CN114687341A - Construction method for river-crossing bridge pile foundation - Google Patents
Construction method for river-crossing bridge pile foundation Download PDFInfo
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- CN114687341A CN114687341A CN202210443591.4A CN202210443591A CN114687341A CN 114687341 A CN114687341 A CN 114687341A CN 202210443591 A CN202210443591 A CN 202210443591A CN 114687341 A CN114687341 A CN 114687341A
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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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- 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
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
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- 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
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Abstract
The invention provides a river-crossing bridge pile foundation construction method, step S1, set up the trestle in the main river channel, set up the drilling platform, and arrange rig, hoist on the drilling platform; step S2, performing rotary drilling according to a preset construction sequence, periodically performing drilling slag sampling in the drilling process, controlling the precession rotation speed and the mud relative density according to the sampling result, and comparing the drilling slag with the geological monitoring result; step S3, cleaning the hole after the hole drilling is finished so as to clean the drilling slag and the sediment in the hole, and installing a concrete pouring guide pipe after the hole cleaning is finished; step S4, splicing the prefabricated reinforcement cage sections in sequence, then placing the reinforcement cage sections into a drill hole, and arranging acoustic tubes on the reinforcement cage sections; and step S5, pouring concrete after the steel reinforcement cage is completely placed, regularly sampling drilling slag in the drilling process, controlling the precession rotating speed and the relative density of slurry according to the sampling result, and controlling the drilling machine aiming at different soil layers or rock layers so as to ensure the verticality of the formed hole.
Description
Technical Field
The invention belongs to the technical field of bridge construction, and particularly relates to a river-crossing bridge pile foundation construction method.
Background
The bridge pile foundation is the lowest part of the bridge structure which is directly contacted with the foundation, is an important component of the bridge substructure and has the function of transferring all borne loads to the foundation. In the practical application process, due to the particularity of the use environment of the bridge pile foundation across rivers, the water level and the flow of the river are obviously influenced by seasonal changes, particularly the flood in summer is fierce in incoming, fast in flow, large in impact force and strong in destructive power. The maximum hole depth of the pile foundation is deep, the rock-entering depth of the drill bit is large, and the construction difficulty in the drilling process is large.
Therefore, there is a need to provide an improved solution to the above-mentioned deficiencies of the prior art.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provides a river-crossing bridge pile foundation construction method.
In order to achieve the above purpose, the invention provides the following technical scheme:
a construction method of a river-crossing bridge pile foundation comprises the following steps:
step S1, determining the position of the pile foundation according to drawing lofting, erecting a trestle on the main river channel, establishing a drilling platform, and arranging a drilling machine and a crane on the drilling platform;
step S2, performing rotary drilling according to a preset construction sequence, periodically performing drilling slag sampling in the drilling process, controlling the precession rotation speed and the mud relative density according to the sampling result, and comparing the drilling slag with the geological monitoring result;
step S3, cleaning the hole after the hole drilling is finished so as to clean the drilling slag and the sediment in the hole, and installing a concrete pouring guide pipe after the hole cleaning is finished;
step S4, splicing the prefabricated reinforcement cage sections in sequence, then placing the reinforcement cage sections into a drill hole, and arranging acoustic tubes on the reinforcement cage sections;
and step S5, pouring concrete after the steel reinforcement cage is completely placed, calculating the volume of the first plate bottom sealing concrete before pouring, gradually lifting the pouring guide pipe along with the concrete pouring to form the drilled pile, and performing nondestructive measurement through the sound measuring pipe after the drilled pile reaches the designed strength.
Preferably, in step S2, in the initial stage of the rotary drilling, the full-face drill bit is drilled to the bed windstorm layer by the slag pick-up drill bit, then the small-diameter drill bit is guided for drilling, and in the drill hole formed by the small-diameter drill bit, the diameter of the drill bit is increased for multiple times until the designed diameter of the drill hole is met.
Preferably, the main pier foundation adopts a separate bearing platform, each bearing platform comprises nine drilled piles distributed in a matrix, two rotary excavating machines are arranged to carry out precession on pile foundations corresponding to the two drilled piles of the bearing platform, in each bearing platform, firstly, a central pile is drilled, then, rotary drilling is carried out in a symmetrical sequence about the central drilled hole, and firstly, the drilled holes on one side, away from each other, of the main pier are drilled in a rotary manner.
Preferably, a guide frame is installed on the trestle, a first row of steel pipe piles are inserted and driven through the guide frame, and the distribution beam and the connection system are installed;
and moving the crawler crane along the bridge floor to perform construction and repetition of the next row of steel pipe piles until the trestle and the drilling platform are completed, and punching the steel casing of the corresponding pile foundation.
Preferably, after drilling platform installation is accomplished, obtain the coordinate point of pile foundation through the drawing lofting to assemble the leading truck of steel casing according to the coordinate point at drilling platform, hang up the steel casing and go into water, adjustment steel casing position and gradient make the steel casing slowly go into the bed to stable, make the steel casing sink to the predetermined degree of depth through the vibrations of pile driver.
Preferably, in step S2, when the drill bit reaches the bottom opening of the steel casing by a certain distance, the bit pressure and the drilling speed are reduced, and after the drill bit penetrates the bottom opening of the steel casing by a certain distance, the bit pressure and the drilling speed are recovered;
and gradually reducing the drilling speed before finishing the hole, and increasing the sampling and comparison frequency of the drilling slag.
Preferably, in the initial stage of rotary digging, the slag salvaging drill bit drills on the full section, and stops drilling at a position where the slag salvaging drill bit drills to enter a strong weathering layer of a river bed for a certain distance;
continuously drilling into rock by using an upper pilot cylinder drill until a pilot ring at the upper part of the upper pilot cylinder drill abuts against the bottom surface of the rotary drill of the slag salvaging drill bit;
taking out the central stone pillar drilled by the upper guide cylinder by using the small-diameter slag salvaging drill bit, and drilling for multiple times by using the upper guide cylinder and taking out the stone pillar until the designed elevation is reached;
repairing the small-diameter drill hole formed by the upper guide barrel drill, and taking slag by matching with a slag dragging drill bit until the bottom of the hole in the hole repairing process;
and sequentially increasing the diameter of the slag fishing drill bit for reaming.
Preferably, an air inlet pipe is arranged in the conduit, the conduit is connected with a circulating pool, compressed air is injected into the conduit for hole cleaning, so that slurry mixed drilling slag outside the conduit is discharged to the circulating pool, and the drilling slag is precipitated through the circulating pool;
and after the reinforcement cage is completely placed, secondary hole cleaning is carried out.
Preferably, three sections of reinforcement cages are prefabricated continuously on the jig frame, the first two sections of reinforcement cages on the jig frame are disassembled and moved away for storage, the last two sections of reinforcement cages are used as the basis for manufacturing the second two sections of reinforcement cages, the first two sections of reinforcement cages on the jig frame are disassembled again and moved away for storage, and the circular manufacturing is carried out until the reinforcement cages are prefabricated.
Preferably, the acoustic pipe mounting comprises:
sealing the bottom of the bottom-node sounding pipe, correspondingly installing the bottom-node sounding pipe on a corresponding reinforcement cage, and filling water into the sounding pipe after the bottom-node reinforcement cage is installed;
installing the next steel reinforcement cage, butting the acoustic pipe on the section of steel reinforcement cage with the bottom section of acoustic pipe through the bearing port, and irrigating water after the butting is finished; repeating the installation of the reinforcement cage and the sounding pipe until the lowering of the reinforcement cage is completed, and sealing the top of the top node sounding pipe;
and after each section of the sounding pipe is filled with water, standing for a certain time to observe the change of the water surface, if the water surface descends to indicate that the detecting pipe is not sealed, timely lifting the steel reinforcement cage, and repeatedly butting the sounding pipes.
Has the beneficial effects that: drilling slag sampling is carried out periodically in the drilling process, the precession rotating speed and the relative density of slurry are controlled according to the sampling result, and a drilling machine is controlled aiming at different soil layers or rock stratums, so that the perpendicularity of formed holes is ensured;
the upper guide positive barrel drill is arranged, and the guide is performed in the rock stratum drilling process, so that the verticality of the formed hole is effectively guaranteed, and the quality of the formed hole is guaranteed.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention. Wherein:
FIG. 1 is a schematic illustration of a drilling sequence in accordance with an embodiment of the present invention;
FIG. 2 is a flow chart of a bored pile construction according to an embodiment of the present invention;
FIG. 3 is a schematic diagram of a reinforcement cage jig structure according to an embodiment of the present invention;
FIG. 4 is a schematic view of a steel reinforcement cage spreader according to an embodiment of the present invention;
fig. 5 is a schematic connection diagram of a lifting lug in an embodiment of the present invention.
In the figure: 1. a main body; 2. lifting lugs; 3. hoisting holes; 4. a base; 5. a mould plate; 6. a wedge-shaped notch.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely below, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments. All other embodiments that can be derived by one of ordinary skill in the art from the embodiments given herein are intended to be within the scope of the present invention.
In the description of the present invention, the terms "longitudinal", "lateral", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are for convenience of description of the present invention only and do not require that the present invention must be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention. The terms "connected" and "connected" used herein should be interpreted broadly, and may include, for example, a fixed connection or a detachable connection; they may be directly connected or indirectly connected through intermediate members, and specific meanings of the above terms will be understood by those skilled in the art as appropriate.
The present invention will be described in detail below with reference to the embodiments with reference to the attached drawings. It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict.
As shown in fig. 1-5, a method for constructing a river-crossing bridge pile foundation includes: step S1, determining the position of the pile foundation according to drawing lofting, erecting a trestle on the main river channel, establishing a drilling platform, and arranging a drilling machine and a crane on the drilling platform; and S2, carrying out rotary drilling according to a preset construction sequence, carrying out drilling slag sampling periodically in the drilling process, controlling the precession rotating speed and the relative density of the slurry according to the sampling result, comparing the sampling result with the geological monitoring result, controlling the advancing speed according to the soil quality condition in the drilling process, and often checking and observing the relative density, the slurry surface and the like of the drilling slurry. In a viscous soil layer, drilling with medium-speed thin mud (the relative density is 1.02-1.06), and in a sandy soil and a stratum with high sand rate, drilling with low-speed, large-pump-capacity and thick mud (the relative density is 1.06-1.10); drilling in a reduced pressure drilling mode, wherein the drilling pressure does not exceed 80% of the sum of the gravity of the drilling tool (minus buoyancy), and the guiding effect of a heavy hammer is kept to ensure the hole forming verticality and the hole shape; step S3, cleaning the hole after the hole drilling is finished so as to clean the drilling slag and the precipitate in the hole; step S4, splicing the prefabricated reinforcement cage sections in sequence, then placing the reinforcement cage sections into a drill hole, and arranging acoustic tubes on the reinforcement cage sections; and step S5, after the steel reinforcement cage is completely placed, installing a concrete pouring guide pipe, performing secondary hole cleaning, then performing concrete pouring, calculating the square amount of the first plate bottom sealing concrete before pouring, gradually lifting the pouring guide pipe along with the concrete pouring to form the drilled pile by pouring, and performing nondestructive measurement on the drilled pile through the sound testing pipe after the drilled pile reaches the designed strength.
In the embodiment, a rotary drilling drill is adopted to assist in wall protection by high-quality slurry, and after the hole cleaning is qualified, a reinforcement cage and an installation guide pipe are arranged, wherein the reinforcement cage is processed by adopting a long wire mould, main ribs are connected by adopting straight thread sleeves, the slurry is mixed in adjacent onshore slurry pools, and underwater concrete is poured by adopting a vertical guide pipe method.
In the embodiment, the bayonet type guide pipe is used when the bored pile is used for pouring concrete, the guide pipe can be placed after the steel reinforcement cage is installed, the distance between the bottom opening of the guide pipe and the bottom of the hole is 20-40 cm, the guide pipe is spliced and installed strictly according to the serial number sequence of a watertight test, and a rechecking system is recorded by a specially-assigned person and is to be established. Then, the filling conduit is used for secondary hole cleaning, and part of fresh high-quality slurry can be replaced when necessary, so that the slurry index in the hole meets the requirement. The concrete pouring adopts a conduit with the outer diameter of 325mm, and the conduit is made of a seamless steel pipe. Before the conduit is used, watertight pressure bearing and joint tensile tests are carried out, and air compression pressure test is strictly forbidden. The water pressure for carrying out the watertight test is not less than 1.3 times of the water depth in the hole and also not less than 1.3 times of the maximum internal pressure P when the conduit wall and the welding line can bear the poured concrete, and P can be calculated according to the following formula:
P＝γchc-γwHw
in the formula: p-maximum pressure (kPa) to which the conduit may be subjected;
γcconcrete mixture Severe (in 24 kN/m)3)；
hc-maximum height (m) of the concrete column inside the conduit, in terms of the total length of the conduit or the expected maximum height;
γw-the weight of water or mud in the pile bore (kN/m)3)；
Hw-depth (m) of water or mud in the pile bore.
For example: the elevation of the bottom of the 4# main pier drilling pile is about-72.8 m, the hole depth is measured according to 93.8m according to the elevation of a geological survey platform and the elevation of the bottom of the pile, and the maximum pressure is as follows when concrete is poured:
when P is 24 × 93.8 to 11 × 93.8, 1219.4kPa, the water seal test pressure is 1.22 MPa.
The catheter test method comprises the following steps: splicing the conduits in sequence → filling water in the conduits → sealing two ends (one end is provided with a water valve and a gas delivery pipe) → connecting a pressure gauge and a pipeline → delivering gas in the conduits, keeping the air pressure at 1.4MPa → checking whether the conduits leak water → keeping the pressure for 15min → qualified, and numbering and detaching the conduits.
In another optional embodiment, after the bored pile is poured, the boring platform is removed, a bracket is fixed on a steel casing corresponding to an outside bore hole, a steel sheet pile corresponding to the outline of a pile foundation is driven, a first steel sheet pile is driven into the steel sheet pile from the center of an upstream side wall weir, then, symmetrical insertion driving is carried out on two sides of the first steel sheet pile, and closure is carried out at the center of a downstream side wall weir; installing a hanging pile distribution beam on the steel pile casings, installing steel suspenders on the hanging pile distribution beam, lengthening the four corner pile steel pile casings, installing a cofferdam descending hanging system at the top of the lengthened steel pile casings, assembling the cofferdam and descending through the descending hanging system; dredging the designed base of the bearing platform, and pouring underwater bottom sealing concrete after dredging is finished; and cutting off the steel casing, chiseling off the pile head, binding reinforcing steel bars of the bearing platform, and pouring concrete to form the bearing platform.
The bearing platform steel bars are bound for multiple times, and concrete pouring is performed once after each binding is finished; after each layer of bearing platform steel bars are bound, fixing a layer of cooling pipe, binding the cooling pipe on the bearing platform steel bars, leading water to detect in the cooling pipe before pouring concrete, and pouring concrete after determining that the cooling pipe is free of blockage and water leakage; the same layer of cooling pipe is bent and extended in a snake shape or S shape on the same horizontal plane, and two ends of the cooling pipe extend out of the bearing platform to pour the template.
In another optional embodiment, the main pier foundation adopts a separate bearing platform, each bearing platform comprises nine drilled piles distributed in a matrix, two rotary excavating machines are arranged to carry out precession on pile foundations corresponding to the drilled piles of the two bearing platforms, in each bearing platform, firstly, central pile drilling is carried out, then, rotary drilling is carried out in a symmetrical sequence about the central drilling hole, and the drilling holes on one side, away from each other, of the main piers are firstly subjected to rotary drilling.
In another optional embodiment, the trestle and the drilling platform are made of steel pipe pile foundations, the beam part is made of profile steel and a bailey beam, the guide frame is installed on the trestle, the first row of steel pipe piles are inserted and driven through the guide frame, the distribution beam and the connection system are installed, the next row of steel pipe piles are inserted and driven continuously, the distribution beam, the connection system and the bridge deck system are installed, the crane is moved along the bridge deck to conduct the construction of the next row of steel pipe piles and repeat the construction until the trestle and the drilling platform are completed, and the steel casing corresponding to the pile foundation is inserted and driven. And (5) inserting and driving the steel pile casing of the bored pile by using a 150t crawler crane.
In this embodiment, during the construction, because the auxiliary material need deposit temporarily, the event sets up the temporary material and deposits the district in drilling platform both sides or dumbbell type platform middle section, under the condition that does not influence rotary drilling rig and the current of equipment of lifting by crane, deposits reserve drill bit, pipe, air compressor machine, mud separator etc..
In another optional embodiment, after the drilling platform is installed, the coordinate points of the pile foundation are obtained through drawing lofting, the guide frame of the steel casing is assembled on the drilling platform according to the coordinate points, the steel casing is lifted to enter water, the position and the gradient of the steel casing are adjusted to enable the steel casing to slowly enter the bed to be stable, and the steel casing is sunk to the preset depth through vibration of the pile driver.
The design requirements of the steel casing are as follows:
the inner diameter of the 2-shaped protective cylinder is not less than (D/2+ Hxi-D'). times.2
In the formula: d, designing the pile diameter (m);
h-steel casing length (m);
i-casing setting inclination (%);
d' -pile casing plane position tolerance (m).
The steel casing is made of a steel plate with the thickness of 18mm, and the inner diameter of the casing is 3.1 m. In order to avoid collapse of the pebble bed during drilling construction, the bottom elevation of the pile casing is supposed to be located below 5 meters of the pebble bed, in order to ensure the verticality of the steel pile casing, the pile casing is manufactured in sections on site, the length of the first section is 20m, the length of the standard section is 14 meters, the pile casing is butted on a platform, and the whole pile casing sinks. In order to avoid deformation of the bottom opening of the steel casing during insertion, a wrapping hoop with the thickness of 14mm and the height of 500mm is added at the bottom opening of the steel casing so as to increase the rigidity of the bottom opening of the steel casing. And after the steel casing is processed, the steel casing is transported to the place by using the crawler crane. As the diameter of the protective cylinder is large, in order to prevent the steel protective cylinder from deforming in the transportation process, cross (or Chinese character 'mi') supports are welded at the upper opening, the lower opening and the middle position of the steel protective cylinder to prevent the steel protective cylinder from deforming.
The steel pile casing of the bored pile is inserted and driven by an APE200-6 vibration pile driving hammer and a QY150 crawler crane, and the steel pile casing is accurately positioned, tracked, monitored and adjusted in the vibration sinking process, so that the standard requirements are met, and the smooth construction of the bored pile is ensured. And (3) casing sinking process: assembling a steel pile casing guide frame on a drilling platform → butting the steel pile casing → integrally hoisting the steel pile casing into water → adjusting the inclination and position of the pile casing to slowly enter the bed until the pile casing is stable → installing a pile driver to vibrate and sink to a designed elevation. If driving is difficult, the pebble layer is penetrated by adopting a mode of drilling and following the protective sleeve. After the construction of the trestle is finished, the steel pile casings are embedded before the bridge deck of the drilling platform is laid. Firstly, accurately measuring on a platform, determining the longitudinal and transverse axes of the pier, and then installing a pile casing guide frame according to the longitudinal and transverse axes, wherein the guide frame is divided into an upper layer and a lower layer with a height difference of 5m, and the lower layer of guide frame is placed on the platform surface. The inner space of the guide frame is 3cm larger than the outer diameter of the protective cylinder, the upper layer and the lower layer of the guide frame are surrounded into a square by adopting double-spliced 25a I-shaped steel, the inner side length of the square is 3cm larger than that of the protective cylinder, the guide frame of the protective cylinder is formed, the upper guide frame and the lower guide frame are arranged on a unified axis, and the maximum deviation cannot exceed 5 mm. The welding quality needs to meet the requirements of specifications and design, and the verticality error range of the guide steel pipe is controlled within 0.25% in the construction process. If the verticality is greatly influenced by water flow, a layer of guiding measure is added on the horizontal tie bar of the lower-layer steel pipe pile. The sinking of each pile should be completed at one time, and the pile should not be stopped midway or intermittently for a long time, so as to avoid the soil around the pile from recovering, increase the frictional resistance and make the pile difficult to sink continuously, and when the pile is difficult to sink, the pile can be continuously followed by adopting a secondary rapping protective cylinder. The river bed elevation is measured periodically before and after the steel casing is inserted and beaten, protection is carried out according to the river bed scouring condition, the overall stability is ensured, and the construction safety of the steel casing and the platform is ensured.
In another alternative embodiment, when the drill bit reaches the bottom opening of the steel casing for a certain distance, the bit pressure and the drilling speed are reduced, and after the drill bit penetrates through the bottom opening of the steel casing for a certain distance, the bit pressure and the drilling speed are recovered; and gradually reducing the drilling speed before finishing the hole, and increasing the sampling and comparison frequency of the drilling slag.
In the normal drilling and hole cleaning processes, the indexes of the mud such as specific gravity, viscosity, sand content, PH value and mud skin thickness are strictly controlled, and the thickness of the sediment at the bottom of the hole is reduced to meet the specified requirements and improve the index value as much as possible. A mud tank can be arranged according to actual conditions on site to store mud, and a mud pipeline is used for conveying the mud. Meanwhile, a conjoined slurry stirring tank is arranged beside the slurry tank for stirring slurry, and caustic soda and cellulose in corresponding proportion are added in the stirring process. The slurry is mixed evenly and then put into a slurry tank. The drilling machine adopts high-quality PHP slurry which is composed of raw materials such as bentonite, alkali (N & CO3), hydroxymethyl cellulose (CMC), polyacrylamide (PHP) and the like. After the base slurry (bentonite and alkali) is prepared, the base slurry must be kept still in a slurry storage pool (an adjacent steel casing) for 24 hours, so that the bentonite particles can be used after being fully expanded. In order to meet the construction environment-friendly requirement and reuse of slurry, a slurry making pool, a circulating pool and a purification treatment system are arranged during drilling. The clay for preparing the slurry is expansive soil with fast hydration, strong slurry making capability and large viscosity or clay which is close to the surface and is subjected to freeze thawing. The mud preparation circulation tank and the sedimentation tank are separately arranged. During construction, drilling slag is discharged from the hole along with slurry and enters a sedimentation tank through a slurry tank, and the settled slurry returns to the drilled hole through the slurry tank to form continuous circulating sedimentation and purification. The mud circulation sequence is that the new mud is made → the mud pool → the pile hole → the mud groove → the sedimentation pool → the mud storage pool → the pile hole. The mud tank is provided with a mud pump with a buoyancy tank structure, and mud in the mud tank is periodically circulated to keep the uniformity of the mud. When the open pore covering layer is drilled, the main purpose is to supplement newly-mixed thick slurry, and when the pore-forming is poured, a slurry recovery pump is arranged at a pouring hole position to adjust the downward-placing depth of a slurry pump so as to ensure that the corresponding slurry surface height is also obtained during pouring.
In another optional embodiment, in the initial stage of rotary digging, the slag salvaging drill bit drills on the full section, and stops drilling at a certain distance from the slag salvaging drill bit to the strong weathering layer of the river bed;
continuously drilling into rock by using an upper pilot cylinder drill until a pilot ring at the upper part of the upper pilot cylinder drill abuts against the bottom surface of the rotary drill of the slag salvaging drill bit;
taking out the central stone pillar drilled by the upper guide cylinder by using the small-diameter slag salvaging drill bit, and drilling for multiple times by using the upper guide cylinder and taking out the stone pillar until the designed elevation is reached;
repairing the small-diameter drill hole formed by the upper guide barrel drill, and taking slag by matching with a slag dragging drill bit until the bottom of the hole in the hole repairing process;
sequentially increasing the diameter of the slag fishing drill bit for reaming, and after reaming is finished; and (4) continuously drilling into the rock by using the upper pilot cylinder drill on the basis of the drilled hole after the hole expansion, and repeating the operation to complete the precession of the whole drilled hole. The upper pilot sleeve drill comprises a small-diameter sleeve drill (the diameter is 1.5m) and a pilot ring, wherein the pilot ring is cylindrical and is concentrically fixed at the upper end of the sleeve drill, the diameter of the pilot ring is matched with a drill hole formed by the initial slag salvaging drill, the diameter of the initial slag salvaging drill is 2.8m, the diameter of the pilot ring is 2.70m-2.8m, and the preferred diameter is 2.75 m. Or the pilot ring is a circular plate or a circular ring and is fixed at the upper end of the barrel drill. In some embodiments, the pilot ring is a cylindrical body sleeved at the upper end of the barrel drill, the upper end surface of the pilot ring is a flange plate corresponding to the spindle of the rotary machine, the middle part of the flange plate is provided with a through hole of the spindle of the drilling machine, and the upper end of the barrel drill is a flat surface or is provided with a table surface corresponding to the flange plate so as to be fixed on the upper end surface of the barrel drill through the flange plate and bolts; the pilot ring is concentric with the barrel drill, an inner support corresponding to the outer wall of the barrel drill is arranged at the lower end of the pilot ring, and a connecting plate corresponding to the outer wall of the barrel drill is arranged on the inner support and is fixed with the barrel drill through a bolt, so that the pilot ring can be detachably connected; furthermore, the guide ring has various specifications with different lengths, and the guide ring with different lengths can be replaced according to the rock stratum form and the drilling difficulty, so that the drilling depth of the barrel drill at each time can be adjusted according to the rock stratum condition, particularly, when the rock hardness is high, the guide ring with large length is adopted, and the length of the barrel drill extending out of the guide ring is small, so that the drilling precision is improved. Furthermore, the outer wall of the pilot ring is provided with mounting grooves which are uniformly distributed in the circumferential direction, the rollers are rotatably connected in the mounting grooves, the plane where the rollers rotate is perpendicular to the axial direction of the pilot ring, the outer wall of each roller extends out of the outer wall of the pilot ring to form rolling friction with the inner wall of a drilled hole in the precession process, the drilling quality is improved, and the outer wall of the pilot ring is provided with a spiral guide plate.
Specifically, a three-stage reaming process is adopted for reaming:
firstly, a covering soil layer is drilled on the full section of a 2.8m slag scoop, after the covering soil layer enters a rock stratum, a 1.5m pilot bit drills, and then 2m, 2.5m and 2.8m drill bits perform hole expanding and forming in stages. Specifically, the method comprises the following steps:
1. by using
And stopping drilling until the slag dragging drill bit drills to a position 1.5m before entering the rock.
2. By specially-made
(the diameter of the upper pilot ring is less than 5cm) the upper pilot barrel drill continues to drill to the upper part
The guide ring is contacted with the slag-dragging bucket to finish
Bottom of bore diameter, at this time the lower part of the drill bit
The barrel drill has penetrated the rock face by about 1.5 m.
3. By using
The slag dragging drill bit is to
And fishing out the cutting part of the cylindrical drill, wherein the part is subjected to upper pilot drill-through centering and cylindrical drill cutting, and the perpendicularity of the section is ensured. Then adopting long cylinder drilling and cutting, taking stone column and other methods to make construction until the above-mentioned material is reached
The diameter reaches the designed pile bottom elevation; finally use
And the slag fishing drill bit sweeps the bottom of the hole.
4. Reuse specially made
And the hole repairing drill bit is used for repairing the hole of the hole drilled to the bottom of the hole. Ensuring the whole hole pattern to be straight.
5. After finishing hole repair, use
And (4) reaming is started by the lower pilot bit, and the drilling slag expanded to the bottom of the hole is fished by the corresponding slag fishing bit in the reaming process. Simultaneously, the aperture of each 0.5 meter is gradually increased in subsequent steps until the completion
And (5) reaming is finished.
6.
After the hole expansion is completed, use
And (4) the slag fishing drill bit cleanly fishes out all sediments at the bottom of the hole, and then the drilling construction is finished.
The process for forming the hole enters a verticality control link from the beginning of rock entering, and each subsequent drilling or reaming is provided with downward guiding and centering measures, so that the whole process is effective and controllable, and the verticality of the whole hole shape is finally ensured.
In another optional embodiment, an air inlet pipe is placed in the conduit, the conduit is connected with a circulation tank, compressed air is injected into the conduit for hole cleaning, so that slurry mixed drilling slag outside the conduit is discharged to the circulation tank, drilling slag sedimentation is performed through the circulation tank, the holes are cleaned until the sand content is less than 4%, the specific gravity of the slurry is less than 1.15, and one-time hole cleaning is completed;
the pressure (p) of the air compressor for injecting compressed air can be calculated as follows:
rais the mud proportion: generally taking 1.2;
h is the setting depth of the concrete gas; delta P is the value of the pressure loss of the gas supply pipeline of 0.05-0.1 MPa;
the air quantity Q of the air compressor is calculated according to the formula (2):
Q＝βd2V
beta is an empirical coefficient which is generally 2-2.4, d is the diameter of the guide pipe, and V is the upward returning speed of the coagulation slurry in the guide pipe which is generally 1.5-2 m.
And after the reinforcement cage is completely placed, secondary hole cleaning is carried out. The secondary hole cleaning method comprises the following steps: firstly, the guide pipe is put down to a position which is 15cm away from the bottom of the hole, then a choke plug is covered, a mud pipe is connected, a mud pump is started, and mud is circulated until the thickness of sediment at the bottom of the hole is less than or equal to 5 cm. The relative density of the slurry is preferably controlled to be 1.03-1.10, the pile punched by the impact can be properly improved, but not more than 1.15, the viscosity is preferably 17-20 Pa.s, the sand content is preferably less than 2%, and the colloid content is preferably more than 98%.
In another optional embodiment, three sections of reinforcement cages are prefabricated continuously on the jig frame, the first two sections of reinforcement cages on the jig frame are disassembled and moved away for storage, the last two sections of reinforcement cages are used as the basis for manufacturing the second two sections of reinforcement cages, the first two sections of reinforcement cages on the jig frame are disassembled again and moved away for storage, and the circular manufacturing is carried out until the reinforcement cages are prefabricated; the steel reinforcement cage carries out the steel reinforcement cage preparation through the bed-jig, and the bed-jig includes base 4 and mould board 5, and 5 middle parts of mould board are provided with the arc breach that corresponds the steel reinforcement cage, are provided with a plurality of breachs at arc breach inner wall, and the breach is 6 for the wedge breach that corresponds the steel reinforcement cage reinforcing bar, is located the 6 symmetric distributions of wedge breach of arc breach central line both sides, and the great end of wedge breach 6 all is located one side of arc breach central line.
Placing interim fixing device in drilling drill way department, the prefabricated order of steel reinforcement cage installation is transferred, puts into downthehole with first section steel reinforcement cage, and interim fixing device is frame construction to having the breach that corresponds the steel and protect a section of thick bamboo, being equipped with the couple in the breach inboard, in order to bear the weight of steel reinforcement cage, then hoisting next section steel reinforcement cage again, two sections steel reinforcement cages adjacent from top to bottom adopt the straight thread sleeve to connect. In order to ensure that the reinforcement cage is not deformed during hoisting, the auxiliary reinforcement and the reinforcement stirrup must be completely welded, a cross brace is welded in the reinforcement stirrup (removed during lowering), the suspension points are symmetrically arranged, and the suspension points must be arranged on the stressed auxiliary reinforcement. Each section of the steel reinforcement cage is hoisted in a multi-point mode, the steel reinforcement cage is hoisted symmetrically and horizontally, then one end of the steel reinforcement cage is lifted slowly, the steel reinforcement cage is gradually erected, and after the steel reinforcement cage is completely erected, the steel reinforcement cage is hoisted into an orifice. When two sections of reinforcement cages are butted, alignment is carried out according to the marks spliced by a long-line method, so that the central lines of the upper section and the lower section are kept consistent, and the alignment of the reinforcements is accurate. In the process of lengthening and placing the reinforcement cage, the framework is always kept vertical; when the steel reinforcement cage is connected, the verticality of each section of the connected steel reinforcement cage is ensured to meet the requirement, and the joint is firm and reliable. A bottom touching device is installed when the steel reinforcement cage is placed, so that deformation of the steel reinforcement cage is avoided. After the reinforcing steel bar cage enters the hole, the positioning is accurate, the fixing is firm, the deviation of the plane position is not more than 1cm, and the deviation of the bottom surface elevation is not more than +/-5 cm.
Hoist and mount steel reinforcement cage through the hoist, the hoist includes main part 1, main part 1 is square or circular structure that frame construction formed, be equipped with four lugs 2 in 1 periphery of main part, four lugs 2 correspond the circumference directly and the steel reinforcement cage between the phase-match, 1 outer wall of main part is followed to the one end of lug 2 and is stretched to 1 below of main part, the other end is bent from the top of main part 1 to center department, the angle of bending is 60, all be connected with lewis hole 3 at the both ends of lug 2, thereby lewis hole 3 of lug 2 top corresponds connects lifting device, lewis hole 3 of lower extreme passes through wire rope and connects the lifting hook, connect the steel reinforcement cage through the lifting hook.
In another optional embodiment, the prefabricated reinforcement cage sections are sequentially spliced and then placed into the drill hole, and the sound detection pipe is arranged on the reinforcement cage sections.
In this embodiment, the acoustic pipe mounting includes:
sealing the bottom of the bottom-node sounding pipe, correspondingly installing the bottom-node sounding pipe on a corresponding reinforcement cage, and filling water into the sounding pipe after the bottom-node reinforcement cage is installed; the sounding pipe is bound and fixed on the same main rib by an iron wire (diameter is 2mm) every 2 meters, and the U-shaped card is welded on the stiffening hoop every 6 meters to fix the position of the sounding pipe.
Installing the next steel reinforcement cage, butting the acoustic pipe on the section of steel reinforcement cage with the acoustic pipe on the bottom section through the bearing opening, and irrigating water after the butting is finished; the installation of the reinforcement cage and the sounding pipe is repeated until the lowering of the reinforcement cage is completed, and the top of the top node sounding pipe is sealed; the two pipes are ensured to be positioned on the same axis and are pressed tightly by hydraulic pliers.
And after each section of the sounding pipe is filled with water, standing for a certain time to observe the change of the water surface, if the water surface descends to indicate that the detecting pipe is not sealed, timely lifting the steel reinforcement cage, and repeatedly butting the sounding pipes. The standing time can be 5-10 min.
In another alternative embodiment, the pouring platform is made of section steel and steel plates, a guide pipe clamping plate is arranged, and the platform load is designed according to the weight of the first disc of concrete and 1.2 times of the total weight of the guide pipe. The filling platform pad beam is designed by 2HN 500X 200 and is erected on the steel casing cylinders on two sides of the pile position to be drilled. Simultaneously, a concrete pouring frame is adopted to pour the first reel of concrete, the pouring frame is placed on a bridge deck of the drilling platform, 4 guy cables are arranged at four corners above the pouring frame, the guy cables are steel wire ropes with the diameter of phi 22, the guy cables and the drilling platform form an angle of 45 degrees, and the guy cables are connected with an anchor point of the drilling platform through a 3t chain block and tighten the chain block.
The upper end of pipe sets up the hopper, the neck mouth department of hopper seals with the steel deck, put water proof bolt (foam ball inner bag) in the pipe, the steel deck passes through wire rope and crane hooklet and is connected, adopt steel pipe or reinforcing bar earlier to push up the steel deck and compress tightly when the concrete goes into the hopper, prevent that the steel deck from shifting, when first batch concrete volume is sufficient, pull out the ball by on-the-spot commander's lower instruction, the operation personnel propose the steel deck immediately according to the instruction, let the interior concrete of hopper press air and water proof bolt towards the bottom of the hole, the water proof bolt is taken out after surfacing mud. The concrete pouring speed is controlled to be 50-60 square/hour, after the first-tray concrete pouring is finished, the first-tray concrete pouring is continuously carried out at the speed, blind acceleration cannot be realized, hole wall mud skin is prevented from being damaged to cause hole collapse, and meanwhile, perforation caused by the fact that lateral pressure of the hole wall close to the formed hole is excessively increased is prevented. And then concrete with the height of 1m above the pile top is poured to ensure the quality of the pile head.
The volume of concrete during the first pouring is ensured to meet the requirement of the first pouring, and the bottom end of the guide pipe can be buried by the concrete in the hole with the depth not less than 1m in time after the ball is cut. If the stopping process is too long, qualified concrete is poured into the guide pipe in small batches by adopting a manual method if necessary, so that the water seal failure caused by pipe blockage due to excessive concrete segregation and slump loss in the guide pipe is prevented. During the pouring process, the concrete surface in the pipe and the water level in the hole are observed to rise and fall, the height of the concrete surface in the hole is measured in time, and the lifting and the dismantling of the guide pipe are correctly commanded.
In another optional embodiment, after completing the construction of a group of pile foundations, the bored pile working platform is removed, the material of the bored pile working platform is used for building the trestle and the drilling platform of the next pile foundation, and the operations are repeated to complete the construction of all the pile foundations. It should be understood that the above description is only exemplary, and the embodiments of the present application do not limit the present invention.
The above description is only exemplary of the invention and should not be taken as limiting the invention, as any modification, equivalent replacement, or improvement made within the spirit and principle of the invention is intended to be covered by the appended claims.
Claims (10)
1. A construction method of a river-crossing bridge pile foundation is characterized by comprising the following steps:
step S1, determining the position of the pile foundation according to drawing lofting, erecting a trestle on the main river channel, establishing a drilling platform, and arranging a drilling machine and a crane on the drilling platform;
step S2, performing rotary drilling according to a preset construction sequence, periodically performing drilling slag sampling in the drilling process, controlling the precession rotation speed and the mud relative density according to the sampling result, and comparing the drilling slag with the geological monitoring result;
step S3, cleaning the hole after the hole drilling is finished so as to clean the drilling slag and the sediment in the hole, and installing a concrete pouring guide pipe after the hole cleaning is finished;
step S4, splicing the prefabricated reinforcement cage sections in sequence, then placing the reinforcement cage sections into a drill hole, and arranging acoustic tubes on the reinforcement cage sections;
and step S5, pouring concrete after the steel reinforcement cage is completely placed, calculating the volume of the first plate bottom sealing concrete before pouring, gradually lifting the pouring guide pipe along with the concrete pouring to form the drilled pile, and performing nondestructive measurement through the sound measuring pipe after the drilled pile reaches the designed strength.
2. The method for constructing the river-crossing bridge pile foundation according to claim 1, wherein in the step S2, in the initial stage of rotary drilling, the full-section drill bit is driven to the strong weathered layer of the river bed through the slag removing drill bit, then the drill bit with the small diameter is guided to perform the drilling, and in the drill hole formed by the drill bit with the small diameter, the diameter of the drill bit is increased for multiple times until the designed diameter of the drill hole is met.
3. The method for constructing a pile foundation of a river-crossing bridge according to claim 1, wherein the main pier foundation is a split type bearing platform, each bearing platform comprises nine drilled piles distributed in a matrix, two rotary excavating machines are arranged to carry out precession on the pile foundations corresponding to the two drilled piles of the bearing platform, in each bearing platform, central pile drilling is firstly carried out, then rotary drilling is carried out in a symmetrical sequence about the central drilling, and the drilling holes at the sides of the main piers, which are far away from each other, are firstly rotary drilled.
4. The method for constructing the pile foundation of the river-crossing bridge according to claim 1, wherein a guide frame is installed on the trestle, a first row of steel pipe piles is inserted and driven through the guide frame, the distribution beam and the connection system are installed, and the next row of steel pipe piles is inserted and driven continuously, and the distribution beam, the connection system and the bridge deck system are installed;
and moving the crawler crane along the bridge floor to perform construction and repetition of the next row of steel pipe piles until the trestle and the drilling platform are completed, and punching the steel casing of the corresponding pile foundation.
5. The method for constructing the river-crossing bridge pile foundation according to claim 4, wherein after the drilling platform is installed, coordinate points of the pile foundation are obtained through drawing lofting, a guide frame of the steel casing is assembled on the drilling platform according to the coordinate points, the steel casing is lifted to enter water, the position and the inclination of the steel casing are adjusted to enable the steel casing to slowly enter a bed until the steel casing is stable, and the steel casing is sunk to a preset depth through vibration of a pile driver.
6. The method for constructing a river-crossing bridge pile foundation according to claim 1, wherein in step S2, when the drill bit reaches the bottom opening of the steel casing by a certain distance, the bit pressure and the drilling speed are reduced, and after the drill bit penetrates the bottom opening of the steel casing by a certain distance, the bit pressure and the drilling speed are recovered;
the drilling speed is gradually reduced before finishing the hole, and the sampling and comparison frequency of the drilling slag is increased.
7. The method for constructing the pile foundation of the river-crossing bridge according to claim 2, wherein in the initial stage of rotary drilling, the full-section drilling is carried out through the slag fishing drill bit, and the drilling is stopped at a position where the slag fishing drill bit drills into a strong weathering layer of a river bed at a certain distance;
continuously drilling into rock by using an upper pilot cylinder drill until a pilot ring at the upper part of the upper pilot cylinder drill abuts against the bottom surface of the rotary drill of the slag salvaging drill bit;
taking out the central stone pillar drilled by the upper guide cylinder by using the small-diameter slag salvaging drill bit, and drilling for multiple times by using the upper guide cylinder and taking out the stone pillar until the designed elevation is reached;
repairing the small-diameter drill hole formed by the upper guide barrel drill, and taking slag by matching with a slag dragging drill bit until the bottom of the hole in the hole repairing process;
and sequentially increasing the diameter of the slag fishing drill bit for reaming.
8. The method for constructing the pile foundation of the river-crossing bridge according to claim 1, wherein an air inlet pipe is placed inside the conduit, the conduit is connected with a circulation tank, compressed air is injected into the conduit for cleaning holes, so that drilling slag mixed with slurry outside the conduit is discharged to the circulation tank, and the drilling slag is precipitated through the circulation tank;
and performing secondary hole cleaning after the reinforcement cage is completely placed.
9. The method for constructing the pile foundation of the river-crossing bridge according to claim 1, wherein three sections of reinforcement cages are continuously prefabricated on the jig frame, the first two sections of reinforcement cages on the jig frame are disassembled and moved away for storage, the second two sections of reinforcement cages are manufactured on the basis of the last section of reinforcement cage, the first two sections of reinforcement cages on the jig frame are disassembled again and moved away for storage, and the manufacturing is circulated until the reinforcement cages are prefabricated.
10. The method for constructing the pile foundation of the river-crossing bridge according to claim 1, wherein the installation of the acoustic pipe comprises:
sealing the bottom of the bottom-node sounding pipe, correspondingly installing the bottom-node sounding pipe on a corresponding reinforcement cage, and filling water into the sounding pipe after the bottom-node reinforcement cage is installed;
installing the next steel reinforcement cage, butting the acoustic pipe on the section of steel reinforcement cage with the acoustic pipe on the bottom section through the bearing opening, and irrigating water after the butting is finished; repeating the installation of the reinforcement cage and the sounding pipe until the lowering of the reinforcement cage is completed, and sealing the top of the top node sounding pipe;
and (3) after each section of the sounding pipe is filled with water, standing for a certain time to observe the change of the water surface, if the water surface descends to indicate that the detection pipe is not sealed, timely lifting the steel reinforcement cage, and repeatedly butting the sounding pipes.
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