CN204738324U - Clump of piles basis single pile vertical bearing capacity detecting system - Google Patents
Clump of piles basis single pile vertical bearing capacity detecting system Download PDFInfo
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- CN204738324U CN204738324U CN201520464160.1U CN201520464160U CN204738324U CN 204738324 U CN204738324 U CN 204738324U CN 201520464160 U CN201520464160 U CN 201520464160U CN 204738324 U CN204738324 U CN 204738324U
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Abstract
The utility model discloses a clump of piles basis single pile vertical bearing capacity detecting system. The utility model discloses mainly by test pile, counter -force anchor system, test system composition, the test pile is clump of piles bearing platform foundation center department foundation pile, and the test pile includes that the bearing test section waters the overlap joint section after with, counter -force anchor system comprises engineering stake around the foundation pile and cushion cap, the test system comprises loading system, deformation monitoring system and automatic control system, loading system's hydraulic pressure loading device installs on test pile bearing test section top, the deformation monitoring instrument that warp monitoring system is installed more than cushion cap side ground, through rigidity pole rigid connection between deformation monitoring instrument and the bearing test section. The utility model discloses the ingenious engineering clump of piles bearing platform foundation that borrows uses as counter -force anchor system the utility model discloses test pile foundation bearing capacity is with low costs, need not adjust former engineering stake specification, and experimental aero is reliable, but loading device reuse, and the test pile can regard as the engineering stake to continue to use.
Description
Technical field
The utility model relates to engineering field, particularly relates to a kind of multi-column pier foundation vertical bearing capacity of single pile detection system.
Background technology
Bridge pile foundation many employings multi-column pier foundation Rigid Pile, as the bearing capacity braced structures of bridge pier superstructure, at present when carrying out vertical bearing capacity test, adopts accumulation load method, anchored pile-testing method and self-balancing loading method and high-strain dynamic test method more.
Accumulation load method shortcoming is that required static load balance weight body is large, amount is large, counterweight platform and support heavy so that transport, install, to remove workload huge, testing staff's labour intensity is greatly, poor stability, detection time is very long, testing cost is very high; And often cannot normally detect because of the restriction of transport, place and natural conditions.
Its anchoring pile adopted of anchored pile-testing method mostly is 4 and simultaneously tension, the value of load test depends on the weight of preloading on the breakout capacity of 4 anchoring piles and reaction frame, and just cannot test by described method when static loading test specification is obviously greater than anchoring pile breakout capacity and heap carrying capacity; Therefore, often adopt and original engineering pile to be carried out after specification increasing, as anchoring pile, which increase cost and the time of pile bearing capacity experiment, and the damage of anchoring pile also can be more serious.
Self-balancing approach shortcoming is maximum load amount is load box upper soil horizon pile-side negative friction, and actual pile capacity is stake side positive friction and end resistance sum, pile bearing capacity and test value after converting is caused to there is deviation, and balance point position is accurately selected also restive, often cause test failure main cause simultaneously experiment loading unit be positioned at foundation pile middle and lower part, can not recycle and reuse after having tested.
High-strain dynamic test method shortcoming is that theoretical principle and on-the-spot test parameter value limitation cause result error; Pile crown hammer force is wayward, and strength once the excessive structure will destroying stake, and is not suitable for super long pile loading test.
Utility model content
The purpose of this utility model is to provide a kind of multi-column pier foundation vertical bearing capacity of single pile detection system, for testing the bearing capacity of Bridge Group pile foundation foundation pile.This system overcomes the deficiency of existing vertical bearing capacity detection method, pile measurement result, close to truth, has following several feature: (1) adopts static load method; (2) stake top vertically loads; (3) counterforce device is simple and practical, the recyclable recycling of (4) charger; (5) test operation is simple, and applicability is strong.
The purpose of this utility model is achieved through the following technical solutions:
A kind of multi-column pier foundation vertical bearing capacity of single pile detection system, forms primarily of test pile 1, counter-force anchor system 2, testing inspection system 3.
Test pile 1 is group pile cap 22 base center place foundation pile, by bearing test section 1a and after water lap segment 1b two parts and form.Bearing test section 1a is made up of reinforcing cage 12a and concrete 11a, the pre-buried pressure-bearing steel plate 13 in bearing test section 1a top, for the connection anchoring of test pile 1 with cushion cap 22 end.After water lap segment 1b by overlapping reinforcing cage 12b and rear pouring concrete 11b forms.Overlap joint reinforcing cage 12b two ends are welded in cushion cap 22 end pressure-bearing anchor plate 23 and test pile 1 bearing test section 1a top pressure-bearing steel plate 13 respectively.After water lap segment 1b and construct again after completing test of bearing capacity.
In test pile 1, after water lap segment 1b overlap joint reinforcing cage 12b can with steel pipe cylinder replace, steel pipe cylinder both as bearing structure, again as concrete pouring forms structure.Test pile 1 bearing test section 1a top steel pile casting 14(drill-pouring impact stake executes man-hour requirement at the embedding steel pile casting in pile crown position, prevents collapse hole) do not remove, form encased structures with pressure-bearing steel plate 13, concrete 11a, improve stake end resistance to compression anti-crack ability.
Counter-force anchor system 2 is made up of the cushion cap 22 on engineering pile around foundation pile 21 and stake top.Engineering pile 21 for anchoring is anchored in top cushion cap 22 by pile body reinforcing cage.The pre-buried pressure-bearing anchor plate 23 of cushion cap 22 bottom center, for the connection anchoring of test pile 1 with cushion cap 22.Pressure-bearing anchor plate 23 is anchored in cushion cap 22 by anchor bar 24.
Testing inspection system 3 is made up of loading system 33, DEFORMATION MONITORING SYSTEM 32 and automatic control system 31.Testing inspection system 3 is removed after completing test of bearing capacity.
Loading system 33 comprises fuel reserve tank 33c, oil pipeline 33b, oil pressure gauge 33d and hydraulic loading device 33a.Hydraulic loading device 33a is jack, is arranged on test pile 1 bearing test section 1a top, according to trial load size and condition of work comprehensive selection adopt single jack or multiple jack arranged side by side.
DEFORMATION MONITORING SYSTEM 32 comprises deformation monitoring instrument 32a and rigid rod 32b, and deformation monitoring instrument 32a is the device such as dial gauge or dial gage.Deformation monitoring instrument 32a is arranged on more than ground, cushion cap 22 side, convenient observation.Be rigidly connected by rigid rod 32b between deformation monitoring instrument 32a and test pile 1 bearing test section 1a, because test pile 1 bearing test section 1a is synchronous with the distortion of rigid rod 32b, realize the monitoring to stake distortion by the distortion of measuring rigid rod 32b.
Automatic control system 31 is made up of control system 31a and sensor apparatus 31b, and control system 31a to be connected with loading system 33 and DEFORMATION MONITORING SYSTEM 32 by sensor 31b and to control it.
The step using said detecting system to test the method for bearing capacity of pile foundation is:
Step one: according to test requirements document, selects suitable multi-column pier foundation, requires that cushion cap 22 end is placed on ground, and group pile cap 22 basis is biaxially arranged symmetrically with, and cushion cap 22 meets the requirement of rigidity angle.
Step 2: pile foundation support table 22 of constructing according to a conventional method, selects cushion cap 22 center foundation pile to be test pile 1, requires that there is certain distance at distance cushion cap 22 end, test pile 1 bearing test section 1a top, meets hydraulic loading device 33a installing space.
Step 3: test pile 1 bearing test section 1a top and cushion cap 22 end corresponding position pre-buried pressure-bearing steel plate 13 and pre-buried pressure-bearing anchor plate 23.
Step 4: cushion cap 22 end excavation test operation passage 4, requires multi-column pier foundation disturbance little, meet manual operation and experimental rig arrangement space.
Step 5: install vertical hydraulic loading device 33a on test pile 1 bearing test section 1a top, and the fuel reserve tank 33c supporting with hydraulic loading device 33a is installed, oil pipeline 33b, oil pressure gauge 33d; Deformation monitoring instrument 32a is installed in cushion cap 22 side, and deformation monitoring instrument 32a is rigidly connected by rigid rod 32b and test pile 1 bearing test section 1a.Then automatic control system 31 is installed.
Step 6: carry out hierarchical loading according to set testing program, complete load test.
Step 7: remove testing inspection system 3, carry out test pile lap segment 1b and construct.Welded lap reinforcing cage 12b two ends are in cushion cap 22 end pressure-bearing anchor plate 23 and test pile 1 bearing test section 1a top pressure-bearing steel plate 13 respectively, and install lap segment template 5, concrete perfusion 11b completes pile crown pile extension.
Step 8: backfill cushion cap 22 end operating walk way 4 after off-test, carries out cushion cap 22 and protects, complete test.
Compared to existing technology, consider that railway systems bridge pile foundation many employings multi-column pier foundation Rigid Pile is as superstructure braced structures, the ingenious engineering group pile cap basis of using of the utility model is as counter-force anchor system, the detection system test bearing capacity of pile foundation provided, do not adjust former engineering pile specification, result of the test is intuitive and reliable, loading equipemtn can reuse, test pile can be used as engineering pile to be continued to use, and experimentation cost is low, good in economic efficiency.
Accompanying drawing explanation
Fig. 1 is the utility model test schematic diagram;
Fig. 2 is the utility model testing inspection system scheme of installation;
Fig. 3 is the utility model test pile pile extension schematic diagram;
Fig. 4 is the utility model test pile pile extension assembly drawing;
Fig. 5 is the utility model multi-column pier foundation layout schematic diagram;
In figure, 1-test pile, 1a-bearing test section, 11a-concrete, 12a-reinforcing cage, 13-pressure-bearing steel plate, 14-steel pile casting, waters lap segment after 1b-, pouring concrete after 11b-, and 12b-overlaps reinforcing cage, 5-lap segment template; 2-counter-force anchor system, 21-engineering pile, 22-cushion cap, 23-pressure-bearing anchor plate, 24-anchor bar; 3-testing inspection system, 31-automatic control system, 31a-control system, 31b-sensor apparatus, 32-DEFORMATION MONITORING SYSTEM, 32a-deformation monitoring instrument, 32b-rigid rod, 33-loading system, 33a-hydraulic loading device, 33b-oil pipeline, 33c-fuel reserve tank, 33d-oil pressure gauge, 4-operating walk way.
Detailed description of the invention
Below in conjunction with embodiment and accompanying drawing, the utility model is described in further detail, and these explanations are convenient to be well understood to the utility model, but they do not form the utility model and limit.
Embodiment 1
A kind of multi-column pier foundation vertical bearing capacity of single pile detection system, its schematic diagram as shown in Figure 1 to 4, forms primarily of test pile 1, counter-force anchor system 2, testing inspection system 3.
Test pile 1 is group pile cap 22 base center place foundation pile, by bearing test section 1a and after water lap segment 1b two parts and form.Bearing test section 1a is made up of reinforcing cage 12a and concrete 11a, the pre-buried pressure-bearing steel plate 13 in bearing test section 1a top, for the connection anchoring of test pile 1 with cushion cap 22 end.After water lap segment 1b by overlapping reinforcing cage 12b and rear pouring concrete 11b forms.Overlap joint reinforcing cage 12b two ends are welded in cushion cap 22 end pressure-bearing anchor plate 23 and test pile 1 bearing test section 1a top pressure-bearing steel plate 13 respectively.After water lap segment 1b and construct again after completing test of bearing capacity.
In test pile 1, after water lap segment 1b overlap joint reinforcing cage 12b can with steel pipe cylinder replace, steel pipe cylinder both as bearing structure, again as concrete pouring forms structure.Test pile 1 bearing test section 1a top steel pile casting 14(drill-pouring impact stake execute man-hour requirement at pile crown position embedding steel pile casting 14, prevent collapse hole) do not remove, form encased structures with pressure-bearing steel plate 13, concrete 11a, improve stake end resistance to compression anti-crack ability.
Counter-force anchor system 2 is made up of the cushion cap 22 on engineering pile around foundation pile 21 and stake top.Engineering pile 21 for anchoring is anchored in top cushion cap 22 by pile body reinforcing cage.The pre-buried pressure-bearing anchor plate 23 of cushion cap 22 bottom center, for the connection anchoring of test pile 1 with cushion cap 22.Pressure-bearing anchor plate 23 is anchored in cushion cap 22 by anchor bar 24.
Testing inspection system 3 is made up of loading system 33, DEFORMATION MONITORING SYSTEM 32 and automatic control system 31.Testing inspection system 3 is removed after completing test of bearing capacity.
Loading system 33 comprises fuel reserve tank 33c, oil pipeline 33b, oil pressure gauge 33d and hydraulic loading device 33a.Hydraulic loading device 33a is jack, is arranged on test pile 1 bearing test section 1a top, according to trial load size and condition of work comprehensive selection adopt single jack or multiple jack arranged side by side.
DEFORMATION MONITORING SYSTEM 32 comprises deformation monitoring instrument 32a and rigid rod 32b, and deformation monitoring instrument 32a is the device such as dial gauge or dial gage.Deformation monitoring instrument 32a is arranged on more than ground, cushion cap 22 side, convenient observation.Be rigidly connected by rigid rod 32b between deformation monitoring instrument 32a and test pile 1 bearing test section 1a, because test pile 1 bearing test section 1a is synchronous with the distortion of rigid rod 32b, realize the monitoring to stake distortion by the distortion of measuring rigid rod 32b.
Automatic control system 31 is made up of control system 31a and sensor apparatus 31b, and control system 31a to be connected with loading system 33 and DEFORMATION MONITORING SYSTEM 32 by sensor 31b and to control it.
The step using said detecting system to test the method for bearing capacity of pile foundation is:
Step one: according to test requirements document, selects suitable multi-column pier foundation, requires that cushion cap 22 end is placed on ground, and group pile cap 22 basis is biaxially arranged symmetrically with (Fig. 5), and cushion cap 22 meets the requirement of rigidity angle.
Step 2: pile foundation support table 22 of constructing according to a conventional method, selects cushion cap 22 center foundation pile to be test pile 1, requires that there is certain distance at distance cushion cap 22 end, test pile 1 bearing test section 1a top, meets hydraulic loading device 33a installing space.
Step 3: test pile 1 bearing test section 1a top and cushion cap 22 end corresponding position pre-buried pressure-bearing steel plate 13 and pre-buried pressure-bearing anchor plate 23.
Step 4: cushion cap 22 end excavation test operation passage 4, requires multi-column pier foundation disturbance little, meet manual operation and experimental rig arrangement space.
Step 5: install vertical hydraulic loading device 33a on test pile 1 bearing test section 1a top, and fuel reserve tank 33c, oil pipeline 33b, the oil pressure gauge 33d supporting with hydraulic loading device 33a are installed; Deformation monitoring instrument 32a is installed in cushion cap 22 side, and deformation monitoring instrument 32a is rigidly connected by rigid rod 32b and test pile 1 bearing test section 1a.Then automatic control system 31 is installed.
Step 6: carry out hierarchical loading according to set testing program, complete load test.
Step 7: remove testing inspection system 3, carry out test pile lap segment 1b and construct.Welded lap reinforcing cage 12b two ends are in cushion cap 22 end pressure-bearing anchor plate 23 and test pile 1 bearing test section 1a top pressure-bearing steel plate 13 respectively, and install lap segment template 5, concrete perfusion 11b completes pile crown pile extension.
Step 8: backfill cushion cap 22 end operating walk way 4 after off-test, carries out cushion cap 22 and protects, complete test.
The content that this manual is not described in detail belongs to and well known to a person skilled in the art prior art.
Claims (6)
1. a multi-column pier foundation vertical bearing capacity of single pile detection system, is characterized in that: primarily of test pile (1), counter-force anchor system (2), testing inspection system (3) composition;
Test pile (1) is group pile cap (22) base center place foundation pile, and test pile (1) comprises bearing test section (1a); Bearing test section (1a) is made up of reinforcing cage (12a) and concrete (11a), the pre-buried pressure-bearing steel plate (13) in bearing test section (1a) top;
Counter-force anchor system (2) is made up of engineering pile around foundation pile (21) and cushion cap (22); Engineering pile (21) is anchored in top cushion cap (22) by pile body reinforcing cage; The pre-buried pressure-bearing anchor plate (23) of cushion cap (22) bottom center, pressure-bearing anchor plate (23) is anchored in cushion cap (22) by anchor bar (24);
Testing inspection system (3) is made up of loading system (33), DEFORMATION MONITORING SYSTEM (32) and automatic control system (31);
Loading system (33) comprises fuel reserve tank (33c), oil pipeline (33b), oil pressure gauge (33d) and hydraulic loading device (33a); Hydraulic loading device (33a) is arranged on test pile (1) bearing test section (1a) top;
DEFORMATION MONITORING SYSTEM (32) comprises deformation monitoring instrument (32a) and rigid rod (32b); Deformation monitoring instrument (32a) is arranged on more than cushion cap (22) ground, side; Be rigidly connected by rigid rod (32b) between deformation monitoring instrument (32a) and test pile (1) bearing test section (1a);
Automatic control system (31) is made up of control system (31a) and sensor apparatus (31b), and control system (31a) to be connected with loading system (33) and DEFORMATION MONITORING SYSTEM (32) by sensor (31b) and to control it.
2. multi-column pier foundation vertical bearing capacity of single pile detection system according to claim 1, it is characterized in that: after described test pile (1) also comprises, water lap segment (1b), after water lap segment (1b) by overlap joint reinforcing cage (12b) and rear pouring concrete (11b) form; Overlap joint reinforcing cage (12b) two ends are welded in cushion cap (22) end pressure-bearing anchor plate (23) and test pile (1) bearing test section (1a) top pressure-bearing steel plate (13) respectively.
3. multi-column pier foundation vertical bearing capacity of single pile detection system according to claim 2, is characterized in that: after water lap segment (1b) overlap joint reinforcing cage (12b) steel pipe cylinder replace.
4. multi-column pier foundation vertical bearing capacity of single pile detection system according to claim 1, is characterized in that: the embedding steel pile casting (14) in test pile (1) bearing test section (1a) top is not removed.
5. multi-column pier foundation vertical bearing capacity of single pile detection system according to claim 1, is characterized in that: described hydraulic loading device (33a) is jack.
6. multi-column pier foundation vertical bearing capacity of single pile detection system according to claim 1, is characterized in that: described deformation monitoring instrument (32a) is dial gauge or dial gage.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201520464160.1U CN204738324U (en) | 2015-07-01 | 2015-07-01 | Clump of piles basis single pile vertical bearing capacity detecting system |
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| CN201520464160.1U CN204738324U (en) | 2015-07-01 | 2015-07-01 | Clump of piles basis single pile vertical bearing capacity detecting system |
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| CN204738324U true CN204738324U (en) | 2015-11-04 |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105735378A (en) * | 2016-04-11 | 2016-07-06 | 湖北工业大学 | Reverse self-balancing method for pile foundation vertical bearing capacity test and test device |
| CN107724442A (en) * | 2017-10-16 | 2018-02-23 | 浙江煤炭测绘院 | A kind of static load resistance to compression lotus experimental rig |
| CN108612136A (en) * | 2018-05-25 | 2018-10-02 | 深圳市岩土工程有限公司 | A kind of the test pile structure and construction method of engineering pile pile extension |
| CN108894258A (en) * | 2018-04-04 | 2018-11-27 | 中南林业科技大学 | A kind of test method of multi-column pier foundation bearing ratio in piles and soils |
| CN110607811A (en) * | 2019-10-25 | 2019-12-24 | 中铁第四勘察设计院集团有限公司 | Pile group loading test device and method for simulating high-speed rail bridge operation load |
| CN111289351A (en) * | 2020-03-23 | 2020-06-16 | 中铁二院工程集团有限责任公司 | Composite light pile group pile bearing capacity detection device, system and method |
| CN111896357A (en) * | 2020-07-31 | 2020-11-06 | 湖北工业大学 | Model test device for testing bearing capacity of karst pile foundation by utilizing reverse self-balancing method and preparation method thereof |
| CN113431104A (en) * | 2021-07-13 | 2021-09-24 | 中南大学 | Single-pile static load test device and method for providing counter force by combining pile group and bearing platform |
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2015
- 2015-07-01 CN CN201520464160.1U patent/CN204738324U/en not_active Expired - Fee Related
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105735378A (en) * | 2016-04-11 | 2016-07-06 | 湖北工业大学 | Reverse self-balancing method for pile foundation vertical bearing capacity test and test device |
| CN107724442A (en) * | 2017-10-16 | 2018-02-23 | 浙江煤炭测绘院 | A kind of static load resistance to compression lotus experimental rig |
| CN108894258A (en) * | 2018-04-04 | 2018-11-27 | 中南林业科技大学 | A kind of test method of multi-column pier foundation bearing ratio in piles and soils |
| CN108612136A (en) * | 2018-05-25 | 2018-10-02 | 深圳市岩土工程有限公司 | A kind of the test pile structure and construction method of engineering pile pile extension |
| CN110607811A (en) * | 2019-10-25 | 2019-12-24 | 中铁第四勘察设计院集团有限公司 | Pile group loading test device and method for simulating high-speed rail bridge operation load |
| CN111289351A (en) * | 2020-03-23 | 2020-06-16 | 中铁二院工程集团有限责任公司 | Composite light pile group pile bearing capacity detection device, system and method |
| CN111896357A (en) * | 2020-07-31 | 2020-11-06 | 湖北工业大学 | Model test device for testing bearing capacity of karst pile foundation by utilizing reverse self-balancing method and preparation method thereof |
| CN111896357B (en) * | 2020-07-31 | 2023-06-16 | 湖北工业大学 | Model test device for testing karst pile foundation bearing capacity by reverse self-balancing method and preparation method thereof |
| CN113431104A (en) * | 2021-07-13 | 2021-09-24 | 中南大学 | Single-pile static load test device and method for providing counter force by combining pile group and bearing platform |
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