CN110578325B - Recoverable prestress drilling and pouring fender post and construction method thereof - Google Patents
Recoverable prestress drilling and pouring fender post and construction method thereof Download PDFInfo
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- CN110578325B CN110578325B CN201910793442.9A CN201910793442A CN110578325B CN 110578325 B CN110578325 B CN 110578325B CN 201910793442 A CN201910793442 A CN 201910793442A CN 110578325 B CN110578325 B CN 110578325B
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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
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
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- E02D5/58—Prestressed concrete piles
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Abstract
The invention relates to a recoverable prestress drilling and pouring fender post and a construction method thereof, aiming at the problem that a large number of steel bars are still kept underground by adopting the traditional recoverable prestress structure and construction method. It includes: the prestressed tendon is characterized in that a plurality of prestressed tendons are arranged on the inner side of a steel reinforcement cage, the bottoms of the prestressed tendons are connected with a fixed-end anchorage and a multi-stage pressure-bearing device, an anchor unlocking screw rod outer sleeve of the fixed-end anchorage is connected to a base through threads after being provided with a spring, one end of a clamping piece group is connected to an anchor unlocking lock, the other end of the clamping piece group is embedded into an anchor ring, a sealing cover is arranged between the base and the anchor ring, the prestressed tendon is rotated anticlockwise, the anchor unlocking lock is driven to be screwed out of the base and pushes the clamping piece group to be embedded into the anchor ring, the clamping piece group is clamped by the clamping piece group, after pile body concrete reaches the strength required by design, the tensioning end anchorage arranged at the top end of the prestressed tendon is used for implementing prestressed tensioning, after the construction of an underground structure is completed, the prestressed tendon is rotated clockwise, the anchor unlocking lock is driven to be screwed into the base to enable the clamping piece group to move downwards until the prestressed tendon is completely unlocked and the prestressed tendon is recovered.
Description
Technical Field
The invention relates to the technical field of constructional engineering, in particular to a recoverable prestress drilling and pouring fender post and a construction method thereof.
Background
The application of the prestressed drilling cast-in-place fender pile improves the structural performance of the pile body and reduces the using amount of common reinforcing steel bars, and particularly, after a recoverable prestress technology is adopted, the retention amount of underground construction waste is reduced and the cost of raw materials is reduced by recycling the prestressed reinforcing steel bars in the pile body; however, because the existing prestressed drilling and pouring fender post adopts a reinforcement arrangement mode of mixing common steel bars and prestressed reinforcements, a conventional recoverable prestressed structure and a construction method are adopted, and even after recovery, a large amount of steel bars are still left underground to become permanent building waste, which is not beneficial to environmental protection; moreover, after the whole manufacturing of the reinforcement cage (also called reinforcement cage) of the prestressed drilling and pouring fender pile is finished, the reinforcement cage needs to be hoisted into a pile hole for subsequent construction, the whole construction process needs to be finished by matching large-scale mechanical equipment, the construction site is occupied, and the working efficiency is low.
Disclosure of Invention
The construction method aims at solving the problems that a large amount of steel bars are still left underground to become permanent construction waste by adopting the existing recoverable prestressed structure and construction method, and the construction process is too dependent on large-scale mechanical equipment, occupies a construction site and affects the working efficiency. The invention aims to provide a recoverable prestressed drilling and pouring fender pile and a construction method thereof, wherein the adopted fixed-end anchorage is an integrated composite anchorage capable of realizing the anchorage release and the anchorage tightening of a single prestressed tendon, has simple structure and convenient operation, can realize the unloading and the recovery of all prestressed tendons, greatly reduces the retention amount of underground reinforcing steel bars, has good economic benefit and social benefit, and synchronously installs a reinforcing cage and the prestressed tendons to be tensioned in a pile hole by adopting a mode of assembling while placing under the pile hole, thereby realizing the non-hoisting construction of the reinforcing cage and the prestressed tendons to be tensioned.
The technical scheme adopted by the invention for solving the technical problems is as follows: recoverable prestressing force drilling perfusion fender pile, its characterized in that includes: the device comprises a steel reinforcement cage arranged in a pile hole, a plurality of tensioned prestressed ribs which are vertically arranged at intervals and connected to the inner side of the steel reinforcement cage, a fixed end anchorage connected to the bottom end of each tensioned prestressed rib, a multi-stage pressure-bearing device sleeved on the outer side of the fixed end anchorage, and a pile body made of concrete poured in the pile hole;
the fixed end anchorage comprises:
the top end of the base is provided with a coaxial cylindrical groove, and the inner wall of the cylindrical groove is provided with an internal thread;
the anchor unlocking lock comprises an end cover and a screw rod, wherein the top of the end cover is provided with an annular clamping groove, the screw rod is vertically and fixedly connected to the bottom of the end cover, and the external thread of the screw rod is matched with the internal thread of the columnar groove of the base;
the spring is sleeved outside the screw rod;
the anchor ring is provided with a through conical hole, one end with the gradually-widened diameter of the conical hole is close to the anchor unlocking lock, and the tensioned prestressed tendon penetrates through the conical hole;
the clamping piece group comprises at least two clamping pieces, the clamping piece group is arranged between the anchor ring and the anchor release lock and is sleeved outside the tensioned prestressed tendon, one end with the gradually widened diameter of the conical clamping piece group is buckled in the annular clamping groove of the anchor release lock and is fixedly connected with the annular clamping groove, the other end of the clamping piece group is arranged in the conical hole of the anchor ring, sawteeth are arranged on the surface of the clamping piece, which is in contact with the prestressed tendon, the tensioned prestressed tendon is released when the clamping piece group moves away from the anchor ring, and the clamping piece group bites the tensioned prestressed tendon when the clamping piece group moves close to the anchor ring;
the closing cap, it for set up in the anchor ring with barrel between the base, it is located to separate anchor lock, spring and clamping piece group the inner chamber of closing cap, the closing cap top with anchor ring threaded connection, the closing cap bottom with the base rigid coupling, just the closing cap inner chamber is filled with sealing material.
Preferably, treat the prestressing tendons outside installation steel casing pipe of stretch-draw, the bottom of steel casing pipe is run through the bearing plate of multistage formula pressure-bearing device with anchor ring top threaded connection, just steel casing bottom is embedded to have rubber seal, the steel casing pipe top with treat the prestressing tendons of stretch-draw and connect.
Preferably, the top of the steel sleeve is also provided with a booster pump and a pressure gauge communicated with the steel sleeve.
Preferably, the steel casing outside is equipped with an at least stiffening rib who link up along its length direction, just the interval sets up a plurality of locating holes on the stiffening rib, and the clamp of a plurality of U-shaped runs through perpendicularly in proper order a plurality of locating holes and the cover of stiffening rib are located the steel casing outside, just the both ends rigid coupling of clamp in the steel reinforcement cage.
Preferably, the multistage pressure-bearing device comprises at least two pressure-bearing assemblies arranged at intervals along the axis of the prestressed tendon to be tensioned, each pressure-bearing assembly comprises a pressure-bearing plate arranged perpendicular to the axis of the prestressed tendon to be tensioned, a pressure-bearing spiral rib arranged at the top of the pressure-bearing plate and matched with the outer contour of the pressure-bearing spiral rib, and a plurality of connecting rods arranged at the inner side of the pressure-bearing spiral rib and in threaded connection with the top of the pressure-bearing plate, two adjacent pressure-bearing assemblies are connected into a whole through connecting rod bolts, the fixed-end anchorage device is arranged between the two pressure-bearing assemblies at the bottommost part, the two pressure-bearing assemblies are respectively a first pressure-bearing assembly and a second pressure-bearing assembly from bottom to top, wherein the pressure-bearing plate of the first pressure-bearing assembly is arranged at the bottom of the fixed-end anchorage device, and the pressure-bearing plate of the second pressure-bearing assembly is arranged at the top of the anchor ring of the fixed-end anchorage device, and the bearing plate of the second bearing assembly is provided with through holes for passing through the prestressed tendons to be tensioned, the bearing plates are connected into a whole through a plurality of uniformly distributed connecting rod bolts, the prestressed tendons to be tensioned sequentially pass through the bearing spiral tendons and the bearing plate of the second bearing assembly from top to bottom, and the bottom ends of the prestressed tendons to be tensioned are clamped in the clamping sheet group of the fixed-end anchorage device.
Preferably, the distance D between the two bearing plates of the first bearing assembly and the second bearing assembly is greater than or equal to 500 mm.
In addition, the invention also provides a construction method of the recoverable prestressed drilling and pouring fender post, which comprises the following steps:
s1: the method comprises the following steps that a fixed end anchorage and a multi-stage pressure-bearing device are installed at the bottom ends of a plurality of prestressed tendons to be tensioned, a screw rod of an anchor unlocking lock of the fixed end anchorage is sleeved with a spring and then is in threaded connection with a cylindrical groove of a base, one end with the gradually-widened diameter of a clamping piece group is buckled in an annular clamping groove of the anchor unlocking lock and is fixedly connected, the other end of the clamping piece group is embedded into a conical hole of an anchor ring, the bottom end of a sealing cover is fixedly connected with the base, the top end of the sealing cover is in threaded connection with the anchor ring, the prestressed tendons to be tensioned sequentially penetrate through the anchor ring and the clamping piece group from top to bottom, the prestressed tendons to be tensioned rotate anticlockwise, the anchor unlocking lock is driven by the clamping piece group to be screwed out of the base, the spring resets and pushes the clamping piece group to be embedded into the conical hole of the anchor ring, so that the clamping piece group clamps the prestressed tendons to be tensioned;
s2: assembling a reinforcement cage in the pile hole and synchronously lowering the prestressed tendons to be tensioned, wherein the prestressed tendons to be tensioned are vertically fixed on the inner side of the reinforcement cage according to design positions in the lowering process;
s3, pouring concrete into the column hole, and after the concrete reaches the strength required by the design, installing a tensioning end anchorage at the top end of the prestressed tendon to be tensioned to perform prestress tensioning;
and S4, after the integral construction of the underground structure is finished, clockwise rotating the tensioned prestressed tendon, driving the anchorage release lock to be screwed into the base through the clamping piece group, pressing the spring, downwards moving the clamping piece group until the clamping piece group is separated from the tensioned prestressed tendon, completing the complete anchorage release of the tensioned prestressed tendon, pulling out the tensioned prestressed tendon and recovering the prestressed tendon.
Preferably, step S1 still includes treat the prestressing tendons outside installation steel casing of stretch-draw, the bottom of steel casing is run through the bearing plate of multistage formula pressure-bearing device with anchor ring top threaded connection, just steel casing bottom is embedded to have rubber seal, the steel casing top with treat the prestressing tendons of stretch-draw and connect, the steel casing top still is equipped with booster pump and the manometer rather than the intercommunication.
Preferably, in the step S2, after the prestressed tendons to be tensioned are installed, the steel sleeve is sealed, and the inner cavity of the steel sleeve is pressurized by air through the booster pump; in step S3, in the process of pouring concrete into the column hole, real-time monitoring is carried out, the change of the pressure gauge value is judged whether the inner cavity of the steel sleeve pipe has leakage phenomenon and is processed in time, after the groove section concrete reaches the strength required by design and before the prestressed reinforcement is tensioned, the steel sleeve pipe is cut to be flush with the surface of the groove section concrete, the top end of the prestressed reinforcement to be tensioned is exposed out of a working length section of the steel reinforcement cage, and a tensioning end anchorage device is installed at the top end of the prestressed reinforcement to be tensioned and is used for implementing prestress tensioning on the prestressed reinforcement to be tensioned.
Preferably, step S1 still includes, the steel casing outside is equipped with an at least stiffening rib that link up along its length direction, just the interval sets up a plurality of locating holes on the stiffening rib, and the clamp of a plurality of U-shapes runs through perpendicularly in proper order a plurality of locating holes of stiffening rib are located the steel casing outside, just the both ends rigid coupling of clamp in the steel reinforcement cage.
The invention has the following effects:
the recoverable prestressed drilling and pouring fender pile comprises a plurality of prestressed tendons to be tensioned, wherein the bottoms of the prestressed tendons to be tensioned are connected with a fixed-end anchorage device and a multi-stage bearing device, the fixed-end anchorage device sequentially comprises a base, an anchor release lock, a spring, a clamping piece group, an anchor ring and a sealing cover arranged on the outer side from bottom to top, the bottom end of a screw rod of the anchor release lock is connected with a cylindrical groove of the base in a threaded manner after being sleeved with the spring, one end with the gradually-widened diameter of the clamping piece group is connected with an end cover of the anchor release lock, the other end of the clamping piece group is embedded into a conical hole of the anchor ring, the sealing cover arranged between the base and the anchor ring is used for sealing the anchor release lock, the spring and the clamping piece group, the prestressed tendons to be tensioned sequentially penetrate through the anchor ring and the clamping piece group, the prestressed tendons to be tensioned anticlockwise rotate the anchor lock out of the base through the clamping piece group, the spring resets and pushes the clamping piece group to be embedded into the conical hole of the anchor ring, so that the prestressed tendons to be tensioned can be effectively clamped, after the concrete pouring of the pile body is finished and the strength of the pile body reaches the design requirement, prestress tensioning is carried out on the pile body by utilizing a tensioning end anchorage device arranged at the top end of the prestressed tendon to be tensioned, the tensioned prestressed tendon bears load in the construction process of an underground structure, after the integral construction of the underground structure is finished, the tensioned prestressed tendon is clockwise rotated, an anchorage release lock is driven by a clamping piece group to be screwed into a base, a spring is pressed, the clamping piece group moves downwards and gradually breaks away from the constraint of an anchor ring until the prestressed tendon is completely released, and the prestressed tendon is pulled out to finish the recovery; the recoverable prestressed drilling and pouring fender post has the following beneficial effects:
1. the prestressed tendon rotates anticlockwise or clockwise to indirectly drive the anchorage release lock of the fixed-end anchorage device to screw out or screw into the columnar groove of the base to realize the anchorage tightening or the anchorage releasing of the clamping piece group to the prestressed tendon, so that the fixed-end anchorage device is an integrated composite anchorage device capable of realizing the anchorage releasing and the anchorage tightening of a single prestressed tendon, has simple structure, convenient installation and operation and light dead weight, is suitable for the installation of the prestressed tendon under different working conditions, greatly improves the application range of a recoverable prestressed technology, and is particularly suitable for the condition that the prestressed drilling perfusion fender pile has small cross-sectional area and has certain requirement limit on the volume of the prestressed tendon fixed-end anchorage device;
2. the pile body main reinforcements of the bored fender pile all adopt the recoverable prestressed reinforcements, and after the integral construction of the underground structure is completed, the prestressed reinforcements are all unloaded and recovered, so that the retention amount of the underground reinforcing steel bars is greatly reduced, and the method has good economic and social benefits;
3. utilize multistage formula pressure-bearing device to solve prestressing tendons bottom stiff end ground tackle department because of the not closely knit problem that influences the anchor effect of bearing concrete, avoid producing the anchor inefficacy risk because of concrete local defect, moreover, the leading bearing plate accessible of multistage formula dead weight can bring flexible prestressing tendons into the stake downthehole, has played the effect of assistance-localization real-time and supplementary installation.
The construction method of the recoverable prestressed drilling cast-in-place fender pile comprises the following steps that firstly, a fixed-end anchorage and a multi-stage bearing device are installed at the bottom of a prestressed tendon to be tensioned, then, a steel reinforcement cage and the prestressed tendon to be tensioned are installed in a mode of placing and assembling the prestressed tendon below the inner side of a pile hole, a plurality of prestressed tendons to be tensioned are vertically fixed on the inner side of the steel reinforcement cage according to design positions in the placing process respectively, after cast concrete in the pile reaches the strength required by the design, a tensioning-end anchorage is installed at the top end of the prestressed tendon to be tensioned to conduct prestress tensioning, the tensioned prestressed tendon bears load in the construction process of an underground structure, and after the integral construction of the underground structure is completed, the tensioned prestressed tendon is unloaded and recovered; the cast-in-situ bored fender pile with recoverable prestressed bars has the advantages that the tensioned prestressed bars serve as main bars to form a flexible steel bar framework, the steel bar cage and the prestressed bars to be tensioned are synchronously installed in a pile hole in a mode of assembling while placing under the pile hole, hoisting-free construction of the steel bar cage and the prestressed bars to be tensioned is achieved, large-scale hoisting equipment is not needed, construction operation is flexible and convenient, construction efficiency is improved, the prestressed bars to be tensioned are fixed on the steel bar cage according to design positions in the process of placing in the pile hole, linear positioning of the prestressed bars to be tensioned is more accurate, control and adjustment of construction personnel are facilitated, the construction effect of the prestressed bars is guaranteed, and the prestressed bars after being tensioned are convenient to recover.
Drawings
FIG. 1 is a schematic view showing a connection relationship between a tendon, a fixed-end anchor and a multi-stage bearing device in an embodiment of a recoverable prestressed bored concrete fender pile according to the present invention;
FIG. 2 is an exploded view of a fixed end anchor of an embodiment of the recoverable pre-stressed cast-in-place fender post of the present invention;
FIG. 3 is a longitudinal cross-sectional view of a fixed end anchor of an embodiment of the recoverable pre-stressed cast-in-place fender post of the present invention;
FIG. 4 is a perspective view of a fixed end anchor of an embodiment of the recoverable pre-stressed cast-in-place fender post of the present invention;
FIG. 5 is a schematic diagram of a top cover of a pipe in an embodiment of the recoverable pre-stressed cast-in-place fender post of the present invention;
FIG. 6 is a schematic view of a steel casing connected to a reinforcement cage by a clip in an embodiment of the recoverable prestressed cast-in-place fender post of the present invention;
fig. 7 is a schematic structural view of an embodiment of the recoverable prestressed cast-in-place fender post of the present invention.
The numbers in the figures are as follows:
a prestressed tendon 1; a steel strand 1 a; a sheath tube 1 b; a steel casing 3;
a fixed end anchorage 10; a base 11; a columnar groove 11 a; the anchor lock 12 is unlocked; end cap 12 a; a screw 12 b; a spring 14; a clip set 15; an anchor ring 16; a closure cap 17;
a multistage pressure-bearing device 20; a first pressure bearing plate 21; a first pressure-bearing spiral rib 22; a second bearing plate 21'; a second pressure-bearing spiral rib 22'; a connecting rod 23;
a stiffener 31; the positioning holes 32; a pipe top cover 33; a branch pipe 34; an instrument connection branch 35; a clamp band 36; a reinforcement cage 40.
Detailed Description
The invention is described in further detail below with reference to the figures and specific examples. It is to be noted that the drawings are in a very simplified form and are not to precise scale, which is merely for the purpose of facilitating and distinctly claiming the embodiments of the present invention. For convenience of description, the directions of "up" and "down" described below are the same as the directions of "up" and "down" in the drawings, but this is not a limitation of the technical solution of the present invention.
Referring to fig. 1 to 7, there is illustrated a recoverable prestressed bored concrete fender pile according to the present invention, which includes: the device comprises a steel reinforcement cage 40 arranged in a pile hole, a plurality of tensioned prestressed ribs 1 which are vertically arranged at intervals and connected to the inner side of the steel reinforcement cage 40, a fixed end anchorage 10 connected to the bottom end of each tensioned prestressed rib 1, a multi-stage pressure-bearing device 20 sleeved on the outer side of the fixed end anchorage 10, and a pile body made of concrete poured in the pile hole;
as shown in fig. 2 and 3, the fixed-end anchorage 10 includes:
the top end of the base 11 is provided with a coaxial cylindrical groove 11a, and the inner wall of the cylindrical groove 11a is provided with an internal thread;
the unlocking lock 12 comprises an end cover 12a with an annular clamping groove at the top and a screw rod 12b vertically and fixedly connected to the bottom of the end cover 12a, and the external thread of the screw rod 12b is matched with the internal thread of the columnar groove 11a of the base 11;
the anchor ring 16 is provided with a through conical hole, one end of the conical hole with gradually widened diameter is close to the unlocking lock 12, and the tensioned prestressed tendon 1 penetrates through the conical hole;
the clamping piece group 15 is arranged between the anchor ring 16 and the anchor release lock 12 and is sleeved outside the tensioned prestressed tendon 1 and comprises at least two clamping pieces, one end with the gradually widened diameter of the conical clamping piece group 15 is buckled in an annular clamping groove of the anchor release lock 12 and is fixedly connected with the annular clamping groove, the other end of the clamping piece group 15 is embedded into a conical hole of the anchor ring 16, sawteeth are arranged on the surface of the clamping piece, which is in contact with the tensioned prestressed tendon 1, when the clamping piece group 15 moves away from the anchor ring 16, the tensioned prestressed tendon 1 is loosened, and when the clamping piece group 15 moves close to the anchor ring 16, the tensioned prestressed tendon 1 is bitten;
the sealing cover 17 is a cylinder body arranged between the anchor ring 16 and the base 11, the clamping piece group 15 and the unanchored lock 12 are positioned in an inner cavity of the sealing cover 17, the top of the sealing cover 17 is in threaded connection with the anchor ring 16, the bottom of the sealing cover is fixedly connected with the base 11, and the thread of the anchor ring 16 is also wound with a raw material belt so as to realize the sealing of the connecting position of the sealing cover 17 and the anchor ring 16, in order to prevent the slurry leakage and the corrosion of the fixed end anchor 10, the inner cavity of the sealing cover 17 is filled with sealing materials so as to ensure the integral sealing effect of the fixed end anchor 10, and the sealing materials can adopt materials such as butter. The tensioned prestressed tendon 1 of the embodiment comprises a steel strand 1a and an HDPE protective sleeve 1b from inside to outside, the diameter of the steel strand 1a is 15.2mm, the outer diameter of the protective sleeve 1b is 22mm, and the wall thickness of the protective sleeve 1b is more than or equal to 1.8 mm.
The invention relates to a recoverable prestressed drilling and pouring fender pile, wherein a plurality of prestressed tendons 1 to be tensioned are arranged on the inner side of a reinforcement cage 40, the bottoms of the prestressed tendons 1 are connected with a fixed-end anchorage device 10 and a multi-stage pressure-bearing device 20, the fixed-end anchorage device 10 comprises a base 11, an anchorage release lock 12, a spring 14, a clamping piece group 15, an anchor ring 16 and a sealing cover 17 arranged on the outer side in sequence from bottom to top, after the spring 14 is sleeved outside a screw 12b of the anchorage release lock 12, the bottom end of the screw 12b is in threaded connection with a cylindrical groove 11a of the base 11, the end with the gradually-widened diameter of the clamping piece group 15 is connected with an end cover 12a of the anchorage release lock 12, the other end of the clamping piece group 15 is embedded into a conical hole of the anchor ring 16, the sealing cover 17 arranged between the base 11 and the anchor ring 16 is used for sealing the anchorage release lock 12, the spring 14 and the clamping piece group 15, the prestressed tendons 1 to be tensioned sequentially penetrate through the anchor ring 16 and the clamping piece group 15 and rotate the prestressed tendons 1 to be tensioned counterclockwise, the anchor release lock 12 is driven to be screwed out of the base 11 through the clamping piece group 15, the spring 14 resets and pushes the clamping piece group 15 to be embedded into a conical hole of the anchor ring 16, so that the clamping piece group 15 can effectively clamp the prestressed tendon 1 to be tensioned, after the concrete pouring of a pile body is finished and the strength of the pile body reaches the design requirement, the prestressed tendon 1 to be tensioned is subjected to prestress tensioning by using a tensioning end anchorage device arranged at the top end of the prestressed tendon 1 to be tensioned, the tensioned prestressed tendon 1 bears load in the construction process of an underground structure, after the integral construction of the underground structure is finished, the tensioned prestressed tendon 1 rotates clockwise, the anchor release lock 12 is driven to be screwed into the base 11 through the clamping piece group 15, the spring 14 is pressed, the clamping piece group 15 moves downwards and is gradually separated from the constraint of the anchor ring 16 until the prestressed tendon 1 is completely unscrewed, and the prestressed tendon 1 is pulled out to finish recovery; the recoverable prestressed drilling and pouring fender post has the following beneficial effects:
1. the prestressed tendon 1 is utilized to rotate anticlockwise or clockwise, the anchor releasing lock 12 of the fixed-end anchor 10 is indirectly driven to be screwed out or screwed into the columnar groove 11a of the base 11, and the anchoring or releasing of the clamping piece group 15 on the prestressed tendon 1 is realized, so that the fixed-end anchor 10 is an integrated composite anchor capable of realizing the anchoring and releasing of a single prestressed tendon 1, has simple structure, convenient installation and operation and light dead weight, is suitable for the installation of the prestressed tendon 1 under different working conditions, greatly improves the application range of a recoverable prestress technology, and is particularly suitable for the condition that the section area of a prestressed drilling and pouring fender pile is small, and the volume of the anchor 10 at the fixed end of the prestressed tendon 1 is limited by certain requirements;
2. the pile body main reinforcements of the bored fender pile are all the recyclable prestressed reinforcements 1, and after the integral construction of the underground structure is completed, the prestressed reinforcements 1 are all unloaded and recycled, so that the retention amount of the underground reinforcements is greatly reduced, and the method has good economic and social benefits;
3. utilize multistage formula pressure-bearing device 20 to solve 1 bottom stiff end ground tackle 10 department of prestressing tendons and influence the problem of anchor effect because of the confined concrete is not closely knit, avoid producing the anchor inefficacy risk because of concrete local defect, moreover, the leading bearing plate accessible of multistage formula dead weight can bring flexible prestressing tendons 1 into the stake downthehole, has played the effect of assistance-localization real-time and supplementary installation.
Because the prestressed tendon 1 extends to the underground depth to reach 30m, the sealing performance of the prestressed tendon 1 cannot be ensured by adopting the conventional technology, the slurry leakage or insufficient pressure bearing capacity of the pipeline is caused, and further the prestressed tendon 1 cannot be recovered or cannot reach the expected recovery effect, therefore, as shown in fig. 1, fig. 2 and fig. 5, the steel sleeve 3 is further sleeved outside the tensioned prestressed tendon 1, the bottom end of the steel sleeve 3 penetrates through a bearing plate to be in threaded connection with the top of an anchor ring 16, a rubber sealing ring is embedded at the bottom of the steel sleeve 3, the top end of the steel sleeve 3 is connected with a protective sleeve 1b outside the tensioned prestressed tendon 1, the flexible prestressed tendon 1 of the steel sleeve 3 is additionally provided with a layer of protective barrier, and the prestressed tendon 1 is prevented from being damaged in the construction process.
With continuing reference to fig. 5, the top of the steel sleeve 3 is further provided with a booster pump and a pressure gauge (not shown in the figure) communicated with the steel sleeve, and constructors add air and pressure to the inner cavity of the steel sleeve 3 through the booster pump to increase the rigidity of the steel sleeve, so that the problem that the traditional prestressed tendon cannot be used as a main tendon of a concrete structure due to too large flexibility is solved; and after the inner cavity of the steel sleeve 3 is aerated, in the concrete pouring construction process, a constructor can accurately judge whether the inner cavity of the steel sleeve has a leakage phenomenon or not and timely process the leakage phenomenon through monitoring the change of the pressure gauge in real time so as to ensure the construction safety and further ensure that the tensioned prestressed tendon 1 can be smoothly unloaded and recovered. Specifically, a pipeline top cover 33 is fixedly connected to the top of the steel sleeve 3, a branch pipe 34 communicated with the pipeline top cover 33 is arranged on the pipeline top cover 33 and used for being connected with a booster pump, an instrument connecting branch 35 is further arranged on the branch pipe 34, and the instrument connecting branch 35 is used for being connected with a pressure gauge.
As shown in fig. 5 and 6, in order to stably fix the tendon 1 to the steel reinforcement cage 40, at least one stiffening rib 31 is disposed on the outer side of the steel sleeve 3 along the length direction thereof, and a plurality of positioning holes 32 are disposed on the stiffening rib 31 at intervals, a plurality of U-shaped clips 36 vertically penetrate through the positioning holes 32 on the stiffening rib 31 and are sleeved on the outer side of the steel sleeve 3, and both ends of the U-shaped clips 36 are fixedly connected to the stirrups of the steel reinforcement cage 40. Preferably, two stiffening ribs 31 are radially arranged on the outer side of the steel sleeve 3 according to the embodiment, and the U-shaped clamp 36 sequentially and vertically penetrates through the positioning holes 32 of the two stiffening ribs 31 and is fixedly connected to the reinforcement cage 40, so that the steel sleeve 3 can be more stably and reliably supported on the reinforcement cage 40.
As shown in fig. 1, the multi-stage pressure-bearing device 20 includes at least two pressure-bearing assemblies arranged along the axis of the tendon 1, the fixed-end anchor 10 is arranged between the two pressure-bearing assemblies at the bottom, the two pressure-bearing assemblies are respectively a first pressure-bearing assembly and a second pressure-bearing assembly from bottom to top, each pressure-bearing assembly includes a pressure-bearing plate arranged perpendicular to the axis of the tendon 1, a pressure-bearing spiral tendon arranged at the top of the pressure-bearing plate, and a plurality of connecting rods 23 vertically connected to the pressure-bearing plate along the circumferential direction, and the pressure-bearing spiral tendon is matched with the outer contour of the pressure-bearing plate; the first bearing plate 21 of the first bearing assembly is positioned at the bottom of the fixed-end anchorage 10, the second bearing plate 21 ' of the second bearing assembly is arranged at the top of the anchor ring 16 of the fixed-end anchorage 10, the second bearing plate 21 ' of the second bearing assembly is provided with a through hole for the penetration of the prestressed tendon 1, three bolt holes are uniformly distributed on the first circular or triangular bearing plate 21 and the second bearing plate 21 ' along the circumferential direction, the two bearing plates are connected into a whole through three uniformly distributed connecting rods 23 by bolts, the prestressed tendon 1 sequentially penetrates through the second bearing spiral tendon 22 ' and the second bearing plate 21 ' of the second bearing assembly from top to bottom, the bottom end of the prestressed tendon 1 is clamped on the clamping piece group 15 of the fixed-end anchorage 10, because the pressure-bearing component is not arranged above the second pressure-bearing component, the connecting rod 23 of the second pressure-bearing component is omitted, if more than three pressure-bearing assemblies are arranged, the pressure-bearing assemblies are sequentially connected into a whole by the connecting rod 23 along the axial direction of the prestressed tendon 1. Through establishing multistage formula pressure-bearing device 20 at fixed end ground tackle 10 overcoat, the axle center of prestressing tendons 1 and bearing plate is located the collinear, and its reverse pressure can disperse to the bearing plate 21 of bottom when prestressing tendons 1 is drawn, ensures the anchor effect of fixed end ground tackle 10 to prestressing tendons 1, and the compressive strength of concrete after the anchor of fixed end ground tackle 10 can be improved to the pressure-bearing spiral muscle, prevents that the concrete from taking place local destruction under the tensile force effect behind the anchor.
Preferably, the distance D between the first bearing plate 21 and the second bearing plate 21' is greater than or equal to 500mm, so that the bottom of the fixed end anchorage 10 has a sufficient concrete protection layer, and the thickness of the concrete protection layer on the side of the fixed end anchorage 10 is not less than 80 mm.
The construction method of the recoverable prestressed drilling-pouring fender pile of the invention is described with reference to fig. 1 to 7, and comprises the following specific steps:
s1: a fixed end anchorage device 10 and a multi-stage pressure-bearing device 20 are installed at the bottom ends of a plurality of prestressed tendons 1 to be tensioned, a screw 12b of an anchor releasing lock 12 of the fixed end anchorage device 10 is sleeved with a spring 14 and then is in threaded connection with a cylindrical groove 11a of a base 11, one end with gradually widened diameter of a clamping piece group 15 is buckled in an annular clamping groove of the anchor releasing lock 12 and is fixedly connected, the other end of the clamping piece group 15 is embedded into a conical hole of an anchor ring 16, the bottom end of a sealing cover 17 is fixedly connected with the base 11, the top end of the sealing cover is in threaded connection with the anchor ring 16, the prestressed tendons 1 to be tensioned sequentially penetrate through the anchor ring 16 and the clamping piece group 15 from top to bottom, the prestressed tendons 1 to be tensioned are rotated anticlockwise, the anchor releasing lock 12 is driven by the tensioning clamping piece group 15 to be screwed out of the base 11, the spring 14 resets and pushes the clamping piece group 15 to be embedded into the conical hole of the anchor ring 16, so that the clamping piece group 15 clamps the prestressed tendons 1 to be tensioned;
s2: assembling a reinforcement cage 40 in a pile hole and synchronously lowering prestressed tendons 1 to be tensioned, wherein the prestressed tendons 1 to be tensioned are vertically fixed on the inner side of the reinforcement cage 40 according to design positions in the lowering process;
s3, pouring concrete into the column hole, and installing a tensioning end anchorage device at the top end of the prestressed tendon 1 to be tensioned to perform prestress tensioning after the concrete reaches the strength required by the design;
s4, after the underground structure is constructed to +/-0.000, and the whole construction of the underground structure is completed, a double-acting penetrating jack is adopted to cooperate with an anchor releaser to release the anchorage at the tensioning end, the unloading of the prestressed tendon 1 after tensioning is completed, the prestressed tendon 1 after tensioning is rotated clockwise, a screw 12b at the lower end of an unlocking lock 12 is driven by a clamping piece group 15 to be screwed into a cylindrical groove 11a of a base 11, a spring 14 is pressed, the clamping piece group 15 is gradually separated from the constraint of a conical hole of an anchor ring 16 in the downward moving process, the clamping capacity of the clamping piece group 15 on the prestressed tendon 1 after tensioning starts to be weakened until the prestressed tendon 1 after tensioning is completely released, and finally, the prestressed tendon 1 after tensioning is pulled out of a fixed end anchorage 10 by manpower, and the recovery of the prestressed tendon 1 is completed. The specific structure and connection relationship of the tension end anchorage device of this embodiment are prior art and will not be described herein.
The construction method of the recoverable prestressed drilling cast-in-place fender pile comprises the steps that firstly, a fixed-end anchorage device 10 and a multi-stage pressure-bearing device 20 are installed at the bottom of a prestressed tendon 1 to be tensioned, then, a reinforcement cage 40 and the prestressed tendon 1 to be tensioned are installed in a mode of putting side by side assembly in a pile hole, a plurality of prestressed tendons 1 to be tensioned are vertically fixed on the inner side of the reinforcement cage 40 according to design positions in the lowering process, after cast concrete in the pile reaches the strength required by the design, a tensioning-end anchorage device is installed at the top end of the prestressed tendon 1 to be tensioned to carry out prestressed tensioning, the tensioned prestressed tendon 1 bears load in the construction process of an underground structure, and after the integral construction of the underground structure is completed, the tensioned prestressed tendon 1 is unloaded and recovered; the cast-in-situ bored fender pile with the recoverable prestressed tendon 1 takes the tensioned prestressed tendon 1 as a main tendon to form a flexible steel bar framework, and synchronously installs a steel bar cage 40 and the prestressed tendon 1 to be tensioned in a pile hole in a mode of assembling while placing under the pile hole, so that the construction without hoisting of the steel bar cage 40 and the prestressed tendon 1 to be tensioned is realized, large hoisting equipment is not required, the construction operation is flexible and convenient, the construction efficiency is improved, moreover, the prestressed tendon 1 to be tensioned is fixed on the steel bar cage 40 according to the designed position in the process of placing under the pile hole, the linear positioning of the prestressed tendon 1 to be tensioned is more accurate, the control and adjustment of constructors are convenient, the construction effect of the prestressed tendon is ensured, and the tensioned prestressed tendon 1 is convenient to recover.
As shown in fig. 5 and 6, the step S1 further includes installing a steel sleeve 3 outside the tendon 1 to be tensioned, wherein the bottom end of the steel sleeve 3 penetrates through a bearing plate of the multistage pressure-bearing device 20 and is in threaded connection with the top of the anchor ring 16, a rubber seal ring is embedded in the bottom of the steel sleeve 3, the top of the steel sleeve 3 is further provided with a booster pump and a pressure gauge communicated with the steel sleeve 3, specifically, the top end of the steel sleeve 3 is connected with the tendon 1 to be tensioned, the top of the steel sleeve 3 is fixedly connected with a pipeline top cover 33, a booster pump is connected to a branch pipe 34 communicated with the pipeline top cover 33, and after the tendon 1 to be tensioned is installed, the steel sleeve 3 is sealed and is subjected to air pressurization, and the pressure is 0.3-0.5 MPa; then, in step S2, after the tensioned tendon 1 is installed, the steel sleeve 3 is sealed, and the inner cavity of the steel sleeve 3 is pressurized with air by a booster pump; step S3, in the process of pouring concrete into the column hole, the change of the pressure gauge value is monitored in real time to judge whether the inner cavity of the steel sleeve 3 has leakage phenomenon and is processed in time, after the concrete at the groove section reaches the strength required by the design and before the prestressed reinforcement 1 is tensioned, the steel sleeve 3 is cut to be flush with the surface of the concrete of the pile body, so that the top end of the prestressed reinforcement 1 to be tensioned is exposed at the working length section of at least 1m of the reinforcement cage 40, a tensioning end anchorage device is arranged at the top end of the prestressed reinforcement 1 to be tensioned and is used for carrying out prestress tensioning, a single-hole front clamping type double-acting center-penetrating jack and a high-pressure oil pump are adopted for tensioning, a 0.4-level pressure gauge is arranged, and the tensioning control stress is not more than the strength standard value of 0.60 times of the steel strand 1 a. The steel sleeve 3 is provided with a layer of protective barrier added to the flexible prestressed tendon 1, so that the prestressed tendon 1 is prevented from being damaged in the construction process, and the rigidity of the steel sleeve 3 is increased in a manner of pressurizing the inner cavity of the steel sleeve, so that the problem that the prestressed tendon 11 is too flexible and is not suitable for serving as a main tendon of a concrete structure is solved, and the tensioned prestressed tendon 1 can be smoothly unloaded and recovered.
In order to stably fix the tendon 1 to be tensioned to the reinforcement cage 40, as shown in fig. 5 and 6, step S1 further includes that at least one stiffening rib 31 is disposed on the outer side of the steel casing 3 along the length direction thereof, a plurality of positioning holes 32 are disposed on the stiffening rib 31 at intervals, a plurality of U-shaped clips 36 sequentially and vertically penetrate through the plurality of positioning holes 32 of the stiffening rib 31 and are sleeved on the outer side of the steel casing 3, and two ends of each clip 36 are fixedly connected to the stirrups of the reinforcement cage 40. Preferably, two stiffening ribs 31 are radially disposed outside the steel sleeve 3 according to the embodiment, and the clamp 36 sequentially and vertically penetrates through the positioning holes 32 of the two stiffening ribs 31 and is fixedly connected to the reinforcement cage 40, so that the steel sleeve 3 can be more stably and reliably supported on the reinforcement cage 40.
The above description is only for the purpose of describing the preferred embodiments of the present invention, and is not intended to limit the scope of the present invention, and any variations and modifications made by those skilled in the art based on the above disclosure are within the scope of the appended claims.
Claims (4)
1. The construction method of the recoverable prestressed drilling and pouring fender pile comprises a steel reinforcement cage arranged in a pile hole, a plurality of prestressed tendons to be tensioned which are vertically arranged at intervals and connected to the inner side of the steel reinforcement cage, a fixed-end anchorage connected to the bottom end of each prestressed tendon to be tensioned, a multi-stage pressure-bearing device sleeved on the outer side of the fixed-end anchorage, a steel sleeve arranged on the outer side of the prestressed tendon to be tensioned, and a pile body made of concrete poured in the pile hole; the top end of the steel sleeve is connected with the prestressed tendon to be tensioned, the top of the steel sleeve is also provided with a booster pump and a pressure gauge which are communicated with the steel sleeve, the bottom end of the steel sleeve penetrates through a pressure bearing plate of the multi-stage pressure bearing device and is in threaded connection with the top of an anchor ring of the fixed-end anchorage device, and a rubber sealing ring is embedded in the bottom of the steel sleeve; the fixed end anchorage comprises: the top end of the base is provided with a coaxial cylindrical groove, and the inner wall of the cylindrical groove is provided with an internal thread; the anchor unlocking lock comprises an end cover and a screw rod, wherein the top of the end cover is provided with an annular clamping groove, the screw rod is vertically and fixedly connected to the bottom of the end cover, and the external thread of the screw rod is matched with the internal thread of the columnar groove of the base; the spring is sleeved outside the screw rod; the anchor ring is provided with a through conical hole, one end with the gradually-widened diameter of the conical hole is close to the anchor unlocking lock, and the tensioned prestressed tendon penetrates through the conical hole; the clamping piece group comprises at least two clamping pieces, the clamping piece group is arranged between the anchor ring and the anchor release lock and is sleeved outside the tensioned prestressed tendon, one end of the conical clamping piece group with the gradually-widened diameter is buckled in the annular clamping groove of the anchor release lock and fixedly connected, the other end of the clamping piece group is arranged in the conical hole of the anchor ring, sawteeth are arranged on the surface of the clamping piece, which is in contact with the prestressed tendon, the tensioned prestressed tendon is released when the clamping piece group moves away from the anchor ring, and the clamping piece group bites the tensioned prestressed tendon when moving close to the anchor ring; the sealing cover is a cylinder body arranged between the anchor ring and the base, the anchor unlocking lock, the spring and the clamping piece group are positioned in an inner cavity of the sealing cover, the top of the sealing cover is in threaded connection with the anchor ring, the bottom of the sealing cover is fixedly connected with the base, and the inner cavity of the sealing cover is filled with sealing materials; the method is characterized by comprising the following steps:
s1: a fixed end anchorage and a multi-stage pressure-bearing device are arranged at the bottom ends of a plurality of prestressed tendons to be tensioned, a screw rod of an anchor unlocking lock of the fixed end anchorage is sleeved with a spring and then is in threaded connection with a cylindrical groove of a base, one end with gradually widened diameter of a clamping piece group is buckled in an annular clamping groove of the anchor unlocking lock and is fixedly connected, the other end of the clamping piece group is embedded in a conical hole of an anchor ring, the bottom end of a sealing cover is fixedly connected with the base, the top end of the prestressed tendon is connected with the anchor ring through screw threads, the prestressed tendon to be tensioned sequentially penetrates through the anchor ring and the clamping piece group from top to bottom, a steel sleeve is arranged on the outer side of the prestressed tendon to be tensioned, the bottom end of the steel sleeve penetrates through a bearing plate of the multi-stage bearing device and is in threaded connection with the top of an anchor ring of the fixed-end anchorage, a rubber sealing ring is embedded in the bottom of the steel sleeve, the top end of the steel sleeve is connected with a prestressed tendon to be tensioned, and a booster pump and a pressure gauge which are communicated with the steel sleeve are further arranged at the top of the steel sleeve; the prestressed tendon to be tensioned is rotated anticlockwise, the anchor releasing lock is driven to be screwed out of the base through the clamping piece set, and the spring is reset and pushes the clamping piece set to be embedded into the conical hole of the anchor ring, so that the clamping piece set clamps the prestressed tendon to be tensioned;
s2: assembling a steel reinforcement cage in the pile hole and synchronously lowering the prestressed tendons to be tensioned, vertically fixing the plurality of prestressed tendons to be tensioned on the inner side of the steel reinforcement cage according to design positions in the lowering process, sealing the steel sleeve after the prestressed tendons to be tensioned are installed, and carrying out air pressurization on the inner cavity of the steel sleeve through the booster pump;
s3, in the process of pouring concrete into the column hole, monitoring the change of the pressure gauge in real time to judge whether the inner cavity of the steel sleeve pipe has leakage phenomenon and processing the leakage phenomenon in time, cutting the steel sleeve pipe to be flush with the surface of the groove section concrete after the groove section concrete reaches the strength required by design and before the prestressed reinforcement is tensioned, so that the top end of the prestressed reinforcement to be tensioned is exposed out of a working length section of the reinforcement cage, and after the concrete reaches the strength required by design, installing a tensioning end anchorage device at the top end of the prestressed reinforcement to be tensioned and performing prestress tensioning on the prestressed reinforcement to be tensioned;
and S4, after the integral construction of the underground structure is finished, clockwise rotating the tensioned prestressed tendon, driving the anchorage release lock to be screwed into the base through the clamping piece group, pressing the spring, downwards moving the clamping piece group until the clamping piece group is separated from the tensioned prestressed tendon, completing the complete anchorage release of the tensioned prestressed tendon, pulling out the tensioned prestressed tendon and recovering the prestressed tendon.
2. The construction method according to claim 1, characterized in that: step S1 still includes, the steel casing outside is equipped with an at least stiffening rib that link up along its length direction, just the interval sets up a plurality of locating holes on the stiffening rib, and the clamp of a plurality of U-shaped runs through perpendicularly in proper order a plurality of locating holes of stiffening rib are located with the cover the steel casing outside, just the both ends rigid coupling of clamp in the steel reinforcement cage.
3. The construction method according to claim 1, characterized in that: in step S1, the multistage pressure-bearing device includes at least two pressure-bearing assemblies disposed at intervals along the axis of the tendon to be tensioned, each pressure-bearing assembly includes a pressure-bearing plate disposed perpendicular to the axis of the tendon to be tensioned, a pressure-bearing spiral rib disposed at the top of the pressure-bearing plate and matched with the outer contour thereof, and a plurality of connecting rods disposed at the inner side of the pressure-bearing spiral rib and in threaded connection with the top of the pressure-bearing plate, two adjacent pressure-bearing assemblies are connected into a whole by a connecting rod bolt, the fixed-end anchor is disposed between the two pressure-bearing assemblies at the bottom, the two pressure-bearing assemblies are respectively a first pressure-bearing assembly and a second pressure-bearing assembly from bottom to top, wherein the pressure-bearing plate of the first pressure-bearing assembly is located at the bottom of the fixed-end anchor, and the pressure-bearing plate of the second pressure-bearing assembly is disposed at the top of the anchor ring of the fixed-end anchor, and the bearing plate of the second bearing assembly is provided with through holes for passing through the prestressed tendons to be tensioned, the bearing plates are connected into a whole through a plurality of uniformly distributed connecting rod bolts, the prestressed tendons to be tensioned sequentially pass through the bearing spiral tendons and the bearing plate of the second bearing assembly from top to bottom, and the bottom ends of the prestressed tendons to be tensioned are clamped in the clamping sheet group of the fixed-end anchorage device.
4. The construction method according to claim 3, wherein: the distance D between the two bearing plates of the first bearing assembly and the second bearing assembly is more than or equal to 500 mm.
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| CN111958809B (en) * | 2020-08-20 | 2022-04-08 | 凡天建筑科技有限公司 | Method for manufacturing precast pile rod |
| CN113638428B (en) * | 2021-10-15 | 2022-02-08 | 索泰克(北京)岩土科技有限公司 | Detachable rib prestress supporting structure and manufacturing method thereof |
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| CN207619982U (en) * | 2017-12-14 | 2018-07-17 | 上海智平基础工程有限公司 | A kind of detachable prestressed anchor cable anchorage |
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