CN2550752Y - Self anchoring method anchor for pile base test axial bearing force - Google Patents
Self anchoring method anchor for pile base test axial bearing force Download PDFInfo
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- CN2550752Y CN2550752Y CN 02276919 CN02276919U CN2550752Y CN 2550752 Y CN2550752 Y CN 2550752Y CN 02276919 CN02276919 CN 02276919 CN 02276919 U CN02276919 U CN 02276919U CN 2550752 Y CN2550752 Y CN 2550752Y
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Abstract
The utility model relates to a self-fixed anchor piece for testing pile axial bearing capability; wherein, the bottom part is anchored in the anchor pit, the top part is fixed on the reaction frame, and a jack supported on the top surface of the pile is arranged below the reaction frame. The utility model is characterized in that: the anchor piece and the pile axes are parallel, and are symmetrically distributed in the range of the pile section; the bottom part is anchored in the anchor pit below the pile subface. The utility model comprises an anchor body embedded in the anchor pit and composed of an anchor rod, the anchor rod kept above the anchor pit, a connector and an upward pull rod, which are connected in order. The pull rod is positioned in the prepared hole in the pile which is parallel with the axes or in the opening corresponding to the reaction frame. The upper end of the pull rod is positioned at the upper end of the reaction frame and is tightly matched with the locking head; wherein, the locking head can be rigid straight bar, steel wire rope, special fiber rope, and other ropes. In addition, the anchor body is formed since the anchor rod in the center is tightly matched with self-closed concrete or special rubber with resin structure at the external periphery. The utility model has the advantages of compact size, light weight, high efficiency, low consumption, wide application, and more conformity to the real stress state of the test result.
Description
Technical field: the utility model relates to building and Geotechnical Engineering detection range, is specifically related to the improvement of the checkout equipment of large-tonnage pile foundation axial bearing capacity.
Background technology: the detection method of traditional pile foundation axial bearing capacity has the quiet lotus method of testing of preloading (static load method), anchor carries quiet lotus method of testing (anchor carries method), deep-well in-situ test method (in-situ method), self-balancing approach, various method of testings all have separately equipment combination and relative merits as follows: 1, the static load method, the employing volume is big, the static load counterweight that weight is big, so the counterweight platform by volume is huge, the reaction frame heaviness, so that transportation, install, the workload of removing is huge, testing staff's labour intensity is big, test duration is long, the testing cost height, and often can't detect because of place scope limitation; 2, anchor carries method, (diameter is generally 800～1000mm) and casts in around the pile foundation to be measured as the entity that applies axial bearing capacity to reaction frame and pile foundation to adopt at least four anchoring piles, volume, the huge static load counterweight of weight have been saved, the shortcoming that exists is: still need very large-area construction site, the test reaction frame is tall and big, heavy, transportation/installation difficulty, set up the quantities of anchoring pile very big, test long in time limitly, the engineering cost increase is very big; 3, in-situ method, only need before pile foundation grouting, lifting jack, rigid load plate and small-sized reaction frame to be installed at the end, hole, stake hole, equipment is less and reusable, but measured axial bearing capacity is the bearing capacity of ground basement rock, be not bearing capacity of pile foundation, and be not suitable for the embedding rock degree of depth less than reaction frame height (about 2.0m) and/or the following pile foundation of diameter 1.0m; 4, self-balancing approach, adopt hydraulic jack to be installed in appropriate location, pile foundation bottom, pile foundation of carrying plane top casting thereon and moulding, test axial bearing capacity by the pile foundation of the pushing tow forming and hardening that makes progress then, shortcoming is that lifting jack is discarded in the pile foundation hole and can't takes out usefulness again in the end, and cost is higher, and the actual bearer force direction of the axial carrying force direction that obtains of test and pile foundation is incomplete same, the representativeness of test result reduces, and confidence level, degree of accuracy will be given a discount.
Summary of the invention: at the above-mentioned defective of prior art, technical problem to be solved in the utility model be to provide that a kind of testing apparatus volume is little, in light weight, the detective pole standard shaft of efficient low-consume, applied range and the realistic stress of test result is to the self-anchored method anchor of bearing capacity.
For this reason, technical solution of the present utility model is the self-anchored method anchor of a kind of detective pole standard shaft to bearing capacity, its bottom is anchored in the anchor hole, the top is fixed on the reaction frame, reaction frame has the lifting jack that is supported on the pile foundation end face, it is characterized in that: described anchor and pile foundation parallel axes also are distributed in the scope of pile foundation cross section for how much symmetrically, and its bottom is anchored in the following anchor hole, pile foundation bottom surface.
Described anchor is by being embedded in the anchor body that contains anchor pole in the anchor hole, being retained in anchor pole on the anchor hole and joint and the pull bar that makes progress connects successively and forms; Described pull bar is in in the pile foundation and the preformed hole pile foundation parallel axes and in the corresponding perforate of reaction frame, its upper end be positioned on the upper surface of reaction frame and with the locking head immovable fitting, wherein pull bar is not more than 5 ° to the drift angle of pile foundation axis.
Described pull bar is rigidity straight-bar, steel wire, steel tendon, wire rope or special fibre rope; Described locking head is one of in threaded fastener, steel roller bearing or the taper hole self-tightening ground tackle; Described anchor body is to be formed by the anchor pole at center and peripheral self-compacting type concrete concrete or extraordinary resin structure glue immovable fitting; The joint on described anchor pole top be thread forms active joint, go up the active joint of taper hole self-tightening ground tackle/following thread forms or one of go up in welding (casting)/following screw thread active joint, the end section of described anchor pole is isometrical termination or hole enlargement conehead, the above outer headgear pipe that rises that is with of hole enlargement conehead.
Described joint is provided with displacement, pressure transducer; Described pile foundation top is lined with the steel backing plate, places lifting jack on the steel backing plate; Between steel backing plate and reaction frame, be provided with pressure gauge, displacement meter; Described preformed hole is the endoporus of pre-pipe laying, and pre-buried pipe orifice footpath is than the big 10mm of external diameter of anchor body, and pre-buried pipe orifice is enclosed within on the periphery of anchor body top.
Self-anchored method anchor of the present utility model, in the former scope of pile foundation cross section, by axial preformed hole in pile foundation inside, axial force on the anchor body that is embedded in the anchor hole is downloaded to reaction frame and pile foundation, thereby avoided the scope construction anchoring pile of about thirtyfold dowel section area around pile foundation, reduce floor area more than 90%, greatly increased the adaptability of method of testing; The utility model adopts the self-anchored method anchor, removed huge static load counterweight of volume and weight etc. from, the volume and weight of support equipments such as reaction frame has also reduced more than 90%, correspondingly the required mechanical one-shift of heavy transportation, installation, dismounting and a large amount of consumption of manpower have been saved, improved testing efficiency significantly, shortened the test duration, the global test expense only is original 1/6～1/20 level;
Self-anchored method anchor of the present utility model, the anchor project organization is reasonable, and pull bar and anchor pole can adopt the movable binding of screw thread, after test finishes, pull bar can be disassembled to be equipped with later on and repeatedly use economical with materials and cost; The rise structure of headgear pipe of the above overcoat of hole enlargement conehead of anchor pole in the effect running casing tapered expansion of upper pulling force, thereby has guaranteed that the anchor body has superpower axial bearing capacity; The state and the realistic stress of environment of anchor test pile foundation, test confidence level and levels of precision are higher;
The utility model is particularly suitable for large-tonnage, major diameter, reaches the axial carrying force measurement of arbitrarily angled pile foundation, has solved the test difficult problem of puzzlement building/Geotechnical Engineering circle for many years at one stroke, has world lead level.
Description of drawings: now in conjunction with the accompanying drawings the utility model is explained.
Fig. 1 is the structural representation of the utility model embodiment when practical state.
Fig. 2 is the structural representation of rigidity straight-bar pull bar embodiment.
Fig. 3 is the structural representation of special fibre rope pull bar embodiment.
Fig. 4 is the structural representation of wire rope pull bar embodiment.
Embodiment: as shown in Figure 1: a kind of detective pole standard shaft is to the self-anchored method anchor of bearing capacity, its bottom is anchored in the anchor hole, the top is fixed on the reaction frame 3, reaction frame 3 has the lifting jack 11 that is supported on pile foundation 4 end faces, it is characterized in that: the parallel axes of described anchor and pile foundation 4 also is distributed in the cross section scope of pile foundation 4 for how much symmetrically, and its bottom is anchored on the following anchor in bottom surface of pile foundation 4 and cheats in 2.
Described anchor is by being embedded in the anchor body 1-1 that contains anchor pole 1-2 in the anchor hole, being retained in anchor pole 1-2 and joint 5 and the pull bar 1-3 that make progress of anchor hole 2 or more and connecting successively and form; Described pull bar 1-3 be in the pile foundation 4, with the preformed hole 6 of pile foundation parallel axes in and in the reaction frame 3 corresponding perforates, pull bar 1-3 upper end be positioned on the upper surface of reaction frame 3 and with locking head 7 immovable fitting, wherein pull bar 1-3 is not more than 5 ° to the drift angle of the axis of pile foundation 4.
Described joint 5 places are provided with displacement, pressure transducer (not shown); The top of described pile foundation 4 is lined with steel backing plate 8, places lifting jack 11 on the steel backing plate 8; Between steel backing plate 8 and reaction frame 3, be provided with pressure gauge 9, displacement meter 10; Described preformed hole 6 is endoporus of pre-pipe laying 6-0, and pre-pipe laying 6-0 internal orifice dimension is than the big 10mm of external diameter of anchor body 1-1, and the inner hole sleeve of pre-pipe laying 6-0 is on the periphery of anchor body 1-1 top, and in test process, pre-pipe laying 6-0 will be drawn out of or be retained in original position.
As shown in Figure 2: described pull bar 1-3 is that rigidity straight-bar, described locking head 7 are threaded fastener (see figure 1)s; The joint 5 on described anchor pole 1-2 top be on/active joint of following thread forms;
Described anchor body 1-1 is formed with peripheral self-compacting type concrete concrete immovable fitting by the anchor pole 1-2 at center; The end section of described anchor pole 1-2 is the hole enlargement conehead, the above outer headgear pipe 1-20 that rises that is with of hole enlargement conehead.
As shown in Figure 3: described pull bar 1-3 is the special fibre rope; Described locking head 7 is steel roller bearings, and it is pressed on the upper surface of reaction frame 3; The joint 5 on described anchor pole 1-2 top is an active joint of going up taper hole self-tightening ground tackle/following thread forms, and the top of this active joint is anchored at the fiber fag end in the taper hole with tapered plug 5-1, and fastening connection is realized by screw thread and anchor pole 1-2 in the bottom;
Described anchor body 1-1 is formed by the anchor pole 1-2 at center and peripheral extraordinary resin structure glue immovable fitting; The end section of described anchor pole 1-2 is isometrical termination.
As shown in Figure 4: described pull bar 1-3 is a wire rope; Described locking head 7 is taper hole self-tightening ground tackles, and tapered plug 7-1 is anchored at steel wire rope head in the taper hole; Realize and the fastening binding of wire rope 1-3 by last welding (casting)/following screw thread active joint 5 on described anchor pole 1-2 top;
Described anchor body 1-1 is formed with peripheral self-compacting type concrete concrete immovable fitting by the anchor pole 1-2 at center; The end section of described anchor pole 1-2 is the hole enlargement conehead, the above outer headgear pipe 1-20 that rises that is with of hole enlargement conehead.
It is as follows now to sketch operation steps in conjunction with the accompanying drawings: pile foundation 4 heads at curing molding are installed backing plate 8, lifting jack 11, reaction frame 3 successively, and each pull bar 1-3 termination evenly is locked on reaction frame 3 upper surfaces with locking head 7, start lifting jack 11, test and write down to such an extent that concern etc. between the axial displacement of pile foundation 4 and load; After finishing test, in pre-pipe laying 6-0, remove pull bar 1-3: or rigidity straight-bar pull bar unscrewed to take out from screw-threaded coupling 7 and active joint 5 be equipped with usefulness again, or flexible cable unclamped from locking head 7 abandon the preformed hole 6; And then pre-pipe laying 6-0 extracted out from pile foundation 4 be equipped with usefulness again, secondary is irritated the concrete slurry and is solidified in discarded hole then.
Claims (4)
1, a kind of detective pole standard shaft is to the self-anchored method anchor of bearing capacity, its bottom is anchored in the anchor hole, the top is fixed on the reaction frame, reaction frame has the lifting jack that is supported on the pile foundation end face, it is characterized in that: described anchor and pile foundation parallel axes also are distributed in the scope of pile foundation cross section for how much symmetrically, and its bottom is anchored in the following anchor hole, pile foundation bottom surface.
2, detective pole standard shaft as claimed in claim 1 is characterized in that to the self-anchored method anchor of bearing capacity: described anchor is by being embedded in the anchor body that contains anchor pole in the anchor hole, being retained in anchor pole on the anchor hole and joint and the pull bar that makes progress connects successively and forms; Described pull bar is in in the pile foundation and the preformed hole pile foundation parallel axes and in the corresponding perforate of reaction frame, its upper end be positioned on the upper surface of reaction frame and with the locking head immovable fitting, wherein pull bar is not more than 5 ° to the drift angle of pile foundation axis.
3, detective pole standard shaft as claimed in claim 2 is characterized in that to the self-anchored method anchor of bearing capacity: described pull bar is rigidity straight-bar, steel wire, steel tendon, wire rope or special fibre rope; Described locking head is one of in threaded fastener, steel roller bearing or the taper hole self-tightening ground tackle; Described anchor body is to be formed by the anchor pole at center and peripheral self-compacting type concrete concrete or extraordinary resin structure glue immovable fitting; The joint on described anchor pole top be thread forms active joint, go up the active joint of taper hole self-tightening ground tackle/following thread forms or one of go up in welding (casting)/following screw thread active joint, the end section of described anchor pole is isometrical termination or hole enlargement conehead, the above outer headgear pipe that rises that is with of hole enlargement conehead.
4, detective pole standard shaft as claimed in claim 3 is characterized in that to the self-anchored method anchor of bearing capacity: described joint is provided with displacement, pressure transducer; Described pile foundation top is lined with the steel backing plate, places lifting jack on the steel backing plate; Between steel backing plate and reaction frame, be provided with pressure gauge, displacement meter; Described preformed hole is the endoporus of pre-pipe laying, and pre-buried pipe orifice footpath is than the big 10mm of external diameter of anchor body, and pre-buried pipe orifice is enclosed within on the periphery of anchor body top.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 02276919 CN2550752Y (en) | 2002-07-19 | 2002-07-19 | Self anchoring method anchor for pile base test axial bearing force |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 02276919 CN2550752Y (en) | 2002-07-19 | 2002-07-19 | Self anchoring method anchor for pile base test axial bearing force |
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| Publication Number | Publication Date |
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| CN2550752Y true CN2550752Y (en) | 2003-05-14 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 02276919 Expired - Fee Related CN2550752Y (en) | 2002-07-19 | 2002-07-19 | Self anchoring method anchor for pile base test axial bearing force |
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| CN (1) | CN2550752Y (en) |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101806073A (en) * | 2010-04-09 | 2010-08-18 | 上海广联建设发展有限公司 | Resistance-free load test device and method for upper extension section of foundation pile |
| CN102433900A (en) * | 2011-12-27 | 2012-05-02 | 中铁大桥局集团武汉桥梁科学研究院有限公司 | Loading device capable of self checking pressure test for pile foundation bearing capacity test |
| CN104165799A (en) * | 2014-07-28 | 2014-11-26 | 辽宁省水利水电科学研究院 | Anchoring counterforce device for roller compacted concrete in-situ shear test |
| CN104847128A (en) * | 2015-04-24 | 2015-08-19 | 深圳市苏勘岩土工程有限公司 | Material-saving repair method for lifting and leveling floor and floor lifting structure |
| CN102135473B (en) * | 2010-01-25 | 2016-05-18 | 常州市建筑科学研究院股份有限公司 | Building static test buttress suspension apparatus |
| CN105839678A (en) * | 2016-04-11 | 2016-08-10 | 湖北工业大学 | Improved pile foundation vertical bearing capacity test reverse self-balanced method and testing device |
| CN108005132A (en) * | 2017-12-26 | 2018-05-08 | 浙江理工大学 | Compressive Bearing Capacity of Single Pile detection device and from anchor test method |
| CN110439039A (en) * | 2018-05-05 | 2019-11-12 | 杭州西南检测技术股份有限公司 | Loading equipemtn in self balanced method room |
| CN111894051A (en) * | 2020-07-31 | 2020-11-06 | 湖北工业大学 | Reverse self-balancing model test device and test method for pile foundation bearing capacity |
-
2002
- 2002-07-19 CN CN 02276919 patent/CN2550752Y/en not_active Expired - Fee Related
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102135473B (en) * | 2010-01-25 | 2016-05-18 | 常州市建筑科学研究院股份有限公司 | Building static test buttress suspension apparatus |
| CN101806073B (en) * | 2010-04-09 | 2012-04-25 | 上海广联建设发展有限公司 | Resistance-free load test device and method for upper extension section of foundation pile |
| CN101806073A (en) * | 2010-04-09 | 2010-08-18 | 上海广联建设发展有限公司 | Resistance-free load test device and method for upper extension section of foundation pile |
| CN102433900A (en) * | 2011-12-27 | 2012-05-02 | 中铁大桥局集团武汉桥梁科学研究院有限公司 | Loading device capable of self checking pressure test for pile foundation bearing capacity test |
| CN104165799A (en) * | 2014-07-28 | 2014-11-26 | 辽宁省水利水电科学研究院 | Anchoring counterforce device for roller compacted concrete in-situ shear test |
| CN104847128B (en) * | 2015-04-24 | 2017-03-01 | 深圳市苏勘岩土工程有限公司 | A kind of terrace lifts leveling section material restorative procedure |
| CN104847128A (en) * | 2015-04-24 | 2015-08-19 | 深圳市苏勘岩土工程有限公司 | Material-saving repair method for lifting and leveling floor and floor lifting structure |
| CN105839678A (en) * | 2016-04-11 | 2016-08-10 | 湖北工业大学 | Improved pile foundation vertical bearing capacity test reverse self-balanced method and testing device |
| CN105839678B (en) * | 2016-04-11 | 2017-08-15 | 湖北工业大学 | A kind of modified vertical bearing capacity tests reverse self-balancing approach and experimental rig |
| CN108005132A (en) * | 2017-12-26 | 2018-05-08 | 浙江理工大学 | Compressive Bearing Capacity of Single Pile detection device and from anchor test method |
| CN110439039A (en) * | 2018-05-05 | 2019-11-12 | 杭州西南检测技术股份有限公司 | Loading equipemtn in self balanced method room |
| CN110439039B (en) * | 2018-05-05 | 2020-12-18 | 杭州西南检测技术股份有限公司 | Self-balancing test pile indoor loading equipment |
| CN111894051A (en) * | 2020-07-31 | 2020-11-06 | 湖北工业大学 | Reverse self-balancing model test device and test method for pile foundation bearing capacity |
| CN111894051B (en) * | 2020-07-31 | 2021-12-31 | 湖北工业大学 | Reverse self-balancing model test device and test method for pile foundation bearing capacity |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20030514 Termination date: 20100719 |