pressure of 0.7MPa, then grouting at the speed of 36L/min under the pressure of 1.2MPa, and stopping grouting when pure grout emerges from the hole opening of the pile hole under the following two conditions: under the first condition, the grouting amount reaches 2.5 tons on a dry basis; secondly, grouting pressure is more than 1.5MPa and load is kept for 3 minutes, and grouting amount is more than 2 tons in dry basis;
(4) and installing a steel pipe at the position of the pile hole.
The slurry in the step (3) comprises the following components in parts by weight: P.C 42.5.5 MPa composite ordinary portland cement 35 parts, chelating agent 6 parts, water 16 parts, fly ash (particle size 2mm)60 parts, fly ash 7 parts, and diatomite 6 parts.
The chelating agent is a mixture of ethylenediamine tetraacetic acid, citric acid and sodium gluconate, and the mass ratio of the ethylenediamine tetraacetic acid, the citric acid and the sodium gluconate is 3:1.2: 1.
The preparation process of the slurry in the step (3) is as follows: and uniformly mixing water, 40% of chelating agent and fly ash, adding the rest chelating agent and cement, uniformly mixing, and finally adding fly ash and diatomite, and uniformly mixing to obtain the composite material.
Example 4
The difference from example 3 is only that the chelating agent in step (3) has a different composition, and is ethylenediaminetetraacetic acid in an equal amount, and the other conditions are the same.
Example 5
The difference from example 3 is only that the grouting process in step (3) is different, and the rest conditions are the same. The method comprises the following specific steps:
(3) inserting a grouting pipe to the bottom of the pile hole by adopting a hole bottom grout return method, injecting grout, grouting at the speed of 36L/min under the pressure of 1.2MPa, and after pure grout emerges from the orifice of the pile hole, stopping grouting according to any one of the following two conditions: under the first condition, the grouting amount reaches 2.5 tons on a dry basis; and in the second condition, the grouting pressure is more than 1.5MPa, the load is kept for 3 minutes, and the grouting amount exceeds 2 tons on a dry basis.
Comparative example 1
The difference from the example 3 is only that the grouting process in the step (3) is different, and the rest conditions are the same, specifically as follows:
(3) inserting a grouting pipe to the bottom of a pile hole by adopting a hole bottom grout return method, injecting grout into the bottom of the pile hole, grouting to half of the hole depth at the speed of 36L/min under the pressure of 1.2MPa, then grouting at the speed of 43L/min under the pressure of 0.7MPa, and stopping grouting when pure grout emerges from the hole opening of the pile hole under the following two conditions: under the first condition, the grouting amount reaches 2.5 tons on a dry basis; and in the second condition, the grouting pressure is more than 1.5MPa, the load is kept for 3 minutes, and the grouting amount exceeds 2 tons on a dry basis.
Comparative example 2
The method is different from the method in example 3 only in that the dosage of the chelating agent is unchanged, the mass ratio of the ethylenediaminetetraacetic acid to the citric acid to the sodium gluconate is different and is 1:3:1, and the other conditions are the same.
Comparative example 3
The difference from the example 3 is only that the total dosage of the slurry in the step (3) is kept unchanged, the dosage ratios of the components in the slurry are different, and the other conditions are the same, specifically as follows:
the slurry comprises the following components in parts by weight: P.C 42.5.5 MPa composite ordinary portland cement 60 parts, chelating agent 11 parts, water 16 parts, fly ash (particle size 2mm)30 parts, fly ash 1 part, and diatomite 12 parts.
Comparative example 4
The difference from the example 3 is only that the slurry preparation process is different, and the rest conditions are the same, which are as follows:
the preparation process of the slurry in the step (3) is as follows: and uniformly mixing water, a chelating agent, fly ash and cement, and finally adding fly ash and diatomite and uniformly mixing to obtain the composite material.
Comparative example 5
The difference from the embodiment 3 is only that the construction sequence is different, the steel pipe is installed first, then the slurry is injected, and the other conditions are the same, specifically as follows:
(1) tamping a field, ensuring the field to be flat, and measuring and positioning;
(2) drilling at the positioning position by using a drilling machine, stopping drilling when the depth of the hole exceeds 13m and reaches any one of two conditions of a rock surface, and forming pile holes, wherein the diameter of each pile hole is 0.35m, and the distance between every two adjacent pile holes is 0.75 m;
(3) installing a steel pipe at the position of the pile hole;
(4) inserting a grouting pipe to the bottom of a pile hole by adopting a hole bottom grout return method, injecting grout into the pile hole, grouting to half of the hole depth at the speed of 43L/min under the pressure of 0.7MPa, then grouting at the speed of 36L/min under the pressure of 1.2MPa, and stopping grouting when pure grout emerges from the hole opening of the pile hole under the following two conditions: under the first condition, the grouting amount reaches 2.5 tons on a dry basis; and in the second condition, the grouting pressure is more than 1.5MPa, the load is kept for 3 minutes, and the grouting amount exceeds 2 tons on a dry basis.
Test example 1
Curing time test
The time required for the slurries of examples 1 to 5 and comparative examples 1 to 4 to be completely cured was tested, and the results are shown in table 1.
TABLE 1 time required for complete setting of the slurries
| Sample (I) | Time required for complete curing (h) |
| Example 1 | 4.3 |
| Example 2 | 4.3 |
| Example 3 | 4.2 |
| Example 4 | 4.7 |
| Example 5 | 4.8 |
| Comparative example 1 | 4.6 |
| Comparative example 2 | 4.5 |
| Comparative example 3 | 4.7 |
| Comparative example 4 | 4.8 |
Test example 2
After 28 days of curing, the single pile bearing capacity and unconfined compressive strength of examples 1-5 and comparative examples 1-5 were tested.
And (3) testing the bearing capacity of the single pile: the load test must be carried out when the pile body strength meets the test load condition, and is preferably carried out after the pile is formed for 28 d. The number of the piles to be tested is not less than 0.5 percent of the total number of the piles under the same condition, and is not less than 3.
The specific test method for unconfined compressive strength comprises the following steps: after 28 days of pile forming, the unconfined compressive strength of the pile core within 2m of the pile top is tested, the diameter of the core sample is 80mm, and the length is 2 m. The detection number is not less than 0.5% of the total number of piles and not less than 3.
The results are shown in Table 2.
TABLE 2 mechanical Property test results
| Sample (I) | Unconfined compressive strength (MPa) | Single pile bearing capacity (KN) |
| Example 1 | 3.7 | 165 |
| Example 2 | 3.9 | 161 |
| Example 3 | 4.0 | 170 |
| Example 4 | 3.2 | 149 |
| Example 5 | 3.1 | 140 |
| Comparative example 1 | 3.3 | 143 |
| Comparative example 2 | 3.4 | 147 |
| Comparative example 3 | 3.0 | 135 |
| Comparative example 4 | 3.2 | 138 |
| Comparative example 5 | 3.5 | 152 |
The above detailed description is specific to one possible embodiment of the present invention, and the embodiment is not intended to limit the scope of the present invention, and all equivalent implementations or modifications without departing from the scope of the present invention should be included in the technical scope of the present invention.
Claims (5)
1. A construction method for reinforcing a complex stratum by using a grouting steel pipe pile is characterized by comprising the following steps:
(1) tamping a field, ensuring the field to be flat, and measuring and positioning;
(2) drilling holes at the positioned positions by adopting a drilling machine to form pile holes;
(3) inserting a grouting pipe to the bottom of the pile hole by adopting a hole bottom grout return method, and injecting grout until pure grout overflows from the hole opening of the pile hole, and stopping grouting;
(4) installing a steel pipe at the position of the pile hole;
the slurry in the step (3) comprises the following components in parts by weight: 20-50 parts of cement, 3-10 parts of chelating agent, 8-25 parts of water, 40-80 parts of fly ash, 3-10 parts of fly ash and 3-10 parts of diatomite; the chelating agent is a mixture of ethylenediamine tetraacetic acid, citric acid and sodium gluconate, and the mass ratio of the chelating agent to the chelating agent is 3:1.2: 1; the mass ratio of the water to the cement is 0.4-0.5: 1;
the concrete process for injecting the slurry in the step (3) comprises the following steps: grouting at 40-47L/min under 0.6-0.8MPa until the depth of the hole is half of the depth, grouting at 32-40L/min under 1-1.5MPa until pure slurry flows out from the pile hole opening, and stopping grouting;
the preparation process of the slurry in the step (3) is as follows: mixing water, 30-50% of chelating agent and fly ash, adding the rest chelating agent and cement, and finally adding fly ash and diatomite.
2. The construction method according to claim 1, wherein the diameter of the pile hole in the step (2) is 0.3-0.4m, the drilling is stopped when any condition that the hole depth exceeds 13m and reaches the rock surface is met, and the distance between two adjacent pile holes is 0.5-1 m.
3. The construction method according to claim 1, wherein the grouting termination in the step (3) further satisfies any one of the following two conditions: under the first condition, the grouting amount reaches 2.5 tons on a dry basis; and in the second condition, the grouting pressure is more than 1.5MPa, the load is kept for 3 minutes, and the grouting amount exceeds 2 tons on a dry basis.
4. The construction method according to claim 1, wherein the cement is P.C 42.5.5 MPa composite Portland cement; the particle size of the fly ash is 1-3 mm.
5. The construction method according to claim 1, wherein the steel pipe in the step (4) is DN219, the material is Q235 steel, and the diameter of the steel pipe is the same as that of the steel pipe
And the thickness of the spiral welded steel pipe is 8 mm.
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| CN1072981A (en) * | 1992-10-22 | 1993-06-09 | 张平潮 | Deep foundation, stake reserved passageway construction method |
| CN1029488C (en) * | 1994-04-01 | 1995-08-09 | 张俊生 | Composite treatment for foundation and piles |
| CN2365264Y (en) * | 1998-12-23 | 2000-02-23 | 刘冀豪 | Reinforced cast-in-place pile |
| CN1195130C (en) * | 2002-09-10 | 2005-03-30 | 周同和 | Sand concrete free small pile foundation consolidation process by stone throwing and squeezing |
| CN202108042U (en) * | 2011-05-17 | 2012-01-11 | 邓亚光 | Unbonded back tension pre-stress stiffening core composite pile |
| CN102296597A (en) * | 2011-06-01 | 2011-12-28 | 浙江鼎丰实业有限公司 | Construction method of steel pipe piles in shallow soil layer |
| CN205062827U (en) * | 2015-10-10 | 2016-03-02 | 中国电建集团贵阳勘测设计研究院有限公司 | Compound seepage prevention structure of large -scale solution cavity in karst area |
| CN206015669U (en) * | 2016-01-22 | 2017-03-15 | 湖南金辉建设集团有限公司 | Pile foundation reinforcement system based on reinforcement synthesis pillared clay |
| CN106869118A (en) * | 2017-04-11 | 2017-06-20 | 安徽理工大学 | A kind of first grouting picket construction technology |
| CN208167732U (en) * | 2018-03-12 | 2018-11-30 | 中国建筑第八工程局有限公司 | Grouting steel pipe pile foundation stabilization system |
| CN109133754B (en) * | 2018-11-13 | 2021-05-18 | 湖北恒沁环保科技有限责任公司 | Sludge foundation material and method for constructing roadbed by using foundation material |
| CN110359449B (en) * | 2019-07-02 | 2021-06-01 | 中国建筑技术集团有限公司 | Post-grouting reinforcement CFG pile manufacturing method for anti-broken pile head |
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