CN113529818A - Welding-free anti-pulling static load test device for prestressed pipe pile - Google Patents
Welding-free anti-pulling static load test device for prestressed pipe pile Download PDFInfo
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Abstract
The invention relates to the technical field of prestressed pipe piles, and discloses a welding-free pulling-resistant static load test device for a prestressed pipe pile, which comprises a main beam and a jack, wherein the prestressed pipe pile is provided with a pile head, core-filling reinforcing steel bars are arranged on the pile head, and reaction steel discs are arranged among the core-filling reinforcing steel bars; the core-filling steel bars are correspondingly embedded into the notch grooves of the reaction steel disc respectively, and the core-filling steel bars penetrate through the reaction steel disc; the core-filling steel bars are fixedly connected with an anchorage device, and the core-filling steel bars and the counter-force steel discs are kept relatively fixed; the reaction steel disc is provided with a reaction main rib, and the reaction main rib and the reaction steel disc are relatively fixed; the counter-force main rib penetrates through the main beam and is connected with the jack; the jack downwards supports the main beam, and the displacement sensor monitors the settlement of the pile head; the welding-free anti-pulling static load test device for the prestressed pipe pile does not need to weld an extension reinforcing steel bar, and has the advantages of high test efficiency, good detection effect, convenience and safety in installation and low comprehensive cost.
Description
Technical Field
The invention relates to the technical field of prestressed pipe piles, in particular to a welding-free pulling-resistant static load test device for prestressed pipe piles.
Background
The prestressed pipe pile 100 has been widely used in pile foundation engineering due to its advantages of high construction speed, low comprehensive cost, convenience for field management, etc., and the prestressed pipe pile 100 is also more and more commonly used as a uplift pile. In the anti-pulling static load test of the traditional prestressed pipe pile 100, because the core-filling reinforcing steel bars 101 reserved at the pile head are too short, the core-filling reinforcing steel bars need to be fixed in the test counter-force bearing steel plate on site by welding the extension reinforcing steel bars 102, and then a jack 104 applies jacking load to the counter-force bearing steel plate, as shown in fig. 1.
In the prior art, when the welding extension steel bar 102 is adopted to carry out a counter force conduction method, before an anti-pulling static load test, the core-filling steel bar 101 at the top of the prestressed pipe pile 100 needs to be welded with the extension steel bar 102, the field preparation time is long, in addition, certain potential safety hazards exist in the welding process, a certain amount of steel bars need to be consumed, and if the welding operation is improper, the stress of a welding part is uneven or the welding is detached easily in the test process, so that the anti-pulling static load test is difficult to carry out.
Disclosure of Invention
The invention aims to provide a welding-free anti-pulling static load test device for a prestressed pipe pile, and aims to solve the problem that core-filling reinforcing steel bars on a pile head of the prestressed pipe pile need to be welded with extension reinforcing steel bars in the prior art.
The welding-free anti-pulling static load test device for the prestressed pipe pile comprises a main beam and a jack arranged on the main beam, wherein the prestressed pipe pile is provided with a pile head, a plurality of core-filling reinforcing steel bars which extend upwards and are surrounded at intervals are arranged on the pile head, and a counter-force steel disc is arranged in the middle of the core-filling reinforcing steel bars;
the middle part of the reverse steel disc is provided with a vertical hole, the periphery of the reverse steel disc is provided with a plurality of notch grooves, the notch grooves are arranged at intervals along the periphery of the reverse steel disc, a plurality of core-filling reinforcing steel bars are respectively and correspondingly embedded into the notch grooves, and the core-filling reinforcing steel bars penetrate through the reverse steel disc to form a connecting section above the reverse steel disc;
the connecting section of the core-filling steel bar is fixedly connected with an anchorage device, the anchorage device is downwards abutted against the counter-force steel disc, and the core-filling steel bar and the counter-force steel disc are kept relatively fixed; the reaction steel disc is characterized in that a reaction main rib which is vertically arranged penetrates through a vertical hole of the reaction steel disc, and the reaction main rib penetrates through the vertical hole and is relatively fixed with the reaction steel disc;
the main beam is horizontally arranged and positioned above the core-filling steel bar, the counter-force main bar penetrates through the main beam and is provided with an upward extending section positioned above the main beam, and the jack is connected with the upward extending section of the counter-force main bar; the top of pile head sets up displacement sensor, jack roof pressure downwards the girder, displacement sensor monitors the settlement volume of pile head.
Further, the bottom of the reaction steel disc is connected with a lower sleeve, and the reaction main ribs sequentially penetrate through the vertical hole and the lower sleeve along the direction from top to bottom.
Further, the upper end of the lower sleeve is fixedly connected with the reaction steel disc, a vertically arranged lower threaded hole is formed in the lower sleeve, the lower threaded hole is communicated with the vertical hole in an aligned mode, external threads are arranged on the periphery of the main counter-force rib, and the main counter-force rib is in threaded connection with the lower sleeve.
Further, the bottom of the main counter force rib penetrates through the bottom of the lower sleeve and is provided with a lower extension section extending below the lower sleeve.
Furthermore, an embedding sleeve is embedded in the center of the top of the pile head, an embedding threaded hole with a closed bottom and an open top is formed in the embedding sleeve, and the threaded hole is vertically arranged; the top of the embedding threaded hole is exposed at the top of the pile body, and the lower extension section of the counter-force main rib is screwed into the embedding sleeve and is pressed against the bottom of the embedding sleeve.
Furthermore, a reinforcing cylinder is sleeved on the periphery of the lower sleeve, the upper end of the reinforcing cylinder is fixedly connected with the counterforce steel disc, and the lower end of the reinforcing cylinder is fixedly connected with the lower end of the lower sleeve; the inner side wall of the reinforcing cylinder is convexly provided with a plurality of abutting rings which are arranged at intervals up and down, and the abutting rings are abutted against the periphery of the lower sleeve.
Furthermore, a downward pressing steel plate is sleeved on the upper extending section of the counter force main rib, and the downward pressing steel plate is abutted to the jack; the upper extension section of the counter-force main rib is sleeved with a lower pressing barrel, the lower pressing barrel is in threaded connection with the counter-force main rib and supports and presses the lower pressing steel plate downwards, and the counter-force main rib and the jack are relatively fixed.
Furthermore, the anchorage device comprises an anchor cylinder sleeved outside the connecting section of the core-filling steel bar, an anchor hole is formed in the anchor cylinder, and an anchoring gap is formed between the inner side wall of the anchor hole and the periphery of the connecting section of the core-filling steel bar; a plurality of clamping pieces are inserted into the anchoring gap and are arranged at intervals along the circumferential direction of the anchor cylinder, the lower parts of the clamping pieces are inserted into the anchoring gap, and the upper parts of the clamping pieces are exposed above the anchor cylinder;
the clamping piece is provided with a clamping wall facing the core filling steel bar, the clamping wall is vertically arranged, and a plurality of convex strips which are vertically arranged at intervals are arranged on the clamping wall; the clamping piece is provided with an anchoring wall which is far away from the core-filling reinforcing steel bar, and the anchoring wall is inclined towards the core-filling reinforcing steel bar along the direction from top to bottom;
the clamping wall of the clamping piece is pressed on the periphery of the connecting section of the core-filling steel bar, the periphery of the connecting section of the core-filling steel bar is provided with bulges, the bulges are embedded between the adjacent raised lines, and the top edge of the anchor hole is pressed on the anchoring wall of the clamping piece.
Furthermore, the bottom of the clamping piece is connected with an inclined deformation plate, and the inclined deformation plate is obliquely arranged away from the counter-force main rib along the direction from top to bottom of the anchor hole; the horizontal width of the inclined deformation plate is equal to the anchoring gap; the inclined deformation plate is arranged in the anchoring gap, the inner end of the inclined deformation plate is abutted to the periphery of the counter-force main rib, and the outer end of the inclined deformation plate is abutted to the inner side wall of the anchor hole.
Furthermore, the middle part of the inclined deformation plate is bent, and a bent part protruding downwards is formed; after the inclined deformation plate is embedded into the anchor hole, the inclined deformation plate bends and deforms downwards by taking the bent part as a bending deformation center.
Compared with the prior art, the welding-free anti-pulling static load test device for the prestressed pipe pile, provided by the invention, has the following advantages:
1) the test efficiency is high, the counter-force steel disc is connected with the core-filling steel bars, and the counter-force main bars are connected with the counter-force steel disc, so that welding operation is not needed on site, the preparation time of the site test is greatly shortened, and the detection efficiency is improved;
2) the testing device has good testing effect, adopts the counter-force main reinforcement to be respectively connected with the jack and the counter-force steel disc, and the counter-force steel disc is connected with the core-filled steel bar, so that the whole adjustment is simple and convenient, the vertical and uniform stress in the testing process is ensured, and the welding loosening or disconnection phenomenon caused by the uneven stress of the welding steel bar in the traditional method can be avoided;
3) the counter-force steel disc is convenient and safe to install, small in size, light in weight and convenient to hoist, and is connected with the connecting section of the core-filled steel bar through the anchorage device, so that the rapid installation is realized; meanwhile, welding operation is not needed during field installation, and field operation is convenient and safe;
4) the comprehensive cost is low, the counter-force steel disc and the counter-force main reinforcement can be repeatedly used, the lengthened core-filling reinforcement is not needed, the material cost is reduced, the welding is not needed, the dismounting is simple and convenient, the labor cost of installation and detection is saved, the detection work efficiency is greatly improved, and the detection cost is generally reduced.
Drawings
FIG. 1 is a schematic diagram illustrating a method for testing the pulling-out resistance and static loading of a prestressed pipe pile in the prior art;
FIG. 2 is a schematic diagram of the welding-free anti-pulling static load testing device for the prestressed pipe pile provided by the invention;
FIG. 3 is a schematic front view of a reaction steel disc provided by the present invention;
FIG. 4 is a schematic view of the reaction steel disc and the lower sleeve provided by the present invention;
fig. 5 is a schematic view of the structure of the clip of the present invention cooperating with the core-filling steel bar and the anchor cylinder.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The following describes the implementation of the present invention in detail with reference to specific embodiments.
The same or similar reference numerals in the drawings of the present embodiment correspond to the same or similar components; in the description of the present invention, it should be understood that if there is an orientation or positional relationship indicated by the terms "upper", "lower", "left", "right", etc. based on the orientation or positional relationship shown in the drawings, it is only for convenience of describing the present invention and simplifying the description, but it is not intended to indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and therefore, the terms describing the positional relationship in the drawings are only used for illustrative purposes and are not to be construed as limiting the present patent, and the specific meaning of the terms may be understood by those skilled in the art according to specific circumstances.
Referring to fig. 1-5, preferred embodiments of the present invention are shown.
The welding-free anti-pulling static load test device for the prestressed pipe pile comprises a main beam 400 and a jack 104 arranged on the main beam 400, wherein the prestressed pipe pile 100 is provided with a pile head 106, the pile head 106 is provided with a plurality of core-filling reinforcing steel bars 101 which extend upwards and are surrounded at intervals, and reaction steel discs 500 are arranged in the middles of the core-filling reinforcing steel bars 101;
the middle part of the reverse steel disc 500 is provided with a vertical hole 504, the periphery of the reverse steel disc 500 is provided with a plurality of notch grooves 503, the notch grooves 503 are arranged at intervals along the periphery of the reverse steel disc 500, a plurality of core-filling steel bars 101 are respectively and correspondingly embedded into the notch grooves 503, and the core-filling steel bars 101 penetrate through the reverse steel disc 500 to form a connecting section 1011 positioned above the reverse steel disc 500;
the connecting section 1011 of the core-filling steel bar 101 is fixedly connected with an anchorage device 200, the anchorage device 200 is downward abutted against the reaction steel disc 500, and the core-filling steel bar 101 and the reaction steel disc 500 are kept relatively fixed; the reaction force main ribs 300 which are vertically arranged penetrate through the vertical holes 504 of the reaction force steel disc 500, and the reaction force main ribs 300 penetrate through the vertical holes 504 and are relatively fixed with the reaction force steel disc 500;
the main beam 400 is horizontally arranged and positioned above the core-filling reinforcing steel bars 101, the main counter-force bar 300 penetrates through the main beam 400 and is provided with an upward extending section positioned above the main beam 400, and the jack 104 is connected with the upward extending section of the main counter-force bar 300; the top of the pile head 106 is provided with a displacement sensor 600, the jack 104 presses the main beam 400 downwards, and the displacement sensor 600 monitors the settlement amount of the pile head 106.
The welding-free anti-pulling static load test device for the prestressed pipe pile has the advantages that:
1) the test efficiency is high, the reaction steel disc 500 is connected with the core-filled steel bar 101, and then the reaction main bar 300 is connected with the reaction steel disc 500, so that welding operation is not needed on site, the preparation time of the site test is greatly shortened, and the detection efficiency is improved;
2) the testing device has good testing effect, the counter-force main reinforcement 300 is respectively connected with the jack 104 and the counter-force steel disc 500, and the counter-force steel disc 500 is connected with the core-filled steel bar 101, so that the whole adjustment is simple and convenient, the vertical and uniform stress in the testing process is ensured, and the welding loosening or disconnection phenomenon caused by uneven stress of the welded steel bar in the traditional method can be avoided;
3) the counter-force steel disc 500 is small in size, light in weight and convenient to hoist, and is connected with the connecting section 1011 of the core-filled steel bar 101 through the anchorage device 200, so that the rapid installation is realized; meanwhile, welding operation is not needed during field installation, and field operation is convenient and safe;
4) the comprehensive cost is low, the reaction steel disc 500 and the reaction main reinforcement 300 can be repeatedly used, the core-filling reinforcing steel bar 101 does not need to be lengthened, the material cost is reduced, welding is not needed, the dismounting is simple and convenient, the labor cost of installation and detection is saved, the detection work efficiency is greatly improved, and the detection cost is generally reduced.
In actual construction, the testing steps of the welding-free pulling-resistant static load testing device for the prestressed pipe pile are as follows:
1) detecting the set length below the pile top of the detected prestressed pipe pile 100, inserting and filling a core reinforcing steel bar 101 according to the design requirement, pouring and tamping micro-expansion fine stone concrete, cutting the pile head 106 of the prestressed pipe pile 100 to the designed pile top elevation and grinding the pile head, and extending the core reinforcing steel bar 101 to the position above the pile head 106;
2) the upper part of the prestressed pipe pile 100 is provided with a pile head 106, a test site is subjected to hard-ground treatment, supporting steel plates are respectively paved on two sides of the pile head 106, and reaction buttresses 401 are arranged on the supporting steel plates;
3) the reaction steel disc 500 is placed in the middle of the core-filled steel bars 101, the vertical hole 504 is formed in the middle of the reaction steel disc 500, the plurality of notch grooves 503 are formed in the periphery of the reaction steel disc 500, the notch grooves 503 are arranged at intervals along the periphery of the reaction steel disc 500, the core-filled steel bars 101 are correspondingly embedded into the notch grooves 503, and the core-filled steel bars 101 penetrate through the reaction steel disc 500 to form a connecting section 1011 located above the reaction steel disc 500;
4) the anchorage device 200 is connected with the connecting section 1011 of the core-filling steel bar 101, the anchorage device 200 is fixedly connected with the connecting section 1011 of the core-filling steel bar 101 and is downwards abutted against the reaction steel disc 500, and the core-filling steel bar 101 and the reaction steel disc 500 are relatively fixed; under the limitation of the anchorage device 200, the upward movement of the reaction steel disc 500 relative to the core-filling steel bars 101 can be limited, and when the reaction steel disc 500 is pulled upwards, the relative fixation of the reaction steel disc 500 and the core-filling steel bars 101 is realized;
5) vertically arranged reaction force main ribs 300 penetrate through the vertical holes 504 of the reaction force steel disc 500; in the top-down direction, the main reaction force rib 300 passes through the vertical hole 504, and the main reaction force rib 300 and the reaction force steel disc 500 are kept relatively fixed;
6) a main beam 400 which is horizontally arranged and is positioned above the core-filling steel bars 101 is arranged between the two reaction buttresses 401, two ends of the main beam 400 are respectively abutted against the reaction buttresses 401, and the reaction buttresses 401 play a role in supporting the main beam 400; the main counterforce rib 300 penetrates through the main beam 400 and is provided with an upward extending section above the main beam 400; a jack 104 is arranged on the main beam 400, and the jack 104 is connected with the upper extending section of the counter-force main rib 300;
7) and a displacement sensor is arranged at the top of the pile head 106, the jack 104 pushes the main beam 400 downwards, and the displacement sensor monitors the settlement of the pile head 106.
The bottom of the reaction steel disc 500 is connected with a lower sleeve 506; along the direction from top to bottom, the main reaction bar 300 sequentially passes through the vertical hole 504 and the lower sleeve 506, and the main reaction bar 300 and the reaction steel disc 500 are kept relatively fixed;
in the step 2), the concrete with the weight percentage of C40 or above can be adopted for pouring, the early strength agent is mixed, the concrete is tamped, and the concrete is cured for 14 days after pouring.
In step 3), the reaction steel plate 500 is lifted, the reaction steel plate 500 is horizontally placed among the plurality of core-filling bars 101, and the core-filling bars 101 are inserted into the notch groove 503 from the bottom to the top, thereby being inserted into the notch groove 503. The cutaway groove 503 has a steel disc opening formed in the outer periphery of the reaction steel disc 500, and the width of the steel disc opening of the reaction steel disc 500 is smaller than the diameter of the filler steel 101.
The lower end of the lower sleeve 506 is fixedly connected to the reaction steel disc 500, a vertically arranged lower threaded hole is formed in the lower sleeve 506, the lower threaded hole is communicated with the vertical hole 504 in an aligned mode, and external threads are formed in the periphery of the reaction main rib 300; in step 5), the main reaction force rib 300 is screwed with the lower sleeve 506, and the bottom of the main reaction force rib 300 passes through the bottom of the lower sleeve 506 with a lower extension extending below the lower sleeve 506.
Through threaded connection, be convenient for the main muscle 300 of reaction and being connected of lower sleeve 506, and the periphery of whole main muscle 300 of reaction all is equipped with the external screw thread, and the bottom of main muscle 300 of reaction has the lower extension of arranging lower sleeve 506 below in, avoids the direct butt of reaction steel disc 500 at the top of pile head 106.
Because the reaction steel disc 500 is arranged in the middle of the multiple core-filling steel bars 101, the closer to the top of the pile head 106, the larger the outward expansion deformation of the core-filling steel bars 101 is, and the reaction steel disc 500 is arranged upwards, so that the part of the core-filling steel bars 101 embedded in the notch grooves 503 is vertically arranged, and the subsequent detection precision is ensured.
In step 3), after the reaction steel disc 500 is placed between the plurality of core-filling steel bars 101, the lower sleeve 506 abuts against the top of the pile head 106. The lower sleeve 506 may act as a temporary support to maintain the horizontal arrangement of the reaction steel plate 500.
In step 5), the reaction force dominant rib 300 is driven downward through the lower sleeve 506 by rotating the reaction force dominant rib 300; after the bottom of the main reaction rib 300 is rotated to the bottom of the lower sleeve 506, the bottom of the main reaction rib 300 abuts against the top of the pile head 106, the main reaction rib 300 is rotated downward continuously, and the reaction steel disc 500 moves upward to press against the anchor 200.
The anchorage device 200 presses the reaction steel disc 500 from top to bottom, drives the reaction steel disc 500 to move upwards by screwing the reaction main rib 300 downwards, thereby pressing the reaction steel disc 500 from bottom to top, and keeps the reaction steel disc 500, the reaction main rib 300 and the core-filling reinforcing steel bar 101 stably and relatively fixed by the action of up-and-down clamping.
A reinforcing cylinder 505 is sleeved on the periphery of the lower sleeve 506, the upper end of the reinforcing cylinder 505 is fixedly connected with the reaction steel disc 500, and the lower end of the reinforcing cylinder 505 is fixedly connected with the lower end of the lower sleeve 506; strengthen a protruding butt ring 507 that is equipped with a plurality of upper and lower interval arrangements of the inside wall of section of thick bamboo 505, butt ring 507 supports and presses the periphery at lower sleeve 506, like this, strengthens a section of thick bamboo 505 through setting up, can make the cooperation between lower sleeve 506 and the main muscle 300 of counter force more firm, avoids appearing crooked phenomenon.
An embedded sleeve is embedded in the center of the top of the pile head 106, an embedded threaded hole with a closed bottom and an open top is formed in the embedded sleeve, and the threaded hole is vertically arranged; the top of the embedded threaded hole is exposed at the top of the pile body; in step 5), after the lower section of the main reaction rib 300 abuts against the top of the pile body, the main reaction rib 300 continues to rotate downwards, and the lower section of the main reaction rib 300 is screwed into the embedded sleeve until the bottom of the lower section abuts against the bottom of the embedded sleeve.
In this way, through the connection between the main reaction rib 300 and the embedding sleeve, the main reaction rib 300 can be kept in the experiment process, the coaxial arrangement with the prestressed pipe pile 100 can be always kept, the deviation or the inclination phenomenon can not occur, moreover, even if the reaction steel disc 500 is in the inclined state in the installation process due to the deformation phenomenon of the core filling steel bar 101, the reaction steel disc 500 can be adjusted to be in the horizontal state through the screw thread precession connection of the main reaction rib 300 and the embedding sleeve, in addition, the main reaction rib 300 is connected with the prestressed pipe pile 100 into a whole through the reaction steel disc 500 and the core filling steel bar 101, and the main reaction rib 300 is further connected with the prestressed pipe pile 100 into a whole through the connection with the embedding sleeve.
A downward pressing steel plate 1041 is sleeved on the upper extending section of the counter force main rib 300, and the downward pressing steel plate 1041 abuts against the jack 104 downwards; the upper extending section of the main counterforce rib 300 is sleeved with a lower pressing cylinder 1042, the lower pressing cylinder 1042 is in threaded connection with the main counterforce rib 300 and presses a lower pressing steel plate 1041 downwards, so that the main counterforce rib 300 and the jack 104 are relatively fixed. In this way, the lower pressing cylinder 1042 presses the lower pressing steel plate 1041 downwards, so that the jack 104 is stably placed on the main beam 400.
The anchorage device 200 comprises an anchor cylinder 201 sleeved outside the connecting section 1011 of the core-filling steel bar 101, an anchor hole is formed in the anchor cylinder 201, and an anchor clearance 204 is formed between the inner side wall of the anchor hole and the periphery of the connecting section 1011 of the core-filling steel bar 101; a plurality of clamping pieces 202 are inserted into the anchoring gap 204, the clamping pieces 202 are arranged at intervals along the circumferential direction of the anchor cylinder 201, the lower parts of the clamping pieces 202 are inserted into the anchoring gap 204, and the upper parts of the clamping pieces 202 are exposed above the anchor cylinder 201;
the clamping piece 202 is provided with a clamping wall facing the core filling steel bar 101, the clamping wall is vertically arranged, and a plurality of convex strips 205 which are arranged at intervals up and down are arranged on the clamping wall; the clip 202 has an anchoring wall facing away from the core filler 101, the anchoring wall being inclined towards the core filler 101 in a top-down direction;
the clamping wall of the clamping piece 202 is pressed against the periphery of the connecting section 1011 of the core-filling steel bar 101, the periphery of the connecting section 1011 of the core-filling steel bar 101 is provided with a protrusion, the protrusion is embedded between the adjacent convex strips 205, and the top edge of the anchor hole is pressed against the anchoring wall of the clamping piece 202.
After the anchor cylinder 201 is sleeved on the periphery of the connecting section 1011, the bottom of the anchor cylinder 201 abuts against the reaction steel disc 500, at the moment, the lower parts of the clamping pieces 202 are embedded into the anchoring gap 204 from top to bottom, along with downward embedding of the clamping pieces 202, as the anchoring walls of the clamping pieces 202 are inclined, under the extrusion of the top edge of the anchor hole, the clamping walls of the clamping pieces 202 are clamped on the periphery of the connecting section 1011 of the core-filled steel bar 101 more and more tightly, and as the periphery of the core-filled steel bar 101 is provided with the protrusions, the protrusions can be embedded between the adjacent convex strips 205, so that the core-filled steel bar 101 can be better clamped by the anchorage device 200.
The bottom of the clamping piece 202 is connected with an inclined deformation plate 203, and the inclined deformation plate 203 is obliquely arranged away from the counter-force main rib 300 along the direction from top to bottom of the anchor hole; the horizontal width of the inclined deformation plate 203 is equal to the anchoring gap 204; the inclined deformation plate 203 is arranged in the anchoring gap 204, the inner end of the inclined deformation plate 203 abuts against the periphery of the reaction main rib 300, and the outer end of the inclined deformation plate 203 abuts against the inner side wall of the anchor hole.
Like this, along with the continuous embedding downwards of clamping piece 202, the centre gripping wall of clamping piece 202 can grasp the steel bar 101 of banketing, and simultaneously, slope deformation board 203 is in the anchor eye, through the extrusion between the inside wall of the periphery of steel bar 101 of banketing and anchor eye, realizes the secondary centre gripping to steel bar 101 of banketing for ground tackle 200 centre gripping steel bar 101 that can be better, also can avoid because the factor of external vibrations leads to clamping piece 202 to break away from the phenomenon that comes out from anchor clearance 204.
The middle part of the inclined deformation plate 203 is bent, and a bent part protruding downwards is formed; after the slope deformation board 203 is embedded in the anchor eye, the inner of slope deformation board 203 receives the extrusion of core-filling reinforcing bar 101, and the outer end of slope deformation board 203 receives the extrusion of the inside wall of anchor eye, and slope deformation board 203 uses the department of buckling as the bending deformation center, bending deformation downwards for the horizontal width increase of slope deformation piece, but the size of anchor clearance 204 does not change, thereby, the slope deformation piece then warp extrusion core-filling reinforcing bar 101, and the centre gripping is more firm.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. The welding-free anti-pulling static load test device for the prestressed pipe pile is characterized by comprising a main beam and a jack arranged on the main beam, wherein the prestressed pipe pile is provided with a pile head, a plurality of core filling reinforcing steel bars which extend upwards and are surrounded at intervals are arranged on the pile head, and a counter-force steel disc is arranged in the middle of the core filling reinforcing steel bars;
the middle part of the reverse steel disc is provided with a vertical hole, the periphery of the reverse steel disc is provided with a plurality of notch grooves, the notch grooves are arranged at intervals along the periphery of the reverse steel disc, a plurality of core-filling reinforcing steel bars are respectively and correspondingly embedded into the notch grooves, and the core-filling reinforcing steel bars penetrate through the reverse steel disc to form a connecting section above the reverse steel disc;
the connecting section of the core-filling steel bar is fixedly connected with an anchorage device, the anchorage device is downwards abutted against the counter-force steel disc, and the core-filling steel bar and the counter-force steel disc are kept relatively fixed; the reaction steel disc is characterized in that a reaction main rib which is vertically arranged penetrates through a vertical hole of the reaction steel disc, and the reaction main rib penetrates through the vertical hole and is relatively fixed with the reaction steel disc;
the main beam is horizontally arranged and positioned above the core-filling steel bar, the counter-force main bar penetrates through the main beam and is provided with an upward extending section positioned above the main beam, and the jack is connected with the upward extending section of the counter-force main bar; the top of pile head sets up displacement sensor, jack roof pressure downwards the girder, displacement sensor monitors the settlement volume of pile head.
2. The welding-free anti-pulling static load test device for the prestressed pipe pile as claimed in claim 1, wherein a lower sleeve is connected to the bottom of the reaction steel disc, and the reaction main rib sequentially penetrates through the vertical hole and the lower sleeve along the direction from top to bottom.
3. The welding-free anti-pulling static load test device for the prestressed tubular pile as claimed in claim 2, wherein the upper end of the lower sleeve is fixedly connected with the reaction steel disc, a vertically arranged lower threaded hole is formed in the lower sleeve, the lower threaded hole is communicated with the vertical hole in an aligned manner, an external thread is formed in the periphery of the reaction main rib, and the reaction main rib is in threaded connection with the lower sleeve.
4. The welding-free anti-pulling static load test device for the prestressed pipe pile as claimed in claim 3, wherein the bottom of the main counterforce rib penetrates through the bottom of the lower sleeve and has a lower extension section extending to the lower part of the lower sleeve.
5. The welding-free pulling-resistant static load test device for the prestressed pipe pile as claimed in claim 4, wherein an embedding sleeve is embedded in the center of the top of the pile head, an embedding threaded hole with a closed bottom and an open top is formed in the embedding sleeve, and the threaded hole is vertically arranged; the top of the embedding threaded hole is exposed at the top of the pile body, and the lower extension section of the counter-force main rib is screwed into the embedding sleeve and is pressed against the bottom of the embedding sleeve.
6. The welding-free anti-pulling static load test device for the prestressed pipe pile as claimed in any one of claims 1 to 5, wherein a reinforcing cylinder is sleeved on the periphery of the lower sleeve, the upper end of the reinforcing cylinder is fixedly connected with the reaction steel disc, and the lower end of the reinforcing cylinder is fixedly connected with the lower end of the lower sleeve; the inner side wall of the reinforcing cylinder is convexly provided with a plurality of abutting rings which are arranged at intervals up and down, and the abutting rings are abutted against the periphery of the lower sleeve.
7. The welding-free anti-pulling static load test device for the prestressed pipe pile as claimed in any one of claims 1 to 5, wherein a downward pressing steel plate is sleeved on the upward extending section of the main counterforce rib, and the downward pressing steel plate abuts against a jack downwards; the upper extension section of the counter-force main rib is sleeved with a lower pressing barrel, the lower pressing barrel is in threaded connection with the counter-force main rib and supports and presses the lower pressing steel plate downwards, and the counter-force main rib and the jack are relatively fixed.
8. The welding-free anti-pulling static load test device for the prestressed pipe pile as claimed in any one of claims 1 to 5, wherein the anchor comprises an anchor cylinder sleeved outside the connecting section of the filler-core reinforcing steel bar, an anchor hole is formed in the anchor cylinder, and an anchoring gap is formed between the inner side wall of the anchor hole and the periphery of the connecting section of the filler-core reinforcing steel bar; a plurality of clamping pieces are inserted into the anchoring gap and are arranged at intervals along the circumferential direction of the anchor cylinder, the lower parts of the clamping pieces are inserted into the anchoring gap, and the upper parts of the clamping pieces are exposed above the anchor cylinder;
the clamping piece is provided with a clamping wall facing the core filling steel bar, the clamping wall is vertically arranged, and a plurality of convex strips which are vertically arranged at intervals are arranged on the clamping wall; the clamping piece is provided with an anchoring wall which is far away from the core-filling reinforcing steel bar, and the anchoring wall is inclined towards the core-filling reinforcing steel bar along the direction from top to bottom;
the clamping wall of the clamping piece is pressed on the periphery of the connecting section of the core-filling steel bar, the periphery of the connecting section of the core-filling steel bar is provided with bulges, the bulges are embedded between the adjacent raised lines, and the top edge of the anchor hole is pressed on the anchoring wall of the clamping piece.
9. The welding-free anti-pulling static load test device for the prestressed pipe pile as recited in claim 8, wherein an inclined deformation plate is connected to the bottom of the clamping piece, and the inclined deformation plate is obliquely arranged away from the counter-force main rib along the direction from top to bottom of the anchor hole; the horizontal width of the inclined deformation plate is equal to the anchoring gap; the inclined deformation plate is arranged in the anchoring gap, the inner end of the inclined deformation plate is abutted to the periphery of the counter-force main rib, and the outer end of the inclined deformation plate is abutted to the inner side wall of the anchor hole.
10. The welding-free pulling-resistant static load test device for the prestressed pipe pile as claimed in claim 9, wherein the middle part of the inclined deformation plate is bent to form a bent part protruding downwards; after the inclined deformation plate is embedded into the anchor hole, the inclined deformation plate bends and deforms downwards by taking the bent part as a bending deformation center.
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