CN110984137A - Bridge cast-in-situ bored pile construction method - Google Patents
Bridge cast-in-situ bored pile construction method Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 22
- 238000011065 in-situ storage Methods 0.000 title claims abstract description 18
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 133
- 239000013049 sediment Substances 0.000 claims abstract description 112
- 239000002002 slurry Substances 0.000 claims abstract description 37
- 238000004140 cleaning Methods 0.000 claims abstract description 29
- 239000004568 cement Substances 0.000 claims abstract description 27
- 238000005553 drilling Methods 0.000 claims abstract description 21
- 239000002245 particle Substances 0.000 claims abstract description 21
- 238000007789 sealing Methods 0.000 claims abstract description 9
- 230000005484 gravity Effects 0.000 claims abstract description 7
- 238000007599 discharging Methods 0.000 claims abstract description 5
- 238000004080 punching Methods 0.000 claims abstract description 5
- 238000005204 segregation Methods 0.000 claims abstract description 5
- 239000002689 soil Substances 0.000 claims description 28
- 230000002787 reinforcement Effects 0.000 claims description 8
- 238000011010 flushing procedure Methods 0.000 claims description 7
- 238000002347 injection Methods 0.000 claims description 7
- 239000007924 injection Substances 0.000 claims description 7
- 238000005406 washing Methods 0.000 claims description 5
- 229910000831 Steel Inorganic materials 0.000 claims description 4
- 239000010959 steel Substances 0.000 claims description 4
- 239000002893 slag Substances 0.000 claims 1
- 230000006641 stabilisation Effects 0.000 claims 1
- 238000011105 stabilization Methods 0.000 claims 1
- 238000000034 method Methods 0.000 description 12
- 230000000149 penetrating effect Effects 0.000 description 7
- 108091006146 Channels Proteins 0.000 description 5
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 4
- 239000000463 material Substances 0.000 description 4
- 238000005259 measurement Methods 0.000 description 4
- DGAQECJNVWCQMB-PUAWFVPOSA-M Ilexoside XXIX Chemical compound C[C@@H]1CC[C@@]2(CC[C@@]3(C(=CC[C@H]4[C@]3(CC[C@@H]5[C@@]4(CC[C@@H](C5(C)C)OS(=O)(=O)[O-])C)C)[C@@H]2[C@]1(C)O)C)C(=O)O[C@H]6[C@@H]([C@H]([C@@H]([C@H](O6)CO)O)O)O.[Na+] DGAQECJNVWCQMB-PUAWFVPOSA-M 0.000 description 3
- 230000002262 irrigation Effects 0.000 description 3
- 238000003973 irrigation Methods 0.000 description 3
- 239000007788 liquid Substances 0.000 description 3
- 229910052708 sodium Inorganic materials 0.000 description 3
- 239000011734 sodium Substances 0.000 description 3
- 239000000243 solution Substances 0.000 description 3
- 239000007921 spray Substances 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 239000008187 granular material Substances 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 229910052742 iron Inorganic materials 0.000 description 2
- 239000012466 permeate Substances 0.000 description 2
- 238000004062 sedimentation Methods 0.000 description 2
- 238000005507 spraying Methods 0.000 description 2
- 239000000126 substance Substances 0.000 description 2
- 102000010637 Aquaporins Human genes 0.000 description 1
- 108010063290 Aquaporins Proteins 0.000 description 1
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- 238000009435 building construction 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
- 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
- E02D33/00—Testing foundations or foundation structures
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B21/00—Methods or apparatus for flushing boreholes, e.g. by use of exhaust air from motor
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- General Engineering & Computer Science (AREA)
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Abstract
The invention relates to a construction method of a bridge cast-in-situ bored pile, which comprises the following steps: firstly, drilling a pile bottom sediment position to the bottom of a pile bottom by a drilling machine through a first sounding pipe and a second sounding pipe respectively, lowering two high-pressure water pipes to the pile bottom sediment position along the first sounding pipe and the second sounding pipe respectively, injecting high-pressure water into the two high-pressure water pipes through a high-pressure jet grouting pile machine, and punching a solidified object at the pile bottom sediment position; injecting high-pressure water through a high-pressure water pipe in the first sound measuring pipe, discharging the water through the second sound measuring pipe and carrying out particle sediment; and step three, after hole cleaning is finished, a grouting pipe is placed down to a pile bottom sediment position through the first sounding pipe, water and slurry in the segregation layer and the sediment position are replaced out through the second sounding pipe by cement slurry with large specific gravity, and hole sealing treatment is carried out after grouting is finished. The invention has the effect of conveniently cleaning sediments at the bottom of the cast-in-situ bored pile.
Description
Technical Field
The invention relates to the technical field of bridge building construction, in particular to a bridge cast-in-situ bored pile construction method.
Background
At present, a cast-in-place pile is a foundation structure commonly adopted in bridge buildings, and the cast-in-place pile has the advantages of being widely applicable to various soil conditions, flexible in pile length-diameter ratio selection, high in bearing capacity and the like, and is more and more widely applied to bridge buildings. The cast-in-place pile can effectively improve the bearing capacity of the foundation, reduce the settlement deformation of the building and improve the anti-seismic performance of the building, thereby ensuring the long-term use safety of the building.
In the prior art, due to the complexity and variability of geological conditions and various construction processes, and the difference of technical water of constructors, the existence of sediment at the bottom of a bored pile is difficult to avoid, the thickness of the sediment is also difficult to control, and if the thickness of the sediment at the bottom of the pile exceeds the standard requirement, the bearing capacity of a pile base of the bored pile is seriously influenced.
The above prior art solutions have the following drawbacks: the cast-in-situ bored pile needs to be additionally drilled, so that the construction cost is increased, and the reinforcement cage can be damaged in the drilling process, and the integrity of the pile body is influenced.
Disclosure of Invention
The invention aims to provide a construction method of a bridge cast-in-situ bored pile, which has the advantage of facilitating the cleaning of sediment at the bottom of the cast-in-situ bored pile.
The above object of the present invention is achieved by the following technical solutions:
a bridge cast-in-situ bored pile construction method comprises the following steps:
embedding a steel pile casing, drilling a pile hole, cleaning the hole in the pile hole through a slurry retaining wall, putting a reinforcement cage after cleaning the hole, fixing a first sounding pipe and a second sounding pipe on the inner side of the reinforcement cage, sealing two ends of the first sounding pipe and the second sounding pipe, and then pouring concrete into the pile hole to form a cast-in-place pile;
step two, drilling to the bottom of a pile bottom sediment position of the cast-in-place pile through a first sounding pipe and a second sounding pipe by a drilling machine, respectively lowering the two high-pressure water pipes to the pile bottom sediment position along the first sounding pipe and the second sounding pipe, respectively, injecting high-pressure water into the two high-pressure water pipes through a high-pressure jet pile driver, punching a solidified substance at the pile bottom sediment position, cutting and separating the solidified substance, and cutting sediment with large particles into small particles;
taking out the high-pressure water pipe in the second sound measuring pipe, injecting high-pressure water through the high-pressure water pipe in the first sound measuring pipe, discharging the water through the second sound measuring pipe and carrying out particle sediment;
and step four, after hole cleaning is finished, taking out the high-pressure water pipe, lowering the grouting pipe to a pile bottom sediment position through the first sounding pipe, replacing water and slurry in the segregation layer and the sediment position through the second sounding pipe by using cement slurry with large specific gravity, and after grouting is finished, carrying out hole sealing treatment.
The technical scheme is implemented, two sounding pipes are pre-buried as hole cleaning channels when a reinforcement cage is put down, a drilling core taking machine drills the sounding pipe seals through a first sounding pipe and a second sounding pipe, then drills the sounding pipe seals to the bottom of a sediment position at the bottom of a pile respectively, then a high-pressure water pipe is respectively put into the first sounding pipe and the second sounding pipe, high-pressure water is injected into the high-pressure water pipe through a high-pressure rotary jet pile driver, the sediment position at the bottom of the pile is washed under high pressure, so that sediment is washed and separated, then water injection is stopped, the high-pressure water pipe in the second sounding pipe is taken out, high-pressure water is continuously injected into the high-pressure water pipe in the first sounding pipe, water is discharged through the second sounding pipe and carries out particle sediment until the water is light transparent, water injection is stopped, the high-pressure water pipe in the first sounding pipe is taken out, then a grouting pipe in the first sounding pipe is taken to the sediment position, and a high-pressure grouting pump is adopted to inject cement slurry into the sediment through a grouting pipe, the cement grout with larger specific gravity is used for replacing water and mud in the segregation layer and the sediment part through the second sounding pipe, after grouting is completed, hole sealing treatment is carried out through the pressure grouting material, in the process, the sounding pipe is used as a channel for carrying out sediment replacement at the bottom of the cast-in-place pile, extra drilling is not needed after the cast-in-place pile is completely poured, the hole guiding amount is reduced, the economic cost and the construction period are saved, meanwhile, the sediment at the sediment position of the sediment at the bottom of the pile is replaced and solidified through the cement grout, the bearing capacity of the pile end of the cast-in-place pile is effectively increased, the pile body strength of the cast-in-place pile is improved, the over-large sedimentation of the pile base of the cast-in-place pile is avoided, and the advantage of being.
The invention is further arranged that in the third step, when the discharged water in the second sound measuring tube has no gravel and is transparent, the high-pressure water tube is stopped to be washed.
By implementing the technical scheme, most of the sediment and the silt at the sediment position at the bottom of the pile can be taken out of the cast-in-place pile along the second sound measuring pipe through water basically, and the sediment position at the bottom of the pile is washed clean so as to be convenient for later grouting of cement slurry.
The invention is further arranged that after the high-pressure water flushing is finished, the high-pressure water pipe is pulled out from the first sounding pipe, the mud pipe is lowered to the pile bottom sediment position along the length direction of the first sounding pipe, the expansive soil mud is injected through the mud pipe, the expansive soil mud circulates at the pile bottom sediment position and is discharged through the second sounding pipe, the sediment is taken out, and when the discharged expansive soil mud has no sediment particles, the mud pipe is stopped to remove the sediment.
Implement above-mentioned technical scheme, after the sediment department washs the pile bottom through the water under high pressure, tiny particle sediment and silt can follow rivers and pass through the second sound and survey the pipe and discharge, but some big granule sediment still can remain in sediment department at the bottom of the pile, pour into the inflation soil mud into to sediment department at the bottom of the pile through the mud pipe, because the proportion of inflation soil mud is bigger than water, so the inflation soil mud is after sediment department circulates at the bottom of the pile, can take out the large granule sediment through the second sound and survey the pipe, make the sediment volume of remaining at sediment department at the bottom of the pile few.
The invention is further arranged in that after the mud pipe is cleaned, the mud pipe is pulled out from the first sounding pipe, the high-pressure water pipe is put down to the pile bottom sediment along the length direction of the first sounding pipe, and high-pressure water is injected through the high-pressure water pipe to carry out secondary hole cleaning, so that residual mud at the pile bottom sediment is washed.
By implementing the technical scheme, high-pressure water is injected into the pile bottom sediment position through the high-pressure pipe to carry out secondary clear water hole cleaning, water is sent under the high pressure of 45Mpa, the hole is cleaned by clear water, residual expansive soil slurry in the cast-in-place pile is washed, the slurry is discharged from the cast-in-place pile, and the residue of the expansive soil slurry is reduced.
The invention is further set that when high-pressure water is injected into the high-pressure water pipe for secondary hole cleaning, the first sound measuring pipe and the second sound measuring pipe are alternately filled with water for flushing, the first sound measuring pipe is filled with water, the second sound measuring pipe stops flushing after the high-pressure water is discharged, then the water injection holes are exchanged, water is injected into the second sound measuring pipe, and the first sound measuring pipe stops filling water after the high-pressure water is discharged.
By implementing the technical scheme, when holes are cleaned for the second time, the first sounding pipe and the second sounding pipe are alternately filled with water for flushing, so that expansive soil slurry at the position of the pile bottom sediment can be flushed out as far as possible, and the residue of the expansive soil slurry at the position of the pile bottom sediment is further reduced.
The invention is further set in the fourth step, the pile bottom sediment part is grouted twice through the grouting pipe, secondary grouting is carried out after about 30min after the primary grouting is finished, the volume weight of secondary grouting is controlled to be 5% larger than that of the primary grouting, and the stable pressure is not lower than 10 min.
By implementing the technical scheme, the grouting mud is poured twice to the position of the pile bottom sediment, so that the positions of the pile bottom sediment, other cracks and the like are filled fully, and meanwhile, part of the cement permeates into a soil layer around the pile end of the cast-in-place pile, and the integrity of the pile body of the cast-in-place pile is improved.
The invention is further arranged that in the fourth step, when the concentration of the cement slurry discharged from the second sound measuring tube is equal to that of the injected cement slurry, the second sound measuring tube is sealed by the grouting check valve, grouting pressure is increased, slow-speed high-pressure grouting is adopted, and grouting is stopped after the pressure gauge is obviously increased.
By implementing the technical scheme, when the concentration of the cement slurry overflowing from the second sound measuring pipe is equal to that of the injected cement slurry, the second sound measuring pipe is sealed by the grouting check valve, the cement slurry is injected into the pile bottom sediment position continuously, the cement slurry can be filled into the pile bottom sediment position by observing the pressure gauge, and the whole can be better formed with the cast-in-place pile after the cement slurry at the pile bottom sediment position is solidified.
The invention is further provided that the high-pressure water pipe, the grouting pipe and the mud pipe are all sleeved with rubber rings for reducing the clearance between the high-pressure water pipe, the grouting pipe and the mud pipe and the first sound measuring pipe and the second sound measuring pipe.
By implementing the technical scheme, the rubber ring is arranged, so that gaps between the high-pressure water pipe and the first sound measuring pipe and between the high-pressure water pipe and the second sound measuring pipe can be reduced, and liquid is reduced from being discharged from the gaps; meanwhile, gaps between the grouting pipe and the first sound measuring pipe and between the grouting pipe and the second sound measuring pipe can be reduced, and liquid is reduced from being discharged from the gaps; and the clearance between the mud pipe and the first sound measuring pipe and between the mud pipe and the second sound measuring pipe can be reduced, and the liquid is reduced to be discharged from the clearance.
In conclusion, the invention has the following beneficial effects:
the method has the advantages that firstly, the acoustic pipe is used as a channel to replace the sediment at the bottom of the cast-in-place pile, extra drilling is not needed after the cast-in-place pile is cast, the hole guiding amount is reduced, the economic cost and the construction period are saved, meanwhile, the sediment at the sediment position at the bottom of the pile is replaced and solidified through cement paste, the bearing capacity of the pile end of the cast-in-place pile is effectively increased, the pile body strength of the cast-in-place pile is improved, the overlarge sedimentation of the pile base of the cast-in-place pile is avoided, and the method has the advantage of being convenient for cleaning the sediment at;
after the pile bottom sediment position is cleaned through high-pressure water, small-particle sediment and silt can be discharged through a second sound measuring pipe along with water flow, but some large-particle sediment can remain at the pile bottom sediment position, and expansive soil slurry is injected into the pile bottom sediment position through a slurry pipe, so that the large-particle sediment can be brought out through the second sound measuring pipe after the expansive soil slurry circulates at the pile bottom sediment position because the specific gravity of the expansive soil slurry is larger than that of the water, and the sediment residual quantity at the pile bottom sediment position is small;
and thirdly, pouring cement slurry into the pile bottom sediment twice, so that the pile bottom sediment and other cracks can be filled fully, and meanwhile, part of cement permeates into a soil layer around the pile end of the cast-in-place pile, and the integrity of the pile body of the cast-in-place pile is improved.
Drawings
FIG. 1 is a cross-sectional illustration of a bored pile according to an embodiment of the present invention;
FIG. 2 is a schematic diagram of a high-pressure water pipe placed in and out of an acoustic pipe according to an embodiment of the present invention, for illustrating a first clear water hole cleaning process;
FIG. 3 is a schematic view of a mud pipe placed in and out of an acoustic pipe according to an embodiment of the present invention, for illustrating a mud hole cleaning process;
FIG. 4 is a schematic diagram of a high-pressure water pipe placed in and out of an acoustic pipe according to an embodiment of the present invention, for illustrating a second clear water hole cleaning process;
fig. 5 is a schematic structural view of a down-put grouting pipe in a sounding pipe according to an embodiment of the present invention, which is used for showing a cement slurry pouring process.
Reference numerals: 1. a first sounding pipe; 2. a second sound tube; 3. filling piles; 4. pile bottom sediment; 5. a high pressure water pipe; 6. a grouting pipe; 7. a mud pipe.
Detailed Description
The technical solutions of the embodiments of the present invention will be described below with reference to the accompanying drawings.
Examples
As shown in fig. 1, a first sounding pipe 1 and a second sounding pipe 2 are pre-embedded in a cast-in-place pile 3, and the two ends of the first sounding pipe 1 and the two ends of the second sounding pipe 2 are both sealed by iron sheets, so that the first sounding pipe 1 and the second sounding pipe 2 are prevented from entering the pile hole when concrete is poured in the pile hole.
As shown in fig. 2, a high pressure water pipe 5 is respectively arranged on the first sounding pipe 1 and the second sounding pipe 2 in a penetrating manner for cleaning holes by clean water for the first time, one end of the high pressure water pipe 5 penetrating into the sediment part 4 at the bottom of the pile is communicated with a high pressure nozzle, rubber rings are respectively sleeved on the two high pressure water pipes 5 and used for respectively reducing gaps between the high pressure water pipe 5 and the first sounding pipe 1 and the second sounding pipe 2, and the other end of the high pressure water pipe 5 is communicated with a high pressure jet pile machine. In the embodiment, the water pressure is controlled to be 35 MPa-40 MPa, the sprinkling irrigation lifting speed is 5 cm/min during spraying and cleaning, the rotating speed is 20 r/min, and the sediment in the whole pile bottom range is ensured to be fully punched into suspended particles during punching.
As shown in fig. 3, a mud pipe 7 is arranged in the first sounding pipe 1 in a penetrating manner and used for cleaning mud holes, the mud pipe 7 is arranged at the sediment position 4 at the bottom of the pile in a penetrating manner, and a rubber ring is sleeved on the mud pipe 7 and used for reducing the gap between the mud pipe 7 and the first sounding pipe 1. In this embodiment, the mud pipe 7 injects expansive soil mud toward the bottom sediment 4.
As shown in fig. 4, a high-pressure water pipe 5 is arranged in the first sounding pipe 1 in a penetrating manner for cleaning holes with clean water for the second time, and one end of the high-pressure water pipe 5 penetrating out of the first sounding pipe 1 is communicated with a high-pressure water pump. In this embodiment, the water pressure is controlled at 45MPa, and the flushing is performed by alternately injecting water into the double pipes.
As shown in fig. 5, a grouting pipe 6 is arranged in the first sounding pipe 1 for grouting. In the embodiment, AJ grouting material is adopted as the cement paste, the water-material ratio is 0.28-0.3, the initial setting time is 5h, and the 28d unconfined compressive strength reaches 50 MPa.
The embodiment also discloses a bridge cast-in-situ bored pile construction method, which comprises the following steps:
firstly, before the construction of a cast-in-place pile 3, ditching and coffering are carried out on the upstream of a river channel, water is introduced into a downstream river channel, and an excavator is adopted to clean and dredge the downstream river channel; leveling the site according to the designed elevation, measuring the pile position by using a total station, marking, measuring pile protecting points around the center of the pile position, and taking the pile protecting points as a pile position control point and a check point in the drilling construction; embedding a steel pile casing, positioning the steel pile casing by adopting a cross method, then drilling a pile hole of the cast-in-place pile 3 by using a drilling machine, protecting the wall by using slurry in the drilling process, and checking the hole depth, the aperture, the hole position and the like after the drilling hole reaches the designed depth; cleaning the pile hole after the hole is formed, putting a reinforcement cage after the hole cleaning is finished, fixing a first sounding pipe 1 with the thickness of 57mm and a second sounding pipe 2 with the thickness of 57mm on the inner side of the reinforcement cage, sealing two ends of the first sounding pipe 1 and the second sounding pipe 2 through iron sheets, and pouring concrete into the pile hole to form a poured pile 3;
secondly, a drilling machine is arranged in an alignment hole position, the drilling machine is required to be stable and fixed so as to avoid position deviation, then the drilling machine drills to the bottom of a pile bottom sediment position 4 of the cast-in-place pile 3 through the first sounding pipe 1 and the second sounding pipe 2 respectively, and the position of a drill rod is well controlled in the drilling process so as to prevent too large verticality deviation; then, two high-pressure water pipes 5 are respectively lowered to a pile bottom sediment position 4 along a first sounding pipe 1 and a second sounding pipe 2, one ends of the high-pressure water pipes 5 penetrating into the pile bottom sediment position 4 are communicated with a high-pressure nozzle, rubber rings are sleeved on the two high-pressure water pipes 5 respectively and used for reducing gaps between the high-pressure water pipes 5 and the first sounding pipe 1 and the second sounding pipe 2, high-pressure water is injected into the two high-pressure water pipes 5 through a high-pressure rotary jet pile driver, a solidified object at the pile bottom sediment position 4 is punched, the solidified object is cut and separated, and sediment with large particles is cut into small particles, in the embodiment, the water pressure is controlled to be 35 MPa-40 MPa, the spray irrigation lifting speed is 5 cm/min during spray cleaning, the rotating speed is 20 r/min, and the sediment in the whole pile bottom range is fully punched into suspended particles during punching;
step three, taking out the high-pressure water pipe 5 in the second sound measuring pipe 2, injecting high-pressure water through the high-pressure water pipe 5 in the first sound measuring pipe 1 to clean holes for the first time, discharging water through the second sound measuring pipe 2 and carrying small-particle sediment out, strictly controlling the sprinkling irrigation lifting speed and the rotating speed during spraying and cleaning, ensuring that the sediment at the sediment position 4 at the bottom of the whole pile is fully cut into suspended particles during washing and separation, and stopping washing the high-pressure water pipe 5 if the water discharged by the second sound measuring pipe 2 is basically free of gravel and is in a light transparent state;
step four, after the high-pressure water flushing is completed, hole cleaning is carried out, the high-pressure water pipe 5 is pulled out from the first sound measurement pipe 1, the mud pipe 7 is placed to the pile bottom sediment position 4 along the length direction of the first sound measurement pipe 1, a rubber ring is sleeved on the mud pipe 7 and used for reducing the gap between the mud pipe 7 and the first sound measurement pipe 1, expansive soil mud is injected through the mud pipe 7, the expansive soil mud circulates at the pile bottom sediment position 4 and is discharged through the second sound measurement pipe 2, sediment is taken out, when the discharged expansive soil mud has no sediment particles, the mud pipe 7 is stopped to clean the sediment, in the embodiment, the expansive soil mud adopts sodium-based expansive soil mud, the sodium-based expansive soil mud is matched with relevant standards, rules and specifications, the specific gravity of the sodium-based expansive soil mud is adjusted according to the types of the sediment, and the viscosity and the sand content rate meet the construction requirements;
fifthly, after hole cleaning of the slurry is finished, cleaning of the hole with clean water for the second time is carried out, one end of a high-pressure water pipe 5, which is communicated with a high-pressure spray head, penetrates into the bottom of a pile bottom sediment position 4 through a first sounding pipe 1 or a second sounding pipe 2, the high-pressure water pipe 5 is fixed on a cast-in-place pile 3 through a tripod, the high-pressure water pipe 5 is communicated with a high-pressure water pump, water is sent by 45Mpa high pressure, the hole is cleaned by the clean water, residual expansive soil slurry at the pile bottom sediment position 4 is washed by the double-pipe alternative water injection during washing, the first sounding pipe 1 is filled with water, the second sounding pipe 2 stops washing after discharging the clean water, then the water injection hole is exchanged, the second sounding pipe 2 is filled with water, and the first sounding pipe 1 stops filling;
step six, after secondary clear water hole cleaning is finished, grouting cement slurry, lowering a grouting pipe 6 to a pile bottom sediment position 4 through a first sounding pipe 1, sleeving a rubber ring used for forming a gap with the first sounding pipe 1 on the grouting pipe 6, and replacing water and the slurry in a segregation layer and a sediment position through a second sounding pipe 2 by using cement slurry with large specific gravity, wherein in the embodiment, the cement slurry adopts AJ pressure slurry, the water-material ratio is 0.28-0.3, the initial setting time is 5h, and 28d unconfined compressive strength reaches 50 MPa; grouting for 4 minutes twice to a pile bottom sediment position through a grouting pipe 6, performing secondary grouting after the first grouting is finished for about 30 minutes, controlling the volume weight of secondary grouting to be 5% larger than that of the first grouting, and stabilizing the pressure to be not lower than 10 minutes, sealing the second sounding pipe 2 by using a grouting check valve when the discharged cement concentration and the injected cement concentration in the second sounding pipe 2 are equal, increasing the grouting pressure by adopting slow-speed high-pressure grouting, stopping grouting after a pressure gauge is obviously increased, finally slowly lifting the grouting pipe 6, performing hole sealing treatment, and finishing grouting.
The embodiments of the present invention are preferred embodiments of the present invention, and the scope of the present invention is not limited by these embodiments, so: all equivalent changes made according to the structure, shape and principle of the invention are covered by the protection scope of the invention.
Claims (8)
1. A bridge cast-in-situ bored pile construction method is characterized by comprising the following steps:
embedding a steel pile casing, drilling a pile hole, cleaning the hole in the pile hole after the hole is formed through mud wall protection, putting a reinforcement cage after the hole is cleaned, fixing a first sounding pipe (1) and a second sounding pipe (2) at the inner side of the reinforcement cage, sealing two ends of the first sounding pipe (1) and the second sounding pipe (2), and then pouring concrete into the pile hole to form a poured pile (3);
secondly, drilling to the bottom of a pile bottom sediment position (4) of the cast-in-place pile (3) through a first sounding pipe (1) and a second sounding pipe (2) by a drilling machine, respectively lowering two high-pressure water pipes (5) to the pile bottom sediment position (4) along the first sounding pipe (1) and the second sounding pipe (2), injecting high-pressure water into the two high-pressure water pipes (5) through a high-pressure rotary jet pile machine, punching consolidated matters at the pile bottom sediment position (4), cutting and separating the consolidated matters, and cutting sediment with large particles into small particles;
taking out the high-pressure water pipe (5) in the second sound measuring pipe (2), injecting high-pressure water through the high-pressure water pipe (5) in the first sound measuring pipe (1), discharging the water through the second sound measuring pipe (2) and carrying out particle sediment;
and step four, after hole cleaning is finished, taking out the high-pressure water pipe (5), putting the grouting pipe (6) down to the pile bottom sediment position (4) through the first sounding pipe (1), replacing water and slurry in the segregation layer and the sediment position through the second sounding pipe (2) by using cement slurry with large specific gravity, and after grouting is finished, carrying out hole sealing treatment.
2. The bridge cast-in-situ bored pile construction method according to claim 1, wherein in step three, when the water discharged from the second sounding pipe (2) is transparent without gravel, the high-pressure water pipe (5) is stopped from being flushed.
3. The bridge cast-in-situ bored pile construction method according to claim 1, wherein after the high-pressure water flushing is completed, the high-pressure water pipe (5) is pulled out from the first sounding pipe (1), the mud pipe (7) is lowered to the pile bottom sediment (4) along the length direction of the first sounding pipe (1), expansive soil mud is injected through the mud pipe (7), the expansive soil mud circulates at the pile bottom sediment (4) and is discharged through the second sounding pipe (2), sediment is taken out, and when the discharged expansive soil mud has no sediment particles, the mud pipe (7) is stopped to remove the sediment.
4. The bridge cast-in-situ bored pile construction method according to claim 3, wherein after the removal of the slag from the mud pipe (7) is completed, the mud pipe (7) is pulled out from the first sounding pipe (1), the high pressure water pipe (5) is lowered to the pile bottom sediment position (4) along the length direction of the first sounding pipe (1), and high pressure water is injected through the high pressure water pipe (5) for secondary hole removal to flush residual mud at the pile bottom sediment position (4).
5. The bridge cast-in-situ bored pile construction method according to claim 4, wherein when high-pressure water is injected through the high-pressure water pipe (5) for secondary hole cleaning, water is alternately injected and washed by the first sounding pipe (1) and the second sounding pipe (2), water is injected into the first sounding pipe (1), washing is stopped after the second sounding pipe (2) discharges the high-pressure water, then the water injection holes are exchanged, water is injected into the second sounding pipe (2), and water injection is stopped after the first sounding pipe (1) discharges the high-pressure water.
6. The bridge cast-in-situ bored pile construction method according to claim 1, wherein in the fourth step, the pile bottom sediment (4) is grouted twice through the grouting pipe (6), and secondary grouting is performed after about 30 minutes from the completion of the first grouting, wherein the volume weight of the secondary grouting is controlled to be 5% greater than that of the primary grouting, and the stabilization pressure is not lower than 10 minutes.
7. The bridge cast-in-situ bored pile construction method according to claim 1, wherein in the fourth step, when the concentration of the cement slurry discharged from the second sounding pipe (2) is equal to the concentration of the injected cement slurry, the second sounding pipe (2) is closed by a grouting check valve, grouting pressure is increased by adopting slow-speed high-pressure grouting, and grouting is stopped after a pressure gauge is obviously increased.
8. The bridge cast-in-situ bored pile construction method according to claim 1, wherein rubber rings for reducing gaps between the first sounding pipe (1) and the second sounding pipe (2) are sleeved on the high-pressure water pipe (5), the grouting pipe (6) and the mud pipe (7).
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| CN115110516A (en) * | 2022-07-15 | 2022-09-27 | 河南省黄河高速公路有限公司 | Ultra-long cast-in-place pile side high polymer sectional type post-grouting construction system and method |
| CN115262545A (en) * | 2022-08-09 | 2022-11-01 | 浙江欧感机械制造有限公司 | Pile end loading composite post-grouting method and device |
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