CN110820731B - Construction process of cast-in-situ bored pile - Google Patents
Construction process of cast-in-situ bored pile Download PDFInfo
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- CN110820731B CN110820731B CN201911235895.6A CN201911235895A CN110820731B CN 110820731 B CN110820731 B CN 110820731B CN 201911235895 A CN201911235895 A CN 201911235895A CN 110820731 B CN110820731 B CN 110820731B
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- 238000010276 construction Methods 0.000 title claims abstract description 41
- 238000000034 method Methods 0.000 title claims abstract description 40
- 238000011065 in-situ storage Methods 0.000 title claims abstract description 23
- 239000004567 concrete Substances 0.000 claims abstract description 78
- 238000005553 drilling Methods 0.000 claims abstract description 68
- 230000002787 reinforcement Effects 0.000 claims abstract description 52
- 230000001681 protective effect Effects 0.000 claims abstract description 16
- 238000004891 communication Methods 0.000 claims abstract description 11
- 238000003756 stirring Methods 0.000 claims abstract description 7
- 239000002994 raw material Substances 0.000 claims abstract description 4
- 239000002002 slurry Substances 0.000 claims description 37
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 28
- 229910000831 Steel Inorganic materials 0.000 claims description 26
- 239000010959 steel Substances 0.000 claims description 26
- 238000012360 testing method Methods 0.000 claims description 17
- 239000004568 cement Substances 0.000 claims description 12
- 238000007569 slipcasting Methods 0.000 claims description 11
- 238000004140 cleaning Methods 0.000 claims description 10
- 238000007789 sealing Methods 0.000 claims description 8
- 238000003860 storage Methods 0.000 claims description 6
- 238000002156 mixing Methods 0.000 claims description 5
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 3
- 238000001914 filtration Methods 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 3
- 239000007924 injection Substances 0.000 claims description 3
- 230000000630 rising effect Effects 0.000 claims description 3
- 238000004062 sedimentation Methods 0.000 claims description 3
- 239000010865 sewage Substances 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 238000009435 building construction Methods 0.000 abstract description 2
- 239000002689 soil Substances 0.000 description 7
- 230000010412 perfusion Effects 0.000 description 3
- 239000002893 slag Substances 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 239000004927 clay Substances 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000003912 environmental pollution Methods 0.000 description 2
- 238000001802 infusion Methods 0.000 description 2
- 239000011148 porous material Substances 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
- 238000005204 segregation Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 238000012546 transfer 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
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- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention relates to the technical field of building construction, in particular to a construction process of a cast-in-situ bored pile, which comprises the following steps of S1, confirming that a site is flat and preparing equipment; s2, installing a stirring station and preparing raw materials; s3, installing a protective sleeve; s4, positioning and installing a drilling machine; s5, drilling a first pouring hole by using a drilling machine; s6, drilling a second filling hole by using a drilling machine; s7, lowering the drilling robot to drill the communication hole and then taking the drilling robot out; s8, clearing holes and checking; s9, lowering a reinforcement cage; s10, lowering the catheter; s11, conveying the prepared concrete; s12: and (5) performing grouting treatment. The invention aims to provide a cast-in-situ bored pile construction process with high structural stability and better bearing capacity.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a construction process of a cast-in-situ bored pile.
Background
A cast-in-place pile is a pile made of concrete or reinforced concrete that is formed by forming a hole in place and is primarily used to transfer the load carried by a building to a harder, denser, or less compressible foundation support. Therefore, the stability and the bearing capacity of the cast-in-place pile are the primary factors to be considered when the cast-in-place pile is cast.
The cast-in-place bored pile refers to a pile formed by drilling a pile hole by using a drilling machine and pouring concrete in the hole, and the existing cast-in-place piles are all formed by drilling pile holes which are not communicated with each other by using the drilling machine and then pouring concrete into the pile holes respectively.
However, during the construction process of the cast-in-situ bored pile, no matter how the hole is cleaned, more or less sediments are left at the bottom of the hole; during initial pouring, concrete falls from the slender guide pipe, and the concrete at the bottom of the cast-in-place pile is separated to form a virtual tip and dry slag stones due to too large fall; the mud skin of pore wall has hindered the combination of the pile body with the soil of bored concrete pile whole body, has reduced coefficient of friction, and these all can influence the pile tip bearing capacity and the lateral wall frictional force of bored concrete pile, probably lead to the stability and the bearing capacity of bored concrete pile structure can't satisfy the building user demand.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a construction process of a cast-in-situ bored pile with higher structural stability and better bearing capacity.
The above object of the present invention is achieved by the following technical solutions:
a construction process of a cast-in-situ bored pile comprises,
s1, confirming that the field is flat and preparing equipment; s2, installing a stirring station and preparing raw materials; s3, installing a protective sleeve; s4, positioning and installing a drilling machine; s5, drilling a first pouring hole by using a drilling machine; s6, drilling a second filling hole by using a drilling machine; s7, lowering the drilling robot to drill the communication hole and then taking the drilling robot out; s8, clearing holes and checking; s9, lowering a reinforcement cage; s10, lowering the catheter; s11, conveying the prepared concrete; s12: carrying out grouting treatment;
the specific steps of S7 are as follows:
s7-1: tying a rope on the drilling robot, and then placing the drilling robot on the inner bottom wall of the first cast-in-place pile by using a crane;
s7-2: controlling the drilling robot to drill a communication hole, and judging whether the communication hole communicates the first filling hole with the second filling hole or not by observing the length of the rope;
s7-3: when the first pouring hole is communicated with the second pouring hole, the drilling robot is controlled to move back to the first pouring hole and is taken out by using a crane.
Through adopting above-mentioned technical scheme, through communicateing first bored concrete hole and second bored concrete hole, when becoming the stake, the concrete between two bored concrete piles solidifies and forms connecting portion, make two bored concrete piles become the U type form, link together two adjacent bored concrete piles through connecting portion, even the mud skin of pore wall has hindered the combination of the soil of pile body and bored concrete pile whole body, coefficient of friction has been reduced, connecting portion still enables the stability of two bored concrete piles retaining structure, the pressure that bears the weight of sharing each other between two bored concrete piles simultaneously, thereby make the bearing capacity preferred of the bored concrete pile of this structure.
The invention is further configured to: the specific steps of S3 are as follows:
s3-1: the protective cylinder is made of a steel plate of 5-8 mm, the inner diameter of the protective cylinder is 1.20-1.40 m, and the height of the protective cylinder is 1.70 m;
s3-2: burying the bottom of the protective cylinder in 1.5 meters below the ground surface, and enabling the top of the protective cylinder to be 0.2 meters higher than the ground surface;
s3-3: carrying out center position calibration on the pile casing and the cast-in-place pile;
the specific steps of S3-3 are as follows:
s3-3-1: welding a cross-shaped reinforcing steel bar frame at the opening of the pile casing;
s3-3-2: and hanging a plumb bob at the center of the cross steel bar frame, so that the plumb bob is naturally placed to calibrate the pile casing.
By adopting the technical scheme, the pile casing is embedded by adopting an embedding method, namely, after a soil layer of the pile casing to be embedded is excavated by a special drilling bucket or manually excavated, the pile casing is placed in the pile casing, and the pile casing is calibrated after the pile casing is excavated and embedded, so that the position of the pile casing is accurate. Clay should be backfilled around the pile casing and tamped to stabilize the pile casing.
The invention is further configured to: the specific steps of S4 are as follows:
leveling a drilling machine, aligning the drilling machine with a drilled hole, and then installing a drilling disk, wherein the center of the drilling disk and a hoisting pulley on a drilling frame are on a plumb line, and the deviation between the drilling rod and the center of the drilled hole is not more than 2 cm.
By adopting the technical scheme, the position of the formed pouring hole is accurate and the pouring hole is kept vertical in the excavation process.
The invention is further configured to: and in the step S7, after the hole is drilled to the designed hole depth, testing the mud index.
By adopting the technical scheme, if the test result shows that the standard exceeds the standard, the slurry is required to be changed and adjusted until the slurry index meets the design specification requirement, and the next step is carried out; and if the test result meets the standard, directly carrying out the next step.
The invention is further configured to: and in the S8, a gas lift method is adopted for hole cleaning operation, and the slurry surface in the hole is not lower than 1.0 meter below the hole opening and is 1.0-1.5 meters higher than the underground water level during hole cleaning.
By adopting the technical scheme, the slurry return speed of the gas lift method is high, the construction period is shortened, and the construction cost is reduced; the slag removal speed is high, the slurry discharge amount is reduced, the environmental pollution is reduced, and the construction cleaning treatment cost is reduced, so that the gas lift method is selected for hole cleaning operation.
The invention is further configured to: the specific steps of S9 are:
s9-1: a support ring table is arranged at the upper end of the reinforcement cage, and two groups of fixed pulleys are fixedly connected to the upper end of the support ring table;
s9-2: taking two ropes and arranging two driving motors;
s9-3: one end of one rope is tightly tied on the discharge port of the guide pipe, and then the other end of the rope is wound around one group of fixed pulleys and is fixedly connected with the output end of one driving motor; one end of the other rope is tightly tied on the discharge port of the guide pipe, and then the other end of the rope is wound around the other group of fixed pulleys and is fixedly connected with the output end of the other driving motor.
Through adopting above-mentioned technical scheme, at the concrete filling in-process, when returning to the steel reinforcement cage bottom on the concrete face, because the pipe buried depth is more shallow, the concrete volume of pouring is too big relatively, leads to the concrete to go back speed too big on, produces very big impulsive force, probably leads to the steel reinforcement cage come-up, and when upwards removing the pipe through this kind of mode, whole equipment has a decurrent pressure to the steel reinforcement cage for the steel reinforcement cage is difficult for the come-up.
The invention is further configured to: in the S10, the guide pipes are formed by assembling a plurality of pipelines, a lengthening water tightness test is carried out after the guide pipes are assembled, the pressure of the test water is 0.2-0.5 MPa, and sealing rings are arranged at the connecting positions between the guide pipes.
By adopting the technical scheme, as the depth of the filling hole is larger, the cost for preparing the guide pipe with a single length meeting the requirement is larger, the guide pipe is generally formed by assembling a plurality of pipelines, and a sealing ring is arranged at the connecting position during the assembling process to increase the integral sealing property of the guide pipe; and after the assembly is finished, a lengthening water tightness test is carried out, so that the quality problem caused by the water leakage and air leakage of the guide pipe after the pouring of the cast-in-place pile is reduced.
The invention is further configured to: in the S11, the depth of the conduit pipe embedded in the concrete is not less than 2m, the depth of the concrete surface in the pile hole is measured every 30 minutes, the rising speed of the concrete surface is controlled to be more than 2m/min and less than 4m/min, and the slurry displaced during concrete pouring is discharged into other pile holes under construction or a pre-dug sedimentation tank through a pre-dug slurry sewage drainage ditch.
By adopting the technical scheme, the depth of the conduit embedded into the concrete is not less than 2m and more than 6m, so that the conduit is convenient to lift and is easy to keep in the concrete surface; measuring the depth of the concrete surface in the pile hole every 30 minutes, when the pouring amount does not accord with the position of the concrete top surface, timely processing, and stopping pouring when necessary; the pouring speed is too fast, which may cause the reinforcement cage to float upwards, and the pouring speed is too slow, which may cause concrete segregation, thus the pouring speed of the concrete needs to be ensured.
The invention is further configured to: in the step S9, a grouting device is arranged on the reinforcement cage and comprises a longitudinal grouting pipe, a horizontal annular grouting pipe, a three-way joint and a one-way valve;
the horizontal annular grouting pipe is horizontally arranged at the bottom of the reinforcement cage and is positioned on the inner side of the reinforcement cage; the horizontal annular grouting pipe is a non-closed circular ring formed by two sections of circular arc steel pipes, one end of each circular arc steel pipe is connected with one main pipe port of the three-way joint, and the other end of each circular arc steel pipe is provided with a one-way valve; a plurality of one-way valves are uniformly arranged on the pipe wall of the horizontal annular grouting pipe; the longitudinal grouting pipe is communicated with the horizontal annular grouting pipe through a branch pipe port of the three-way joint; the longitudinal grouting pipe is perpendicular to the horizontal annular grouting pipe, is arranged in parallel with a main reinforcement of a reinforcement cage of the reinforcement cage and is fixed on the inner side of the reinforcement cage; the steel reinforcement cage that inside was provided with mud jacking device arranges downthehole at the stake that is located subaerial, the center pin of steel reinforcement cage and the center pin coincidence in stake hole, after the downthehole pouring of stake is accomplished the concrete and is formed the bored concrete pile, the top of vertical slip casting pipe is higher than the top of bored concrete pile and is less than ground.
Through adopting above-mentioned technical scheme, when putting the steel reinforcement cage down, with the mud jacking device pre-buried in the bored concrete pile together, be convenient for subsequent mud jacking process.
The invention is further configured to: the specific steps of S12 are as follows:
s12-1: preparing grouting equipment, which comprises a slurry stirrer, a slurry storage barrel with a filter screen, a high-pressure grouting pump, a pressure gauge and a high-pressure rubber pipe;
s12-2: pressurizing and injecting water into the longitudinal grouting pipe 8-10 hours after the cast-in-situ bored pile is formed, stopping injecting water after the pressure gauge shows that the pressure is suddenly and obviously reduced, and measuring the water injection amount;
s12-3: mixing cement slurry according to the designed water cement ratio 10-15 days after the cast-in-situ bored pile is formed;
s12-4: filtering the cement slurry into a slurry storage barrel and continuously stirring;
s12-5: connecting a high-pressure grouting pump and a high-pressure rubber pipe with the grouting device;
s12-6: and injecting the prepared cement slurry into the grouting device.
By adopting the technical scheme, the grouting process is carried out by using the pre-embedded grouting device, so that the construction difficulty is reduced, the placement process of the longitudinal grouting pipe in the reinforcement cage is reduced, the construction progress is accelerated, and the construction period is shortened; the multi-point grouting form that sets up horizontal annular slip casting pipe at the bored concrete pile tip is adopted to replace the single-point grouting form of another vertical slip casting pipe and is under construction, has effectually solved that single vertical slip casting pipe is easy to be blockked up, causes later stage slip casting pressure too big, causes the phenomenon of splitting to the bored concrete pile end to the construction quality of bored concrete pile end back mud jacking has been improved.
In summary, the invention includes at least one of the following beneficial technical effects:
1. when the pile is formed, the concrete between the two cast-in-place piles is solidified to form a connecting part, so that the structural stability and the bearing capacity of the two cast-in-place piles are enhanced;
2. the compressing device is preassembled in the reinforcement cage and is placed in the embedded and cast-in-place pile along with the reinforcement cage, so that the construction progress is accelerated, and the construction period is shortened.
Drawings
FIG. 1 is a schematic structural diagram of a cast-in-place pile;
FIG. 2 is a schematic view showing the connection relationship of the first filling hole, the first filling hole and the communication hole;
FIG. 3 is a schematic structural view of the casing of the present invention;
FIG. 4 is a schematic diagram of the mechanism of the reinforcement cage of the present invention;
FIG. 5 is a schematic view of the construction of the grouting device according to the present invention;
fig. 6 is a schematic view of the catheter in a pulled-up state according to the present invention.
In the figure, 1, a cast-in-place pile; 11. a connecting portion; 2. a first infusion orifice; 21. a communicating hole; 22. a drilling robot; 3. a second infusion port; 4. protecting the cylinder; 41. a cross reinforcement cage; 42. a plumb bob; 5. a reinforcement cage; 6. a grouting device; 61. a longitudinal grouting pipe; 62. a horizontal annular grouting pipe; 63. a one-way valve; 64. a three-way joint; 7; a drive motor; 8. a support ring table; 81. a fixed pulley; 9. a conduit.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
The invention discloses a construction process of a cast-in-situ bored pile, which comprises the following steps,
s1, confirming that the field is flat and preparing equipment; s2, installing a stirring station and preparing raw materials; s3, installing the protective sleeve 4; s4, positioning and installing a drilling machine; s5, drilling the first pouring hole 2 by using a drilling machine; s6, drilling the second perfusion hole 3 by using a drilling machine; s7, lowering the drilling robot 22 to drill the communication hole 21 and then taking out the drilling robot 22; s8, clearing holes and checking; s9, lowering the reinforcement cage 5; s10, lowering the catheter 9; s11, conveying the prepared concrete; s12: and (5) performing grouting treatment.
Each step is specifically explained below.
The specific steps of S1 are:
and (4) investigating the soil quality of the site, confirming that the soil quality meets the standard and that the site is flat and convenient for drilling, and then preparing all the subsequently mentioned equipment.
The specific steps of S2 are:
and (3) installing a mixing station and preparing concrete, wherein the concrete needs to be continuously mixed through the mixing station, so that the concrete is prevented from being solidified and formed before use.
Referring to fig. 3, the specific steps of S3 are:
s3-1: the protective cylinder 4 is made of a steel plate with the thickness of 5-8 mm, the inner diameter of the protective cylinder is 1.20-1.40 m, and the height of the protective cylinder is 1.70 m;
s3-2: burying the bottom of the pile casing 4 in 1.5 meters below the ground surface, wherein the top of the pile casing 4 is 0.2 meters higher than the ground surface;
s3-3: carrying out center position calibration on the pile casing 4 and the cast-in-place pile 1;
the specific steps of S3-3 are as follows:
s3-3-1: welding a cross reinforcing steel bar frame 41 at the opening of the pile casing 4;
s3-3-2: a plumb bob 42 is hung at the center of the cross steel bar frame 41, so that the plumb bob 42 is naturally placed to calibrate the casing 4.
The pile casing 4 is buried by adopting a digging and burying method, namely, after a soil layer of the pile casing 4 to be buried is dug out by a special drilling bucket or manually dug, the pile casing 4 is put into the digging and burying method, and the pile casing 4 is calibrated after digging and burying are intercommunicated, so that the position of the pile casing 4 is accurate. The periphery of the pile casing 4 should be backfilled with clay and tamped to stabilize the position of the pile casing 4.
The specific steps of S4 are:
s4-1: erecting and adjusting the drill frame, hoisting the drill bit and then putting the drill bit into the protective cylinder 4;
s4-2: leveling and aligning the drill to the borehole;
s4-3: and (3) installing the drill plate, wherein the center of the drill plate and a hoisting pulley on the drill frame are on a plumb line during installation, and the deviation between the drill rod and the center of the drill hole is not more than 2 cm.
The arrangement of the pouring holes enables the positions of the poured holes to be accurately formed in the excavation mode and the pouring holes to be kept vertical.
Referring to fig. 2, the specific steps of S7 are:
s7-1: tying a rope on the drilling robot 22, and then using a crane to place the drilling robot 22 on the inner bottom wall of the first cast-in-place pile 1;
s7-2: controlling the drilling robot 22 to drill the communication hole 21, and judging whether the communication hole 21 communicates the first filling hole 2 with the second filling hole 3 by observing the length of the rope;
s7-3: when the first pouring hole 2 is communicated with the second pouring hole 3, controlling the drilling robot 22 to move back to the first pouring hole 2 and taking out the drilling robot 22 by using a crane;
s7-4: after drilling to the designed hole depth, testing the slurry index;
if the test result shows that the standard exceeds the standard, the slurry is required to be changed and adjusted until the slurry index meets the design specification requirement, and then the next step is carried out; and if the test result meets the standard, directly carrying out the next step.
The drilling robot 22 may be selected from the drilling robots 22 disclosed in CN202467639U, and may be selected from other types of drilling robots 22 meeting the drilling requirements.
The specific steps of S8 are:
and (3) performing hole cleaning operation by adopting a gas lift method, wherein the surface of slurry in the hole is not lower than 1.0 meter below the hole opening and is 1.0-1.5 meters higher than the underground water level during hole cleaning. The gas lift method is prior art and will not be described herein.
The slurry return speed of the gas lift method is high, the construction period is shortened, and the construction cost is reduced; the slag removal speed is high, the slurry discharge amount is reduced, the environmental pollution is reduced, and the construction cleaning treatment cost is reduced, so that the gas lift method is selected for hole cleaning operation.
Referring to fig. 4 and 6, the specific steps of S9 are:
s9-1: a support ring platform 8 is arranged at the upper end of the reinforcement cage 5, and two groups of fixed pulleys 81 are fixedly connected to the upper end of the support ring platform 8;
s9-2: taking two ropes and arranging two driving motors 7;
s9-3: one end of one rope is tightly tied on the discharge hole of the guide pipe 9, and then the other end of the rope is wound around one group of fixed pulleys 81 and is fixedly connected with the output end of one driving motor 7; one end of the other rope is tightly tied with the discharge hole of the guide pipe 9, and then the other end of the rope is wound around the other fixed pulley 81 and is fixedly connected with the output end of the other driving motor 7;
s9-4, installing a grouting device 6 on the reinforcement cage 5;
referring to fig. 5, the grouting device 6 comprises a longitudinal grouting pipe 61, a horizontal annular grouting pipe 62, a three-way joint 64 and a one-way valve 63;
wherein, the horizontal annular grouting pipe 62 is horizontally arranged at the bottom of the reinforcement cage 5 and is positioned at the inner side of the reinforcement cage 5; the horizontal annular grouting pipe 62 is a non-closed circular ring formed by two sections of circular arc steel pipes, one end of each circular arc steel pipe is connected with one main pipe port of the three-way joint 64, and the other end of each circular arc steel pipe is provided with a one-way valve 63; a plurality of check valves 63 are uniformly arranged on the pipe wall of the horizontal annular grouting pipe 62; the longitudinal grouting pipe 61 is communicated with the horizontal annular grouting pipe 62 through a branch pipe port of a three-way joint 64; the longitudinal grouting pipe 61 is perpendicular to the horizontal annular grouting pipe 62, is arranged in parallel with a main reinforcement of a reinforcement cage 5 of the reinforcement cage 5, and is fixed on the inner side of the reinforcement cage 5; inside is provided with the steel reinforcement cage 5 of mud jacking device 6 and arranges downthehole at the stake that is located subaerial, and the center pin of steel reinforcement cage 5 and the center pin coincidence in stake hole, after the downthehole completion concrete of pouring into of stake formed bored concrete pile 1, the top of vertical slip casting pipe 61 is higher than the top of bored concrete pile 1 and is less than ground.
When the reinforcement cage 5 is lowered, the grouting devices 6 are embedded in the cast-in-place pile 1 together, so that the subsequent grouting process is facilitated.
The specific steps of S10 are:
s10-1: assembling the catheter 9;
the guide pipes 9 are formed by assembling a plurality of pipelines, a lengthening water tightness test is carried out after the guide pipes 9 are assembled, the pressure of a test water is 0.2-0.5 MPa, and sealing rings are arranged at the connecting positions among the guide pipes 9.
S10-2: the catheter 9 is slowly put into the perfusion hole by the driving motor 7.
Because the depth of the perfusion hole is larger, the cost for preparing the guide pipe 9 with a single length meeting the requirement is larger, the guide pipe 9 is generally formed by assembling a plurality of pipelines, and a sealing ring is arranged at the connecting position during the assembly to increase the integral sealing property of the guide pipe 9; and (4) after the assembly is finished, lengthening water tightness test is carried out, so that the quality problem caused by water leakage and air leakage of the guide pipe 9 after the cast-in-place pile 1 is poured is reduced.
Referring to fig. 6, the specific steps of S11 are:
when the concrete is poured, the driving motor 7 drives the rope to roll so as to move the guide pipe 9 upwards.
When concrete is poured, the depth of the conduit 9 embedded in the concrete is not less than 2m, preferably more than 6m, the depth of the concrete surface in the pile hole is measured every 30 minutes, the rising speed of the concrete surface is controlled to be more than 2m/min and less than 4m/min, and the slurry displaced during the concrete pouring is discharged into other pile holes under construction or a pre-dug sedimentation tank through a pre-dug slurry sewage drainage ditch;
in the concrete pouring process, when the concrete surface returns upwards to the bottom end of the reinforcement cage 5, the reinforcement cage 5 possibly floats upwards due to the fact that the depth of the guide pipe 9 is shallow and the concrete pouring amount is relatively overlarge, the concrete returning speed is overlarge, great upward impulsive force is generated, and the reinforcement cage 5 is not prone to floating upwards; the depth of the conduit 9 embedded in the concrete is not less than 2m and more than 6m, so that the conduit 9 is convenient to lift up and the conduit 9 is easy to keep in the concrete surface; measuring the depth of the concrete surface in the pile hole every 30 minutes, when the pouring amount does not accord with the position of the concrete top surface, timely processing, and stopping pouring when necessary; the pouring speed is too fast, which may cause the reinforcement cage 5 to float upwards, and the pouring speed is too slow, which may cause concrete segregation, thus the pouring speed of the concrete needs to be ensured.
The specific steps of S12 are:
s12-1: preparing grouting equipment, which comprises a slurry stirrer, a slurry storage barrel with a filter screen, a high-pressure grouting pump, a pressure gauge and a high-pressure rubber pipe;
s12-2: pressurizing and injecting water into the longitudinal grouting pipe 61 after the bored pile is formed for 8-10 hours, stopping injecting water after the pressure gauge shows that the pressure is suddenly and obviously reduced, and measuring the water injection amount;
s12-3: mixing cement slurry according to the designed water cement ratio 10-15 days after the cast-in-situ bored pile is formed;
s12-4: filtering the cement slurry into a slurry storage barrel and continuously stirring;
s12-5: connecting the high-pressure grouting pump and the high-pressure rubber pipe with the grouting device 6;
s12-6: the prepared cement slurry is injected into the grouting device 6.
The pre-buried grouting device 6 is used for grouting, so that the construction difficulty is reduced, the placement process of the longitudinal grouting pipe 61 in the reinforcement cage 5 is reduced, the construction progress is accelerated, and the construction period is shortened; the multi-point grouting form that sets up horizontal annular slip casting pipe 62 at bored concrete pile 1 tip is adopted to replace the single-point grouting form of another vertical slip casting pipe 61 and is under construction, and the effectual single vertical slip casting pipe 61 of having solved is easily blockked up, causes later stage slip casting pressure too big, causes the phenomenon of splitting to bored concrete pile 1 pile end to the construction quality of the post-grouting of bored concrete pile 1 pile end has been improved.
The pile foundation concrete is poured and constructed by adopting a slurry downward vertical lifting guide pipe 9 method, a circular spiral quick joint guide pipe 9 is selected, the upper end of the circular spiral quick joint guide pipe 9 is connected with a pouring funnel and is suspended by a crane or a drilling machine, so that the guide pipe 9 can vertically move up and down during pouring and pulling. Before the conduit 9 is used for the first time, whether the conduit 9 leaks air, leaks water and deforms or not needs to be checked, whether the joint connection is firm and reliable or not is determined, the actual length of the assembled conduit 9 is measured, a lengthening water tightness test needs to be carried out regularly, and the pressure of test water is 0.2-0.5 MPa. The connection between the guide pipes 9 is to place a sealing ring.
The implementation principle of the embodiment is as follows:
referring to fig. 1, the cast-in-place pile 1 formed by pouring in the above manner, when a pile is formed, concrete between two cast-in-place piles 1 is solidified to form a connecting portion 11, so that the two cast-in-place piles 1 are in a U-shaped shape, and the two adjacent cast-in-place piles 1 are connected together through the connecting portion 11, even if mud skin on a hole wall blocks combination of a pile body and soil around the cast-in-place piles 1, a friction coefficient is reduced, the connecting portion 11 can still enable the two cast-in-place piles 1 to maintain structural stability, and simultaneously, bearing pressure is shared between the two cast-in-place piles 1, so that the bearing capacity of the cast-in-place pile 1.
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 (10)
1. A construction process of a cast-in-situ bored pile comprises,
s1, confirming that the field is flat and preparing equipment; s2, installing a stirring station and preparing raw materials; s3, installing a protective sleeve (4); s4, positioning and installing a drilling machine; s5, drilling a first pouring hole (2) by using a drilling machine; s6, drilling a second pouring hole (3) by using a drilling machine; s7, lowering the drilling robot (22) to drill the communication hole (21) and then taking out the drilling robot (22); s8, clearing holes and checking; s9, lowering the reinforcement cage (5); s10, lowering the conduit (9); s11, conveying the prepared concrete; s12: carrying out grouting treatment;
the specific steps of S7 are as follows:
s7-1: tying a rope on the drilling robot (22), and then using a crane to place the drilling robot (22) on the inner bottom wall of the first pouring hole (2);
s7-2: controlling the drilling robot (22) to drill a communication hole (21), and judging whether the communication hole (21) communicates the first filling hole (2) with the second filling hole (3) or not by observing the length of the rope;
s7-3: when the first pouring hole (2) is communicated with the second pouring hole (3), the drilling robot (22) is controlled to move back to the first pouring hole (2) and a crane is used for taking out the drilling robot (22).
2. The cast-in-situ bored pile construction process according to claim 1, wherein: the specific steps of S3 are as follows:
s3-1: the protective cylinder (4) is made of a steel plate of 5-8 mm, the inner diameter of the protective cylinder is 1.20-1.40 m, and the height of the protective cylinder is 1.70 m;
s3-2: burying the bottom of the pile casing (4) in 1.5 meters below the ground surface, and enabling the pile casing (4) to be 0.2 meters higher than the ground;
s3-3: carrying out center position calibration on the pile casing (4) and the cast-in-place pile (1);
the specific steps of S3-3 are as follows:
s3-3-1: welding a cross reinforcing steel bar frame (41) at the opening of the pile casing (4);
s3-3-2: and hanging a plumb bob (42) at the central position of the cross steel bar frame (41), and naturally placing the plumb bob (42) to calibrate the pile casing (4).
3. The cast-in-situ bored pile construction process according to claim 1, wherein: the specific steps of S4 are as follows:
leveling a drilling machine, aligning the drilling machine with a drilled hole, and then installing a drilling disk, wherein the center of the drilling disk and a hoisting pulley on a drilling frame are on a plumb line, and the deviation between the drilling rod and the center of the drilled hole is not more than 2 cm.
4. The cast-in-situ bored pile construction process according to claim 1, wherein: and in the step S7, after the hole is drilled to the designed hole depth, testing the mud index.
5. The cast-in-situ bored pile construction process according to claim 1, wherein: and in the S8, a gas lift method is adopted for hole cleaning operation, and the slurry surface in the hole is not lower than 1.0 meter below the hole opening and is 1.0-1.5 meters higher than the underground water level during hole cleaning.
6. The cast-in-situ bored pile construction process according to claim 1, wherein: the specific steps of S9 are:
s9-1: a supporting ring table (8) is arranged at the upper end of the reinforcement cage (5), and two groups of fixed pulleys (81) are fixedly connected to the upper end of the supporting ring table (8);
s9-2: taking two ropes and arranging two driving motors (7);
s9-3: one end of one rope is tightly tied on the discharge hole of the guide pipe (9), and then the other end of the rope is wound around one group of fixed pulleys (81) and is fixedly connected with the output end of one driving motor (7); one end of the other rope is tightly tied on the discharge hole of the guide pipe (9), and then the other end of the rope is wound around the other group of fixed pulleys (81) and is fixedly connected with the output end of the other driving motor (7).
7. The cast-in-situ bored pile construction process according to claim 6, wherein: in the S10, the guide pipes (9) are formed by assembling a plurality of pipelines, a lengthening water tightness test is carried out after the guide pipes (9) are assembled, the water testing pressure is 0.2-0.5 MPa, and sealing rings are arranged at the connecting positions between the guide pipes (9).
8. The cast-in-situ bored pile construction process according to claim 6, wherein: in the S11, the depth of the conduit (9) embedded in the concrete is not less than 2m, the depth of the concrete surface in the pile hole is measured every 30 minutes, the rising speed of the concrete surface is controlled to be more than 2m/min and less than 4m/min, and the slurry displaced during concrete pouring is discharged into other pile holes under construction or a pre-dug sedimentation tank through a pre-dug slurry sewage drainage ditch.
9. The cast-in-situ bored pile construction process according to claim 1, wherein: in the S9, a grouting device (6) is arranged on the reinforcement cage (5), and the grouting device (6) comprises a longitudinal grouting pipe (61), a horizontal annular grouting pipe (62), a three-way joint (64) and a one-way valve (63);
wherein the horizontal annular grouting pipe (62) is horizontally arranged at the bottom of the reinforcement cage (5) and is positioned inside the reinforcement cage (5); the horizontal annular grouting pipe (62) is a non-closed circular ring formed by two sections of circular arc steel pipes, one end of each circular arc steel pipe is connected with one main pipe port of the three-way joint (64), and a one-way valve (63) is installed at the other end of each circular arc steel pipe; a plurality of one-way valves (63) are uniformly arranged on the pipe wall of the horizontal annular grouting pipe (62); the longitudinal grouting pipe (61) is communicated with the horizontal annular grouting pipe (62) through a branch pipe port of a three-way joint (64); the longitudinal grouting pipe (61) is perpendicular to the horizontal annular grouting pipe (62), is parallel to a main reinforcement of a reinforcement cage (5) of the reinforcement cage (5), and is fixed on the inner side of the reinforcement cage (5); the steel reinforcement cage (5) that inside was provided with mud jacking device (6) is arranged at the stake hole that is located subaerial, the center pin of steel reinforcement cage (5) and the center pin coincidence in stake hole, after the stake is downthehole to have grouted the concrete and form bored concrete pile (1), the top of vertical slip casting pipe (61) is higher than the top of bored concrete pile (1) and is less than ground.
10. The cast-in-situ bored pile construction process according to claim 9, wherein: the specific steps of S12 are as follows:
s12-1: preparing grouting equipment, which comprises a slurry stirrer, a slurry storage barrel with a filter screen, a high-pressure grouting pump, a pressure gauge and a high-pressure rubber pipe;
s12-2: pressurizing and injecting water into the longitudinal grouting pipe (61) 8-10 hours after the bored pile is formed, stopping injecting water after the pressure gauge shows that the pressure is suddenly and obviously reduced, and measuring the water injection amount;
s12-3: mixing cement slurry according to the designed water cement ratio 10-15 days after the cast-in-situ bored pile is formed;
s12-4: filtering the cement slurry into a slurry storage barrel and continuously stirring;
s12-5: connecting a high-pressure grouting pump and a high-pressure rubber pipe with the grouting device (6);
s12-6: and injecting the prepared cement slurry into the grouting device (6).
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| CN111335347B (en) * | 2020-03-12 | 2021-07-20 | 广东金衡建筑工程有限公司 | Cast-in-situ bored pile and construction method thereof |
| CN111395339A (en) * | 2020-03-23 | 2020-07-10 | 中国一冶集团有限公司 | Mounting structure and mounting method for accurately embedding cast-in-situ bored pile casing |
| CN112112573B (en) * | 2020-07-31 | 2022-12-16 | 中国一冶集团有限公司 | Protective cylinder device of full-slewing drilling machine |
| CN113216237A (en) * | 2021-04-19 | 2021-08-06 | 中建八局第一建设有限公司 | Building structure system of ground tie beam and construction method |
| CN113897950B (en) * | 2021-10-11 | 2023-07-07 | 飞帆集团有限公司 | Grouting device for bored pile and construction method thereof |
| CN114753414B (en) * | 2022-04-13 | 2023-07-14 | 中交三航局第三工程有限公司 | Intelligent anti-scouring device and method for annular grid type fluidized soil steel pipe pile |
| CN115162327B (en) * | 2022-08-09 | 2023-04-25 | 开封大学 | Foundation construction method in house building |
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| KR100854578B1 (en) * | 2007-05-02 | 2008-08-26 | 태성이엔씨(주) | The method of presetting-up the pile-mixed wall |
| KR101266161B1 (en) * | 2010-06-29 | 2013-05-21 | 엘에스씨산업기술 주식회사 | Retaining method using two rows pile and connector of two rows pile for the same |
| CN204059396U (en) * | 2014-07-29 | 2014-12-31 | 中铁十一局集团有限公司 | Fixed infrastructure bottom tower crane |
| KR101716313B1 (en) * | 2015-08-13 | 2017-03-14 | 이종신 | Based on top file assembly of the soft ground and concrete structure using the same |
| CN205712154U (en) * | 2016-04-22 | 2016-11-23 | 张瑞泉 | The base apparatus that a kind of building supports |
| CN205990624U (en) * | 2016-09-08 | 2017-03-01 | 北京建筑大学 | A kind of civil engineering built pile |
| CN110172871A (en) * | 2019-06-11 | 2019-08-27 | 中铁第一勘察设计院集团有限公司 | Plateau Permafrost Regions High Speed Railway Subgrade and its construction method |
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