CN204898744U - Pile foundation resistance to plucking resistance to compression testing system - Google Patents
Pile foundation resistance to plucking resistance to compression testing system Download PDFInfo
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- CN204898744U CN204898744U CN201520544697.9U CN201520544697U CN204898744U CN 204898744 U CN204898744 U CN 204898744U CN 201520544697 U CN201520544697 U CN 201520544697U CN 204898744 U CN204898744 U CN 204898744U
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- 238000012360 testing method Methods 0.000 title claims abstract description 88
- 230000006835 compression Effects 0.000 title abstract description 9
- 238000007906 compression Methods 0.000 title abstract description 9
- 238000006073 displacement reaction Methods 0.000 claims abstract description 30
- 238000004873 anchoring Methods 0.000 claims description 38
- 238000006243 chemical reaction Methods 0.000 claims description 11
- 238000001514 detection method Methods 0.000 claims description 7
- 238000012669 compression test Methods 0.000 abstract description 19
- 239000000463 material Substances 0.000 abstract description 4
- 238000002474 experimental method Methods 0.000 abstract description 2
- 238000007586 pull-out test Methods 0.000 description 23
- 238000009434 installation Methods 0.000 description 13
- 238000000034 method Methods 0.000 description 13
- 230000003068 static effect Effects 0.000 description 10
- 238000010276 construction Methods 0.000 description 8
- 230000000694 effects Effects 0.000 description 6
- 238000013461 design Methods 0.000 description 4
- 238000010998 test method Methods 0.000 description 3
- 238000012790 confirmation Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 238000012795 verification Methods 0.000 description 2
- 241000276425 Xiphophorus maculatus Species 0.000 description 1
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- 230000006837 decompression Effects 0.000 description 1
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- 238000003912 environmental pollution Methods 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
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- 238000012986 modification Methods 0.000 description 1
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Abstract
The utility model provides a pile foundation resistance to plucking resistance to compression testing system, it is main including fixing the experimental pile cover on the pile foundation top, lie in the rigidity girder top, that both ends are fixed of experimental pile cover, the ballast jack of setting between experimental pile cover and rigidity girder, it carries a counter -force piece to be located rigidity girder drawing directly over, the upper end with draw carry that the counter -force piece is connected, the lower extreme pass on the experimental pile cover the through -hole with test many that the pile cover is connected and draw a year pull rod, detect the displacement meter of the vertical direction displacement of pile foundation. Draw the lower extreme that carries the pull rod to twist to draw and carry a nut, draw a year jack drawing to carry to be provided with between counter -force piece and the rigidity girder. The utility model discloses a pile foundation resistance to plucking resistance to compression testing system can conveniently switch between compression test and resistance to plucking experiment under the condition of not demolising the testing system main part after one -time Setup accomplishes, has greatly reduced the cycle of resistance to plucking compression test, has reduced manpower, material resources consumption, makes experimentation cost greatly reduced.
Description
Technical field
The utility model relates to a kind of pile foundation pulling-resistant and pressure-resistant pilot system.
Background technology
In recent years, wind power industry obtains fast development, by one of the main stream becoming China in future.Because marine wind electric field has the advantages such as not land occupation resource, generating efficiency be high, free from environmental pollution, Oversea wind power generation becomes one of important energy industry developing direction.
Offshore wind turbine is made up of three parts usually: tower head, pylon, basis.The basis of wind-driven generator is in marine environment, not only will bear dead load, wind load, also will bear wave, drag force etc.; Meanwhile, wind-driven generator itself all has very strict requirement to soil rigidity, basic inclination angle and vibration frequency etc.; And the construction cost of wind driven generator base occupies larger proportion in the cost of oceanic winds power generator, accounting for 20% ~ 30% of whole engineering cost, is main cost risk, most important to complete machine safety.Pile foundation is the foundation of wind-driven generator unit that application is maximum at present, in order to obtain detailed and reliable bearing capacity parameter, to check resistance to compression, resistance to plucking, horizontal bearing capacity, ensure the safety of engineering design, need to carry out resistance to compression, single tension pile vertical static load test to foundation pile.The result of the test obtained also can be the construction documents design phase and optimizes Pile Foundations Design further and provide foundation.But static load test is carried out to the pile foundation of wind-driven generator and needs offshore construction operation, outstanding by monsoon, typhoon, cold wave, greasy weather and prominent wind effect, equipment, material, personnel's transport affect by flood tide, submarine optical fiber cable in construction area, cable are many, affect construction ship to cast anchor operation, engineering structures is complicated, and the duration is tight, cross-operation is many, and power supply for construction management difficulty is large.
Self lift type wind turbine installation vessel plays very important effect in assembling process at sea, and this ship, in operation process, carrys out bearing load by four spud legs and shoe, carries out construction operation off sea for ship top.China's offshore wind farm construction area major part is all belong to soft soil underlayer, and self lift type wind turbine installation vessel spud leg when construction operation needs to insert the certain degree of depth in mud face, and some region plug-in depth of pile can reach more than 20 meter.Operation is carried out pile pulling and is moved ship time in such cases, above pulls out resistance because enter mud excessively deeply become very large, supporting leg pulls out usually very difficult, in order to reduce supporting leg uplift force, need carry out the pulling-resistant and pressure-resistant test of repeatedly shoe supporting leg, to determine the insertion depth that footing is suitable.
Only can carry out ballast or draw carrying test after being applied to the pile foundation of above-mentioned oceanic winds power generator or the pulling-resistant and pressure-resistant pilot system single installation of self lift type pile legs of wind power installation ship at present, ballast test can not be completed and draw after single installation test system and carry test, after completing single test, need that dismounting is carried out to pilot system reinstall ability change trial form, use labor intensive, material resources, and consuming time longer, cost is larger.
Utility model content
The shortcoming of prior art in view of the above, the purpose of this utility model is to provide a kind of pile foundation pulling-resistant and pressure-resistant pilot system, after single installation test system, can switch the pullout tests pattern of pile foundation and compression test pattern easily.
For achieving the above object and other relevant objects, the utility model provides a kind of pile foundation pulling-resistant and pressure-resistant pilot system, comprises with lower part: test pile cover, is fixed on pile foundation top, and test pile cover has multiple through hole; Main reaction frame, comprises the rigidity girder that two ends are fixing, and rigidity girder is positioned at the top of test pile cover; Ballast jack, is arranged between test pile cover and rigidity girder; Draw and carry counter-force block, be positioned at directly over rigidity girder; Draw and carry jack, be arranged on to draw and carry between counter-force block and rigidity girder; Many are drawn and carry a pull bar, and upper end is carried a counter-force block and is connected with drawing, and lower end is through the through hole tested on pile cover, and lower end is screwed with and draws a year nut; Displacement meter, the displacement produced at vertical direction owing to bearing applied load in order to detection of pier foundation.
Further, a dismountable cushion block is provided with between the upper end of described ballast jack and the bottom of rigidity girder.
Preferably, described ballast jack is multiple, and multiple ballast jack distributes symmetrically about pile foundation central axis.
Preferably, described in draw carry a jack be multiple, multiple draw carry a jack distribute symmetrically about pile foundation central axis.
Further, described main reaction frame also comprises two rigidity side bars, and the two ends of described rigidity girder are respectively connected with the middle part of a rigidity side bar is vertical, and the two ends of every bar rigidity side bar are respectively fixedly connected with an anchoring pile.
Further, each anchoring pile is arranged regularly an anchoring pile pile cover, the top of rigidity side bar is provided with fixture block, is connected with many pull bars between fixture block and anchoring pile pile cover, thus rigidity side bar and anchoring pile is linked together.
Further, clamp the end of rigidity girder and the middle part of rigidity side bar from upper and lower both direction respectively by two fixture blocks, between two fixture blocks, be connected with many pull bars, thus rigidity girder and rigidity side bar are linked together.
Further, described ballast jack is hydraulic jack with drawing to carry on jack.
Further, described ballast and draw the pressure sensor carrying and device is provided with and detects institute's imposed load.
The utility model additionally provides and utilizes the pile foundation pulling-resistant and pressure-resistant pilot system involved by the utility model to carry out the method tested: 1), check that confirmation is drawn and carry a jack and be in unloaded state, make the two ends of ballast jack respectively with the bottom of rigidity girder with test pile cover and contact; 2), all year nuts that draws carrying pull bar lower end that draws are removed; 3), open ballast jack, pressure is applied to pile foundation, carries out compression test; 4), by ballast lifting jack unloading, make to vacate a segment distance between the bottom of the top of ballast jack and rigidity girder; 5), will year nut that draws carrying pull bar lower end be drawn all to install and tighten; 6), opening to draw and carry jack, by drawing a year pull bar to apply pulling force to pile foundation, carrying out pullout tests.
As mentioned above, a kind of pile foundation pulling-resistant and pressure-resistant pilot system of the present utility model, there is following beneficial effect: a kind of pile foundation pulling-resistant and pressure-resistant pilot system of the present utility model can after once mounting completes, can switch between compression test and pullout tests easily when not removing pilot system main body, considerably reduce the cycle of pulling-resistant and pressure-resistant test, reduce human and material resources consumption, experimentation cost is reduced greatly.
Accompanying drawing explanation
Fig. 1 is the front view of the pile foundation pulling-resistant and pressure-resistant pilot system of the utility model embodiment.
Fig. 2 is the top view of the pile foundation pulling-resistant and pressure-resistant pilot system of the utility model embodiment.
Fig. 3 is the zoomed-in view at C place in Fig. 1.
Fig. 4 is A-A sectional view in Fig. 2.
Fig. 5 is B-B sectional view in Fig. 2.
The resistance to compression of battery of tests that Fig. 6 carries out for use pile foundation pulling-resistant and pressure-resistant of the present utility model pilot system and the load-displacement curves figure of pullout tests.
The load-displacement curves figure of the compression test of second group of test that Fig. 7 carries out for use pile foundation pulling-resistant and pressure-resistant of the present utility model pilot system.
The load-displacement curves figure of the pullout tests of second group of test that Fig. 8 carries out for use pile foundation pulling-resistant and pressure-resistant of the present utility model pilot system.
Piece mark explanation
1 pile foundation 91 anchoring pile pile cover
11 test pile covers 3 draw and carry counter-force block
2 main reaction frame 4 ballast jack
21 rigidity girder 42 cushion blocks
22 rigidity side bars 5 draw and carry jack
On 23 girders, fixture block 6 draws and carries pull bar
Under 24 girders, fixture block 61 draws and carries nut
25 girder pull bar 7 benchmark framves
26 side bar fixture block 71 reference pegss
27 side bar pull bar 72 datum line beams
9 anchoring piles
Detailed description of the invention
Below by way of specific instantiation, embodiment of the present utility model is described, those skilled in the art the content disclosed by this manual can understand other advantages of the present utility model and effect easily.The utility model can also be implemented or be applied by detailed description of the invention different in addition, and the every details in this manual also can based on different viewpoints and application, carries out various modification or change not deviating under spirit of the present utility model.
Pile foundation pulling-resistant and pressure-resistant pilot system involved by the utility model is with thinking that the pile foundation assigned in ground carries out pulling-resistant and pressure-resistant test, Fig. 1 is shown as the front view of the pile foundation pulling-resistant and pressure-resistant pilot system of the utility model embodiment, refer to Fig. 1, pile foundation 1 is for carrying out the object of pulling-resistant and pressure-resistant test, the lower end of pile foundation 1 is inserted in ground, a kind of pile foundation pulling-resistant and pressure-resistant pilot system that the utility model provides comprises with lower part: test pile cover 11, be fixed on pile foundation 1 top, test pile cover 11 is provided with multiple through hole; Main reaction frame 2, is positioned at the top of test pile cover 11, comprises the rigidity girder 21 that two ends are fixing; Ballast jack 4, is arranged between test pile cover 11 and rigidity girder 21; Draw and carry counter-force block 3, be positioned at directly over rigidity girder 21; Draw and carry jack 5, be arranged on to draw and carry between counter-force block 3 and rigidity girder 21; Many are drawn a year pull bar 6, and upper end is connected with drawing a year counter-force block 3, and lower end, through the through hole on test pile cover 11, is drawn the lower end of carrying pull bar 6 to be screwed with and drawn a year nut 61; Displacement meter, the displacement produced at vertical direction owing to bearing applied load in order to detection of pier foundation 1.After the pile foundation pulling-resistant and pressure-resistant pilot system involved by the utility model has been built, when carrying out compression test, all drawing is carried a nut 61 and screwed down, test pile cover 11 move down not affect in loading procedure; Open ballast jack 4 to load, the upper end of ballast jack 4 be against rigidity girder 21 bottom, the lower end of ballast jack 4 is against the top of testing pile cover 11 and loads pile foundation 1, hard-wired rigidity girder 21 provides downward counter-force for ballast jack 4, under the effect of ballast jack 4, pile foundation 1 moves downward generation displacement, and displacement meter detects the displacement that pile foundation 1 is downward and passes to computer system.When carrying out pullout tests, the lower end of carrying pull bar 6 is drawn by drawing year nut 61 to be screwed in, ballast jack 4 is unloaded and makes its top move down certain distance, make to vacate certain distance between the top of ballast jack 4 and rigidity girder 21, test pile cover 11 move up not affect in loading procedure, unlatching draws a year jack 5 to load, draw a year jack 5 to draw and carry a counter-force block 3 upwards jack-up, year counter-force block 3 is drawn upwards to be pulled up by test pile cover 11 by drawing a year pull bar 6, pile foundation 1 is made to produce displacement upwards, displacement meter detects pile foundation 1 displacement upwards and passes to computer system.
For a kind of pile foundation pulling-resistant and pressure-resistant pilot system of the present utility model, draw the upper end of carrying pull bar 6 can be fixed on the bottom of drawing and carrying counter-force block 3, can be as shown in Figure 1, through hole is set drawing to carry on counter-force block 3, to the upper end of carrying pull bar 6 be drawn through drawing the through hole carried on counter-force block 3, and drawing the upper end mounting nuts carrying pull bar 6; In a word, when drawing a year jack 5 to load, drawing year counter-force block 3 be able to drive and drawing a year pull bar 6 to move upward.In the present embodiment, as shown in Figure 1, arrange a flange, flange is provided with multiple through hole at the top of test pile cover 11, many are drawn the lower end of carrying pull bar 6 through the through hole on flange, draw the lower end of carrying pull bar 6 to be provided with nut.Many are drawn and carry pull bar 6 around the distribution of pile foundation 1 central axis, and are symmetrical arranged about the central axis of pile foundation 1, can ensure like this draw carry time, pile foundation 1 stress balance.The shape of rigidity girder 21 is not limited to the cuboid formula structure shown in Fig. 1, and it also can be arranged to wider structure, is arranged to platy structure.If rigidity girder 21 is wider, can with draw carry a pull bar 6 produces interfere time, hole can be opened pass freely through for drawing a year pull bar 6 on rigidity girder 21.Test pile cover 11 can realize like this with the mode that is fixedly connected with between pile foundation 1: fix many studs on the top of pile foundation 1, test pile cover 11 arranges the multiple countersunk head through holes adapted with stud, these studs penetrate in countersunk head through hole respectively, and at the top mounting nuts of stud, test pile cover 11 and pile foundation 1 are fixed.Test pile cover 11 is not limited thereto with the mode that is fixedly connected with of pile foundation 1, as long as test pile cover 11 reliably can be fixed with pile foundation 1 and can dismantle.
Further, for the ease of operation, as shown in Figure 1, can be provided with a dismountable cushion block 42 between the upper end of ballast jack 4 and the bottom of rigidity girder 21, the height of cushion block 42 is wanted rationally.When needing to carry out pullout tests, cushion block 42 is disassembled and can make to vacate certain distance between the top of the bottom of rigidity girder 21 and ballast jack 4, test pile cover 11 move up not affect in loading procedure.Ballast jack 4 and test pile cover 11 between, draw carry jack 5 and also can cushion block be set between rigidity girder 21, the surface ratio of cushion block is more smooth, has good contact to ensure uniform force between cushion block and jack.
Further, as shown in Figure 1, main reaction frame 3 also comprises two rigidity side bars 22, and the two ends of described rigidity girder 21 are respectively connected with the middle part of a rigidity side bar 22 is vertical, and the two ends of every bar rigidity side bar 22 are respectively fixedly connected with an anchoring pile 9.As shown in Figure 2, one group of anchoring pile is set respectively in the both sides of pile foundation 1, often organizes anchoring pile and comprise two anchoring piles; Often organize load on anchoring pile and put a rigidity side bar 22, two ends and the anchoring pile 9 of rigidity side bar 22 are fixed, and the two ends load of rigidity girder 21 is placed on rigidity side bar 22, and two ends and the rigidity side bar 22 of rigidity girder 21 are fixed.In the present embodiment, two ends and anchoring pile 9 fixed form of rigidity side bar 22 are as follows: as shown in Figure 4, each anchoring pile 9 is arranged regularly an anchoring pile pile cover 91, the top of anchoring pile pile cover 91 is a flange, the lower end of anchoring pile pile cover 91 is fixed on the top of anchoring pile 9, a side bar fixture block 26 is matingly provided with each anchoring pile pile cover 91, side bar fixture block 26 and anchoring pile pile cover 91 clamp rigidity side bar 22 end from upper and lower both direction respectively, many side bar pull bars 27 are connected with between the flange of side bar fixture block 26 and anchoring pile pile cover 91, anchoring pile pile cover 91 and side bar fixture block 26 are strained by many side bar pull bars 27.The middle part fixed form of rigidity girder 21 two ends and rigidity side bar 22 is as follows: as shown in Figure 5, below above rigidity girder 21 end and in the middle part of rigidity side bar 22 to configure on a girder fixture block 24 under fixture block 23 and a girder respectively, on girder, under fixture block 23 and girder, fixture block 24 is clamped in the middle part of rigidity girder 21 end and rigidity side bar 22 from upper and lower both direction respectively, girder is connected with many girder pull bars 25 between fixture block 24 under fixture block 23 and girder, fixture block 24 under fixture block on girder 23 and girder is strained by many girder pull bars 25, to clamp rigidity girder 21 and rigidity side bar 22.The mode that is fixedly connected with between anchoring pile pile cover 91 with anchoring pile 9 can realize like this: fix many studs on the top of anchoring pile 9, anchoring pile pile cover 91 arranges the multiple countersunk head through holes matched with stud, described stud penetrates in countersunk head through hole, and at the top mounting nuts of stud, anchoring pile pile cover 91 and anchoring pile 9 are fixed.Anchoring pile pile cover 91 is not limited thereto with the mode that is fixedly connected with of anchoring pile 9, as long as also can be able to dismantle reliably fixing to anchoring pile pile cover 91 and anchoring pile 9.
Ballast jack 4 can be a jack that can provide enough large load, the central axis of jack and pile foundation central axes even to ensure pile foundation stand under load.Ballast jack 4 also can be multiple, multiple ballast jack 4 distributes around pile foundation central axis, and be symmetrical arranged about pile foundation central axis, the connection parallel with one another of multiple ballast jack 4, the equal same specification of multiple jack, same model, and rating curve is close, even to ensure pile foundation 1 stand under load.
In like manner, draw carry a jack 5 can be a jack that enough large load can be provided, the central axis of jack and pile foundation central axes even to ensure pile foundation 1 stand under load.It also can be multiple for drawing and carrying jack 5, multiple year jack 5 that draws distributes around pile foundation central axis, and be symmetrical arranged about pile foundation central axis, multiple drawing carries jack 5 connection parallel with one another, the equal same specification of multiple jack, same model, and rating curve is close, even to ensure pile foundation 1 stand under load.
Hydraulic jack has the advantage that load is large, be easy to control, in the present embodiment, draws year jack 5 and ballast jack 4 to be hydraulic jack, by high-precision oil-pressure table controlled pressure.Certain jack can also select other be suitable for load device, as jackscrew, hydraulic jack etc.
As shown in Figure 3, for the ease of installing displacement meter, arranging a hard-wired benchmark frame 7, be arranged on by displacement meter on benchmark frame 7 in the below of test pile cover, benchmark frame 7 is independent relative to pile foundation 1 fixing, not by the impact of pile foundation 1 displacement downward or upward.In the present embodiment, benchmark frame 7 is made up of reference pegs 71 and datum line beam 72, in ground below test pile cover 11, multiple reference pegs 71 is installed regularly, datum line beam 72 is fixed with between multiple reference pegs 71, contactless displacement meter is arranged on datum line beam 72, with the upper and lower displacement of detection experiment pile cover 11; Certainly, displacement meter also can be arranged in pile foundation 1; Or employing contact displacement meter, its two ends are arranged on pile foundation 1 and benchmark frame 7 respectively; With the displacement of detection of pier foundation 1 relative to benchmark frame 7.
Carry jack 5 be applied to load in pile foundation 1 to detect ballast jack 4 and drawing, guarantee to try to apply in pile foundation 1 press down or on the load precision of pulling out, at ballast jack 4 with draw the pressure sensor carrying and be provided with above jack 5 and detect institute's imposed load, with detection of pier foundation 1 by magnitude of load, Detection Information is delivered to computer system by sensor.
In pile foundation pulling-resistant and pressure-resistant pilot system involved by the utility model, the length of carrying pull bar 6 is drawn will rationally to arrange, when carrying out compression test, after moving down during pile foundation 1 pressurized, draw and carry pull bar 6 end enough length will be had to carry a nut 61, so that the carrying out smoothly of follow-up pullout tests to install to draw.When between ballast jack 4 and rigidity girder 21, cushion block 42 is set, the height of cushion block 42 will rationally be arranged, when carrying out pullout tests, after disassembling cushion block 42, vacate certain space between the top of ballast jack 4 and rigidity girder 21, test pile cover 11 move up not affect in loading procedure.
Below the using method of a kind of pile foundation pulling-resistant and pressure-resistant pilot system of the present utility model, test conditions and test method are described respectively.
Test requirements document:
1) ballast jack carries a jack with drawing:
Loading procedure is an important step of carrying out pulling-resistant and pressure-resistant test, in order to make loading procedure steady, and the ballast jack adopted with battery of tests or draw the model specification carrying jack preferably substantially identical with rating curve.
2) main reaction frame and benchmark frame:
When carrying out the pulling-resistant and pressure-resistant test of pile foundation, according to the layout of foundation pile in Practical Project, for each test pile foundation, carry out the installation of main reaction frame respectively, strength and stiffness requirement when rigidity girder and rigidity side bar all should meet maximum load in main reaction frame, rigidity girder and rigidity side bar keep level.For each test pile foundation, substantially identical with datum line beam for the reference pegs carrying out displacement detecting, reduce the error that appearance factor is brought as far as possible.
Test method:
Compression and decompression mode when the pile foundation pulling-resistant and pressure-resistant pilot system of application involved by the utility model is tested, uplift displacement survey read time and stability criterion, termination loading environment and ultimate bearing capacity judge all to carry out according to The Ministry of Communications of the People's Republic of China, MOC's industry standard " port works foundation pile static load test code " (JTJ255-2002) and People's Republic of China's industry standard " architecture foundation pile inspection specifications " (JGJ106-2003).In addition, should also be noted that following some: when testing for providing the test pile foundation of foundation for engineering design, suggestion first carries out compression test, and then carry out pullout tests, the interval time (stand-down) of twice test need be determined according to the combined factors of the aspects such as test objective, geological conditions and designing requirement; When spud leg pulling-resistant and pressure-resistant bearing capacity for self lift type wind turbine installation vessel is tested first, suggestion first carries out compression test, and then carries out pullout tests, and the interval time (stand-down) of twice test and follow-up test need be determined according to test objective.
The operating procedure utilizing pile foundation pulling-resistant and pressure-resistant pilot system of the present utility model to carry out testing is as follows:
1) installation test pile cover, main reaction frame, ballast jack and draw carry a jack;
2) reference for installation frame and displacement meter, pressure sensor;
First compression test is carried out to pile foundation, operates as follows:
3) check that confirmation is drawn to carry a jack and be in unloaded state, make the two ends of ballast jack respectively with the bottom of rigidity girder with test pile cover and contact;
4) all year nuts that draws carrying pull bar lower end that draws are removed;
5) open ballast jack, pressure is applied to pile foundation, carries out compression test, read experimental data by displacement meter and pressure sensor;
When needing compression test pattern to be switched to pullout tests pattern, then proceed as follows:
6) by ballast lifting jack unloading, make to vacate a segment distance between the bottom of the top of ballast jack and rigidity girder, or the cushion block between ballast jack and rigidity girder is dismantled, make between the top of ballast jack and rigidity girder, to vacate a segment distance (when being provided with cushion block between the top and the bottom of rigidity girder of ballast jack), the distance vacated between the top of ballast jack and the bottom of rigidity girder is greater than in pullout tests process the distance tested pile cover and move up, in order to avoid draw year top of jack and the bottom of rigidity girder to collide in pullout tests process,
7) will year nut that draws carrying pull bar lower end be drawn all to install and tighten, make to draw the upper surface of carrying nut to be adjacent to test pile cover;
8) unlatching is drawn and is carried a jack, by drawing a year pull bar to apply pulling force to pile foundation, carries out pullout tests, reads experimental data by displacement meter and pressure sensor.
Certainly, in above-mentioned test procedure, also first can carry out pullout tests to pile foundation, after pullout tests, again compression test be carried out to pile foundation.
The test effect of the pile foundation pulling-resistant and pressure-resistant pilot system involved by the utility model is shown below by way of verification experimental verification result.
Battery of tests:
Subjects is the pile foundation of offshore wind generating, stake footpath 2800mm, the long 93.7m of stake, and compression test estimates maximum load amount 44000kN, actual maximum load amount 50000kN; Pullout tests estimates maximum load amount 20000kN, actual maximum load amount 25000kN.Load classification and result of the test are in table 1 and Fig. 6.
The trial load classification of table 1 pulling-resistant and pressure-resistant and result of the test
| Rank | Resistance to compression load (kN) | Pile head settlement (mm) | Resistance to plucking load (kN) | Stake jack-up liter (mm) |
| 1 | 8000 | -5.07 | 4000 | 5.45 |
| 2 | 12000 | -8.42 | 6000 | 7.68 |
| 3 | 16000 | -11.93 | 8000 | 10.43 |
| 4 | 20000 | -15.29 | 10000 | 13.1 |
| 5 | 24000 | -19.1 | 12000 | 16.08 |
| 6 | 28000 | -22.51 | 14000 | 18.55 |
| 7 | 32000 | -26.39 | 16000 | 20.88 |
| 8 | 36000 | -30.4 | 18000 | 23.74 |
| 9 | 40000 | -34.2 | 20000 | 26.39 |
| 10 | 44000 | -38.53 | 22000 | 29.27 |
| 11 | 48000 | -43.46 | 23000 | 30.94 |
| 12 | 50000 | -46.43 | 24000 | 32.52 |
| 13 | 40000 | -43 | 25000 | 34.23 |
| 14 | 32000 | -36.41 | 20000 | 32.43 |
| 15 | 24000 | -29.73 | 16000 | 29.84 |
| 16 | 16000 | -21.94 | 12000 | 26.81 |
| 17 | 8000 | -14.66 | 8000 | 23.53 |
| 18 | 0 | -6.21 | 4000 | 19.91 |
| 19 | 0 | 16.21 |
According to " port works foundation pile static load test code " (JTJ255-2002), judge that this single pile axial compression resistance ultimate bearing capacity is not less than 50000kN, CAPO test is not less than 26000kN.
Second group of test:
Subjects is the pile foundation of wind turbine installation vessel, the long 33m of stake, stake footpath 942mm, shoe size: 2200mm × 1800mm × 640mm.
A compression test and three pullout tests are carried out altogether to test pile foundation, within pullout tests interval, has surely carried pressurize.The maximum load amount that this compression test is estimated is 3000kN, and actual maximum load amount is 3600kN, and load classification and result of the test are in table 2 and Fig. 7; The maximum load amount that pullout tests is estimated is 3000kN, and actual maximum load amount is 2400kN, and load classification and result of the test are in table 3 and Fig. 8.This test is that the processing technology of this pile shoe of wind power installation vessel supporting leg provides foundation.
The trial load classification of table 2 pressure-resistant static load and result of the test
Table 3 resistance to plucking static load test result summary sheet
The utility model provides a kind of pile foundation pulling-resistant and pressure-resistant pilot system to be integral type static load test system, can at the scene disposable complete pile foundation pulling-resistant and pressure-resistant pilot system install after, only need to be controlled by oil circuit, draw the installation or removal of carrying nut and cushion block, just compression test can be completed and pullout tests is changed mutually, both repeatedly repeatedly compression test can be carried out, repeatedly pullout tests can also be carried out, decrease the impact of external environment on static load test to greatest extent, also reduce the impact of static load test on other working procedures to greatest extent simultaneously, to reach the object shortening the static load test duration.
Pile foundation pulling-resistant and pressure-resistant pilot system involved by the utility model is not limited to the test by Yu Haiyang pile foundation, and according to its structure and principle, certainly, it may be used for pile foundation and other occasions be suitable for of land.
Above-described embodiment is illustrative principle of the present utility model and effect thereof only, but not for limiting the utility model.Any person skilled in the art scholar all without prejudice under spirit of the present utility model and category, can modify above-described embodiment or changes.Therefore, such as have in art and usually know that the knowledgeable modifies or changes not departing from all equivalences completed under the spirit and technological thought that the utility model discloses, must be contained by claim of the present utility model.
Claims (9)
1. pile foundation pulling-resistant and pressure-resistant pilot system, is characterized in that, comprises with lower part:
Test pile cover (11), is fixed on pile foundation (1) top, and test pile cover (11) has multiple through hole;
Main reaction frame (2), comprises the rigidity girder (21) that two ends are fixing, and rigidity girder (21) is positioned at the top of test pile cover (11);
Ballast jack (4), is arranged between test pile cover (11) and rigidity girder (21);
Draw and carry counter-force block (3), be positioned at directly over rigidity girder (21);
Draw and carry jack (5), be arranged on to draw and carry between counter-force block (3) and rigidity girder (21);
Many are drawn and carry a pull bar (6), and upper end is carried a counter-force block (3) and is connected with drawing, and lower end is through the through hole tested on pile cover (11), and lower end is screwed with and draws a year nut (61);
Displacement meter, the displacement produced at vertical direction in order to detection of pier foundation (1).
2. pilot system as claimed in claim 1, is characterized in that:
A dismountable cushion block (42) is provided with between the upper end of described ballast jack (4) and the bottom of rigidity girder (21).
3. pilot system as claimed in claim 1 or 2, is characterized in that:
Described main reaction frame (2) also comprises two rigidity side bars (22), the two ends of described rigidity girder (21) are respectively connected with the middle part of a rigidity side bar (22) is vertical, and the two ends of every bar rigidity side bar (22) are respectively fixedly connected with an anchoring pile.
4. pilot system as claimed in claim 3, is characterized in that:
Each anchoring pile (9) is arranged regularly an anchoring pile pile cover (91), the top of rigidity side bar (22) is provided with fixture block (26), be connected with many pull bars between fixture block (26) and anchoring pile pile cover (91), thus rigidity side bar (22) and anchoring pile (9) are linked together.
5. pilot system as claimed in claim 3, is characterized in that:
By two fixture blocks (23,24) end of rigidity girder (21) and the middle part of rigidity side bar (22) is clamped from upper and lower both direction respectively, two fixture blocks (23,24) be connected with many pull bars between, thus rigidity girder (21) and rigidity side bar (22) are linked together.
6. pilot system as claimed in claim 1 or 2, is characterized in that:
Described ballast jack (4) is for multiple, and multiple ballast jack (4) distributes symmetrically about pile foundation (1) central axis.
7. pilot system as claimed in claim 1 or 2, is characterized in that:
Described drawing carries jack (5) for multiple, and multiple year jack (5) that draws distributes symmetrically about pile foundation (1) central axis.
8. pilot system as claimed in claim 1 or 2, is characterized in that:
Described ballast jack (4) and draw to carry on jack (5) and be hydraulic jack.
9. pilot system as claimed in claim 1 or 2, is characterized in that:
Described ballast jack (4) and draw the pressure sensor carrying and jack (5) is provided with and detects institute's imposed load.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520544697.9U CN204898744U (en) | 2015-07-24 | 2015-07-24 | Pile foundation resistance to plucking resistance to compression testing system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520544697.9U CN204898744U (en) | 2015-07-24 | 2015-07-24 | Pile foundation resistance to plucking resistance to compression testing system |
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| Publication Number | Publication Date |
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| CN204898744U true CN204898744U (en) | 2015-12-23 |
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| CN201520544697.9U Active CN204898744U (en) | 2015-07-24 | 2015-07-24 | Pile foundation resistance to plucking resistance to compression testing system |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105040749A (en) * | 2015-07-24 | 2015-11-11 | 上海港湾工程质量检测有限公司 | Pile foundation pulling resistance and compression resistance test system and test method |
| CN106120880A (en) * | 2016-08-31 | 2016-11-16 | 长江三峡生态园林有限公司 | A kind of offshore wind farm single-pile foundation Compressive Bearing Capacity assay device |
| CN106400852A (en) * | 2016-10-25 | 2017-02-15 | 佛山市禅城区建设工程质量安全检测站 | Test method for vertical compressive bearing capacity of single pile |
| CN106638593A (en) * | 2016-12-30 | 2017-05-10 | 中冶沈勘工程技术有限公司 | Anchor rod connecting structure and anchor pressing structure |
-
2015
- 2015-07-24 CN CN201520544697.9U patent/CN204898744U/en active Active
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105040749A (en) * | 2015-07-24 | 2015-11-11 | 上海港湾工程质量检测有限公司 | Pile foundation pulling resistance and compression resistance test system and test method |
| CN106120880A (en) * | 2016-08-31 | 2016-11-16 | 长江三峡生态园林有限公司 | A kind of offshore wind farm single-pile foundation Compressive Bearing Capacity assay device |
| CN106400852A (en) * | 2016-10-25 | 2017-02-15 | 佛山市禅城区建设工程质量安全检测站 | Test method for vertical compressive bearing capacity of single pile |
| CN106400852B (en) * | 2016-10-25 | 2018-05-25 | 佛山市禅城区建设工程质量安全检测站 | A kind of single pile vertical resistance pressure bearingtest method |
| CN106638593A (en) * | 2016-12-30 | 2017-05-10 | 中冶沈勘工程技术有限公司 | Anchor rod connecting structure and anchor pressing structure |
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