CN113944155A - Cast-in-situ bored pile construction method for sand and pebble riverbed dam building - Google Patents
Cast-in-situ bored pile construction method for sand and pebble riverbed dam building Download PDFInfo
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- CN113944155A CN113944155A CN202111458142.9A CN202111458142A CN113944155A CN 113944155 A CN113944155 A CN 113944155A CN 202111458142 A CN202111458142 A CN 202111458142A CN 113944155 A CN113944155 A CN 113944155A
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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
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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- Piles And Underground Anchors (AREA)
Abstract
The application relates to the field of hydraulic and hydroelectric engineering, in particular to a cast-in-situ bored pile construction method for sand-gravel riverbed dam construction, which comprises the following steps of consolidation grouting: drilling a plurality of consolidation holes on the dam foundation of the two banks, and grouting the consolidation holes; high-pressure rotary jet grouting: drilling a single row of grouting holes at the appointed position of the river bed, and performing high-pressure rotary jet grouting on the grouting holes; curtain grouting: after the consolidation grouting and the high-pressure jet grouting are finished, drilling a single row of curtain holes at the specified position at the upstream of the dam foundation, and grouting the curtain holes; punching a cast-in-place pile: drilling a plurality of punched holes at the specified positions of the dam section foundation, then putting a steel bar limiting cage into the punched holes, wherein the steel bar limiting cage is hinged with a plurality of hooks, and the hooks are used for being embedded in the hole walls of the punched holes; the spacing cage of reinforcing bar is provided with the driving piece that orders about a plurality of fingers upset, behind the pore wall that the finger embedding punched a hole, toward the grout that punches a hole again, forms pile foundation. This application has the effect of improving the follow-up problem of subsiding of dam.
Description
Technical Field
The application relates to the field of hydraulic and hydroelectric engineering, in particular to a cast-in-situ bored pile construction method for sand-gravel riverbed dam building.
Background
The dam refers to a weir for intercepting rivers and water, and a water-stopping dam for reservoirs, rivers and the like. The common reservoir dam mainly comprises a main dam, an auxiliary dam, a normal overflow spillway, an emergency spillway, a newly-added emergency spillway, a smart main canal culvert and a power station. The dam foundation of the dam is particularly important because the geographical environment of the dam is complex in structure.
The related technology discloses a construction method for dam foundation treatment, which comprises the following steps: excavating a soil layer of a river bed building base plane; grouting construction: drilling a pile hole in a riverbed dam foundation until the pile hole penetrates into a rock stratum, then inserting a reinforcement cage, and pouring concrete into the pile hole to form a cast-in-situ bored pile; filling a dam foundation, namely backfilling earth on the dam foundation, and rolling and compacting; and pouring the dam body, namely pouring the dam foundation after earth backfilling.
In view of the above-mentioned related technologies, the inventor believes that although a riverbed is a main part of a dam foundation of a dam, two banks of the riverbed are also a part of the dam foundation, drilling and grouting are performed on a foundation surface of the riverbed, and the dam is likely to have the risk of causing the subsequent settlement of the dam due to the fact that underground water permeates to sink a cast-in-situ pile after being built.
Disclosure of Invention
In order to solve the problem of subsequent settlement of a dam, the application provides a cast-in-situ bored pile construction method for constructing a dam by a sandy gravel riverbed.
The application provides a bored concrete pile construction method for sand cobble riverbed dam construction adopts following technical scheme:
a cast-in-situ bored pile construction method for building a dam by a sandy gravel riverbed comprises the following steps:
s1, consolidation grouting: drilling a plurality of consolidation holes on the dam foundation of the two banks, and grouting the consolidation holes to fill shallow cracks of the foundation;
s2, high-pressure jet grouting: drilling single-row grouting holes at the appointed position of a riverbed according to drawings or actual measurement, and performing high-pressure rotary jet grouting on the grouting holes to form a high-pressure rotary jet impervious wall for preventing deep seepage of a covering layer and a soft foundation;
s3, curtain grouting: after the consolidation grouting and the high-pressure jet grouting are finished, drilling a single row of curtain holes at the specified position at the upstream of the dam foundation, extending the single row of curtain holes from the dam foundation of the two banks to the high-pressure jet grouting impervious wall, and grouting the curtain holes to form a water retaining curtain for deep seepage prevention of the rock foundation;
s4, punching the cast-in-place pile: according to drawings or actual measurement, drilling a plurality of punched holes at an appointed position on a dam section foundation, and then putting a steel bar limiting cage into the punched holes, wherein the steel bar limiting cage is hinged with a plurality of hooks which are arranged along the circumferential direction of the steel bar limiting cage; the hook claw is embedded in the hole wall of the punched hole; the steel bar limiting cage is provided with a driving piece for driving the plurality of hooks to overturn, and after the hooks are embedded into the punched hole wall, the holes are punched again and grouted to form a pile foundation.
By adopting the technical scheme, consolidation grouting improves the integrity of the bedrock of the dam foundations at the two sides, improves the bearing capacity of the dam foundations at the two sides, improves the seepage-proofing effect of the deep layer of the foundation by the high-pressure jet grouting seepage-proofing wall, improves the seepage-proofing effect of the deep layer of the rock foundation by curtain grouting, improves the bearing capacity and the seepage-proofing effect of the dam foundations by consolidation grouting, high-pressure jet grouting and curtain grouting, and improves the friction force between the formed pile foundation and the punched hole wall by enabling the hook claw to be overturned and embedded into the punched hole wall through the driving piece after a steel bar limiting cage is placed into the punched hole by constructors when the pile foundation is poured, so that the connection stability between the pile foundation and the punched hole wall is improved, and the problem of subsequent settlement of the dam is further improved.
Optionally, after the punching hole is drilled, a steel casing is inserted into the hole opening of the punching hole, and then the steel bar limiting cage penetrates through the steel casing and is placed into the punching hole.
Through adopting above-mentioned technical scheme, the introduction of a steel casing when the spacing cage of reinforcing bar is put into the punching hole, reduces the risk that the hook claw scraped the drill way edge that punches a hole to reduce the risk that punches a hole and sink, improve the structural stability who punches a hole.
Optionally, the punched hole is excavated to form a stable pit, and then clay is filled into the stable pit and tamped, so that the clay is adhered to the periphery of the steel casing.
Through adopting above-mentioned technical scheme, the setting of firm hole and clay reduces follow-up steel and protects a gliding risk of the hole wall that punches a hole relatively when being in the grout of punching a hole, improves steel and protects a section of thick bamboo and the stability of being connected that punches a hole.
Optionally, the driving member includes a driving rod and a plurality of connecting rods hinged to the outer periphery of the driving rod; the driving rod is positioned at the axis of the reinforcing steel bar limiting cage; the driving rod extends along the length direction of the reinforcing steel bar limiting cage; a plurality of connecting rods correspond to a plurality of hooks; one end of the connecting rod, which is far away from the driving rod, is hinged with a sliding block; the sliding block is connected with the claw in a sliding mode.
Through adopting above-mentioned technical scheme, based on the principle of swing guide arm mechanism, press or carry the pull-out actuating lever, through connecting rod and slider, force a plurality of claws to draw in or expand, realize that the driving piece orders about the effect that the claw overturns. The introduction of actuating lever and connecting rod on the one hand can order about the pore wall that the knuckle embedding punched a hole through the manpower, reduces external drive equipment's application, makes this driving piece adapt to different construction environment, and on the other hand actuating lever is located the axle center of the spacing cage of reinforcing bar, removes the actuating lever and arranges connecting rod and slider, makes a plurality of knuckles expand with the axle center of the spacing cage of reinforcing bar, reduces the risk of the spacing cage of reinforcing bar off normal in the punching hole.
Optionally, a plurality of the claws are divided into a plurality of groups; and each group of the hooks are arranged along the length direction of the reinforcing steel bar limiting cage.
By adopting the technical scheme, the quantity of the plurality of hooks embedded into the punched hole wall is increased, and the friction force between the formed pile foundation and the punched hole wall is further increased, so that the risk of pile foundation settlement is further reduced.
Optionally, a limiting plate is hinged to the surface of the hook claw facing the connecting rod, and the limiting plate is used for limiting the hook claw embedded into the punched hole wall to turn towards the axis of the steel bar limiting cage; the surfaces of the limiting plates, which are deviated from each other, are respectively provided with a first contact surface and a second contact surface; the first contact surface is used for abutting against the surface of the hook claw facing the connecting rod; the first contact surface and the second contact surface are used for the circumferential side of the steel bars of the steel bar limiting cage to abut against; the claw is provided with a torsion spring forcing the first contact surface to abut against the surface of the claw facing the connecting rod.
By adopting the technical scheme, when the steel bar limiting cage is not placed in the punching hole, a constructor folds a plurality of hooks in the steel bar limiting cage, after the steel bar limiting cage is placed in the punching hole, the constructor presses the driving rod to force the plurality of hooks in the folded state to be unfolded through the connecting rod and the sliding block, the hooks gradually turn over out of the steel bar limiting cage along with the unfolding of the hooks, in the process that the hooks turn out of the steel bar limiting cage, after a first contact surface contacts with the steel bars of the steel bar limiting cage, the limiting plate turns over, the torsion spring twists, after the hooks turn out of the steel bar limiting cage, the torsion spring restores the state before twisting and forces a second contact surface to abut against the surfaces of the hooks, after the hand of the constructor leaves the held driving rod, because of the elastic modulus of the soil body around the hole wall, the hooks embedded into the hole wall of the punching hole have the tendency of turning over towards the axis of the steel bar limiting cage, and abut against the steel bars of the steel bar limiting cage through the second contact surface, the limiting plates limit the effect that the hooks embedded into the punched hole wall overturn towards the axis of the steel bar limiting cage, the risk that the hooks fall off after being embedded into the punched hole wall is reduced, the connection stability of the hooks and the punched hole wall is improved, and the connection stability of the formed pile foundation and the punched hole wall is further improved.
Optionally, a sliding groove for the sliding connection of the sliding block is formed in the surface of the hook claw; the sliding groove extends along the circumferential direction of the reinforcing steel bar limiting cage; two ends of the sliding groove respectively penetrate through the side walls of the hook claws which deviate from each other; and the ports at the two ends of the sliding groove are used for the sliding block to pass through.
Through adopting above-mentioned technical scheme, the port at spout both ends supplies the slider to pass on the one hand, the slider of being convenient for and the installation of hook, on the other hand constructor presses actuating lever or stamping equipment to beat the actuating lever, order about behind the pore wall that the hook upset embedding punched a hole, the rotatory actuating lever of constructor, at the rotatory in-process of actuating lever, it slides to the port of spout to drive the slider through the connecting rod, the slider breaks away from the spout, constructor alright carry and draw the actuating lever, make the actuating lever shift out outside punching a hole, be convenient for subsequent grout construction that punches a hole, the actuating lever still can use repeatedly simultaneously, and manufacturing cost is reduced.
Optionally, a first guide surface is arranged at the bottom of the sliding groove; the sliding block is provided with a second guide surface; the first guide surface is connected with the second guide surface in a sliding manner; the sliding block has elasticity; when the sliding block in the sliding groove slides to the port of the sliding groove, the first guide surface guides the second guide surface to extrude the sliding block.
Through adopting above-mentioned technical scheme, constructor slides in the spout when the rotating actuating lever, and through the guide of first spigot surface and second spigot surface, the slider receives the extrusion in the spout, and under the effect of interact power, the elastic restoring force of slider in the spout forces the hook upset, makes the position of hook embedding hole wall darker, and the hook breaks away from and punches a hole the hole wall when reducing the actuating lever rotation and is connected the risk.
Optionally, the side wall of the connecting rod is provided with a magnetic block; the magnetic block supplies the connecting rod magnetic attraction to be fixed on the peripheral wall of the driving rod.
Through adopting above-mentioned technical scheme, the weight of connecting rod is not only increased in the introduction of magnetic path, when the slider breaks away from the spout, can overturn to actuating lever week side fast, reduces the risk that the actuating lever breaks away from the spacing cage of connecting rod scraping reinforcing bar of being connected with the hook when rotating, takes out the actuating lever moreover from punching a hole when outer, reduces the random wobbling risk of connecting rod to reduce the random wobbling connecting rod and lead to the fact life threat's hidden danger to constructor.
Optionally, the driving member further comprises a plurality of connecting ropes; one end of the connecting rope is connected to the peripheral side of the driving rod, and the other end of the connecting rope is connected to the reinforcing steel bars of the reinforcing steel bar limiting cage; the connecting rope is used for limiting the driving rod to be influenced by gravity to drive the hook claw to overturn.
Through adopting above-mentioned technical scheme, when putting into the drift at the spacing cage of reinforcing bar, connect dragging of rope, improve the problem that the actuating lever receives the influence of gravity to order about the knuckle upset, reduce the knuckle scraping that the reinforcing bar cage overturns when putting into the drift and punch a hole the risk of pore wall, thereby reduce the risk that sinks of punching a hole, and then improve the problem that the structural stability that punches a hole when the spacing cage of reinforcing bar is put into the drift reduces, follow-up will be connected the rope and break away from with the being connected of actuating lever, alright press the actuating lever and order about the knuckle upset.
In summary, the present application includes at least one of the following beneficial technical effects:
the bearing capacity and the seepage-proofing effect of the dam foundation are improved through consolidation grouting, high-pressure jet grouting and curtain grouting, and in the process of pouring the pile foundation, after a constructor puts a reinforcing steel bar limiting cage into a punched hole, a hook claw can be turned and embedded into the hole wall of the punched hole through a driving piece, so that the friction force between the formed pile foundation and the hole wall of the punched hole is improved, the connection stability between the pile foundation and the hole wall of the punched hole is improved, and the problem of subsequent settlement of the dam is further improved;
the matching of the sliding groove and the sliding block, on one hand, the sliding block passes through the ports at the two ends of the sliding groove, so that the sliding block and the claw are convenient to install, on the other hand, constructors rotate the driving rod, the sliding block is driven by the connecting rod to slide towards the ports of the sliding groove, the sliding block is separated from the sliding groove, and the constructors can lift the driving rod to move the driving rod out of a punched hole, so that the subsequent punching grouting construction is convenient, meanwhile, the driving rod can be repeatedly used, and the manufacturing cost is reduced;
Through dragging of connecting the rope, improve the problem that the actuating lever received the influence of gravity to order about the knuckle upset, reduce the knuckle scraping that the steel reinforcement cage overturns when putting into the drift and punch a hole the risk of pore wall to reduce the risk that sinks that punches a hole, and then improve the problem that the spacing cage of reinforcing bar when putting into the drift reduced structural stability that punches a hole.
Drawings
Fig. 1 is a process flow chart of a cast-in-situ bored pile construction method for building a dam on a sandy gravel riverbed.
Fig. 2 is a plan view for illustrating dam foundation processing according to an embodiment of the present invention.
Fig. 3 is a schematic structural diagram for showing a reinforcing steel bar limiting cage and a driving piece in an application embodiment.
Fig. 4 is an enlarged view of fig. 3 at a portion a.
Fig. 5 is a schematic structural view for showing a first guide surface and a second guide surface of an embodiment of the application.
Description of reference numerals: 1. a consolidation hole; 2. high-pressure jet grouting impervious walls; 3. a curtain hole; 4. punching; 5. a reinforcing steel bar limiting cage; 6. a hook claw; 61. a chute; 62. a first guide surface; 7. a drive member; 71. a drive rod; 72. a connecting rod; 73. connecting ropes; 74. a slider; 741. a second guide surface; 8. a magnetic block; 9. a limiting plate; 91. a first contact surface; 92. a second contact surface; 10. a torsion spring.
Detailed Description
The present application is described in further detail below with reference to figures 1-5.
The embodiment of the application discloses a cast-in-situ bored pile construction method for a sandy gravel riverbed dam.
Referring to fig. 1 to 5, the cast-in-situ bored pile construction method for the sand and gravel riverbed dam construction includes the steps of:
s1, consolidation grouting: a. a plurality of consolidation holes 1 are drilled in the dam foundation on the two sides by using a pneumatic drill, the distance between every two adjacent consolidation holes 1 is 2.5m, the row spacing is 2.5m, the hole depth is 5.0m, the consolidation holes 1 are arranged in a quincunx shape, the hole direction of each consolidation hole 1 is orthogonal to the rock joint direction, the hole diameter of each consolidation hole 1 is not less than 42mm, and the hole diameter of each final hole is not less than 36 mm.
b. And (3) washing the inside of the consolidation hole 1 completely by using high-pressure water, washing the complete bedrock section by adopting a single hole, washing the broken section by group holes until the discharged water is clear, wherein the washing pressure is 80% of the grouting pressure.
c. The surface can be grouted without water leakage, if the surface has water leakage, a concrete cushion needs to be poured firstly, and then grouting is carried out through the delivery pipe. The grouting method adopts one-time filling, orifice circulating grouting is adopted in a rock breaking section, single-hole grouting is adopted in uneven parts of rock cracks, and for holes with similar rock permeability, when the production rate of a grouting pump is greater than the sum of the slurry suction amount of each hole, two-hole or three-hole serial grouting is adopted to fill shallow cracks of the foundation.
S2, high-pressure jet grouting: according to a drawing or actual measurement, a double-pipe or three-pipe high-pressure rotary spraying machine is used for drilling and setting single-row grouting holes and grouting at a specified position of a river bed to form the high-pressure rotary spraying impervious wall 2 for deep seepage prevention of a covering layer and a soft foundation. The diameter of the jet grouting pile is more than or equal to 1.2m, the distance between grouting holes is 0.8m, the deviation rate of a drill hole is less than or equal to 1%, the aperture of the grouting hole is more than 20mm larger than the outer diameter of a jet pipe of the high-pressure jet grouting machine, and the depth of the grouting hole exceeds the depth of the designed high-pressure jet grouting impervious wall 2 on the wall bottom by 0.3 m.
S3, curtain grouting: a. after the consolidation grouting and the high-pressure jet grouting are finished, a single row of curtain holes 3 are drilled at the designated position at the upstream of the dam foundation by using a rotary geological rotating machine, the single row of curtain holes 3 extend from the dam foundation at two sides to the high-pressure jet impervious wall 2, the aperture of the curtain holes 3 is 91mm, the aperture of a final hole is 56mm, and the hole positions are gradually encrypted in sequence.
b. The curtain hole 3 was strongly washed with high pressure water, and then a water-pressure experiment was performed.
c. Grouting the curtain hole 3 by using a slurry pump to form a water-retaining curtain for seepage prevention of the deep layer of the rock foundation; and (4) grouting by adopting a segmented circulating grouting method, and determining grouting pressure through tests.
S4, punching the cast-in-place pile: a. according to a drawing or actual measurement, a plurality of punched holes 4 are drilled at an appointed position of a dam section foundation by using impact hole-forming equipment, the punched holes 4 are arranged in a quincunx shape, and the punched holes 4 penetrate through a gravel layer and penetrate into a rock layer for more than 2.0 m.
b. Digging a stable pit at the hole opening of the punched hole 4, digging the stable pit around the punched hole 4 by using the axis of the punched hole 4, filling clay into the stable pit, and tamping in layers.
c. And hoisting the steel protection cylinder by using hoisting equipment, inserting the steel protection cylinder into the punched hole 4, symmetrically backfilling clay with the optimal water content into the stable pit, and tamping to adhere the clay to the peripheral side of the steel protection cylinder.
d. Use lifting device hoist and mount spacing cage of reinforcing bar 5, pass the steel with spacing cage of reinforcing bar 5 and protect a section of thick bamboo and put into and punch a hole 4 in, spacing cage of reinforcing bar 5 articulates has a plurality of claws 6, and a plurality of claws 6 divide into the multiunit, and multiunit claw 6 arranges the setting along the axis extending direction of spacing cage of reinforcing bar 5, and a plurality of claws 6 in every group claw 6 arrange the setting along the circumference interval of spacing cage of reinforcing bar 5. The hook claw 6 is used for inlaying the pore wall of locating 4 that punches a hole, and the spacing cage of reinforcing bar 5 is provided with the driving piece 7 that orders about the upset of a plurality of hook claws 6, orders about a plurality of hook claws 6 of the spacing cage of reinforcing bar through driving piece 7 and draws in or expand.
e. And after the driving piece 7 drives the hook claw 6 to be embedded into the hole wall of the punched hole 4, grouting the punched hole 4 by using grouting equipment to form a pile foundation.
Referring to fig. 3 and 4, the above-mentioned driving element 7 for driving the plurality of hooks 6 to fold or unfold includes a driving rod 71, a plurality of connecting rods 72 hinged to the outer periphery of the driving rod 71, and a plurality of connecting ropes 73 bound to the outer periphery of the driving rod 71, wherein the driving rod 71 is located at the axis of the reinforcement cage 5, the driving rod 71 extends along the axial direction of the reinforcement cage 5, and the driving rod 71 may be a tubular structure or a rod-shaped structure. The link 72 is used to connect the drive lever 71 and the hook claw 6. The connecting rope 73 is used for limiting the driving rod 71 to move axially along the steel bar limiting cage 5 under the influence of gravity, the connecting ropes 73 are arranged along the circumferential direction of the driving rod 71, and one end, away from the driving rod 71, of each connecting rope 73 is bound on the circumferential side of the steel bar limiting cage 5. When the hook claws 6 are required to be embedded into the hole wall of the punched hole 4, the connecting ropes 73 bound to the reinforcing steel bar limiting cage 5 are loosened, and the hook claws 6 in the folded state can be unfolded through the dead weight of the driving rod 71 and the pressing of subsequent constructors or the hammering of punching equipment.
Referring to fig. 4, specifically, the plurality of connecting rods 72 correspond to the plurality of hooks 6, one end of each connecting rod 72, which is away from the driving rod 71, is hinged to a slider 74, the slider 74 has elasticity, and the slider 74 may be made of a rubber material or a silicone material, and the slider 74 is slidably connected to the hooks 6. The spout 61 that supplies slider 74 to slide and connect is seted up on the surface of knuckle 6, and spout 61 extends the setting along the circumference of the spacing cage of reinforcing bar 5, and the lateral wall that knuckle 6 deviates from each other is run through respectively at the both ends of spout 61, and the port at spout 61 both ends all supplies slider 74 to pass. The magnetic block 8 is bonded and fixed on the peripheral side of the connecting rod 72, the magnetic block 8 is used for magnetically attracting and fixing the connecting rod 72 and the driving rod 71, so that when the sliding block 74 is separated from the sliding groove 61, the connecting rods 72 can be rapidly gathered on the peripheral side of the driving rod 71, and the hidden danger of life threat to constructors caused by the connecting rod 72 which swings randomly is reduced.
Referring to fig. 4 and 5, it should be noted that, in the structure of the sliding groove 61, the notch of the sliding groove 61 limits the sliding block 74 to move out of the sliding groove 61, and the groove width of the sliding groove 61 is larger than the width of the sliding block 74, so that the sliding block 74 slides in the sliding groove 61 along the axis and the circumferential direction of the reinforcement cage 5. Based on the principle of a swing guide rod mechanism, the driving rod 71 is pressed or pulled, and the plurality of hooks 6 can be forced to be folded or unfolded through the connecting rod 72 and the sliding block 74, so that the effect that the driving piece 7 drives the hooks 6 to turn over and be embedded into the hole wall of the punched hole 4 is achieved.
Referring to fig. 2 and 5, a first guide surface 62 is disposed at the bottom of the sliding groove 61, a second guide surface 741 is disposed at the slider 74, and the first guide surface 62 and the second guide surface 741 are slidably connected. When the sliding block 74 in the sliding groove 61 slides to the port of the sliding groove 61, the first guide surface 62 guides the second guide surface 741 to press the sliding block 74, by the design, after the constructor presses the driving rod 71 to drive the claw 6 to turn over and embed into the hole wall of the punched hole 4, the constructor rotates the driving rod 71, during the rotation of the driving rod 71, the connecting rod 72 drives the sliding block 74 to slide towards the port of the sliding chute 61, by the first guide surface 62 and the second guide surface 741, the slider 74 is pressed in the slide groove 61, under the action of the interaction force, the elastic restoring force of the sliding block 74 in the sliding groove 61 forces the hook claw 6 to overturn, so that the position of the hook claw 6 embedded in the hole wall of the punched hole 4 is deeper, the connection stability of the hook claw 6 and the hole wall of the punched hole 4 is improved, then the sliding block 74 is separated from the sliding groove 61, and the constructor can lift the driving rod 71, so that the driving rod 71 is pulled out of the punched hole 4, and subsequent grouting construction of the punched hole 4 is facilitated.
Referring to fig. 2 and 4, in this embodiment, when the hook claw 6 is embedded in the hole wall of the punched hole 4, the driving rod 71 is loosened, and the elastic modulus of the soil body around the hole wall of the punched hole 4 is increased, so that the hook claw 6 embedded in the hole wall of the punched hole 4 tends to overturn towards the axis of the steel bar spacing cage 5, so that the hook claw 6 is disconnected from the hole wall of the punched hole 4, in order to improve the problem that the hook claw 6 is disconnected from the hole wall of the punched hole 4, the surface of the hook claw 6 provided with the sliding groove 61 is hinged with two limiting plates 9, the two limiting plates 9 respectively correspond to the steel bars adjacent to the steel bar spacing cage 5, and the limiting plates 9 are used for limiting the overturning of the hook claw 6 embedded in the hole wall of the punched hole 4 towards the axis of the steel bar spacing cage 5.
Referring to fig. 2 and 4, specifically, the surfaces of the limiting plates 9 that deviate from each other have a first contact surface 91 and a second contact surface 92, the first contact surface 91 provides the hook claw 6 with the surface of the sliding groove 61 for abutting against, and the first contact surface 91 and the second contact surface 92 both provide the reinforcing steel bar circumferential side abutting against of the reinforcing steel bar limiting cage 5. The hook claw 6 is provided with a torsion spring 10 forcing the first contact surface 91 to abut against the surface of the hook claw 6 facing the connecting rod 72, the torsion spring 10 is sleeved on the periphery of an articulated shaft of the limiting plate 9 hinged to the hook claw 6, one end of the torsion spring 10 is welded and fixed on the surface of the hook claw 6, and the other end of the torsion spring is welded and fixed on the surface of the limiting plate 9. Borrow this design, when the spacing cage of reinforcing bar 5 has not been put into and has punched a hole 4 in, a plurality of claws 6 draw in the spacing cage of reinforcing bar 5, put into the spacing cage of reinforcing bar 5 and punch a hole 4 back, constructor unties connecting rope 73 and presses actuating lever 71, a plurality of claws 6 that are in the state of drawing in expand, along with the expansion of claw 6, outside the spacing cage of claw 6 upset tapping muscle 5 gradually, at the spacing cage 5 outer in-process of claw 6 upset tapping muscle, behind the reinforcing bar of the spacing cage of reinforcing bar 5 of first contact surface 91 contact, limiting plate 9 overturns, torsional spring 10 twists reverse. After the hook claw 6 overturns out of the steel bar limiting cage 5, the torsional spring 10 restores the state before torsion and forces the second contact surface 92 to abut against the surface of the hook claw 6, when the elastic modulus of the soil body around the hole wall of the punched hole 4 forces the hook claw 6 to overturn towards the axis of the steel bar limiting cage 5, the second contact surface 92 abuts against the periphery of the steel bar limiting cage 5, the first contact surface 91 abuts against the hook claw 6, the limiting plate 9 is limited to overturn, and the plurality of hook claws 6 can be limited to be furled towards the axis of the steel bar limiting cage 5, so that the problem that the hook claw 6 is disconnected from the hole wall of the punched hole 4 is solved.
The implementation principle of the cast-in-situ bored pile construction method for the sand-gravel riverbed dam building in the embodiment of the application is as follows: the bearing capacity and the seepage-proofing effect of the dam foundation are improved through consolidation grouting, high-pressure jet grouting and curtain grouting. And when the pile foundation is poured, after a constructor puts the reinforcing steel bar limiting cage 5 into the punched hole 4, the constructor unlocks the connecting rope 73 and presses the driving rod 71, the plurality of the claws 6 in the folded state can be overturned and embedded into the hole wall of the punched hole 4, and then the driving rod 71 is rotated, so that the sliding block 74 is separated from the claws 6. After the driving rod 71 is pulled away from the punched hole 4, grouting is carried out on the punched hole 4, so that the claw 6 and the slurry can be poured into the punched hole 4 together, the friction force between the formed pile foundation and the hole wall of the punched hole 4 is improved, the connection stability between the pile foundation and the hole wall of the punched hole 4 is improved, and the problem of subsequent settlement of the dam is solved.
The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (10)
1. A cast-in-situ bored pile construction method for a sandy gravel riverbed dam is characterized by comprising the following steps:
s1, consolidation grouting: drilling a plurality of consolidation holes (1) on the dam foundation of the two banks, and grouting the consolidation holes (1) to fill shallow cracks of the foundation;
S2, high-pressure jet grouting: according to drawings or actual measurement, drilling a single-row grouting hole at an appointed position of a river bed, and performing high-pressure rotary jet grouting on the grouting hole to form a high-pressure rotary jet impervious wall (2) for deep seepage prevention of a covering layer and a soft foundation;
s3, curtain grouting: after the consolidation grouting and the high-pressure jet grouting are finished, drilling a single row of curtain holes (3) at the designated position at the upstream of the dam foundation, extending the single row of curtain holes (3) from the dam foundation of the two banks to the high-pressure jet grouting impervious wall (2), and grouting the curtain holes (3) to form a water retaining curtain for the deep seepage prevention of the rock foundation;
s4, punching the cast-in-place pile: according to drawings or actual measurement, a plurality of punched holes (4) are drilled at an appointed position on a dam section foundation, then a steel bar limiting cage (5) is placed into the punched holes (4), the steel bar limiting cage (5) is hinged with a plurality of hooks (6), and the hooks (6) are arranged along the circumferential direction of the steel bar limiting cage (5); the hook claw (6) is embedded in the hole wall of the punched hole (4); the steel bar limiting cage (5) is provided with a driving piece (7) for driving the plurality of hooks (6) to overturn, and after the hooks (6) are embedded into the hole wall of the punched hole (4), grouting is performed on the punched hole (4) to form a pile foundation.
2. The cast-in-situ bored pile construction method for sandy gravel riverbed damming according to claim 1, wherein: after the punching hole (4) is drilled, a steel protective cylinder is inserted into the hole opening of the punching hole (4), and then the steel bar limiting cage (5) penetrates through the steel protective cylinder and is placed into the punching hole (4).
3. The cast-in-situ bored pile construction method for sandy gravel riverbed damming according to claim 2, wherein: and (4) excavating a stable pit at the hole opening of the punching hole (4), and then filling clay into the stable pit and tamping the clay so as to adhere the clay to the peripheral side of the steel casing.
4. The cast-in-situ bored pile construction method for sandy gravel riverbed damming according to claim 1, wherein: the driving piece (7) comprises a driving rod (71) and a plurality of connecting rods (72) hinged to the outer periphery of the driving rod (71); the driving rod (71) is positioned at the axis of the reinforcing steel bar limiting cage (5); the driving rod (71) extends along the length direction of the reinforcing steel bar limiting cage (5); a plurality of connecting rods (72) correspond to a plurality of hooks (6); one end of the connecting rod (72) far away from the driving rod (71) is hinged with a sliding block (74); the sliding block (74) is connected with the hook claw (6) in a sliding way.
5. The cast-in-situ bored pile construction method for sandy gravel riverbed damming according to claim 4, wherein: the plurality of claws (6) are divided into a plurality of groups; and each group of the claws (6) is arranged along the length direction of the reinforcing steel bar limiting cage (5).
6. The cast-in-situ bored pile construction method for sandy gravel riverbed damming according to claim 4, wherein: a limiting plate (9) is hinged to the surface, facing the connecting rod (72), of the hook claw (6), and the limiting plate (9) is used for limiting the hook claw (6) embedded into the hole wall of the punched hole (4) to turn towards the axis of the steel bar limiting cage (5); the surfaces of the limiting plates (9) which are away from each other are respectively provided with a first contact surface (91) and a second contact surface (92); the first contact surface (91) is used for the surface of the hook claw (6) facing the connecting rod (72) to abut against; the first contact surface (91) and the second contact surface (92) are used for enabling the peripheral sides of the reinforcing steel bars of the reinforcing steel bar limiting cage (5) to abut against; the claw (6) is provided with a torsion spring (10) forcing the first contact surface (91) to abut against the surface of the claw (6) facing the connecting rod (72).
7. The cast-in-situ bored pile construction method for damming a sandy gravel river bed according to any one of claims 4 to 6, wherein: the surface of the hook claw (6) is provided with a sliding groove (61) for the sliding connection of the sliding block (74); the sliding groove (61) extends along the circumferential direction of the reinforcing steel bar limiting cage (5); two ends of the sliding groove (61) respectively penetrate through the side walls of the hook claws (6) which are deviated from each other; the ports at the two ends of the sliding groove (61) are used for the sliding block (74) to pass through.
8. The cast-in-situ bored pile construction method for damming a sandy gravel river bed according to claim 7, wherein: a first guide surface (62) is arranged at the bottom of the sliding groove (61); the slide block (74) is provided with a second guide surface (741); the first guide surface (62) is connected with the second guide surface (741) in a sliding manner; the slider (74) has elasticity; when the slider (74) in the slide groove (61) slides to the port of the slide groove (61), the first guide surface (62) guides the second guide surface (741) to press the slider (74).
9. The cast-in-situ bored pile construction method for damming a sandy gravel river bed according to claim 7, wherein: the side wall of the connecting rod (72) is provided with a magnetic block (8); the magnetic block (8) is used for magnetically attracting and fixing the connecting rod (72) on the peripheral wall of the driving rod (71).
10. The cast-in-situ bored pile construction method for sandy gravel riverbed damming according to claim 4, wherein: the driving piece (7) further comprises a plurality of connecting ropes (73); one end of the connecting rope (73) is connected to the peripheral side of the driving rod (71), and the other end of the connecting rope is connected to the steel bars of the steel bar limiting cage (5); the connecting rope (73) is used for limiting the driving rod (71) to be influenced by gravity to drive the claw (6) to overturn.
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| CN202111458142.9A CN113944155B (en) | 2021-12-01 | 2021-12-01 | Cast-in-situ bored pile construction method for sand and pebble riverbed dam building |
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| CN202111458142.9A CN113944155B (en) | 2021-12-01 | 2021-12-01 | Cast-in-situ bored pile construction method for sand and pebble riverbed dam building |
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Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111926803A (en) * | 2020-07-25 | 2020-11-13 | 广东万信建设工程科技有限公司 | Cast-in-situ bored pile and construction method thereof |
| CN113047313A (en) * | 2021-03-26 | 2021-06-29 | 河南省育兴建设工程管理有限公司 | Anchor pile supporting slope protection pile structure |
| CN113062310A (en) * | 2021-04-07 | 2021-07-02 | 中铁广州工程局集团有限公司 | Super-large and multilayer karst cave crossing construction process for highway bridge pile foundation |
-
2021
- 2021-12-01 CN CN202111458142.9A patent/CN113944155B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111926803A (en) * | 2020-07-25 | 2020-11-13 | 广东万信建设工程科技有限公司 | Cast-in-situ bored pile and construction method thereof |
| CN113047313A (en) * | 2021-03-26 | 2021-06-29 | 河南省育兴建设工程管理有限公司 | Anchor pile supporting slope protection pile structure |
| CN113062310A (en) * | 2021-04-07 | 2021-07-02 | 中铁广州工程局集团有限公司 | Super-large and multilayer karst cave crossing construction process for highway bridge pile foundation |
Non-Patent Citations (1)
| Title |
|---|
| 罗金云: "南界田水电站坝基处理措施及效果评价", 《黑龙江水利科技》 * |
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