CN113914305A - Breakwater filling pile hole-forming filling method - Google Patents
Breakwater filling pile hole-forming filling method Download PDFInfo
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- CN113914305A CN113914305A CN202111012685.8A CN202111012685A CN113914305A CN 113914305 A CN113914305 A CN 113914305A CN 202111012685 A CN202111012685 A CN 202111012685A CN 113914305 A CN113914305 A CN 113914305A
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- 238000000034 method Methods 0.000 title claims abstract description 42
- 238000011049 filling Methods 0.000 title claims description 18
- 230000001681 protective effect Effects 0.000 claims abstract description 49
- 238000010276 construction Methods 0.000 claims abstract description 31
- 239000011440 grout Substances 0.000 claims abstract description 14
- 238000003466 welding Methods 0.000 claims abstract description 11
- 238000013461 design Methods 0.000 claims abstract description 9
- 238000002360 preparation method Methods 0.000 claims abstract description 5
- 238000004140 cleaning Methods 0.000 claims abstract description 4
- 238000012790 confirmation Methods 0.000 claims abstract description 4
- 238000005520 cutting process Methods 0.000 claims abstract description 3
- 239000002002 slurry Substances 0.000 claims description 56
- 239000002893 slag Substances 0.000 claims description 19
- 238000005086 pumping Methods 0.000 claims description 17
- 229910000831 Steel Inorganic materials 0.000 claims description 16
- 239000004576 sand Substances 0.000 claims description 16
- 239000010959 steel Substances 0.000 claims description 16
- 230000003116 impacting effect Effects 0.000 claims description 14
- 239000013049 sediment Substances 0.000 claims description 11
- 239000004575 stone Substances 0.000 claims description 11
- 239000010865 sewage Substances 0.000 claims description 9
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 7
- 239000011435 rock Substances 0.000 claims description 6
- 230000010412 perfusion Effects 0.000 claims description 4
- 238000003756 stirring Methods 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 claims description 3
- 238000005507 spraying Methods 0.000 claims description 3
- 238000002156 mixing Methods 0.000 claims description 2
- 238000004080 punching Methods 0.000 claims description 2
- 238000005406 washing Methods 0.000 claims description 2
- 238000001514 detection method Methods 0.000 description 7
- 239000002689 soil Substances 0.000 description 6
- FAPWRFPIFSIZLT-UHFFFAOYSA-M Sodium chloride Chemical compound [Na+].[Cl-] FAPWRFPIFSIZLT-UHFFFAOYSA-M 0.000 description 3
- 239000004927 clay Substances 0.000 description 3
- 239000011780 sodium chloride Substances 0.000 description 3
- 238000005553 drilling Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 239000010802 sludge Substances 0.000 description 2
- 239000002023 wood Substances 0.000 description 2
- 238000005299 abrasion Methods 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 125000004122 cyclic group Chemical group 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000002950 deficient Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 239000004746 geotextile Substances 0.000 description 1
- 239000010438 granite Substances 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 238000012797 qualification Methods 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
- 230000007704 transition Effects 0.000 description 1
Classifications
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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
-
- 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
-
- 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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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Revetment (AREA)
Abstract
The invention provides a method for forming a hole and pouring a breakwater pouring pile. The method of the invention comprises the following steps: step 1, preparation before construction: digging 3m downwards by using a digging machine, after flattening a foundation trench, pouring a concrete cushion layer in the middle of the inner and outer protective cylinders and within 2m of the outer protective cylinder, curing for 2 days, then welding the joints of the protective cylinders and the protective cylinders discontinuously according to 2 sections of outer protective cylinders below a positioning axis, and cutting a grout pouring port on the upper surface of the outer protective cylinder; the upper surface of the inner protective cylinder and the outer protective cylinder are symmetrically cut into a grout pouring port; then, the outer protecting cylinder is arranged, after the outer protecting cylinder is arranged, the center of the pile position is rechecked, and after rechecking confirmation, the middle of the inner protecting cylinder and the outer protecting cylinder is backfilled by earthwork; step 2, forming a hole in the first large layer; step 3, forming a hole in the second large layer; step 4, forming a hole in the third large layer; step 5, a protective cylinder is arranged; step 6, cleaning the hole; and 7, pouring. The invention can well solve the construction problems in the hole forming and the pouring of the cast-in-place pile and ensure that the quality of the cast-in-place pile after being formed can meet the design and specification requirements.
Description
Technical Field
The invention relates to a breakwater filling pile hole-forming filling method, and belongs to the technical field of building construction processes.
Background
The filling pile can bear heavy buildings and structures, has important effects on stabilizing the upper structure and settling, and is complex in geological condition because the breakwater geology is formed by artificial landmaking, the difficulty of forming holes on the breakwater and pouring the filling pile is very high, the breakwater is communicated with the inside and the outside of the hole when the hole forming filling pile is formed, and is influenced by tide surge from the sea, the hole is difficult to form a fully closed state, and in the hole forming process, mud wall protection is difficult. When the gan elm harbor area transroad pipe gallery project cast-in-place pile forms a hole, particularly after an impact hammer enters second large-layer geology, the hole forming difficulty is very high, the impact hammer is seriously abraded when encountering large stones, block stones and granite, the abrasion is 4-7 times of the hole forming period under the general geological condition, and the occurrence of serious quality accidents can be caused by the error of any procedure in the construction.
Disclosure of Invention
Aiming at the existing problems, the invention provides a hole-forming and pouring method for a breakwater filling pile, which well solves the construction problems in hole forming and pouring of the filling pile and ensures that the quality of the filling pile after forming can meet the design and specification requirements.
The above purpose is realized by the following technical scheme:
the method for forming the hole and pouring the breakwater pouring pile comprises the following steps:
step 1, preparation before construction: digging 3m downwards by using a digging machine, after flattening a foundation trench, pouring a concrete cushion layer in the middle of the inner and outer protective cylinders and within 2m of the outer protective cylinder, curing for 2 days, then welding the joints of the protective cylinders and the protective cylinders discontinuously according to 2 sections of outer protective cylinders below a positioning axis, and cutting a grout pouring port on the upper surface of the outer protective cylinder; the upper surface of the inner protective cylinder and the outer protective cylinder are symmetrically cut into a grout pouring port; then, the outer protecting cylinder is arranged, after the outer protecting cylinder is arranged, the center of the pile position is rechecked, and after rechecking confirmation, the middle of the inner protecting cylinder and the outer protecting cylinder is backfilled by earthwork;
step 2, forming a hole on the first large layer: impacting the first large layer by an impact hammer, after impacting 500mm, pumping the lower part of the settled slag into a slurry pool by a sand pumping and sewage draining pump, and controlling the relative density of the prepared slurry in the slurry pool to be 1.1g/cm3—1.3 g/cm3After the slurry is prepared, guiding the slurry into a forming hole, continuously impacting by using an impact hammer, repeating the steps of impacting, sucking sediment and guiding the slurry until the depth of the hole reaches-4.5 m and-6.3 m, sequentially arranging a third section of inner steel casing and a fourth section of inner steel casing, and when a punched hole passes-6.3 m, constructing a cast-in-place pile and entering a second large layer;
and step 3, forming a second large-layer hole: by impactImpacting the second large layer by a hammer, fishing out settled slag by using a slag fishing barrel after impacting and crushing the rubble and the rock block for 200mm, detecting the crushing degree, if the rubble and the rock block are crushed to 10mm sand grains and stones, pumping the settled slag at the lower part into a slurry pounding pool, measuring the depth of a hole by using a line weight, repeating the construction steps, lowering the inner protecting barrel at the fifth section when the measured hole depth reaches the relative elevation of-8 m, and controlling the relative density of the newly-blended slurry to be 1.3 g/cm3—1.5 g/cm3Leading the inner layer into a forming hole, punching and extracting settled slag according to the steps, sequentially descending an inner protective cylinder when the hole is as deep as-10 m, 12m, 14m and 16m, and constructing to enter a third large layer when an impact hammer passes 16.3 m;
and 4, forming a hole in the third large layer: after the impact hammer impacts the third large layer by 300mm, the lower deposited slag is pumped into the slurry pounding pool, when the hole depth reaches the relative elevation of-16.6 m, the relative density of the prepared slurry is controlled at 1.1g/cm3—1.3 g/cm3The inner pile is led into a hole, the hole is punched and the sediment is sucked in sequence according to the steps, when the punched hole is as deep as-18 m, -20m and-22 m, the inner pile casing is arranged in sequence, and when the punch hammer passes through-22 m, the hole forming of the cast-in-place pile is completed;
step 5, lower protecting cylinder: each section of pile casing is connected by welding, a 300 mm-300 mm grout pouring port is formed in the top pile casing, two fixing ports are symmetrically formed, a batten is placed above the pile casing, the batten is tightly pressed by a shovel to sink, the whole pile casing sinks to a relative elevation 0 point and then stops sinking, a steel wire rope penetrates through the pile casing fixing port before and during the sinking process to prevent the pile casing from falling into the hole, and the pile casings sink sequentially according to the process until the 14 th pile casing;
step 6, cleaning the hole: inserting a concrete guide pipe into a reinforcement cage, laying a fire hose in the pipe, connecting the fire hose with a high-pressure pump through a hose, spraying by using high-pressure water, suspending the sediment at the bottom of a hole in slurry, removing the slurry by using a sediment taking cylinder, pumping the slurry to the bottom of a cast-in-place pile by using a sand pumping and sewage pump, guiding the pumped slurry into a slurry stirring tank, washing the slurry for the second time by using clean water, and performing the next operation after the slurry is pumped completely by using the sand pumping and sewage pump;
step 7, perfusion: the length of a single section of the conduit is 3m, the length of a bottom section of the conduit is 4.0m, the total length of the lower part of the conduit is determined according to the actual hole depth before concrete pouring, the distance between the lower end of the conduit and the hole bottom is ensured to be 30-50cm, the conduit in the hole is slowly pulled out at a constant speed when the concrete is poured, the conduit is vertically inserted and pulled out during pouring, and the concrete surface meets the design requirement.
Further, the thickness of the concrete cushion layer in the step 1 is 100 mm; the outer diameter of the outer protective cylinder is 1500mm, the thickness is 10mm, and the length of each section is 1500 mm; the grout outlet is 300 mm.
Furthermore, the impact method of the impact hammer in the step 2 is that after the impact hammer is lifted to 1.5m each time, the impact hammer freely falls, the hammer head is lifted and lowered 10-15 times per minute, and the process is repeated in a circulating manner.
Furthermore, the impact method of the impact hammer in the step 3 is that the impact hammer is lifted to 2m, freely falls, and the hammer head is lifted and lowered 7-12 times per minute, and the process is repeated in a circulating manner.
Furthermore, the impact method of the impact hammer in the step 4 is to lift the impact hammer to 2.5m each time, drop the impact hammer freely, lift and drop the hammer head 7-10 times per minute, and perform cyclic reciprocating.
Further, in the step 5, the pile casing welding method comprises the steps of firstly performing spot welding on the top layer pile casing, utilizing a theodolite to measure a central line again, measuring a verticality again by a line weight, adjusting the local deviation of the pile position central line to be less than or equal to 320mm, and adjusting the verticality allowable deviation to be less than or equal to 220mm, and welding the pile casing with the deviation exceeding the limit by 100mm at intervals of 150mm after the pile casing is qualified.
Further, the inner diameter of the catheter in step 6 was 219 mm.
Has the advantages that:
the invention adopts reasonable process design, selects reasonable construction technology, machinery and materials before construction, can well solve the construction problems in the hole forming and the pouring of the cast-in-place pile, and ensures that the quality of the cast-in-place pile after molding can meet the design and specification requirements.
Detailed Description
In this embodiment, the hole forming of the gan elm road-crossing pipe gallery project is taken as an example for explanation:
the method for forming the hole and pouring the breakwater filling pile comprises the following steps of:
step 1, preparation before construction:
the machine adopts a steel wire rope type impact drilling machine, the impact hammer has the diameter of 10000mm, the weight of the hammer is 3000kg, the height of the hammer is 2 meters, and the pile casing gradually falls to the bottom of the pile along with the footage of the impact hammer. Before construction, a road breaker is called to break a road surface to form an operation surface (2 m more than the size of a design drawing, 2m in depth and used for later slurry preparation), the road breaker is used for downwards digging for 3m, a C35 concrete cushion is poured in the middle of an inner protective cylinder and an outer protective cylinder and within 2m of the outer protective cylinder after a base groove is leveled, the thickness is 100mm, after maintenance is carried out for 2 days, 2 sections of outer steel protective cylinders (the outer diameter is 1500mm, the thickness is 10mm, and the length of each section is 1500 mm) are arranged below a positioning axis, the joints of the protective cylinders and the protective cylinders are welded at intervals of 100mm, and grout pouring openings of 300mm and 300mm are cut on the upper surfaces of the outer protective cylinders.
After the outer pile casing is placed, 2 sections of inner steel pile casings slightly larger than the designed pile diameter (the pile diameter is 1000 mm) 100mm are placed into the outer pile casing, the upper surface of each inner pile casing and the outer pile casing are symmetrically cut into 300 mm-300 mm grout pouring openings, two pile casing fixing openings are symmetrically formed, the inner pile casing is fixed, the inner pile casing is prevented from falling into a pile hole in the construction process, the center of a pile position is rechecked at the moment, the deviation of the center line of the pile position is not larger than +/-200 mm, after rechecking confirmation, earth is used for backfilling the middle of the inner pile casing and the outer pile casing, pore-forming construction is formally started, and the construction sequence is as follows: no. 2 stake, No. 4 stake are under construction simultaneously, and No. 1 stake, No. 3 stake are under construction simultaneously.
Step 2, forming a first large-layer hole:
lifting the impact hammer to 1.5m each time, freely falling, lifting the hammer head 10-15 times per minute, circularly reciprocating, lifting the impact hammer out of the hole after the impact hammer extrudes 500mm of the first large layer of saline soil, putting a suction port pipe of a sand pump (the work discharge capacity of the sand pump is 2200ML/h, the rated pressure is 1.6 MPa) into the hole, pumping the lower deposited slag into a slurry pounding pool, measuring the depth of the hole by using a line weight after the hole is completely pumped, fishing out the suction port pipe of the sewage pump when the hole is as deep as-3.5 m of the relative elevation, and blending slurry (the relative density of the slurry is controlled to be 1.1 g/cm) in the slurry pool3—1.3 g/cm3Inner), guiding the slurry into a hole after being prepared, continuously placing an impact hammer in the hole, lifting 1.5m each time, freely falling, impact-extruding a first large layer of saline soil, pumping sediment according to the upper construction step, and sequentially descending a third layer of saline soil when the hole is as deep as-4.5 m and-6.3 mAnd when the punched holes of the four sections of inner steel casing penetrate through-6.3 m, the construction of the cast-in-place pile enters a second large layer.
Step 3, forming a second large-layer hole:
lifting the impact hammer to 2m each time, freely falling, lifting the hammer head 7-12 times per minute, circularly reciprocating, fishing out settled slag by using a slag fishing barrel after impacting and crushing the rubble and the rock block for 200mm, detecting the crushing degree, crushing the rubble and the rock block to 10mm sand grains and qualified stones, sucking the settled slag at the lower part into a slurry stirring pool, measuring the depth of a formed hole by using a line weight, repeating the construction steps, when the measured hole depth is 8m below a relative elevation, lowering the inner protecting barrel at the fifth section, and controlling the newly prepared slurry (the relative density is controlled at 1.3 g/cm)3—1.5 g/cm3Inner) is led into a finished hole, the hole is punched and the settled slag is extracted according to the steps, when the hole is as deep as-10 m, the inner steel casing is sequentially arranged at-12 m, -14m and 16m, and when the impact hammer passes-16.3 m, the construction enters a third large layer.
Step 4, forming a third large-layer hole:
lifting the impact hammer to 2.5m each time, freely falling, lifting the hammer head 7-10 times per minute, circularly reciprocating, pumping the lower settled slag into a slurry pounding pool after flushing and extruding 300mm of plain filling soil, sludge silty clay, sludge mulling, sand mulling, clay silty, silt and medium coarse sand, measuring the depth of a formed hole by using a line weight, and controlling the relative density of the prepared slurry (the relative density is controlled to be 1.1 g/cm) when the hole depth reaches the relative elevation of-16.6 m3—1.3 g/cm3Inner) is led into a hole, the hole is punched and the dregs are sucked in sequence according to the steps, when the punched hole is as deep as-18 m, -20m and-22 m, the inner steel casing is put down in sequence, and when the punch hammer passes-22 m, the hole forming of the cast-in-place pile is finished.
Step 5, protecting the cylinder:
the protective cylinder sections and the protective cylinders of the sections are connected in a welded mode, the protective cylinders on the uppermost layer are firstly subjected to spot welding, the central line is retested through a theodolite, the verticality is retested through a line weight, the deviation of the central line of the pile position is less than or equal to 320mm, the allowable deviation of the verticality is less than or equal to 220mm, the verticality and the allowable deviation of the pile position of a cast-in-place pile are as shown in table 1, the protective cylinders with the deviation exceeding the limit are locally adjusted, after the protective cylinders are qualified, the protective cylinders are welded at intervals of 150mm by 100mm, grout pouring openings with the diameter of 300mm are formed in the protective cylinders on the uppermost layer, two fixing openings are symmetrically formed, wood squares are placed above the protective cylinders, the wood squares are pressed by a shovel of a digging machine to sink, the whole protective cylinders are stopped to sink to 0 point relative to sink, steel wire ropes penetrate through the fixing openings of the protective cylinders before sinking and in the construction process, the protective cylinders are prevented from falling into the holes, and the protective cylinders are sequentially sunk to the 14 th protective cylinder.
Table 1 verticality and pile position tolerance of bored concrete pile
Note: 1H is the distance (mm) from the construction surface of the pile foundation to the designed pile top;
and 2D is the designed pile diameter (mm).
Step 6, hole cleaning:
the concrete pipe (pipe internal diameter is 219 mm) is inserted in the steel reinforcement cage, fire hose is laid in the pipe, the pipe is connected with a high-pressure pump through a hose, high-pressure water is used for spraying, the sediment at the bottom of a hole is suspended in slurry, the slurry is removed through a sediment removing cylinder, the slurry is pumped to the bottom of a cast-in-place pile through a pumping pipe of a sand pumping and sewage draining pump, the pumped slurry is guided into a slurry stirring pool, the slurry is washed with clean water for the second time, the slurry is pumped completely through the sand pumping and sewage draining pump, the interior of a pore-forming part is irradiated by a flashlight, and the next procedure (pouring) operation can be carried out after the slurry is qualified visually.
Step 7, perfusion:
the engineering underwater perfusion adopts a conduit in a double-sealing ring screw thread connection mode, the conduit is good in sealing performance, and the water leakage phenomenon is not easy to occur. The length of a single section of the guide pipe used in the engineering is 3m, the length of a bottom section is 4.0m, and a plurality of short sections of 0.3-1.0m are additionally arranged so as to arrange the guide pipe. The total length of the lower part of the guide pipe is determined according to the actual hole depth before concrete pouring, the lower end of the guide pipe is guaranteed to be 30-50cm away from the hole bottom, and each pile strives to be completed within 2 hours. When concrete is poured, the concrete is poured at a constant speed, the impact force of the concrete on the hole wall is reduced, and the lower floating slurry is favorably floated above the concrete by being drawn and inserted up and down during pouring. After the concrete surface meets the design requirement, the conduit in the hole is slowly pulled out at a constant speed, so that the phenomenon that a hollow core is formed at the pile top at too high speed is avoided.
5, problem treatment in the construction process:
1, slurry leakage treatment:
the breakwater filling pile holes are communicated with each other inside and outside, and the mud protecting wall is influenced by impact drilling, vibration of passing large-scale vehicles and tidal surge, so that a large amount of mud leakage can occur during field construction, the construction is interrupted, and in case of the problem, the mud needs to be rapidly supplied and a large amount of clay needs to be filled. Too high a head in the hole also causes the hole wall to seep slurry. If a small amount of slurry leaks after the slurry is circularly replaced, a proper amount of cement can be added into the hole, and the hole is treated by a method of repeatedly impacting with a hammer in a low stroke.
2, hammer treatment:
in the construction of the breakwater filling pile, the position most easily subjected to the clamping hammer is a second large layer: two pieces of stones, block stones and geotextile inverted filter protection layers and bagged sand protection surfaces, wherein the hammer head falls to the stone, the surface of the block stones is uneven, the hammer head inclines and is easily clamped to the hole bottom and the edge of the protection cylinder, in the construction of the project, the hammer head is clamped to the position of-16 m, after analysis, the hole bottom is impacted by the hammer head, the third large layer soil layer is disturbed and comes from tidal surge in the sea, the lower part is hollowed, the hole depth is at the position of-16 m, the transition position between the second large layer and the third large layer is positive, the second large layer stone is locally collapsed, the upper surface of the stone is uneven, after the hammer head falls, the hammer head inclines and is clamped to the edge of the protection cylinder, at the moment, the hammer head is slowly sucked by a low speed, if the hammer head fails to be lifted, the rough pulling is avoided, the protection cylinder is lifted by a calling machine for 1-1.5m, the hammer head is slowly sucked, after the hammer head is swung, the hammer head is pulled out, the protection cylinder is in situ, the position is checked, the connection position of the steel wire rope is returned to the rope buckle, so as to prevent the damage of the steel wire rope from being solved in time and prevent the hammer head from falling to the bottom of the hole.
3, rib leakage, mud clamping and the like:
when the project pile is excavated, rib leakage, a small amount of mud or loose concrete exists at the position of-0.9 m of the pile body, and the defect position is close to the ground, and the analysis shows that the lower part of the project pile floats upwards, the lifting speed of a cast concrete guide pipe is controlled unevenly, so that part of the deposited slag floats upwards to the lower part of a grout outlet and is wrapped in the concrete, the lower part of the cast concrete guide pipe is slowly lifted when concrete is cast at the later stage, the lifting speed is controlled at 0.21m3/min, the speed is controlled at 0.18m/min, and the problem of the cast pile is not found. And (3) for the defective part, after approval of design, owner and supervision is obtained, the outer side of the pile foundation is subjected to enlarged treatment, soil is cleaned firstly, and then the pile foundation is integrally cast together with a bearing platform.
The detection result of the cast-in-place pile of the embodiment is as follows:
the detection method comprises the following steps: and a third-party special detection unit carries out high and low strain detection on the breakwater cast-in-place pile. Judging the integrity of the pile body with low strain; and (3) impacting the pile top by a heavy hammer for high strain, and detecting the vertical compression bearing capacity and the integrity of the pile body of the single pile. And strain detection is carried out by a third-party special detection unit to obtain a detection result, the pile body qualification rate is judged to be 100%, and the next procedure construction can be carried out.
The above embodiments are only for illustrating the technical idea of the present invention, and the protection scope of the present invention is not limited thereby, and any modification made on the basis of the technical solution according to the technical idea of the present invention falls within the protection scope of the present invention. The technology not related to the invention can be realized by the prior art.
Claims (7)
1. A breakwater filling pile hole-forming filling method is characterized in that: the method comprises the following steps:
step 1, preparation before construction: digging 3m downwards by using a digging machine, after flattening a foundation trench, pouring a concrete cushion layer in the middle of the inner and outer protective cylinders and within 2m of the outer protective cylinder, curing for 2 days, then welding the joints of the protective cylinders and the protective cylinders discontinuously according to 2 sections of outer protective cylinders below a positioning axis, and cutting a grout pouring port on the upper surface of the outer protective cylinder; the upper surface of the inner protective cylinder and the outer protective cylinder are symmetrically cut into a grout pouring port; then, the outer protecting cylinder is arranged, after the outer protecting cylinder is arranged, the center of the pile position is rechecked, and after rechecking confirmation, the middle of the inner protecting cylinder and the outer protecting cylinder is backfilled by earthwork;
step 2, forming a hole on the first large layer: impacting the first large layer by an impact hammer, after impacting 500mm, pumping the lower part of the settled slag into a slurry pool by a sand pumping and sewage draining pump, and controlling the relative density of the prepared slurry in the slurry pool to be 1.1g/cm3—1.3 g/cm3After mixing, guiding the slurry into the formed hole, continuously impacting by using an impact hammer, and repeating the steps of impacting, sucking sediment and guiding the slurry until the hole depth reaches-4 DEG CWhen the depth is 5m and 6.3m, sequentially arranging a third section of inner steel casing and a fourth section of inner steel casing, and when the punched hole penetrates 6.3m, constructing a cast-in-place pile and entering a second large layer;
and step 3, forming a second large-layer hole: impacting the second large layer by using an impact hammer, fishing out settled slag by using a slag fishing barrel after impacting and crushing the rubble and the rock block for 200mm, detecting the crushing degree, crushing the rubble and the rock block into 10mm sand grains and qualified stones, sucking the settled slag at the lower part into a slurry smashing pool, measuring the depth of a formed hole by using a line weight, repeating the construction steps, descending a fifth section of inner protection barrel when the measured depth of the formed hole reaches a relative elevation of-8 m, and controlling the relative density of newly prepared slurry to be 1.3 g/cm3—1.5 g/cm3Leading the inner layer into a forming hole, punching and extracting settled slag according to the steps, sequentially descending an inner protective cylinder when the hole is as deep as-10 m, 12m, 14m and 16m, and constructing to enter a third large layer when an impact hammer passes 16.3 m;
and 4, forming a hole in the third large layer: after the impact hammer impacts the third large layer by 300mm, the lower deposited slag is pumped into the slurry pounding pool, when the hole depth reaches the relative elevation of-16.6 m, the relative density of the prepared slurry is controlled at 1.1g/cm3—1.3 g/cm3The inner pile is led into a hole, the hole is punched and the sediment is sucked in sequence according to the steps, when the punched hole is as deep as-18 m, -20m and-22 m, the inner pile casing is arranged in sequence, and when the punch hammer passes through-22 m, the hole forming of the cast-in-place pile is completed;
step 5, lower protecting cylinder: each section of pile casing is connected by welding, a 300 mm-300 mm grout pouring port is formed in the top pile casing, two fixing ports are symmetrically formed, a batten is placed above the pile casing, the batten is tightly pressed by a shovel to sink, the whole pile casing sinks to a relative elevation 0 point and then stops sinking, a steel wire rope penetrates through the pile casing fixing port before and during the sinking process to prevent the pile casing from falling into the hole, and the pile casings sink sequentially according to the process until the 14 th pile casing;
step 6, cleaning the hole: inserting a concrete guide pipe into a reinforcement cage, laying a fire hose in the pipe, connecting the fire hose with a high-pressure pump through a hose, spraying by using high-pressure water, suspending the sediment at the bottom of a hole in slurry, removing the slurry by using a sediment taking cylinder, pumping the slurry to the bottom of a cast-in-place pile by using a sand pumping and sewage pump, guiding the pumped slurry into a slurry stirring tank, washing the slurry for the second time by using clean water, and performing the next operation after the slurry is pumped completely by using the sand pumping and sewage pump;
step 7, perfusion: the length of a single section of the conduit is 3m, the length of a bottom section of the conduit is 4.0m, the total length of the lower part of the conduit is determined according to the actual hole depth before concrete pouring, the distance between the lower end of the conduit and the hole bottom is ensured to be 30-50cm, the conduit in the hole is slowly pulled out at a constant speed when the concrete is poured, the conduit is vertically inserted and pulled out during pouring, and the concrete surface meets the design requirement.
2. The breakwater cast-in-place pile hole-forming and pouring method according to claim 1, characterized in that: the thickness of the concrete cushion layer in the step 1 is 100 mm; the outer diameter of the outer protective cylinder is 1500mm, the thickness is 10mm, and the length of each section is 1500 mm; the grout outlet is 300 mm.
3. The breakwater cast-in-place pile hole-forming and pouring method according to claim 1, characterized in that: in the step 2, the impact method of the impact hammer is that after the impact hammer is lifted to 1.5m each time, the impact hammer freely falls, the hammer head is lifted and lowered 10-15 times per minute, and the process is repeated in a circulating mode.
4. The breakwater cast-in-place pile hole-forming and pouring method according to claim 1, characterized in that: the impact method of the impact hammer in the step 3 is that the impact hammer is lifted to 2m, freely falls, and the hammer head is lifted and lowered 7-12 times per minute, and the process is repeated in a circulating mode.
5. The breakwater cast-in-place pile hole-forming and pouring method according to claim 1, characterized in that: in the step 4, the impact method of the impact hammer is that the impact hammer is lifted to 2.5m and freely falls, the hammer head is lifted and lowered 7-10 times per minute, and the process is repeated in a circulating mode.
6. The breakwater cast-in-place pile hole-forming and pouring method according to claim 1, characterized in that: in the step 5, the construction method for welding the pile casing is that the pile casing on the uppermost layer is firstly spot-welded, the central line is retested by using a theodolite, the verticality is retested by using a line weight, the deviation of the central line of the pile position is less than or equal to 320mm, the allowable deviation of the verticality is less than or equal to 220mm, the partial adjustment is carried out on the deviation overrun pile casing, and the welding is carried out for 100mm every 150mm after the deviation is qualified.
7. The breakwater cast-in-place pile hole-forming and pouring method according to claim 1, characterized in that: the inner diameter of the catheter in step 6 was 219 mm.
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|---|---|---|---|---|
| GB0119372D0 (en) * | 2001-08-08 | 2001-10-03 | Cementation Found Skanska Ltd | Method of forming enlarged pile heads |
| US20030094308A1 (en) * | 2001-11-09 | 2003-05-22 | Leonhard Weixler | Boring device and boring method |
| CN102912791A (en) * | 2012-10-15 | 2013-02-06 | 中冶交通工程技术有限公司 | Construction method of bored pile |
| CN110106872A (en) * | 2019-05-07 | 2019-08-09 | 中建八局第二建设有限公司 | A kind of super thick mud head of district casing concrete pouring of punched hole piles method |
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2021
- 2021-08-31 CN CN202111012685.8A patent/CN113914305A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB0119372D0 (en) * | 2001-08-08 | 2001-10-03 | Cementation Found Skanska Ltd | Method of forming enlarged pile heads |
| US20030094308A1 (en) * | 2001-11-09 | 2003-05-22 | Leonhard Weixler | Boring device and boring method |
| CN102912791A (en) * | 2012-10-15 | 2013-02-06 | 中冶交通工程技术有限公司 | Construction method of bored pile |
| CN110106872A (en) * | 2019-05-07 | 2019-08-09 | 中建八局第二建设有限公司 | A kind of super thick mud head of district casing concrete pouring of punched hole piles method |
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