CN107806116A - A kind of miniature uplift pile anti-pulling capacity method of testing of fiber bar - Google Patents

A kind of miniature uplift pile anti-pulling capacity method of testing of fiber bar Download PDF

Info

Publication number
CN107806116A
CN107806116A CN201710923364.0A CN201710923364A CN107806116A CN 107806116 A CN107806116 A CN 107806116A CN 201710923364 A CN201710923364 A CN 201710923364A CN 107806116 A CN107806116 A CN 107806116A
Authority
CN
China
Prior art keywords
fiber bar
billet
uplift pile
enlarged footing
strength
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
CN201710923364.0A
Other languages
Chinese (zh)
Other versions
CN107806116B (en
Inventor
张明义
白晓宇
牟洋洋
王永洪
赵天杨
陈小钰
王建刚
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Qingdao University of Technology
Original Assignee
Qingdao University of Technology
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Qingdao University of Technology filed Critical Qingdao University of Technology
Priority to CN201710923364.0A priority Critical patent/CN107806116B/en
Publication of CN107806116A publication Critical patent/CN107806116A/en
Application granted granted Critical
Publication of CN107806116B publication Critical patent/CN107806116B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D33/00Testing foundations or foundation structures

Abstract

The present invention relates to foundation technical field, it is related to a kind of miniature uplift pile anti-pulling capacity method of testing of fiber bar, the miniature uplift pile anti-pulling capacity test device of fiber bar is first installed, buttress is symmetrically put in the miniature uplift pile both sides of fiber bar, datum line beam is arranged on buttress, then magnetic stand and displacement transducer are installed in datum line beam, wherein displacement transducer is symmetrically installed on the miniature uplift pile stake top of fiber bar, load sensor is connected on external Acquisition Instrument, jack is closely coupled by supporting high-pressure oil pipe and supporting high-pressure oil pump and separating valve, precharge checks load sensor, whether displacement transducer and loading device are working properly, until the reading of load sensor starts the amount of pulling out on the miniature uplift pile anti-pulling capacity of test data sheet fiber bar and pile body after reaching 5kN;Installation is simple, workable, security reliability is high, device is hardly damaged, reusable, cost is low, can obtain bigger anti-pulling capacity.

Description

A kind of miniature uplift pile anti-pulling capacity method of testing of fiber bar
Technical field:
The present invention relates to foundation technical field, is related to a kind of miniature uplift pile anti-pulling capacity test side of fiber bar Method, non-metallic fibers muscle is applied to miniature uplift pile instead of traditional reinforcing bar, meanwhile, with special more advanced pull-out test Device carries out anti-pulling capacity experiment to the miniature uplift pile of fiber bar (90~400mm of diameter), measures the displacement in drawing process And bearing capacity, its deformation characteristic and load-carrying properties to be studied, the test method strong operability, experimental rig is simply accurate, Cost is relatively low.
Background technology:
With the propulsion of urbanization process, buildings or structures moulding is more complicated, the number of plies is higher, causes buildings or structures basic Buried depth is bigger, and influence of the underground water to construction of structures is bigger, and anti-floating problem is more prominent.Therefore, the measure of anti float of high-efficiency high-quality The security of structure is particularly important.Miniature uplift pile is the mortar using mini pile pulling force and mini pile integration Stratum consolidation is formed globality earth formation so as to play a kind of stake of anti-floating effect by (pea gravel concreten) anchoring body.It is miniature Uplift pile has ground adaptability strong, arranges shape compared to measure of anti float such as drop row underground water, ballast method, large diameter anti-float piles Formula is flexible, speed of application is fast and it is green the advantages that, it is especially with the obvious advantage in hard rock-soil layer, such as in hard rock The uplift pile for major diameter of being constructed in stone, more difficult and engineering cost of constructing are high.
At present, reinforcing bar is one of main composition material of miniature uplift pile, because of its Cl in by underground waterˉ、SO4 2-Plasma Chemical attack, so as to influence the load-carrying properties of miniature uplift pile and durability, this influence is in coastal area buildings or structures It is more prominent in base application;In addition, found in subway construction project, because direct current can be right for system electricity generation stray electrical current Reinforcing bar produces more serious electrochemical corrosion, substantially reduces the service life of float Structure.Thus miniature uplift pile in engineering Anticorrosion Problems become particularly significant, in Practical Project, it will usually according to the design life of uplift pile and residing The environment category of layer determines armored concrete uplift pile anti-corrosion protection grade and precautionary measures.But found after practical application, often The miniature uplift pile of rule can not fundamentally solve the etching problem of pile body reinforcing bar.GFRP(Glass Fiber Reinforced Polymer, fiberglass reinforced plastics) material has tensile strength height, light weight, an anticorrosive, electromagnetism interference, and and other Fiber-reinforced polymer is low compared to having price, cost-effective, the advantages that being widely used, is applied the energy in miniature uplift pile Solve the endurance issues of stake, be the innovation and breakthrough to present situation engineering technology.But the fiber bar in this miniature uplift pile exists Be under load action how cooperative bearing, and be how during pull-out test and loading test to realize quick anchoring again And provide the not related open report of reliable anchor force.Therefore, it is miniature anti-there is an urgent need to seek to design a kind of fiber bar Pile pulling anti-pulling capacity method of testing, this method verify such fiber bar type stake anti-floating for solving the durability of float Structure Micro- bearing capacity, determine that it deforms limitation and requires highly important Social benefit and economic benefit.
The content of the invention:
The shortcomings that it is an object of the invention to overcome prior art to exist, seek to design a kind of miniature uplift pile of fiber bar and resist Bearing capacity test method is pulled out, substitutes traditional reinforcing bar using non-metallic fibers muscle to form new miniature uplift pile, And for its special design anti-pulling capacity experimental rig, the popularization and application for such miniature uplift pile provide foundation, and its is operable Property is strong, and test data is accurate, and cost is relatively low, there is preferable dissemination.
To achieve these goals, the present invention is realized using the miniature uplift pile anti-pulling capacity test device of fiber bar, its Detailed process is:
(1) uplift pile fiber bar cage is made, fiber bar is first passed through into tie hoop one by one, then with tied silk by fiber Muscle banding fixed forms uplift pile fiber bar cage, fiber bar and the respective spacing of stirrup and diameter need to meet on tie hoop Existing specification and design requirement;
(2) by after levelling of the land, first both drilled with down-the-hole drill in fixed pile, forming stake holes and check the aperture of stake holes And hole depth, then the lifting of uplift pile fiber bar cage is transferred in stake holes, ensure that fiber bar cage is located at stake holes center, and with enough Protective layer thickness, then casting concrete (intensity of concrete should meet design requirement) from bottom to top, smear after vibration compacting Flat stake top, concrete test block is made with the conditions of, and whether the intensity for detecting concrete test block meets to require;
(3) after conserving 28 days, loading device is installed, first in the miniature lateral extent pile center at least 50cm of uplift pile two of fiber bar Position lay 5cm thickness sand bedding course and levelling respectively, ensure that its compactness and rigidity can support top loading device enough, will not Sedimentation is produced in loading procedure, is then sequentially placed jack pad, jack, the 3rd steel pad from bottom to top in the position Plate, beam stool and reaction beam, while will be enlarged by head height and hale pulling out screw rod and passing through reaction beam, on the high-strength drawing screw rod of enlarged footing successively Second billet, load sensor, the first billet, high-strength nut are laid through the high-strength drawing screw tip of enlarged footing, rotation Turn the position of the high-strength nut regulation high-strength drawing screw rod bottom enlarged footing of enlarged footing, now, will on the ground with fiber bar tapered end Overhanging fiber bar is fixed on the reserving hole position of the high-strength drawing screw rod bottom enlarged footing of enlarged footing in a manner of screw thread couple, most High-strength nut is tightened with torque spanner afterwards, to ensure that the high-strength drawing screw rod bottom enlarged footing of enlarged footing is horizontal in whole installation process And fiber bar uniform stressed, and enlarged footing high-strength bolt, the first billet, load sensor, the second billet and reaction beam The centre of form on the same line, make a concerted effort center line and the cross section centre of form axle weight of the miniature uplift pile of fiber bar of two jack Close, so that the miniature uplift pile uniaxial force of fiber bar;
(4) bearingtest of the miniature uplift pile of fiber bar is carried out, branch is symmetrically put in the miniature uplift pile both sides of fiber bar Pier, datum line beam are arranged on buttress, then install magnetic stand in datum line beam and displacement transducer, wherein displacement transducer are symmetrical Be arranged on the miniature uplift pile stake top of fiber bar, in addition to ensuring datum line beam, displacement transducer and not shaking, test device will also Meet《Architecture foundation pile inspection specifications》(JGJ106-2014) requirement, load sensor is connected to external Acquisition Instrument On, jack is closely coupled by supporting high-pressure oil pipe and supporting high-pressure oil pump and separating valve, and precharge checks that loading passes Whether sensor, displacement transducer and loading device are working properly, until the reading of load sensor reaches 5kN, it was demonstrated that loading dress Put and contacted the amount of pulling out on the miniature uplift pile anti-pulling capacity of close rear beginning test data sheet fiber bar and pile body.
It is high-strength that the agent structure of the miniature uplift pile anti-pulling capacity experimental rig of fiber bar of the present invention includes enlarged footing Drawing screw rod, high-strength nut, the first billet, load sensor, the second billet, reaction beam, the 3rd billet, beam stool, thousand Jin top, jack pad, fiber bar tapered end, fiber bar, stirrup, stake holes, displacement transducer, magnetic stand, datum line beam and buttress; The high-strength drawing screw rod of enlarged footing is the rigid solid structure that is made up of screw rod shaft and bottom enlarged footing, the diameter of screw rod shaft by The bearing capacity of miniature uplift pile is defined as 60~80mm, and enlarged footing is in the form of annular discs, and thickness 50mm, edge is formed with some holes, Hole diameter determines by the diameter of fiber bar, is available for fiber bar through installation, and empty quantity is according to being actually needed determination;Hexagon The high-strength nut of cylindrical structure is connected to the outer surface of enlarged footing high-strength bolt in a manner of screw thread couple, multiple to be used in series To provide enough counter-forces;The length of side of first billet of square structure is 20cm, thickness 3cm, and center is formed with hole, the hole Hole dia is more than the diameter of enlarged footing high-strength bolt, and the first billet top is connected with high-strength nut, lower end and load sensor It is connected;Load sensor is punching structure, and the load of application, loading sensing are intuitively shown by external supporting digital indicator Device bottom is connected with the second billet;The second billet length of side of square structure is 30cm × 30cm, thickness 3cm, center system Hole, its hole diameter are slightly larger than the diameter of enlarged footing high-strength bolt, and the bottom of the second billet is connected with reaction beam;Counter-force Beam is welded into box structure using thickness 3cm steel plate, and its span is 1.8m, a width of 30cm, a height of 60cm, and reaction beam is along span Direction sets a number of longitudinal stiffener, and the quantity of longitudinal stiffener is according to being actually needed determination, it is ensured that reaction beam has foot Enough rigidity and stability, UNICOM's hole is reserved with the upper lower flange of span centre reaction beam, and hole diameter will be easy to expand head height Strong screw rod screw rod shaft passes freely through;Jack pad is symmetrically disposed at the both sides of stake holes, is not less than with the distance at stake holes edge 50cm, to avoid experimental rig sedimentation is excessive from causing test data inaccurate;The bottom of jack is arranged in jack pad Centre, the 3rd billet is close at top, and positioned at the 3rd billet center, two jack are model of the same race, and can provide foot Enough pulling capacities, jack is connected with its supporting high-pressure oil pump, separating valve with high-pressure oil pipe during drawing, realizes synchronization of jacking up Reaction beam;The structure of 3rd billet is identical with the second billet, and the 3rd billet is placed in into jack and reaction beam during use Between;Beam stool is the cuboid opening lattice configured construction that shaped steel is welded into, and a length of 40cm, a width of 30cm, a height of 40cm, ensures it The high-pressure oil pipe being connected with jack that side is set can be passed freely through, and beam stool is placed on jack pad, the 3rd steel pad Plate and jack are respectively positioned on inside beam stool;The jack pad length of side of square structure is 50cm, thickness 3cm, its bottom surface and ground The levelling sand bedding course that face is laid in advance is connected;Fiber bar and stirrup are fiberglass reinforced plastics (GFRP) full thread solid hopkinson bar Shape structure, for the cohesion of reinforcing fiber muscle and concrete, stirrup in the shape of a spiral, is used together carefully with fiber bar in stake holes Steel wire lashing connects to form uplift pile fiber bar cage;Passed through in stake holes outer fiber muscle pre- on the high-strength drawing screw rod enlarged footing of enlarged footing The circular hole stayed, fiber bar tapered end is anchored on the high-strength drawing screw rod of enlarged footing with fiber bar in a manner of screw thread couple, in addition, fine Drop has AB glue or fiber bar tapered end is dipped in into glue and then is screwed on fiber bar in gap between dimension muscle tapered end and fiber bar, to provide Enough anchor forces;Fiber bar tapered end is internal thread rim of a cup type nut, and its material is identical with fiber bar, and inner surface is glutinous sand mold, As the increase of load makes fiber bar lock more and more tight, its height determines according to Ultimate Bearing Capacity of Tension Piles, and leaves 1.2 times Safety coefficient;Displacement transducer is optical signal displacement meter, is symmetrically mounted on the stake top both sides of the miniature uplift pile of fiber bar, displacement Sensor is fixedly mounted on datum line beam by magnetic stand;Datum line beam is channel-section steel, positioned at stake holes both sides, the both ends point of datum line beam It is not supported on buttress, datum line beam installation method meets《Architecture foundation pile inspection specifications》(JGJ106-2014) requirement;Branch Pier is the cuboid prefabricated components of concreting, and its upper surface is connected with datum line beam, and lower surface is connected with ground.
The miniature uplift pile anti-pulling capacity test device of fiber bar of the present invention is before use, ensure that enlarged footing is high-strength as far as possible Screw rod, the first billet, load sensor, the second billet, reaction beam the centre of form on the same line, the conjunction of two jack Power center line should will meet wanting for bearing capacity with the cross section centre of form overlapping of axles of the miniature uplift pile of fiber bar, reaction beam To ask, while ensure bed course compactness and rigidity below jack pad, pull-out test need to be carried out after 28 days in concreting, Ensure each member in tight contact in loading device during experiment.
Compared with prior art, installation is simple by the present invention, workable, security reliability is high, device is hardly damaged, can Reuse, cost is low, can obtain bigger anti-pulling capacity.
Brief description of the drawings:
Fig. 1 is that the agent structure principle of the miniature uplift pile anti-pulling capacity test device of fiber bar of the present invention is illustrated Figure.
Fig. 2 is the agent structure top view of the miniature uplift pile anti-pulling capacity test device of fiber bar of the present invention.
Fig. 3 is the profile of reaction beam 6 of the present invention.
Fig. 4 is the top view of the high-strength drawing screw rod 1 of enlarged footing of the present invention.
Fig. 5 is the top view of fiber bar tapered end 11 of the present invention.
Fig. 6 is the profile of fiber bar tapered end 11 of the present invention.
Embodiment:
The invention will be further described by way of example and in conjunction with the accompanying drawings.
Embodiment:
The agent structure of the miniature uplift pile anti-pulling capacity experimental rig of fiber bar described in the present embodiment includes expanding head height Hale and pull out screw rod 1, high-strength nut 2, the first billet 3, load sensor 4, the second billet 5, reaction beam 6, the 3rd billet 7th, beam stool 8, jack 9, jack pad 10, fiber bar tapered end 11, fiber bar 12, stirrup 13, stake holes 14, displacement transducer 15th, magnetic stand 16, datum line beam 17 and buttress 18;The high-strength drawing screw rod 1 of enlarged footing is by screw rod shaft and bottom enlarged footing group Into rigid solid structure, the diameter of screw rod shaft determines by the bearing capacity of miniature uplift pile, about 60~80mm, and enlarged footing is in circle Plate-like, thickness 50mm, edge are formed with some holes, and its hole diameter is determined by the diameter of fiber bar 12, are available for it through peace Dress;The high-strength nut 2 of hexagon cylindrical structure is connected to the outer surface of enlarged footing high-strength bolt 1 in a manner of screw thread couple, Multiple be used in series can provide enough counter-forces;The length of side of first billet 3 of square structure is 20cm, thickness 3cm, center Hole is formed with, the hole diameter is slightly larger than the diameter of enlarged footing high-strength bolt 1, the top of the first billet 3 and the phase of high-strength nut 2 Even, lower end is connected with load sensor 4;Load sensor 4 is punching structure, is intuitively shown by external supporting digital indicator Show the load of application, the bottom of load sensor 4 is connected with the second billet 5;The length of side of the second billet 5 of square structure is 30cm × 30cm, thickness 3cm, center are formed with hole, and its hole diameter is slightly larger than the diameter of enlarged footing high-strength bolt 1, the second steel pad The bottom of plate 5 is connected with reaction beam 6;Reaction beam 6 is welded into box structure using thickness 3cm steel plate, and its span is 1.8m, width For 30cm, a height of 60cm, reaction beam 6 sets a number of longitudinal stiffener along span direction, it is ensured that reaction beam has enough Rigidity and stability, UNICOM's hole is reserved with the upper lower flange of span centre reaction beam 6, and hole diameter will be easy to the high-strength spiral shell of enlarged footing The screw rod shaft of bar 1 passes freely through;Jack pad 10 is symmetrically disposed at the both sides of stake holes 14, not small with the distance at the edge of stake holes 14 In 50cm, to avoid experimental rig sedimentation is excessive from causing test data inaccurate;The bottom of jack 9 is arranged on jack pad 10 centers, the 3rd billet 7 is close at top, and positioned at the center of the 3rd billet 7, two jack 9 are model of the same race, and can Enough pulling capacities are provided, jack 9 is connected with its supporting high-pressure oil pump, separating valve with high-pressure oil pipe during drawing, realized Synchronization of jacking up reaction beam 6;The structure of 3rd billet 7 is identical with the second billet 5, and the 3rd billet 7 is placed in into thousand during use Between jin top 9 and reaction beam 6;The cuboid opening lattice configured construction that beam stool 8 is welded into for shaped steel, a length of 40cm, a width of 30cm, A height of 40cm, ensure that the high-pressure oil pipe being connected with jack 9 that its side is set can pass freely through, beam stool 8 is placed on very heavy Push up on backing plate 10, the 3rd billet 7 and jack 9 are respectively positioned on inside beam stool 8;The length of side of jack pad 10 of square structure is 50cm, thickness 3cm, its bottom surface are connected with the levelling sand bedding course that ground is laid in advance;Fiber bar 12 and stirrup 13 are glass Fibre reinforced plastics (GFRP) full thread solid rod-like structure, for the cohesion of reinforcing fiber muscle and concrete, in stake holes 14 Interior stirrup 13 is used together finer wire colligation in the shape of a spiral, with fiber bar 12 and is connected to form uplift pile fiber bar cage;In stake holes 14 Outer fiber muscle 12 through the circular hole reserved on the high-strength enlarged footing of drawing screw rod 1 of enlarged footing, fiber bar tapered end 11 and fiber bar 12 with The mode of screw thread couple is anchored on the high-strength drawing screw rod 1 of enlarged footing, in addition, the seam between fiber bar tapered end 11 and fiber bar 12 Drop has AB glue or fiber bar tapered end 11 is dipped in into glue and then is screwed on fiber bar 12 in gap, to provide enough anchor forces;Fiber bar Tapered end 11 is internal thread rim of a cup type nut, and its material is identical with fiber bar 12, and inner surface is glutinous sand mold, is made with the increase of load Fiber bar 12 is locked more and more tight, and its height determines according to Ultimate Bearing Capacity of Tension Piles, and leaves 1.2 times of safety coefficient;Position Displacement sensor 15 is optical signal displacement meter, is symmetrically mounted on the stake top both sides of the miniature uplift pile of fiber bar, and displacement transducer 15 is logical Magnetic stand 16 is crossed to be fixedly mounted on datum line beam 17;Datum line beam 17 is channel-section steel, positioned at the both sides of stake holes 14, the both ends of datum line beam 17 It is respectively supported on buttress 18, the installation method of datum line beam 17 meets《Architecture foundation pile inspection specifications》(JGJ106-2014) It is required that;Buttress 18 is the cuboid prefabricated components of concreting, and its upper surface is connected with datum line beam 17, lower surface and ground phase Even.
The present embodiment realizes that the detailed process of the miniature uplift pile anti-pulling capacity test of fiber bar is:
(1) uplift pile fiber bar cage is made, fiber bar 12 is first passed through into tie hoop 13 one by one, then will with tied silk The banding fixed of fiber bar 12 forms uplift pile fiber bar cage, 13 respective spacing of fiber bar 12 and stirrup on tie hoop 13 It need to meet existing specification and design requirement with diameter;
(2) by after levelling of the land, first both drilled with down-the-hole drill in fixed pile, forming stake holes 14 and check stake holes 14 Aperture and hole depth, then the lifting of uplift pile fiber bar cage is transferred in stake holes 14, ensure that fiber bar cage is located at the center of stake holes 14, and With enough protective layer thickness, then casting concrete (intensity of concrete should meet design requirement) from bottom to top, vibrate Floating stake top after closely knit, concrete test block is made with the conditions of, and whether the intensity for detecting concrete test block meets to require;
(3) after conserving 28 days, loading device is installed, first in the miniature lateral extent pile center at least 50cm of uplift pile two of fiber bar Position lay 5cm thickness sand bedding course and levelling respectively, ensure that its compactness and rigidity can support top loading device enough, will not Sedimentation is produced in loading procedure, is then sequentially placed jack pad 10, jack 9, the 3rd steel from bottom to top in the position Backing plate 7, beam stool 8 and reaction beam 6, while will be enlarged by head height and hale pulling out screw rod 1 and passing through reaction beam 6, in the high-strength drawing spiral shell of enlarged footing The second billet 5, load sensor 4, the first billet 3, high-strength nut 2 are passed through into the high-strength drawing spiral shell of enlarged footing successively on bar 1 The placed on top of bar 1, rotation high-strength nut 2 adjust the position of the high-strength bottom enlarged footing of drawing screw rod 1 of enlarged footing, now, use fiber Fiber bar 12 overhanging on the ground is fixed on the high-strength bottom of drawing screw rod 1 of enlarged footing and expanded by muscle tapered end 11 in a manner of screw thread couple The reserving hole position of major part, high-strength nut 2 finally is tightened with torque spanner, to ensure that enlarged footing is high-strength in whole installation process The bottom enlarged footing level of drawing screw rod 1 and the uniform stressed of fiber bar 12, and enlarged footing high-strength bolt 1, the first billet 3, lotus Retransmit sensor 4, the second billet 5 and reaction beam 6 the centre of form on the same line, two jack 9 make a concerted effort center line with it is fine The cross section centre of form overlapping of axles of the miniature uplift pile of muscle is tieed up, so that the miniature uplift pile uniaxial force of fiber bar;
(4) bearingtest of the miniature uplift pile of fiber bar is carried out, branch is symmetrically put in the miniature uplift pile both sides of fiber bar Pier 18, datum line beam 17 are arranged on buttress 18, then install magnetic stand 16 and displacement transducer 15, its middle position in datum line beam 17 Displacement sensor 15 is symmetrically installed on the miniature uplift pile stake top of fiber bar, except ensuring that datum line beam 17, displacement transducer 15 do not occur Outside rocking, test device will also meet《Architecture foundation pile inspection specifications》(JGJ106-2014) requirement, by load sensor 4 are connected on external Acquisition Instrument, and jack 9 passes through supporting high-pressure oil pipe and supporting high-pressure oil pump and the close phase of separating valve Even, precharge checks whether load sensor, displacement transducer and loading device are working properly, until the reading of load sensor 4 Number reaches 5kN, it was demonstrated that loading device has contacted the miniature uplift pile anti-pulling capacity of close rear beginning test data sheet fiber bar and stake The amount of pulling out on body.

Claims (2)

1. a kind of miniature uplift pile anti-pulling capacity method of testing of fiber bar, it is characterised in that resisted using the miniature uplift pile of fiber bar The realization of test of bearing capacity device is pulled out, its detailed process is:
(1) uplift pile fiber bar cage is made, fiber bar is first passed through into tie hoop one by one, then tied up fiber bar with tied silk Bundle is fixed on tie hoop, forms uplift pile fiber bar cage, fiber bar and the respective spacing of stirrup and diameter need to meet existing Specification and design requirement;
(2) by after levelling of the land, first both drilled with down-the-hole drill in fixed pile, forming stake holes and check the aperture and hole of stake holes It is deep, then the lifting of uplift pile fiber bar cage is transferred in stake holes, ensure that fiber bar cage is located at stake holes center, and there is enough guarantors Covering thickness, then casting concrete from bottom to top, floating stake top after vibration compacting, concrete test block is made with the conditions of, and Whether the intensity of detection concrete test block meets to require;
(3) after conserving 28 days, loading device is installed, first in the miniature lateral extent pile center of uplift pile two of fiber bar at least 50cm position Put and lay 5cm thickness sand bedding course and levelling respectively, ensure that its compactness and rigidity can support top loading device enough, will not add Sedimentation is produced during load, is then sequentially placed jack pad, jack, the 3rd billet, beam from bottom to top in the position Stool and reaction beam, while will be enlarged by head height and hale pulling out screw rod and passing through reaction beam, successively by the high-strength drawing screw rod of enlarged footing Two billets, load sensor, the first billet, high-strength nut are laid through the high-strength drawing screw tip of enlarged footing, and rotation is high The position of the strong nut regulation high-strength drawing screw rod bottom enlarged footing of enlarged footing, now, will be overhanging on the ground with fiber bar tapered end Fiber bar the reserving hole position of the high-strength drawing screw rod bottom enlarged footing of enlarged footing is fixed in a manner of screw thread couple, finally use Torque spanner tightens high-strength nut, to ensure that the high-strength drawing screw rod bottom enlarged footing of enlarged footing is horizontal and fine in whole installation process Tie up muscle uniform stressed, and enlarged footing high-strength bolt, the first billet, load sensor, the shape of the second billet and reaction beam The heart on the same line, make a concerted effort center line and the cross section centre of form overlapping of axles of the miniature uplift pile of fiber bar of two jack, with Make the miniature uplift pile uniaxial force of fiber bar;
(4) bearingtest of the miniature uplift pile of fiber bar is carried out, buttress, base are symmetrically put in the miniature uplift pile both sides of fiber bar Quasi- beam is arranged on buttress, then installs magnetic stand in datum line beam and displacement transducer, wherein displacement transducer are symmetrically pacified Mounted in the miniature uplift pile stake top of fiber bar, in addition to ensuring datum line beam, displacement transducer and not shaking, test device will also meet 《Architecture foundation pile inspection specifications》(JGJ106-2014) requirement, load sensor is connected on external Acquisition Instrument, thousand Jin top is closely coupled by supporting high-pressure oil pipe and supporting high-pressure oil pump and separating valve, precharge inspection load sensor, Whether displacement transducer and loading device are working properly, until the reading of load sensor reaches 5kN, it was demonstrated that loading device has connect Touch the amount of pulling out on the miniature uplift pile anti-pulling capacity of close rear beginning test data sheet fiber bar and pile body.
2. the miniature uplift pile anti-pulling capacity method of testing of fiber bar according to claim 1, it is characterised in that the fiber The agent structure of the miniature uplift pile anti-pulling capacity test device of muscle includes the high-strength drawing screw rod of enlarged footing, high-strength nut, first Billet, load sensor, the second billet, reaction beam, the 3rd billet, beam stool, jack, jack pad, fiber bar Tapered end, fiber bar, stirrup, stake holes, displacement transducer, magnetic stand, datum line beam and buttress;The high-strength drawing screw rod of enlarged footing is served as reasons The rigid solid structure of screw rod shaft and bottom enlarged footing composition, the diameter of screw rod shaft are determined by the bearing capacity of miniature uplift pile For 60~80mm, enlarged footing is in the form of annular discs, thickness 50mm, and edge is formed with some holes, hole diameter by fiber bar diameter It is determined that be available for fiber bar through installation, empty quantity according to be actually needed determination;The high-strength nut of hexagon cylindrical structure with The mode of screw thread couple is connected to the outer surface of enlarged footing high-strength bolt, multiple to be used in series to provide enough counter-forces;It is square The length of side of first billet of structure is 20cm, thickness 3cm, and center is formed with hole, and it is high-strength that the hole diameter is more than enlarged footing The diameter of screw rod, the first billet top are connected with high-strength nut, and lower end is connected with load sensor;Load sensor is punching Structure, the load of application, load sensor bottom and the second billet phase are intuitively shown by external supporting digital indicator Even;The second billet length of side of square structure is 30cm × 30cm, thickness 3cm, and center is formed with hole, and its hole diameter is bigger In the diameter of enlarged footing high-strength bolt, the bottom of the second billet is connected with reaction beam;Reaction beam is welded using thickness 3cm steel plate Box structure is connected into, its span is 1.8m, a width of 30cm, a height of 60cm, and reaction beam sets a number of vertical along span direction To ribbed stiffener, the quantity of longitudinal stiffener is determined according to being actually needed, it is ensured that reaction beam has enough rigidity and stability, across The upper lower flange of middle reaction beam is reserved with UNICOM's hole, and hole diameter will be easy to enlarged footing high-strength bolt screw rod shaft freely to wear Cross;Jack pad is symmetrically disposed at the both sides of stake holes, is not less than 50cm with the distance at stake holes edge, to avoid experimental rig from sinking Drop and excessive cause test data inaccurate;The bottom of jack is arranged on jack pad center, and the 3rd billet is close at top, And positioned at the 3rd billet center, two jack are model of the same race, and can provide enough pulling capacities, will be very heavy during drawing Top is connected with its supporting high-pressure oil pump, separating valve with high-pressure oil pipe, realizes synchronization of jacking up reaction beam;The structure of 3rd billet It is identical with the second billet, the 3rd billet is placed between jack and reaction beam during use;Beam stool is what shaped steel was welded into Cuboid opening lattice configured construction, a length of 40cm, a width of 30cm, a height of 40cm, ensure being connected with jack for its side setting High-pressure oil pipe can pass freely through, beam stool is placed on jack pad, and the 3rd billet and jack are respectively positioned in beam stool Portion;The jack pad length of side of square structure is 50cm, thickness 3cm, the levelling sand bedding course that its bottom surface is laid in advance with ground It is connected;Fiber bar and stirrup are fiberglass reinforced plastics full thread solid rod-like structure, for reinforcing fiber muscle and coagulation The cohesion of soil, stirrup in the shape of a spiral, is used together finer wire colligation with fiber bar and is connected to form uplift pile fiber in stake holes Muscle cage;The circular hole reserved on the high-strength drawing screw rod enlarged footing of enlarged footing, fiber bar tapered end and fiber are passed through in stake holes outer fiber muscle Muscle is anchored in a manner of screw thread couple on the high-strength drawing screw rod of enlarged footing, in addition, the seam between fiber bar tapered end and fiber bar Drop has AB glue or fiber bar tapered end is dipped in into glue and then is screwed on fiber bar in gap, to provide enough anchor forces;Fiber bar tapered end For internal thread rim of a cup type nut, its material is identical with fiber bar, and inner surface is glutinous sand mold, locks fiber bar with the increase of load Must be more and more tight, its height determines according to Ultimate Bearing Capacity of Tension Piles, and leaves 1.2 times of safety coefficient;Displacement transducer is Optical signal displacement meter, is symmetrically mounted on the stake top both sides of the miniature uplift pile of fiber bar, and displacement transducer is fixed by magnetic stand On datum line beam;Datum line beam is channel-section steel, and positioned at stake holes both sides, the both ends of datum line beam are respectively supported on buttress, datum line beam Installation method meets《Architecture foundation pile inspection specifications》(JGJ106-2014) requirement;Buttress is rectangular for concreting Body prefabricated components, its upper surface are connected with datum line beam, and lower surface is connected with ground.
CN201710923364.0A 2017-09-30 2017-09-30 Method for testing uplift bearing capacity of fiber-reinforced micro uplift pile Active CN107806116B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201710923364.0A CN107806116B (en) 2017-09-30 2017-09-30 Method for testing uplift bearing capacity of fiber-reinforced micro uplift pile

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201710923364.0A CN107806116B (en) 2017-09-30 2017-09-30 Method for testing uplift bearing capacity of fiber-reinforced micro uplift pile

Publications (2)

Publication Number Publication Date
CN107806116A true CN107806116A (en) 2018-03-16
CN107806116B CN107806116B (en) 2021-05-04

Family

ID=61592611

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201710923364.0A Active CN107806116B (en) 2017-09-30 2017-09-30 Method for testing uplift bearing capacity of fiber-reinforced micro uplift pile

Country Status (1)

Country Link
CN (1) CN107806116B (en)

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108956285A (en) * 2018-04-28 2018-12-07 青岛理工大学 A kind of list anchored fiber muscle anti-float anchor rod system pull-out test method
CN110823706A (en) * 2019-11-08 2020-02-21 东南大学 Device and method for detecting vertical connection quality of upper and lower prefabricated parts

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
AU2012101235A4 (en) * 2012-08-14 2012-09-13 Patented Foundations Pty Ltd Rapid load capacity test
CN205134397U (en) * 2015-11-13 2016-04-06 镇江市丹徒区建筑工程质量检测中心 Vertical anti -pulling static load test device for single pile
CN205242466U (en) * 2015-12-22 2016-05-18 广东中科华大工程技术检测有限公司 Vertical resistance to plucking loading test connecting device of pre -buried formula foundation pile
CN106223368A (en) * 2016-08-30 2016-12-14 安徽建工集团有限公司 Glass fibre prestressed anchor anchor structure, its charger and loading method

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
AU2012101235A4 (en) * 2012-08-14 2012-09-13 Patented Foundations Pty Ltd Rapid load capacity test
CN205134397U (en) * 2015-11-13 2016-04-06 镇江市丹徒区建筑工程质量检测中心 Vertical anti -pulling static load test device for single pile
CN205242466U (en) * 2015-12-22 2016-05-18 广东中科华大工程技术检测有限公司 Vertical resistance to plucking loading test connecting device of pre -buried formula foundation pile
CN106223368A (en) * 2016-08-30 2016-12-14 安徽建工集团有限公司 Glass fibre prestressed anchor anchor structure, its charger and loading method

Non-Patent Citations (1)

* Cited by examiner, † Cited by third party
Title
沈保汉: "《桩基与深基坑支护技术进展 沈保汉地基基础论文论著选集》", 31 October 2006, 北京:知识产权出版社 *

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108956285A (en) * 2018-04-28 2018-12-07 青岛理工大学 A kind of list anchored fiber muscle anti-float anchor rod system pull-out test method
CN108956285B (en) * 2018-04-28 2021-02-19 青岛理工大学 Drawing test method for single-anchor fiber rib anti-floating anchor rod system
CN110823706A (en) * 2019-11-08 2020-02-21 东南大学 Device and method for detecting vertical connection quality of upper and lower prefabricated parts
CN110823706B (en) * 2019-11-08 2021-07-02 东南大学 Device and method for detecting vertical connection quality of upper and lower prefabricated parts

Also Published As

Publication number Publication date
CN107806116B (en) 2021-05-04

Similar Documents

Publication Publication Date Title
CN103510552B (en) A kind of nonmetal anti-float anchor rod creep test charger
Adams et al. A study of anchorages for transmission tower foundations
CN204456167U (en) Prestress anchoraging blower foundation
CN107806116A (en) A kind of miniature uplift pile anti-pulling capacity method of testing of fiber bar
CN107816066A (en) A kind of miniature uplift pile anti-pulling capacity test device of fiber bar
CN203475489U (en) Non-metal anti-floating anchor creep test loading device
CN103266621B (en) Steel strand prestress base structure of wind driven generator and construction method thereof
CN103790175A (en) Intense weathered rock formation prestress expanded-base anchor bolt foundation of wind generating set
Lougheed Limit states testing of a buried deep-corrugated large-span box culvert
CN204825999U (en) Vertical resistance to plucking static test device of single pile
Xiao et al. Experimental study of an inflatable recyclable anchor
CN202401479U (en) Vertical anti-pulling static load test device for single pile
Azzam et al. Model study on the performance of single-finned pile in sand under tension loads
CN207211221U (en) A kind of miniature uplift pile anti-pulling capacity test device of fiber bar
CN203238659U (en) Wind driven generator steel strand prestress foundation structure
Lillis et al. Compression and uplift of rammed aggregate piers in clay
CN208328968U (en) A kind of upper stake suitable for large-scale cyclic load is casted anchor novel foundation
CN110700291A (en) Combined retaining structure and construction method thereof
Rahmaninezhad et al. Effects of compaction in the subgrade of the reinforced sand backfills with geotextile on bearing capacity
CN109944244A (en) A kind of anti-float anchor rod and its construction method
Zhou et al. A full-scale field study on bearing characteristics of cast-in-place piles with different hole-forming methods in Loess area
KR101027668B1 (en) Foundation structure using micro pile
CN105350531A (en) Pipe pile-anchor rod composite foundation capable of bearing pulling and pressing bidirectional loads and construction technology
CN107621412B (en) Quick drawing test device for nonmetal anti-floating anchor rod with enlarged head
CN107817162B (en) Rapid drawing test method for nonmetal anti-floating anchor rod with enlarged head

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant