CN113774905A - Construction method of coral sand medium-high pressure spray irrigation modified slurry breast wall expansion cast-in-place pile - Google Patents
Construction method of coral sand medium-high pressure spray irrigation modified slurry breast wall expansion cast-in-place pile Download PDFInfo
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- CN113774905A CN113774905A CN202111014962.9A CN202111014962A CN113774905A CN 113774905 A CN113774905 A CN 113774905A CN 202111014962 A CN202111014962 A CN 202111014962A CN 113774905 A CN113774905 A CN 113774905A
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- 239000004576 sand Substances 0.000 title claims abstract description 55
- 235000014653 Carica parviflora Nutrition 0.000 title claims abstract description 48
- 241000243321 Cnidaria Species 0.000 title claims abstract description 48
- 238000010276 construction Methods 0.000 title claims abstract description 48
- 239000002002 slurry Substances 0.000 title claims abstract description 45
- 238000003973 irrigation Methods 0.000 title claims abstract description 23
- 230000002262 irrigation Effects 0.000 title claims abstract description 22
- 239000007921 spray Substances 0.000 title claims abstract description 22
- 210000000481 breast Anatomy 0.000 title abstract description 6
- 238000005553 drilling Methods 0.000 claims abstract description 67
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 40
- 239000010959 steel Substances 0.000 claims abstract description 40
- 238000003825 pressing Methods 0.000 claims abstract description 7
- 230000002787 reinforcement Effects 0.000 claims description 32
- 238000000034 method Methods 0.000 claims description 26
- 239000011440 grout Substances 0.000 claims description 15
- 239000003795 chemical substances by application Substances 0.000 claims description 14
- 239000004568 cement Substances 0.000 claims description 12
- 239000011148 porous material Substances 0.000 claims description 12
- 238000003466 welding Methods 0.000 claims description 11
- 239000011241 protective layer Substances 0.000 claims description 9
- 238000013102 re-test Methods 0.000 claims description 9
- 239000000835 fiber Substances 0.000 claims description 7
- 239000000654 additive Substances 0.000 claims description 6
- 230000000996 additive effect Effects 0.000 claims description 6
- 238000001514 detection method Methods 0.000 claims description 6
- 238000002156 mixing Methods 0.000 claims description 6
- 238000003756 stirring Methods 0.000 claims description 6
- 238000009434 installation Methods 0.000 claims description 5
- 238000002360 preparation method Methods 0.000 claims description 5
- 239000004743 Polypropylene Substances 0.000 claims description 4
- 239000000463 material Substances 0.000 claims description 4
- -1 polypropylene Polymers 0.000 claims description 4
- 229920001155 polypropylene Polymers 0.000 claims description 4
- 239000012530 fluid Substances 0.000 claims description 3
- 230000002706 hydrostatic effect Effects 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 3
- 238000007790 scraping Methods 0.000 claims description 3
- 230000003068 static effect Effects 0.000 claims description 3
- 239000004067 bulking agent Substances 0.000 claims 2
- 238000010586 diagram Methods 0.000 description 4
- 230000008961 swelling Effects 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- VTYYLEPIZMXCLO-UHFFFAOYSA-L Calcium carbonate Chemical compound [Ca+2].[O-]C([O-])=O VTYYLEPIZMXCLO-UHFFFAOYSA-L 0.000 description 2
- 238000005056 compaction Methods 0.000 description 2
- 238000009833 condensation Methods 0.000 description 2
- 230000005494 condensation Effects 0.000 description 2
- 239000004035 construction material Substances 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 239000002245 particle Substances 0.000 description 2
- 230000035515 penetration Effects 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- BVKZGUZCCUSVTD-UHFFFAOYSA-L Carbonate Chemical compound [O-]C([O-])=O BVKZGUZCCUSVTD-UHFFFAOYSA-L 0.000 description 1
- 241001391944 Commicarpus scandens Species 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 229910000019 calcium carbonate Inorganic materials 0.000 description 1
- 238000002591 computed tomography Methods 0.000 description 1
- 230000008602 contraction Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000011049 filling Methods 0.000 description 1
- 230000001788 irregular Effects 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
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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
- 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
-
- 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
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/385—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with removal of the outer mould-pipes
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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
- E02D5/62—Compacting the soil at the footing or in or along a casing by forcing cement or like material through tubes
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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
- E02D5/66—Mould-pipes or other moulds
- E02D5/665—Mould-pipes or other moulds for making piles
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- General Engineering & Computer Science (AREA)
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- Life Sciences & Earth Sciences (AREA)
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- Mining & Mineral Resources (AREA)
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Abstract
The invention provides a construction method of a coral sand medium-high pressure spray irrigation modified slurry retaining wall expansion cast-in-place pile, which comprises the steps of forming a hole at the pile position by using a spiral drilling machine, drilling the hole downwards while drilling the hole, pressing a prefabricated pipe with a hole on the side wall downwards into a coral sand foundation by a land constructor, taking the spiral drilling machine out of the prefabricated pipe when the prefabricated pipe is embedded into a construction design drawing to a required depth, high-pressure pouring modified slurry into coral sand holes around the prefabricated pipe through the side wall with the hole of the prefabricated pipe by using a high-pressure grouting machine, drawing the hole out of the prefabricated pipe when the slurry is initially set, then pouring a steel bar framework into the pile hole, and pouring expansion concrete slurry into the pile hole to form the expansion cast-in-place pile. Finally, a set of coral sand medium-high pressure spray irrigation modified slurry breast wall expansion cast-in-place pile construction method is formed, the construction operation is simple, the configuration is flexible, and a certain theoretical technical guidance is provided for actual coral sand foundation engineering pile foundation construction.
Description
Technical Field
The invention relates to the field of foundation construction, in particular to a construction method of a coral sand medium-high pressure spray irrigation modified slurry retaining wall expansion cast-in-place pile.
Background
The calcareous sand is a special rock-soil medium consisting of calcium carbonate and other insoluble carbonate substances, and the calcareous sand keeps fine gaps in a biological skeleton to a certain extent, so that the calcareous sand has the characteristics of irregular shape, more internal pores, easy crushing of particles, easy cementation of particles and the like. Different from the traditional foundation, the calcareous sand has properties of being loose, large in pore space, easy to break, low in internal friction angle and cohesive force and the like, so that the traditional slurry retaining wall cast-in-place pile cannot be suitable for the calcareous sand foundation, and the construction method of the high-pressure spray-irrigation modified slurry retaining wall expansion cast-in-place pile is particularly important for pile body construction in the coral sand foundation aiming at the problem.
Disclosure of Invention
The invention provides a construction method of a coral sand medium-high pressure spray irrigation modified slurry retaining wall expansion cast-in-place pile, which overcomes the defects of the prior art, can simultaneously carry out pore-forming of different pile bodies, accelerates the construction progress, has simpler mechanical installation, convenient movement machinery in a construction site and low manufacturing cost, and can prevent collapse of coral sand by protecting the wall by a prefabricated pipe after hole-forming by rotary drilling and hole-digging, thereby being easy to control the concrete pouring quality.
In order to achieve the technical features, the invention is realized as follows: a construction method of coral sand medium-high pressure spray irrigation modified slurry retaining wall expansion cast-in-place pile comprises the following steps:
s1: construction preparation;
s2: pile hole positioning;
s3: positioning a spiral drilling machine;
s4: positioning the prefabricated pipe, and drilling to form a hole;
s5: high-pressure spray irrigation modified slurry:
s6: hoisting a reinforcement cage framework;
s7: pouring concrete;
s8: and (6) checking the pile body quality.
The specific operation of S1 is that before the construction of the pile foundation, a construction license procedure is applied; selecting the type of the spiral drilling machine, and dispatching machine equipment; purchasing an early construction material; meanwhile, enough engineering technicians and managers are called in to ensure the construction period and the quality;
the specific operation of S2 is that joint measurement is adopted in the construction process, a retest method is adopted to control pile hole sites, a positioning pile is nailed after the central point of a designed hole site is measured, a vertical nail is arranged at the center of the positioning pile to determine the central point of the hole site, then four point nail positioning piles are returned according to a cross line method at the pile distance of 0.5 times, the distance between the positioning pile and the central point is recorded, and the central point of the hole site is measured by the four points after the central pile is dug away, so that the hole site is ensured to be accurate;
in the process of positioning the spiral drilling machine in the S3, the spiral drilling machine needs to be ensured to be flat, stable, aligned and aligned, and the crane foundation needs to be stabilized.
The specific operation of S4 is that the foundation pit is excavated to the required elevation, the pile position is set off, the prefabricated pipe is lifted by a crane and aligned with the center of the positioning pile, the required deviation is not more than +/-20 mm, the hole position retest is carried out, and the construction can be carried out after the retest is qualified;
according to the requirements of construction drawings, drilling coral sand at the designed pile hole position by using a spiral drilling machine at a specified position, pressing the coral sand into the prefabricated pipe while drilling by using the spiral drilling machine, stopping rotary drilling until the pile hole with the designed length is formed by drilling by using the spiral drilling machine, lifting the spiral drilling machine out of the prefabricated pipe, and pressing the prefabricated pipe downwards into the prefabricated pipe by using a static pressure method for 0.5-1 m.
The precession speed of the spiral drilling machine is based on that the drilling machine does not jump, and a drill bit of the drilling machine is provided with a guide device with the diameter and the length not less than 3 times; a centralizer is additionally arranged in the drilling tool, and if inclined holes and instability occur in the drilling process, the drilling is stopped, and the drilling is carried out after corresponding measures are taken.
And S5, performing high-pressure grouting of the modified slurry into coral sand pores around the prefabricated pipe through the perforated side wall of the prefabricated pipe by using a high-pressure grouting machine until the grouting machine cannot press the slurry into the coral sand at high pressure, and extracting the prefabricated pipe from the pores after the modified slurry is initially set.
The prefabricated pipe is made of a thick steel plate with the thickness of 6 mm-10 mm, the inner diameter of the prefabricated pipe is larger than the diameter of a drill bit by at least 100mm, uniformly distributed openings are processed on the side wall of the prefabricated pipe, and buckles formed by different sizes of pipe orifices at the port of the prefabricated pipe are mutually nested and connected to vertically place the prefabricated pipe into a pile hole.
The proportion of the modified slurry is as follows: cement: swelling agent 0.7: 1: 0.01, and adding an accelerating agent as an additive, and mixing and stirring according to a certain proportion.
The concrete operation of S6 is that firstly, steel bars are bound according to design drawing, when the framework of the steel bar cage is too long, segmented hoisting can be carried out, when welding is needed, the lower section is hung in a hole, the second section is hoisted to be high for welding, then the second section is put down, cement cushion blocks are bound on the outer side of the framework of the steel bar cage, or a certain number of reinforcement rings are welded on the main ribs of the framework of the steel bar cage to determine a protective layer;
the surrounding range of the reinforcement cage framework is 80-100mm smaller than the pile diameter, so that the thickness of a protective layer is 10-50mm, the reinforcement cage framework is bound at one time and is sent into the hole by using a guide reinforcement;
the specific operation of S7 is that the grouting device and the quality thereof are checked, and a grouting guide pipe is arranged; checking the installation quality of the grout stop valve, and hoisting and sinking the reinforcement cage to install the grouting valve; preparing cement grout, checking the state of a grouting guide pipe, and pouring concrete;
preparing concrete grout for the pile body, wherein the concrete grout is prepared from the following components in percentage by weight: cement: steel fiber: polypropylene fiber: swelling agent 0.4: 1: 0.006: 0.0075: 0.1, adding an accelerating agent as an additive, and mixing and stirring according to a certain proportion;
the grouting device comprises a grouting guide pipe, a grouting valve and corresponding connecting and protecting accessories;
the grouting guide pipe material adopts a welding pipe for national standard low-pressure fluid transportation;
when the grouting guide pipe is used for ultrasonic detection of a pile body, the diameter of the grouting guide pipe needs to be properly increased according to detection requirements, the grouting guide pipe adopts two modes of pipe hoop connection or sleeve welding, the arrangement position of the grouting guide pipe is mainly determined by referring to the size relation between the outer diameter of the grouting guide pipe and the diameter of a pile stressed steel bar, when the difference between the two modes is large, the grouting guide pipe and the steel bar are simultaneously arranged on the inner side of a stiffening hoop, when the grouting guide pipe and the steel bar are close to each other, the grouting guide pipe and the steel bar are simultaneously arranged on the outer side of the stiffening hoop, when the grouting guide pipe replaces the steel bar, the arrangement position of the grouting guide pipe is the position of the replaced steel bar, and when the steel bar is not replaced, the grouting guide pipe is arranged between adjacent steel bars;
the grouting valve can bear hydrostatic pressure of more than 1MPa, an external protective layer of the grouting valve can resist scraping and collision of hard materials so as not to be damaged, the grouting valve has a non-return function, and can be installed after a reinforcement cage is lifted to a pre-drilled hole and erected vertically, and cannot be installed in advance;
and S8, concrete pouring is finished, and after the concrete is maintained for a period of time according to the standard, whether the pile body meets the engineering design requirements is checked.
The invention has the following beneficial effects:
1. the invention provides a construction method of a coral sand medium-high pressure spray irrigation modified slurry retaining wall expansion cast-in-place pile for the first time, deepens and enriches the existing pile foundation theory, has huge innovation, advanced technology, economy and reasonability, and has profound engineering practice significance and application prospect.
2. The auger rotary drilling pore-forming soil taking drilling speed is high, the vibration is small, the noise is low, pore-forming of different pile bodies can be carried out simultaneously, and the construction progress is accelerated.
3. After the auger drills the hole in advance in a rotary mode, the prefabricated pipe is pressed into the pile hole downwards, and resistance of a sand body to the prefabricated pipe when the prefabricated pipe is pressed into the coral sand foundation is reduced.
4. The auger rotary drilling pore-forming can be drilled into a pile hole with large diameter and large depth by using a small machine, the mechanical installation is simple, the moving machinery in a construction site is convenient, the manufacturing cost is low, and the distance from a construction site boundary to the center of the pile is small.
5. Because the hole is formed by dry operation, after the hole is dug by rotary drilling, the collapse of the coral sand is stopped by the wall protection of the prefabricated pipe, and the concrete pouring quality is easy to control.
6. The modified slurry is pressed into the coral sand foundation through the holes of the prefabricated pipe at high pressure, a small amount of expanding agent added into the modified slurry makes up the volume change caused by thermal expansion and cold contraction in the condensation process of the concrete, integrally reinforces the sand body around the cast-in-place pile body, improves the ultimate bearing capacity of the pile body, and simultaneously limits the excessive expansion of the concrete added with the expanding agent in the curing process.
7. And the concrete with the expanding agent is injected, so that the bottom of the expansion pile not only has the compaction effect of the later expansion process of the expansion concrete on the coral sand, but also under the condition of high-pressure grouting, the grout is extruded into pores of the coral sand, and the compaction influence range of the expansion concrete is deepened.
8. 0.75% of polypropylene fiber is doped into concrete to have a pulling and bonding effect, so that cracks generated in the expansion process of the expanded concrete can be reduced, the expansion with the maximum scale can be achieved on the premise that a pile body does not generate large cracks in the condensation process by 10% of the expanding agent, the three play a role simultaneously, and the tensile property and the compressive strength of the expanded pile body are greatly enhanced.
Drawings
The invention is further illustrated by the following figures and examples.
FIG. 1 is a partial schematic view of a prefabricated pipe.
Fig. 2 shows a connection diagram of prefabricated pipes.
FIG. 3 is a diagram of a hole drilled in coral sand.
FIG. 4 is a pore pattern of coral sand before high pressure grouting.
FIG. 5 is a pore filling diagram after high pressure grouting in coral sand.
Figure 6 is a reinforcement cage placement diagram after high pressure grouting.
FIG. 7 is a construction flow chart.
FIG. 8 shows the effect after high-pressure grouting.
FIG. 9 is a graph of modified slurry strength.
Fig. 10 modified slurry penetration distance CT plot.
In the figure: the device comprises a spiral drilling machine, a prefabricated pipe 2, modified slurry 3, coral sand pores 4 and a reinforcement cage framework 5;
opening 2.1, buckle 2.2.
Detailed Description
Embodiments of the present invention will be further described with reference to the accompanying drawings.
Example 1:
referring to fig. 1-10, a construction method of coral sand medium-high pressure spray irrigation modified slurry retaining wall expansion cast-in-place pile comprises the following steps:
s1: construction preparation; applying for a construction license procedure before pile foundation construction; selecting the type of the spiral drilling machine, and dispatching machine equipment; purchasing an early construction material; meanwhile, enough engineering technicians and managers are called in to ensure the construction period and the quality;
s2: pile hole positioning; in the construction process, joint measurement and retest methods are adopted to control pile hole sites, a positioning pile is nailed after the central point of a designed hole site is measured, a vertical nail is arranged at the center of the positioning pile to determine the central point of the hole site, four positioning piles are returned at the distance of 0.5 time of pile distance according to a cross line method, the distances between the positioning piles and the central point are recorded, and the central point of the hole site is measured at the four points after the central pile is dug out, so that the hole site is ensured to be accurate;
s3: positioning a spiral drilling machine; in the positioning process of the spiral drilling machine, the spiral drilling machine needs to be ensured to be flat, stable, aligned and aligned, and a crane foundation is stabilized;
s4: positioning the prefabricated pipe 2, and drilling to form a hole; excavating the foundation pit to a required elevation, paying off the pile position, hoisting the prefabricated pipe 2 by a crane, aligning the prefabricated pipe to the center of the positioning pile, carrying out hole position retest, and constructing after the retest is qualified;
according to the requirements of construction drawings, drilling coral sand at the designed pile hole position by using a spiral drilling machine at a specified position, pressing the coral sand into the prefabricated pipe 2 by using the spiral drilling machine while drilling the coral sand, stopping rotary drilling until the pile hole with the designed length is drilled by using the spiral drilling machine, lifting the prefabricated pipe 2 out of the spiral drilling machine 1, and then pressing the prefabricated pipe 2 downwards by using a static pressure method for 0.5-1 m.
The precession speed of the spiral drilling machine is based on that the drilling machine does not jump, and a drill bit of the drilling machine is provided with a guide device with the diameter and the length not less than 3 times; a centralizer is additionally arranged in the drilling tool, and if inclined holes and instability occur in the drilling process, the drilling is stopped, and the drilling is carried out after corresponding measures are taken.
S5: modifying the slurry by high-pressure spray irrigation; and (3) high-pressure grouting the modified slurry 3 into coral sand pores 4 around the prefabricated pipe 2 through the side wall of the opening 2.1 of the prefabricated pipe 2 by using a high-pressure grouting machine until the slurry cannot be pressed into the coral sand at high pressure by the grouting machine, and pumping the prefabricated pipe 2 out of the pores after the modified slurry is initially set.
S6: hoisting a reinforcement cage framework 5; firstly binding steel bars according to a design drawing, carrying out sectional hoisting when the steel reinforcement cage framework 5 is too long, hanging the lower section in a hole when welding is needed, hoisting the second section to weld, then putting down, binding a cement cushion block on the outer side of the steel reinforcement cage framework 5 or welding a certain number of reinforcement rings on main reinforcements of the steel reinforcement cage framework 5 to determine a protective layer;
s7: pouring concrete; checking the grouting device and the quality thereof, and arranging a grouting guide pipe; checking the installation quality of the grout stop valve, and hoisting and sinking the reinforcement cage to install the grouting valve; preparing cement grout, checking the state of a grouting guide pipe, and pouring concrete;
s8: checking the pile body quality; and (5) after concrete pouring is finished, maintaining for a period of time according to the standard, and checking whether the pile body meets the engineering design requirements.
Furthermore, prefabricated pipe 2 adopts 6mm ~10mm thick steel plate preparation, and its internal diameter is greater than drill bit diameter by at least 100mm, processes the opening 2.1 of equipartition on the lateral wall of prefabricated pipe 2, and the buckle 2.2 that constitutes by the different sizes of mouth of pipe is nested each other at prefabricated pipe 2 port department and is connected and vertically put into the stake downthehole.
Further, the proportion of the modified slurry 3 is as follows: cement: swelling agent 0.7: 1: 0.01, and adding an accelerating agent as an additive, and mixing and stirring according to a certain proportion.
Furthermore, the surrounding range of the reinforcement cage framework 5 is 80-100mm smaller than the pile diameter, so that the thickness of a protective layer is 10-50mm, the reinforcement cage framework 5 is bound at one time and is sent into a hole by using a guide reinforcement;
further, pile body concrete grout is prepared, and the concrete grout is prepared from the following components in percentage by weight: cement: steel fiber: polypropylene fiber: swelling agent 0.4: 1: 0.006: 0.0075: 0.1, adding an accelerating agent as an additive, and mixing and stirring according to a certain proportion;
furthermore, the grouting device comprises a grouting guide pipe, a grouting valve and corresponding connecting and protecting fittings; the grouting guide pipe material adopts a welding pipe for national standard low-pressure fluid transportation; when the grouting guide pipe is used for ultrasonic detection of a pile body, the diameter of the grouting guide pipe needs to be properly increased according to detection requirements, the grouting guide pipe adopts two modes of pipe hoop connection or sleeve welding, the arrangement position of the grouting guide pipe is mainly determined by referring to the size relation between the outer diameter of the grouting guide pipe and the diameter of a pile stressed steel bar, when the difference between the two modes is large, the grouting guide pipe and the steel bar are simultaneously arranged on the inner side of a stiffening hoop, when the grouting guide pipe and the steel bar are close to each other, the grouting guide pipe and the steel bar are simultaneously arranged on the outer side of the stiffening hoop, when the grouting guide pipe replaces the steel bar, the arrangement position of the grouting guide pipe is the position of the replaced steel bar, and when the steel bar is not replaced, the grouting guide pipe is arranged between adjacent steel bars;
furthermore, the grouting valve can bear hydrostatic pressure of more than 1MPa, an external protective layer of the grouting valve can resist scraping and collision of hard objects so as not to be damaged, the grouting valve has a non-return function, and can be installed after a reinforcement cage is lifted to a pre-drilled hole and erected vertically, and cannot be installed in advance;
example 2:
and performing a strength test on the concrete subjected to high-pressure grouting by using RMT150C to obtain the strength value of the whole slurry subjected to high-pressure grouting.
| Time(s) | 0 | 2 | 4 | 6 | 8 | 10 | 12 | 14 | 16 | 18 | 20 |
| Stress (Mpa) | 0.00 | 0.04 | 0.05 | 0.05 | 0.06 | 0.05 | 0.05 | 0.08 | 0.12 | 0.15 | 0.18 |
| Time(s) | 22 | 24 | 26 | 28 | 30 | 32 | 34 | 36 | 38 | 40 | 42 |
| Stress (Mpa) | 0.21 | 0.23 | 0.26 | 0.28 | 0.30 | 0.30 | 0.30 | 0.29 | 0.26 | 0.24 | 0.24 |
| Time(s) | 44 | 46 | 48 | 50 | 52 | 54 | 56 | 58 | 60 | 62 | 64 |
| Stress (Mpa) | 0.47 | 0.58 | 0.62 | 0.64 | 0.67 | 0.70 | 0.74 | 0.77 | 0.80 | 0.83 | 0.87 |
| Time(s) | 66 | 68 | 70 | 72 | 74 | 76 | 78 | 80 | 82 | 84 | 86 |
| Stress (Mpa) | 0.90 | 0.93 | 0.97 | 1.00 | 1.03 | 1.05 | 1.08 | 1.12 | 1.14 | 1.18 | 1.21 |
| Time(s) | 88 | 90 | 92 | 94 | 96 | 98 | 100 | 102 | 104 | 106 | 108 |
| Stress (Mpa) | 1.24 | 1.27 | 1.30 | 1.33 | 1.36 | 1.40 | 1.43 | 1.46 | 1.49 | 1.52 | 1.54 |
| Time(s) | 110 | 112 | 114 | 116 | 118 | 120 | 122 | 124 | 126 | 128 | 130 |
| Stress (Mpa) | 1.58 | 1.62 | 1.64 | 1.68 | 1.71 | 1.74 | 1.78 | 1.82 | 1.85 | 1.88 | 1.90 |
| Time(s) | 132 | 134 | 136 | 138 | 140 | 142 | 144 | 146 | 148 | 150 | 152 |
| Stress (Mpa) | 1.93 | 1.99 | 2.02 | 2.05 | 2.08 | 2.11 | 2.13 | 2.16 | 2.19 | 2.21 | 2.24 |
Example 3:
and (4) performing CT scanning on the concrete subjected to high-pressure grouting to obtain the penetration distance of the grout subjected to high-pressure grouting in the coral sand, namely the grout reinforcement range.
Claims (10)
1. A construction method of coral sand medium-high pressure spray irrigation modified slurry retaining wall expansion cast-in-place pile is characterized by comprising the following steps:
s1: construction preparation;
s2: pile hole positioning;
s3: positioning a spiral drilling machine;
s4: positioning the prefabricated pipe (2) and drilling to form a hole;
s5: high-pressure spray irrigation modified slurry:
s6: hoisting a reinforcement cage framework (5);
s7: pouring concrete;
s8: and (6) checking the pile body quality.
2. The construction method of the coral sand medium-high pressure spray irrigation modified slurry retaining wall expansion cast-in-place pile as claimed in claim 1, characterized in that: the specific operation of S2 is that joint measurement is adopted in the construction process, a retest method is adopted to control pile hole sites, a positioning pile is nailed after the central point of a designed hole site is measured, a vertical nail is arranged at the center of the positioning pile to determine the central point of the hole site, then four point nail positioning piles are returned according to a cross line method at the pile distance of 0.5 times, the distance between the positioning pile and the central point is recorded, and the central point of the hole site is measured by the four points after the central pile is dug away, so that the hole site is ensured to be accurate;
in the process of positioning the spiral drilling machine in the S3, the spiral drilling machine needs to be ensured to be flat, stable, aligned and aligned, and the crane foundation needs to be stabilized.
3. The construction method of the coral sand medium-high pressure spray irrigation modified slurry retaining wall expansion cast-in-place pile as claimed in claim 1, characterized in that: the specific operation of S4 is that when the foundation pit is excavated to the required elevation, the pile position is set off, the prefabricated pipe (2) is lifted by a crane and aligned with the center of the positioning pile, the required deviation is not more than +/-20 mm, hole position retest is carried out, and construction can be carried out after the retest is qualified;
according to the requirements of construction drawings, drilling coral sand at the designed pile hole position by using a spiral drilling machine at an appointed position, pressing the coral sand into the prefabricated pipe (2) by using the spiral drilling machine while drilling the coral sand, stopping rotary drilling until the pile hole with the designed length is drilled by using the spiral drilling machine, lifting the spiral drilling machine (1) out of the prefabricated pipe (2), and pressing the prefabricated pipe (2) downwards into the prefabricated pipe by using a static pressure method for 0.5-1 m.
4. The construction method of the coral sand medium-high pressure spray irrigation modified slurry retaining wall expansion cast-in-place pile as claimed in claim 3, characterized in that: the precession speed of the spiral drilling machine is based on that the drilling machine does not jump, and a drill bit of the drilling machine is provided with a guide device with the diameter and the length not less than 3 times; a centralizer is additionally arranged in the drilling tool, and if inclined holes and instability occur in the drilling process, the drilling is stopped, and the drilling is carried out after corresponding measures are taken.
5. The construction method of the coral sand medium-high pressure spray irrigation modified slurry retaining wall expansion cast-in-place pile as claimed in claim 1, characterized in that: and S5, performing specific operation that the modified slurry (3) is high-pressure grouted into coral sand pores (4) around the prefabricated pipe (2) through the side wall of the opening (2.1) of the prefabricated pipe (2) by using a high-pressure grouter until the grouter can not press the slurry into the coral sand at high pressure, and extracting the prefabricated pipe (2) from the pores after the modified slurry is initially set.
6. The construction method of the coral sand medium-high pressure spray irrigation modified slurry retaining wall expansion cast-in-place pile as claimed in claim 5, characterized in that: prefabricated pipe (2) adopt 6mm ~10mm thick steel plate preparation, and its internal diameter is greater than the drill bit diameter and is 100mm at least, and processing has opening (2.1) of equipartition on the lateral wall of prefabricated pipe (2), and buckle (2.2) that prefabricated pipe (2) port department comprises the different sizes of mouth of pipe are nested each other and are connected and vertically put into the stake downthehole.
7. The construction method of the coral sand medium-high pressure spray irrigation modified slurry retaining wall expansion cast-in-place pile as claimed in claim 5, characterized in that: the proportion of the modified slurry (3) is as follows: cement: bulking agent = 0.7: 1: 0.01, and adding an accelerating agent as an additive, and mixing and stirring according to a certain proportion.
8. The construction method of the coral sand medium-high pressure spray irrigation modified slurry retaining wall expansion cast-in-place pile as claimed in claim 1, characterized in that: the concrete operation of S6 is that firstly, steel bars are bound according to design drawings, when the reinforcement cage framework (5) is too long, segmented hoisting can be carried out, when welding is needed, the lower section is hung in a hole, the second section is hoisted to be welded, then the second section is put down, cement cushion blocks are bound on the outer side of the reinforcement cage framework (5) or a certain number of reinforcement rings are welded on main reinforcements of the reinforcement cage framework (5) to determine a protective layer;
the surrounding range of the reinforcement cage framework (5) is 80-100mm smaller than the pile diameter, so that the thickness of a protective layer is 10-50mm, and the reinforcement cage framework (5) is bound at one time and is sent into a hole by using a guide reinforcement.
9. The construction method of the coral sand medium-high pressure spray irrigation modified slurry retaining wall expansion cast-in-place pile as claimed in claim 1, characterized in that: the specific operation of S7 is that the grouting device and the quality thereof are checked, and a grouting guide pipe is arranged; checking the installation quality of the grout stop valve, and hoisting and sinking the reinforcement cage to install the grouting valve; preparing cement grout, checking the state of a grouting guide pipe, and pouring concrete;
preparing concrete grout for the pile body, wherein the concrete grout is prepared from the following components in percentage by weight: cement: steel fiber: polypropylene fiber: bulking agent = 0.4: 1: 0.006: 0.0075: 0.1, adding an accelerating agent as an additive, and mixing and stirring according to a certain proportion;
and S8, concrete pouring is finished, and after the concrete is maintained for a period of time according to the standard, whether the pile body meets the engineering design requirements is checked.
10. The construction method of the coral sand medium-high pressure spray irrigation modified slurry retaining wall expansion cast-in-place pile as claimed in claim 1, characterized in that: the grouting device comprises a grouting guide pipe, a grouting valve and corresponding connecting and protecting accessories;
the grouting guide pipe material adopts a welding pipe for national standard low-pressure fluid transportation;
when the grouting guide pipe is used for ultrasonic detection of a pile body, the diameter of the grouting guide pipe needs to be properly increased according to detection requirements, the grouting guide pipe adopts two modes of pipe hoop connection or sleeve welding, the arrangement position of the grouting guide pipe is mainly determined by referring to the size relation between the outer diameter of the grouting guide pipe and the diameter of a pile stressed steel bar, when the difference between the two modes is large, the grouting guide pipe and the steel bar are simultaneously arranged on the inner side of a stiffening hoop, when the grouting guide pipe and the steel bar are close to each other, the grouting guide pipe and the steel bar are simultaneously arranged on the outer side of the stiffening hoop, when the grouting guide pipe replaces the steel bar, the arrangement position of the grouting guide pipe is the position of the replaced steel bar, and when the steel bar is not replaced, the grouting guide pipe is arranged between adjacent steel bars;
the grouting valve can bear the hydrostatic pressure of more than 1MPa, the outer protective layer of the grouting valve can resist the scraping and collision of hard objects so as not to damage the grouting valve, the grouting valve has a non-return function, and can be installed after a reinforcement cage is lifted to a pre-drilled hole and erected vertically, and cannot be installed in advance.
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| CN202111014962.9A CN113774905A (en) | 2021-08-31 | 2021-08-31 | Construction method of coral sand medium-high pressure spray irrigation modified slurry breast wall expansion cast-in-place pile |
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Cited By (1)
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| CN114703842A (en) * | 2022-03-30 | 2022-07-05 | 中国人民解放军91053部队 | Coral sand foundation drilling type prefabricated hollow pipe pile and construction method |
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