CN115387328B - Beach cast-in-place pile construction method based on ultra-long spiral drilling machine - Google Patents
Beach cast-in-place pile construction method based on ultra-long spiral drilling machine Download PDFInfo
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- CN115387328B CN115387328B CN202210881144.7A CN202210881144A CN115387328B CN 115387328 B CN115387328 B CN 115387328B CN 202210881144 A CN202210881144 A CN 202210881144A CN 115387328 B CN115387328 B CN 115387328B
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- 238000005553 drilling Methods 0.000 title claims abstract description 90
- 238000010276 construction Methods 0.000 title claims abstract description 31
- 230000002787 reinforcement Effects 0.000 claims abstract description 101
- 239000004567 concrete Substances 0.000 claims abstract description 49
- 238000005452 bending Methods 0.000 claims abstract description 24
- 238000000034 method Methods 0.000 claims abstract description 23
- 238000004519 manufacturing process Methods 0.000 claims abstract description 11
- 229910000831 Steel Inorganic materials 0.000 claims description 40
- 239000010959 steel Substances 0.000 claims description 40
- 239000002689 soil Substances 0.000 claims description 32
- 238000005096 rolling process Methods 0.000 claims description 22
- 238000004140 cleaning Methods 0.000 claims description 19
- 230000000149 penetrating effect Effects 0.000 claims description 12
- 238000005086 pumping Methods 0.000 claims description 12
- 230000003014 reinforcing effect Effects 0.000 claims description 12
- 230000007246 mechanism Effects 0.000 claims description 11
- 239000002002 slurry Substances 0.000 claims description 9
- 238000003466 welding Methods 0.000 claims description 9
- 238000005520 cutting process Methods 0.000 claims description 8
- 239000004576 sand Substances 0.000 claims description 7
- 238000004804 winding Methods 0.000 claims description 7
- 238000003780 insertion Methods 0.000 claims description 6
- 230000037431 insertion Effects 0.000 claims description 6
- 230000002457 bidirectional effect Effects 0.000 claims description 4
- 229910000617 Mangalloy Inorganic materials 0.000 claims description 3
- 230000000903 blocking effect Effects 0.000 claims description 3
- 238000005266 casting Methods 0.000 claims description 2
- 230000008901 benefit Effects 0.000 abstract description 2
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- 230000005484 gravity Effects 0.000 description 3
- 238000003825 pressing Methods 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
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- 230000002411 adverse Effects 0.000 description 2
- 230000004075 alteration Effects 0.000 description 2
- 238000012937 correction Methods 0.000 description 2
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- 238000009434 installation Methods 0.000 description 2
- 238000002156 mixing Methods 0.000 description 2
- 238000000926 separation method Methods 0.000 description 2
- OYPRJOBELJOOCE-UHFFFAOYSA-N Calcium Chemical compound [Ca] OYPRJOBELJOOCE-UHFFFAOYSA-N 0.000 description 1
- 238000009825 accumulation Methods 0.000 description 1
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- 239000011241 protective layer Substances 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
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- 239000002893 slag Substances 0.000 description 1
- 239000003351 stiffener Substances 0.000 description 1
- 201000008827 tuberculosis Diseases 0.000 description 1
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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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/08—Sinking workpieces into water or soil inasmuch as not provided for elsewhere
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- 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
- E21B47/00—Survey of boreholes or wells
- E21B47/04—Measuring depth or liquid level
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- 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
- E21B7/00—Special methods or apparatus for drilling
- E21B7/02—Drilling rigs characterised by means for land transport with their own drive, e.g. skid mounting or wheel mounting
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- 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
- E21B7/00—Special methods or apparatus for drilling
- E21B7/04—Directional drilling
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- Structural Engineering (AREA)
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- General Life Sciences & Earth Sciences (AREA)
- General Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Fluid Mechanics (AREA)
- Environmental & Geological Engineering (AREA)
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- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a beach cast-in-place pile construction method based on an ultra-long spiral drilling machine, which solves the problem of difficult drilling and bar planting of the ultra-long cast-in-place pile according to the assembling and manufacturing steps of a specific ultra-long drill rod and a reinforcement cage; the influence of special geological structures in beach areas on construction is overcome through the treatment of the drill rod and the special drilling device; the problem of excessive bending and positioning downward inserting during hoisting of the reinforcement cage is solved through the guide rod and the hopper. The method comprises the following steps: (1) Assembling a drill rod, positioning a drilling machine, aligning the center of the pile position, and setting a depth mark; (2) manufacturing a conical head ultra-long reinforcement cage; (3) drilling; (4) concrete pouring; (5) setting a roller shaft type overflow-preventing hopper; (6) hoisting the reinforcement cage; (7) inserting a reinforcement cage; and (8) constructing the rest of the cast-in-place piles according to a three-sequence hole skip mode. The method has the advantage of being suitable for the special geological environment of the ultra-long cast-in-place pile and beach area.
Description
Technical Field
The invention relates to the technical field of cast-in-place pile construction, in particular to a beach cast-in-place pile construction method based on an ultra-long spiral drilling machine.
Background
The ecological protection and high-quality development of the yellow river basin are increasingly paid attention to, wherein the water flow potential of the yellow river is controlled by adopting the permeable pile dam, and the method has remarkable treatment effect. The control and guide engineering can effectively play a role in flood control and disaster resistance, and on the other hand, the greening sightseeing engineering is built on the basis of the permeable pile dam.
In the construction process of a program-controlled guide engineering of a yellow river beach area, the geological condition of the yellow river beach area is complex, 3-6m unequal silted fine sand layers exist under the beach area, calcium tuberculosis layers exist in uneven distribution, the underground water level is high, scattered polished stones exist locally when the beach protection engineering is in emergency, and the pile foundation platform filling layer formed by water is unstable, so that the phenomena of serious reaming and hole collapse occur in the construction process of rotary drilling, and the situation that the pile casing is sunk due to hole collapse also occurs in individual pile positions, so that the construction progress and the engineering construction safety are seriously influenced.
The technology of placing the reinforcement cage after the long spiral drilling pumps the superfluid concrete is evolved from the CIP construction method in Japan, which is different from the common drilling pile, adopts a special long spiral drilling machine to drill to a preset depth, pumps the superfluid concrete into the hole continuously through a drill valve until the pile top, and then inserts the reinforcement cage to form a pile body, thus being a novel pile foundation construction method; the long spiral drilling machine is suitable for supporting piles for building foundation piles, foundation pits and deep wells, is suitable for filling layers, silt layers, sand layers and pebble layers, is also suitable for various soil layers with groundwater, and can form piles under poor geological conditions such as soft soil layers, quicksand layers and the like.
But after investigation by the inventor, found that the method is applied at presentThe engineering pile length is generally about 15m, and is not more than 30m. In addition, the water permeable pile dam structure designed in the yellow river beach area has a dam crest Gao Chengqu of 4000m of flow for yellow river engineering repair 3 The corresponding design water level of/s, the pile diameter of the cast-in-place pile is 0.8m, the pile length is 36m, the reinforcement cage length is 35.94m, the pile position center distance is 1.1m, the clear distance between piles is 0.3m, and the prior construction technology cannot be suitable for the depth requirement of the cast-in-place pile in the yellow river beach area.
The information disclosed in this background section is only for enhancement of understanding of the background of the disclosure and should not be taken as an acknowledgement or any form of suggestion that this information forms the prior art that is well known to a person skilled in the art.
Disclosure of Invention
In view of at least one of the above technical problems, the present disclosure provides a beach area cast-in-place pile construction method based on an ultra-long spiral drilling machine, according to the assembling and manufacturing steps of a specific ultra-long drill rod and a reinforcement cage, so as to solve the problem of difficult drilling and reinforcement implantation of the ultra-long cast-in-place pile; the adverse effect of special geological structure of beach area on construction is overcome by processing the drill rod and a special clear drilling device; the problem that the bending degree is too large and the downward insertion is difficult to accurately position during hoisting of the reinforcement cage is solved through the guide rod and the hopper.
According to one aspect of the present disclosure, there is provided a beach area cast-in-place pile construction method based on an ultra-long spiral drilling machine, comprising the steps of:
(1) The method comprises the steps of assembling an ultra-long drilling machine drill rod in sections, controlling a pile position center to be tested according to plane coordinates, moving the drilling machine to be in position, aligning the pile position center, adjusting the verticality of the drill rod by adopting a plumb line, and setting a depth mark at a position of the drilling machine corresponding to the drilling depth;
(2) Manufacturing a conical head ultra-long reinforcement cage, manufacturing an annular reinforcement stirrup by adopting an annular reinforcement rib die, vertically welding a main reinforcement on the outer side of the annular reinforcement stirrup, and then winding and welding the coiled reinforcement stirrup by utilizing a numerical control rolling cage machine;
(3) Drilling, namely, after the outer diameter of the drill bit is checked to be qualified, starting drilling, drilling is performed slowly and then quickly, drilling speed is adjusted in real time, the verticality of the drill rod is monitored, the current value of the drill rod is ensured to be not more than 120A, and the drill rod is drilled to the depth mark position of the drilling machine;
(4) The concrete is poured, the drill is lifted for 20 cm to 30cm before pouring, then the hollow drill rod correspondingly connected with the concrete conveying pump is used for continuously pumping concrete into the hole for a certain time, and then the drill is lifted at a constant speed, meanwhile, an automatic soil cleaning device is adopted for cleaning the drill, and the drill lifting speed V is ensured to be smaller than the ratio of the slurry pumping quantity S to the sectional area of the hole, namely V is less than or equal to S/pi R 2 Until the casting surface is higher than the planned pile top by more than 50 cm;
(5) A roller shaft type anti-overflow hopper is arranged at the position corresponding to the pile opening, and the center of the roller shaft type anti-overflow hopper coincides with the center of the pile position;
(6) Lifting a reinforcement cage, namely, penetrating an introduction rod connected with a vibrating hammer in the reinforcement cage by utilizing a rod penetrating groove, lifting the vibrating hammer correspondingly connected with the reinforcement cage by utilizing a crawler crane, moving to a pile position, correcting the bidirectional verticality of the reinforcement cage by adopting a theodolite after aligning to the center of the pile position, and aligning the bottom of the reinforcement cage to a roll shaft type overflow-preventing hopper at the pile position;
(7) The reinforcement cage is inserted, the crawler crane slowly drops to the hook until the insertion speed of the reinforcement cage is slowed down, the vibrating hammer is started to be inserted down to the designed elevation, the connection between the vibrating hammer and the reinforcement cage is disconnected, and the vibrating hammer is closed after the guide rod is slowly vibrated;
(8) And constructing the rest of the cast-in-place piles according to a three-sequence hole skip mode.
In some embodiments of the disclosure, in said step (1), the drill pipe perpendicularity allowable deviation is not more than 1%.
In some embodiments of the disclosure, in the step (2), the annular reinforcing rib mold includes a bending machine with a cutting machine at a center, and a reinforcing rib mold disposed between the cutting machine and the bending machine, and the reinforcing rib mold includes a circular base, bending columns perpendicular to the base and uniformly distributed in a corresponding annular shape, and stress columns disposed on one side of the bending machine.
In some embodiments of the disclosure, in the step (2), the numerically controlled rolling cage machine includes a walking vehicle disposed on a track, a height-adjustable and angle-adjustable straightener disposed on the walking vehicle, a limit stay bar disposed on the walking vehicle for preventing the steel reinforcement cage from overturning from the rolling cage mechanism, and a rolling cage mechanism with driving members disposed at two ends in a staggered manner and connected by bearing brackets at the joints of the rollers.
In some embodiments of the disclosure, in the step (3), the drill bit end is provided with a blocking door hinged to the hollow drill rod.
In some embodiments of the disclosure, in the step (3), the drilling rate of the drilling machine is 0.2-0.5 m/min in the mixed soil, cohesive soil and sand gravel layer, and 1.0-1.5 m/min in the raw soil, silt and sand layer.
In some embodiments of the disclosure, in the step (4), the automatic soil cleaning device includes a supporting rod disposed on a drilling frame, a turntable rotationally connected with the supporting rod, and soil cleaning teeth distributed around the turntable in a circumferential array corresponding to a helical pitch of the drill rod.
In some embodiments of the present disclosure, in the step (5), the roll-type flash hopper includes a pipe-type hopper mouth for inserting into a pile hole, a square hopper groove correspondingly connected to the hopper mouth, and at least three sets of rolls disposed at corresponding positions on an upper edge of the hopper mouth.
In some embodiments of the disclosure, in the step (6), the rod penetrating groove includes a rotating shaft perpendicular to the main bar and penetrating the reinforcement cage, and a rotating shaft bracket fixed to the ground.
In some embodiments of the disclosure, in the step (6), the vibratory hammer is correspondingly connected with the reinforcement cage through a steel wire rope, and the guide rod is abutted against the conical bottom of the reinforcement cage, and the guide rod is made of seamless manganese steel.
One or more technical solutions provided in the embodiments of the present application at least have any one of the following technical effects or advantages:
1. the method for assembling the drill rod from sections is adopted, coaxiality deviation caused by hoisting after the existing whole assembly is effectively avoided, and the coaxiality of the drill rod can be adjusted at the same time during assembly.
2. The depth mark is arranged at the position of the drilling machine corresponding to the elevation of the drilling hole, so that the drilling hole depth can be intuitively and conveniently determined.
3. The rolling cage mechanism of the numerical control rolling cage machine adopted in the winding of the overlong reinforcement cage adopts power staggered arrangement, and the middle bearing is supported, so that the jumping away from the driving end is effectively avoided, the coaxiality of the rolling shaft is ensured, and the load is uniform.
4. The operation of lifting the drill before pouring makes the end part of the drill bit plug door open under the action of gravity so as to achieve the purpose of balancing the air pressure in the hole, and avoid the influence of negative pressure formed at the bottom of the hole due to poor geological air permeability of the clay in the beach area and direct grouting.
5. Through the limitation of the grouting and lifting drilling speed, the gap generated by filling concrete and lifting drilling is ensured, and the phenomenon that the pile body is in gap due to the fact that the lifting drilling speed is too high or the pumping amount is insufficient is avoided, so that broken piles are formed.
6. Because of having set up roll-type anti-overflow hopper, prevent on the one hand that thick liquid is excessive after inserting the steel reinforcement cage to and pull out behind the leading-in pole concrete backward flow pile body and carry earth and form pile head clamp mud, on the other hand its and the tangent roller of steel reinforcement cage can utilize the roller to rotate and be convenient for insert under the steel reinforcement cage, play effectual spacing to the income stake of overlength steel reinforcement cage simultaneously, guarantee steel reinforcement cage reinforcement protective layer thickness.
7. The vibration hammer is turned on and then turned off until the vibration hammer is completely lifted, on one hand, the steel reinforcement cage is effectively guaranteed to be inserted in place under the vibration hammer and the guide-in rod connected with the steel reinforcement cage is smoothly pulled out, and on the other hand, the guide-in rod is prevented from generating a cavity in the pulling-out process, and the effect of compacting concrete is achieved.
8. Because the three-sequence hole skip mode is adopted for construction, the problems of hole collapse, hole occupation, front pile concrete disturbance and the like caused by the fact that the water-permeable pile bodies are distributed too densely, the net spacing between piles is only 0.3m and the construction is sequentially carried out in the embodiment are effectively solved.
9. The technical prejudice is broken through, and in the third chapter of the technical standard of the long spiral drilling and pressing filling pile of JGJ/T419-2018, the design of the diameter and the length of the long spiral drilling and pressing filling pile should consider the construction capacity of equipment, the diameter of the pile is preferably 400-1000 mm, and the length of the pile is not more than 30m. However, the construction method can be used for ensuring the quality of the cast-in-place pile, and the construction length of the cast-in-place pile exceeds the pile length in the prior art.
Drawings
Fig. 1 is a flowchart of a method for constructing a bored pile according to an embodiment of the present application.
Fig. 2 is a schematic structural view of an annular stiffener mold according to an embodiment of the present disclosure.
Fig. 3 is a schematic structural diagram of a rolling cage mechanism of an ultra-long rib winding machine in an embodiment of the application.
Fig. 4 is a schematic structural diagram of a winding mechanism of an ultra-long winding machine according to an embodiment of the present application.
Fig. 5 is a schematic view of a drill bit structure of an ultra-long spiral drilling machine according to an embodiment of the present application.
Fig. 6 is a schematic diagram illustrating an automatic clear drilling device according to an embodiment of the present application.
Fig. 7 is a schematic structural view of a roll type overflow preventing hopper according to an embodiment of the present application.
FIG. 8 is an exploded view of a portion of a through-rod groove according to one embodiment of the present application.
Fig. 9 is a schematic diagram of a three-sequence Kong Tiaoda construction in an embodiment of the present application.
In the above figures, 1 is a bending machine, 2 is a cutting machine, 3 is a stirrup mold, 4 is a bending column, 5 is a stress column, 6 is a driving piece, 7 is a rolling shaft, 8 is a bearing bracket, 9 is a straightener, 10 is a limit stay bar, 11 is a paying-off disc, 12 is a traveling carriage, 13 is a blocking door, 14 is a stay bar, 15 is a turntable, 16 is soil cleaning teeth, 17 is a bucket mouth, 18 is a bucket groove, 19 is a bucket roll shaft, 20 is a rotating shaft, and 21 is a rotating shaft bracket.
Detailed Description
In the description of the present application, it should be understood that the terms "upper," "lower," "front," "rear," "left," "right," "top," "bottom," "inner," "outer," "vertical," "horizontal," "clockwise," "counterclockwise," etc. indicate or refer to an orientation or positional relationship based on that shown in the drawings, merely for convenience of description and to simplify the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and therefore should not be construed as limiting the present application. Reference to "connected" and "coupled" in this application includes both direct and indirect connections (couplings), unless specifically stated otherwise.
The components, structures, mechanisms, and the like, which are described in the following examples, are commercially available products unless otherwise specified.
For better understanding of the technical solutions of the present application, the following detailed description will refer to the accompanying drawings and specific embodiments.
The embodiment discloses a beach area cast-in-place pile construction method based on an ultra-long spiral drilling machine, which is shown in fig. 1 and comprises the following steps:
(1) And (3) assembling the ultra-long drilling machine drill rod in sections, controlling the pile position center to be tested according to the plane coordinates, moving the drilling machine to be in position, aligning the pile position center, adjusting the verticality of the drill rod by adopting a plumb line, and setting a depth mark at the position of the drilling machine corresponding to the drilling depth.
The overlength spiral drilling machine is characterized in that the length of a drill rod is overlong, the drill rod is installed from a power head in a section-by-section downward mode when the drill rod is installed, the coaxiality change of the drill rod caused by hoisting after the drill rod is integrally assembled is avoided, the flatness of a connecting surface is checked before installation, the flatness of a plane at a connecting plane is ensured to be not more than 1/1000, and the perpendicularity deviation between the drill rod and the central line of the power head after installation is not more than 1%. Thereby ensuring the verticality of the drill rod and the drilled hole.
After the ultra-long spiral drilling machine is installed, the pile position is projected to the pile foundation platform through the total station according to the plane coordinate control point, the drilling machine is initially positioned, the initially positioned drilling machine is centered by a plumb hanging wire, and the position, levelness and drill rod verticality of the pile machine are accurately adjusted until the pile machine is horizontal, the drill rod is vertical, and the center of the drill bit is coincident with the center of the pile position.
In addition, in order to simply and conveniently control the drilling depth to the elevation, excessive and complex monitoring devices are avoided, and corresponding depth marks are arranged on the drill frame or the drill pipe at positions corresponding to the elevation by adopting paint or a scale so as to observe and record the drilling depth in construction.
(2) And manufacturing the conical head ultra-long reinforcement cage, manufacturing an annular reinforcing stirrup by adopting an annular reinforcing rib die, vertically welding a main reinforcement on the outer side of the annular reinforcing stirrup, and then carrying out coiling welding of the coiled stirrup by utilizing a numerical control rolling cage machine.
The super-long reinforcement cage is of a cone head structure of a cylinder body, the cylinder body is suitable for circular drilling, and the cone head is used for achieving the purpose of reducing the fluid resistance of concrete slurry inserted into the drilling in the later period.
The annular reinforcing rib die can integrally realize the functions of blanking, bending reinforcing steel bars and die correction, and avoids the conversion operation among a plurality of devices. Referring to fig. 2, the bending machine comprises a bending machine with a cutting machine at the center, and a reinforcing rib die arranged between the cutting machine and the bending machine, wherein the reinforcing rib die comprises a round base, bending columns perpendicular to the base and corresponding to the annular uniform distribution, and stress columns arranged on one side of the bending machine. When the bending machine is used, firstly, the steel bars are inserted between the bending columns of the stirrup manufacturing mold and are propped against the stress columns, then, the steel bars are started to bend along the bending columns of the circular array and under the condition that the stress columns provide supporting points, the steel bars are bent and formed along with the rotation of the circular base, and then, the cutting machine is started to cut off the steel bars, so that the bending work of the reinforcing steel bars is completed.
And after the main reinforcement bars of the reinforcement cage are welded on the outer sides of the corresponding circular stirrups according to design standards in an artificial welding mode, a numerical control rolling cage machine is used for coiling and welding the circular stirrups. Referring to fig. 3-4, the numerical control rolling cage machine comprises a walking vehicle arranged on a track, a straightener arranged on the walking vehicle and adjustable in height and angle, a limit stay bar arranged on the walking vehicle and used for preventing a steel reinforcement cage from overturning from the rolling cage mechanism, and a rolling cage mechanism, wherein driving parts are respectively arranged at two ends in a staggered manner, and the joints of the rolling shafts are connected by adopting bearing frames. The round stirrups and the main bars are welded and formed and then are arranged between rolling shafts of the rolling cage mechanism, the whole disc of the round stirrups is arranged on the paying-off disc and is correspondingly connected with the straightener, and the straightening and continuous delivery of the steel bars are realized through the straightener; meanwhile, the travelling car moves along the rail to drive the straightener to move, equidistant winding of the steel bars is achieved, the connection of the steel wires and the main steel bars is completed by manually matching with spot welding, and the manufacturing of the steel bar cage is completed.
(3) And drilling, namely, after the outer diameter of the drill bit is checked to be qualified, starting drilling, drilling is performed slowly and then quickly, the drilling speed is adjusted in real time, the verticality of the drill rod is monitored, the current value of the drill rod is ensured to be not more than 120A, and the drill rod is drilled to the depth mark position of the drilling machine.
Before drilling begins, checking whether the outer diameter of the drill bit meets the design aperture requirement, see fig. 5, and checking whether the plugging door at the hollow drill rod of the drill bit is hinged, so that the plugging door can be smoothly opened and closed when concrete slurry is poured in the later period.
The drilling speed is firstly slow and then fast in the process of drilling by an ultra-long spiral drilling machine, wherein the rotating speed of the sand-gravel layer of the mixed filling soil and the cohesive soil is 0.2-0.5 m/min; and in the process of drilling, the drilling speed and the current value of the drilling machine are required to be monitored at any time, the current value in the construction process is ensured not to be larger than 120A, the verticality of the drilling rod is also required to be monitored at any time, and corresponding adjustment is timely made until the drilling machine drills to the depth mark position of the drilling machine.
(4) The concrete is poured, the drill is lifted for 20 cm to 30cm before pouring, then the hollow drill rod correspondingly connected with the concrete conveying pump is used for continuously pumping concrete into the hole for a certain time, and then the drill is lifted at a constant speed, meanwhile, an automatic soil cleaning device is adopted for cleaning the drill, and the drill lifting speed V is ensured to be smaller than the ratio of the slurry pumping quantity S to the sectional area of the hole, namely V is less than or equal to S/pi R 2 And (5) until the pouring surface is 50cm higher than the planned pile top.
The preparation of concrete is needed to be prepared in advance before the bored concrete pile is bored, so that the grouting can be performed immediately after the bored concrete pile is bored, and the problem that the ultra-long spiral drilling machine is stopped in soil for a long time, so that drilling or lifting is difficult due to sand and soil accumulation is avoided.
The slump of the concrete is controlled within 180-220 mm so as to ensure the better fluidity. During grouting, a concrete conveying pump is used for pumping concrete into the hole through the hollow drill rod, the drill rod is lifted by 20-30cm before concrete is poured, on one hand, the drill bit plugging door can be opened smoothly under the action of gravity, on the other hand, the air pressure in the hole can be balanced, and the negative pressure at the bottom of the hole caused by the air impermeability of clay and direct grouting of slurry is avoided, so that grouting is influenced. Concrete is then continuously pumped into the bore while the drill pipe is being lifted in a forward rotation. The speed of lifting the drill rod is matched with the concrete pumping amount so as to ensure that the drill rod is not pulled out and the pile is broken. Wherein the drilling speed V is smaller than the ratio of the pumping quantity S to the cross section area of the hole, namely V is less than or equal to S/pi R 2 R is a pileThe radius of the hole ensures that the concrete slurry amount can meet the slurry amount required by the generation of a gap at the drill bit during the lifting of the drill bit.
In the continuous concrete pouring process, the concrete quantity in the concrete conveying pump hopper is required to be 40cm higher than the discharge hole, so that the pumping continuity of concrete slurry is ensured. In addition, the concrete pouring surface must be higher than the designed elevation of the pile top by more than 50cm, the pumping of concrete can be stopped until the elevation of the concrete surface is determined not to sink, the concrete pouring quantity of each pile is recorded in detail, the filling coefficient is converted, whether the filling coefficient is larger than 1 is verified, otherwise, the reasons are required to be searched, and the correction is performed in time.
When the drill is lifted, one part of soil in the hole is carried out to the hole opening, and the other part of soil is embedded between blades on the drill rod. The soil body among the blades needs to be treated in time so as to avoid safety accidents caused by falling of the soil body from a high place, and the next use is convenient. Because of the special geological environment of the beach area, the soil with a large amount of clay and the like which are not easy to clean is provided, in order to improve the efficiency of the conventional manual drill cleaning and avoid the damage of the bucket teeth to the drill rod during the drill cleaning of the excavator, an automatic drill cleaning device is adopted to clean the soil body on the drill rod. Referring to fig. 6, the automatic soil cleaning device comprises a stay bar arranged on a drilling machine, a rotary table rotationally connected with the stay bar, and soil cleaning teeth distributed on the periphery of the rotary table in a circumferential array corresponding to the pitch of a rotary cutter of a drill rod. The length of the soil cleaning teeth is slightly shorter than the interval between the blades of the drill rod, and the positions of the soil cleaning teeth are positioned between the blades. When the drill rod is lifted, the blades of the drill rod continuously spiral and ascend to push the turntable to rotate, so that the soil cleaning gear flow is driven to enter the blade gaps to clean soil among the blades.
When the lifting drill rod approaches the ground, the lifting speed is slowed down and the muck at the hole opening is cleaned up, and concrete is filled into the hole opening and is higher than the ground elevation, so that the concrete and the muck are prevented from being blended, and the quality of pile head concrete is prevented from being influenced.
(5) Before the reinforcement cage is inserted, a roller type anti-overflow hopper is arranged at the position of the pile mouth, and the center of the roller type anti-overflow hopper is overlapped with the pile center.
In order to prevent pile head mud clamping caused by mixing of pile opening soil into concrete in the process of inserting a reinforcement cage and influence pile forming quality, a roll shaft type anti-overflow hopper is arranged at a pile opening before the reinforcement cage is inserted, and the center of the hopper is overlapped with the center of a pile position, and the roll shaft type anti-overflow hopper comprises a tubular hopper mouth for inserting a pile hole, a square hopper groove correspondingly connected with the hopper mouth and three groups of roll groups arranged at the corresponding positions of the upper edge of the hopper mouth, as shown in fig. 7. Wherein the diameter of the bucket mouth is smaller than that of the cast-in-place pile so as to be convenient to insert into the pile hole; the three groups of roller sets respectively comprise three rollers distributed in arc, the clamping of the reinforcement cage body is realized when the reinforcement cage is inserted down, the reinforcement cage is prevented from swinging back and forth, the hole wall is touched, and the thickness of the pile body reinforcement protection layer is ensured. On the other hand, the hopper can also be used for collecting the concrete overflowed by occupying the pile body volume when the reinforcement cage and the vibration guide rod are inserted downwards, and the phenomenon that the pile head clamps the mud caused by mixing the slag in the concrete when the pile opening concrete flows back due to the fact that the vibration rod is lifted after the reinforcement cage is inserted downwards is prevented.
After the ultra-long spiral drilling machine is used for pressing and pouring concrete and the drill bit is rotationally lifted, the crane is used for adjusting the roller type anti-overflow hopper to be in place immediately, the hopper pipe type hopper mouth part is inserted into the pressed and poured concrete, the position of the hopper is adjusted to enable the center of the hopper to coincide with the center of the pile position, the lifting reinforcement cage is slowly inserted into the hole through the anti-overflow hopper, the insertion position of the reinforcement cage can be effectively controlled, and a certain distance between the reinforcement cage and the hole wall is ensured, namely the thickness of a reinforcement protection layer of the pile body is ensured.
(6) Lifting a reinforcement cage, using a rod penetrating groove to penetrate an leading-in rod connected with a vibrating hammer in the reinforcement cage, lifting the vibrating hammer correspondingly connected with the reinforcement cage by using a crawler crane, moving to a pile position, aligning the center of the pile position, and correcting the bidirectional verticality of the reinforcement cage by using a theodolite, so that the bottom of the reinforcement cage is aligned with a roll shaft type anti-overflow hopper at the pile position.
After grouting, installing a reinforcement cage, wherein the extra-long reinforcement cage can generate certain bending when being lifted, so that the verticality of the reinforcement cage is influenced, and the downward wearing is difficult; and secondly, when the steel bar cage is inserted into the pile hole downwards, the steel bar cage cannot be inserted downwards to the bottom only by means of self gravity, so that the steel bar cage is not excessively bent when being lifted, and can be inserted into the hole bottom, a seamless manganese steel pipe guide rod with the diameter of 33cm and the wall thickness of 20mm is arranged in the steel bar cage in a penetrating mode, and the steel bar cage is of an overlength structure and is difficult to penetrate directly, so that a rod penetrating groove is adopted to assist in penetrating the rod. Referring to fig. 8, the rod passing groove includes a rotating shaft perpendicular to the main bar and used for passing through the reinforcement cage, and a rotating shaft bracket fixed on the ground. The rotating shaft brackets are relatively fixed on the concrete ground, the machined steel reinforcement cages are placed between the two rows of the shaft brackets, then the machined steel reinforcement cages are respectively placed on the corresponding shaft brackets through the rotating shafts from the middle of the steel reinforcement cages, the guide-in rods are hung on the rotating shafts through the crawler crane, and then the guide-in rods can be easily penetrated into the steel reinforcement cages by pushing the guide-in rods to rotate through the rotating shafts.
After the guide rod is inserted into the steel reinforcement cage, the steel reinforcement cage is connected with a vibrating hammer connected with the guide rod through a steel wire rope, the crawler crane lifts the vibrating hammer to lift the steel reinforcement cage, and then a theodolite is used for correcting the bidirectional perpendicularity of the steel reinforcement cage, so that the bottom of the steel reinforcement cage is aligned to a pile position.
(7) And (3) inserting the reinforcement cage, slowly hooking the crawler crane until the insertion speed of the reinforcement cage is reduced, starting the vibrating hammer to insert down to the designed elevation, disconnecting the vibrating hammer from the reinforcement cage, slowly vibrating and closing the vibrating hammer after the guide rod is pulled out.
After the steel reinforcement cage is aligned with the pile core, the crane slowly drops to hook, the steel reinforcement cage is inserted into the concrete by utilizing the dead weight of the guide rod and the steel reinforcement cage, and when the insertion speed is slowed down, the vibrating hammer is started to insert downwards while vibrating. After the reinforcement cage is inserted down to the designed elevation, the connection between the vibrating device and the reinforcement cage is disconnected, and the guide-in rod is slowly and continuously vibrated and pulled out. In the process of pulling out the leading-in rod, the vibrating hammer is started in a full range so as to ensure that the concrete is compact.
(8) And constructing the rest of the cast-in-place piles according to a three-sequence hole skip mode.
In the embodiment, the single-row reinforced concrete cast-in-place pile groups are arranged in a straight line along the pilot line of the river reach, and in the single-pile construction, the pile spacing is smaller, and the clear distance between piles is only 0.3m. In order to effectively keep the stability of the pile separation soil body and not to disturb the pile body concrete which is firstly constructed, the construction is carried out by adopting a pile separation three-sequence hole skip-driving mode, i.e., two holes per interval as one construction work surface, see figure 9, the drilling order is 147..258..369..thereby avoiding: and the hole collapse and the like caused by the sequential construction are adversely affected.
And after the filling pile is constructed for seven days, pile body integrity detection by a foundation pile low-strain reflection wave method is carried out, and detection results show that 343 class I piles in the finished 352 piles reach 97.4 percent of the total detection number, 9 class II piles reach 2.6 percent of the total detection number, so that the pile forming quality of the construction method can meet the corresponding design and specification requirements.
While certain preferred embodiments of the present invention have been described, additional variations and modifications in those embodiments may occur to those skilled in the art once they learn of the basic inventive concepts. It is therefore intended that the following claims be interpreted as including the preferred embodiments and all such alterations and modifications as fall within the scope of the invention.
It will be apparent to those skilled in the art that various modifications and variations can be made to the present invention without departing from the spirit or scope of the invention. Thus, it is intended that the present invention also include such modifications and alterations insofar as they come within the scope of the appended claims or the equivalents thereof.
Claims (6)
1. The beach area cast-in-place pile construction method based on the ultra-long spiral drilling machine is characterized by comprising the following steps of:
(1) The method comprises the steps of assembling an ultra-long drilling machine drill rod in sections, controlling a pile position center to be tested according to plane coordinates, moving the drilling machine to be in position, aligning the pile position center, adjusting the verticality of the drill rod by adopting a plumb line, and setting a depth mark at a position of the drilling machine corresponding to the drilling depth;
(2) Manufacturing a conical head ultra-long reinforcement cage, manufacturing an annular reinforcement stirrup by adopting an annular reinforcement rib die, vertically welding a main reinforcement on the outer side of the annular reinforcement stirrup, and then winding and welding the coiled reinforcement stirrup by utilizing a numerical control rolling cage machine;
the annular reinforcing rib die comprises a bending machine with a cutting machine at the center and a reinforcing rib die arranged between the cutting machine and the bending machine, wherein the reinforcing rib die comprises a round base, bending columns perpendicular to the base and corresponding to the annular uniformly distributed bending columns and stress columns arranged on one side of the bending machine;
the numerical control rolling cage machine comprises a walking vehicle arranged on a track, a straightener with adjustable height and angle arranged on the walking vehicle, a limit stay bar arranged on the walking vehicle and used for preventing a steel reinforcement cage from overturning from the rolling cage mechanism, and a rolling cage mechanism, wherein driving parts are respectively arranged at two ends in a staggered manner, and the joints of the rolling shafts are connected by adopting bearing frames;
(3) Drilling, namely, after the outer diameter of the drill bit is checked to be qualified, starting drilling, drilling is performed slowly and then quickly, drilling speed is adjusted in real time, the verticality of the drill rod is monitored, the current value of the drill rod is ensured to be not more than 120A, and the drill rod is drilled to the depth mark position of the drilling machine;
(4) The concrete is poured, the drill is lifted for 20 cm to 30cm before pouring, then the hollow drill rod correspondingly connected with the concrete conveying pump is used for continuously pumping concrete into the hole for a certain time, and then the drill is lifted at a constant speed, meanwhile, an automatic soil cleaning device is adopted for cleaning the drill, and the drill lifting speed V is ensured to be smaller than the ratio of the slurry pumping quantity S to the sectional area of the hole, namely V is less than or equal to S/pi R 2 Until the casting surface is higher than the planned pile top by more than 50 cm;
(5) A roller shaft type anti-overflow hopper is arranged at the position corresponding to the pile opening, and the center of the roller shaft type anti-overflow hopper coincides with the center of the pile position;
the roll shaft type anti-overflow hopper comprises a tubular hopper mouth for being inserted into a pile hole, a square hopper groove correspondingly connected with the hopper mouth, and at least three groups of roll groups arranged at corresponding positions of the upper edge of the hopper mouth;
(6) Lifting a reinforcement cage, namely, penetrating an introduction rod connected with a vibrating hammer in the reinforcement cage by utilizing a rod penetrating groove, lifting the vibrating hammer correspondingly connected with the reinforcement cage by utilizing a crawler crane, moving to a pile position, correcting the bidirectional verticality of the reinforcement cage by adopting a theodolite after aligning to the center of the pile position, and aligning the bottom of the reinforcement cage to a roll shaft type overflow-preventing hopper at the pile position;
the rod penetrating groove comprises a rotating shaft which is perpendicular to the main rib and is used for penetrating through the steel reinforcement cage, and a rotating shaft frame which is fixed on the ground;
(7) The reinforcement cage is inserted, the crawler crane slowly drops to the hook until the insertion speed of the reinforcement cage is slowed down, the vibrating hammer is started to vibrate and insert to the designed elevation, the connection between the vibrating hammer and the reinforcement cage is disconnected, and the vibrating hammer is closed after the guide rod is slowly vibrated;
(8) And constructing the rest of the cast-in-place piles according to a three-sequence hole skip mode.
2. The method for constructing a beach area cast-in-place pile based on an ultra-long spiral drilling machine according to claim 1, wherein in the step (1), the allowable deviation of the drill pipe verticality is not more than 1%.
3. The method for constructing a beach area cast-in-place pile based on an ultra-long spiral drilling machine according to claim 1, wherein in the step (3), the end part of the drill bit is provided with a blocking door hinged corresponding to the hollow drill rod.
4. The method for constructing a beach area cast-in-place pile based on an ultra-long spiral drilling machine according to claim 1, wherein in the step (3), the drilling speed of the drilling machine is controlled to be 0.2-0.5 m/min in a mixed filling and cohesive soil sand pebble layer, and controlled to be 1.0-1.5 m/min in an plain filling, silt and sand layer.
5. The method for constructing a beach area cast-in-place pile based on an ultra-long spiral drilling machine according to claim 1, wherein in the step (4), the automatic soil cleaning device comprises a stay bar arranged on a drill frame, a rotary table rotationally connected with the stay bar, and soil cleaning teeth distributed around the rotary table in a circumferential array corresponding to the spiral pitch of a drill rod.
6. The method for constructing a beach area cast-in-place pile based on an ultra-long spiral drilling machine according to claim 1, wherein in the step (6), the vibratory hammer is correspondingly connected with the reinforcement cage through a steel wire rope, and the guide rod is abutted against the conical bottom of the reinforcement cage, and the guide rod is made of seamless manganese steel.
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Citations (25)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6480621A (en) * | 1987-06-12 | 1989-03-27 | Mitani Sekisan Kk | Working method of in-situ pile |
| JP2004190404A (en) * | 2002-12-13 | 2004-07-08 | Fujita Corp | Reinforcing cage for cast-in-place concrete pile |
| CN1904307A (en) * | 2005-07-27 | 2007-01-31 | 张超 | Improved structure of spiral anger and profiled semi screw pole body |
| CN101200892A (en) * | 2007-06-08 | 2008-06-18 | 中铁十八局集团有限公司 | Ballastless track steel reinforced concrete pile-net construction method |
| CN201665871U (en) * | 2010-03-25 | 2010-12-08 | 北京中岩大地工程技术有限公司 | Long screw drilling bored pile post-grouting technology device |
| CN202348122U (en) * | 2011-12-05 | 2012-07-25 | 山河智能装备股份有限公司 | Soil cleaning device and drilling machine thereof |
| CN105780763A (en) * | 2015-12-08 | 2016-07-20 | 河南锦源基础工程有限公司 | Construction method of medium-hole vibrating casing wall protection type long spiral cast-in-situ bored pile |
| CN205804333U (en) * | 2016-06-12 | 2016-12-14 | 中国十七冶集团有限公司 | A kind of instrument preventing dry operation borehole filling pile cage of reinforcement from installing off normal |
| CN107100164A (en) * | 2017-04-18 | 2017-08-29 | 中冶建工集团有限公司 | A kind of long auger guncreting pile construction method |
| CN207278179U (en) * | 2017-08-24 | 2018-04-27 | 中国建筑第八工程局有限公司 | Bored pile equipment |
| CN108797569A (en) * | 2018-06-26 | 2018-11-13 | 江苏地基工程有限公司 | A kind of control method that drilled pile novel energy-conserving pile crown is superfilled |
| CN209412810U (en) * | 2018-12-06 | 2019-09-20 | 浙江勤丰市政园林建设有限公司 | Steel pipe type vibrates joint bar device |
| CN209716332U (en) * | 2019-02-27 | 2019-12-03 | 武汉武建机械施工有限公司 | A kind of filling pile cage of reinforcement reinforcement hoop variable diameters processing simple platform |
| JP2020033822A (en) * | 2018-08-31 | 2020-03-05 | 株式会社竹中工務店 | Reinforcing-bar cage insertion device and reinforcing-bar cage insertion method |
| CN111206575A (en) * | 2020-01-14 | 2020-05-29 | 海达建设集团有限公司 | Construction method of long spiral pressure-grouting pile |
| CN211965763U (en) * | 2019-11-29 | 2020-11-20 | 郑州市聚能建筑机械有限公司 | Reinforcement cage bar winding machine |
| CN113309083A (en) * | 2021-05-29 | 2021-08-27 | 中核华辰建筑工程有限公司 | Construction method of large-diameter overlong cast-in-place pile |
| CN214161245U (en) * | 2020-11-19 | 2021-09-10 | 中铁九局集团第二工程有限公司 | Numerical control cage rolling machine straight thread steel reinforcement cage butt joint precision control instrument |
| CN113716833A (en) * | 2021-08-31 | 2021-11-30 | 杭州国泰环保科技股份有限公司 | Dewatering equipment and dewatering method for building slurry treatment |
| CN214940071U (en) * | 2021-04-01 | 2021-11-30 | 北京东方新星勘察设计有限公司 | Hopper for cast-in-place pile construction |
| CN215758989U (en) * | 2021-02-05 | 2022-02-08 | 刘立丰 | Long auger drilling machine and system |
| CN215857713U (en) * | 2021-07-01 | 2022-02-18 | 中能建西北城市建设有限公司 | Long auger drilling fills steel reinforcement cage control auxiliary device |
| CN114482024A (en) * | 2022-03-20 | 2022-05-13 | 陈政杰 | Binding method for reinforcement cage in hollow hole in middle of defected cast-in-place pile |
| WO2022126807A1 (en) * | 2020-12-15 | 2022-06-23 | 李建镇 | Concrete building pile foundation preparation system and preparation method |
| CN216920297U (en) * | 2021-12-09 | 2022-07-08 | 刘录怀 | Construction device for long spiral drilling and pressure pouring concrete pile |
-
2022
- 2022-07-26 CN CN202210881144.7A patent/CN115387328B/en active Active
Patent Citations (25)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS6480621A (en) * | 1987-06-12 | 1989-03-27 | Mitani Sekisan Kk | Working method of in-situ pile |
| JP2004190404A (en) * | 2002-12-13 | 2004-07-08 | Fujita Corp | Reinforcing cage for cast-in-place concrete pile |
| CN1904307A (en) * | 2005-07-27 | 2007-01-31 | 张超 | Improved structure of spiral anger and profiled semi screw pole body |
| CN101200892A (en) * | 2007-06-08 | 2008-06-18 | 中铁十八局集团有限公司 | Ballastless track steel reinforced concrete pile-net construction method |
| CN201665871U (en) * | 2010-03-25 | 2010-12-08 | 北京中岩大地工程技术有限公司 | Long screw drilling bored pile post-grouting technology device |
| CN202348122U (en) * | 2011-12-05 | 2012-07-25 | 山河智能装备股份有限公司 | Soil cleaning device and drilling machine thereof |
| CN105780763A (en) * | 2015-12-08 | 2016-07-20 | 河南锦源基础工程有限公司 | Construction method of medium-hole vibrating casing wall protection type long spiral cast-in-situ bored pile |
| CN205804333U (en) * | 2016-06-12 | 2016-12-14 | 中国十七冶集团有限公司 | A kind of instrument preventing dry operation borehole filling pile cage of reinforcement from installing off normal |
| CN107100164A (en) * | 2017-04-18 | 2017-08-29 | 中冶建工集团有限公司 | A kind of long auger guncreting pile construction method |
| CN207278179U (en) * | 2017-08-24 | 2018-04-27 | 中国建筑第八工程局有限公司 | Bored pile equipment |
| CN108797569A (en) * | 2018-06-26 | 2018-11-13 | 江苏地基工程有限公司 | A kind of control method that drilled pile novel energy-conserving pile crown is superfilled |
| JP2020033822A (en) * | 2018-08-31 | 2020-03-05 | 株式会社竹中工務店 | Reinforcing-bar cage insertion device and reinforcing-bar cage insertion method |
| CN209412810U (en) * | 2018-12-06 | 2019-09-20 | 浙江勤丰市政园林建设有限公司 | Steel pipe type vibrates joint bar device |
| CN209716332U (en) * | 2019-02-27 | 2019-12-03 | 武汉武建机械施工有限公司 | A kind of filling pile cage of reinforcement reinforcement hoop variable diameters processing simple platform |
| CN211965763U (en) * | 2019-11-29 | 2020-11-20 | 郑州市聚能建筑机械有限公司 | Reinforcement cage bar winding machine |
| CN111206575A (en) * | 2020-01-14 | 2020-05-29 | 海达建设集团有限公司 | Construction method of long spiral pressure-grouting pile |
| CN214161245U (en) * | 2020-11-19 | 2021-09-10 | 中铁九局集团第二工程有限公司 | Numerical control cage rolling machine straight thread steel reinforcement cage butt joint precision control instrument |
| WO2022126807A1 (en) * | 2020-12-15 | 2022-06-23 | 李建镇 | Concrete building pile foundation preparation system and preparation method |
| CN215758989U (en) * | 2021-02-05 | 2022-02-08 | 刘立丰 | Long auger drilling machine and system |
| CN214940071U (en) * | 2021-04-01 | 2021-11-30 | 北京东方新星勘察设计有限公司 | Hopper for cast-in-place pile construction |
| CN113309083A (en) * | 2021-05-29 | 2021-08-27 | 中核华辰建筑工程有限公司 | Construction method of large-diameter overlong cast-in-place pile |
| CN215857713U (en) * | 2021-07-01 | 2022-02-18 | 中能建西北城市建设有限公司 | Long auger drilling fills steel reinforcement cage control auxiliary device |
| CN113716833A (en) * | 2021-08-31 | 2021-11-30 | 杭州国泰环保科技股份有限公司 | Dewatering equipment and dewatering method for building slurry treatment |
| CN216920297U (en) * | 2021-12-09 | 2022-07-08 | 刘录怀 | Construction device for long spiral drilling and pressure pouring concrete pile |
| CN114482024A (en) * | 2022-03-20 | 2022-05-13 | 陈政杰 | Binding method for reinforcement cage in hollow hole in middle of defected cast-in-place pile |
Non-Patent Citations (4)
| Title |
|---|
| 多年冻土区钻孔灌注桩干法成桩施工技术;任文胜, 邸建玄;铁道建筑技术(S1);全文 * |
| 长螺旋钻孔压灌混凝土后插筋成桩工艺研究;李建杰;栾春雪;;包钢科技(05);全文 * |
| 长螺旋钻孔压灌混凝土桩技术在深基坑中的应用;林德瑜;《福建建材》;51-53 * |
| 长螺旋钻孔灌注桩施工技术分析;王俊景;;工程技术研究(10);全文 * |
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