CN202610847U - Measuring device of pile soil negative friction - Google Patents
Measuring device of pile soil negative friction Download PDFInfo
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- CN202610847U CN202610847U CN 201220099654 CN201220099654U CN202610847U CN 202610847 U CN202610847 U CN 202610847U CN 201220099654 CN201220099654 CN 201220099654 CN 201220099654 U CN201220099654 U CN 201220099654U CN 202610847 U CN202610847 U CN 202610847U
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Abstract
The utility model discloses a measuring device of pile soil negative friction, comprising a first counterforce device, an upper jack, an upper loading plate, a lower loading plate, a test box body, a second counterforce device, a model pile, a bearing sheet, a lower jack, a first displacement sensor, a strain gauge, a strain acquisition machine, an equalizer bar, a settlement pole, and a second displacement sensor. The lower loading plate is disposed at the upper surface of soil of the test box body, and the top end of the model pile traverses through and out of a through hole of the lower loading plate. The bearing sheet is disposed above the model pile. The lower jack is fixed to the top face of the bearing sheet, and the upper loading plate is disposed above the second counterforce device. The upper jack is fixed to the top face of the upper loading plate, and the settlement pole is disposed in the soil of the test box body. The first displacement sensor is disposed at the top end of the settlement pole, and the second displacement sensor is disposed at the top face of the bearing sheet. The strain gauge is attached to the surface of the model pile, and is connected to the strain acquisition machine. The measuring device adopts a jack to conduct loading on soil and the model pile, achieving the loading value and ensuring the measuring accuracy of negative friction resistance.
Description
Technical field
The utility model relates to a kind of measurement and contains a device of soil body performance, specifically, relates to the measurement mechanism of a kind of native negative friction.
Background technology
At present, at home and abroad in the pile foundation negative friction force laboratory test, the problem that the soil body loads never solves preferably.Pressure-air or sand preloading are adopted in existing research more, but these two kinds of methods all have obvious defects.For example; Adopt pressure-air that the negative friction that the soil body loads is tested from existing several examples; Though can reach bigger soil body loaded value (> 100kPa), need in airtight container, carry out, except that the testing equipment cost is high; Limited because of vessel space, can't carry out setting up of loading of stake top and dependence test instrument.Therefore more this test is confined to study and is uniformly distributed with the soil year effect inside and outside differential settlement of a clump of piles down, and research contents is single.The method of employing sand preloading loads the soil body and then need not in closed container, to carry out; Have bigger tester and set up the space; Can gather the Multitest data, but because chamber height and sand density are limited, so the soil body preloading value lower (about 10kPa) of simulation; Cause a negative friction value lower, have a strong impact on test effect.
Summary of the invention
Technical problem:The utility model technical problem to be solved is: the measurement mechanism of a kind of native negative friction is provided, and this measurement mechanism utilizes the jack pair soil body and Model Pile to load, and can obtain enough on-load pressures, guarantees the accuracy that negative friction is measured.
Technical scheme:For solving the problems of the technologies described above, the technical scheme that the utility model adopts is:
The measurement mechanism of a kind of native negative friction; This measurement mechanism comprises first counterforce device that contains first back timber, goes up jack, goes up load, plate, load, plate, the test casing that fills the soil body, second counterforce device that contains second back timber, Model Pile, bearing sheet, jack, first displacement transducer, foil gauge, strain acquirement appearance, equalizer bar, sedimentation mark and second displacement transducer down down; Wherein, described first counterforce device, second counterforce device and strain acquirement appearance
Be positioned at the outside of test casing; Following load, plate is arranged in the soil body upper surface of test casing, is provided with through hole in the following load, plate; The bottom of Model Pile is arranged in the soil body of test casing, and the top of Model Pile passes down the through hole of load, plate; Bearing sheet is positioned at the Model Pile top, and the bottom surface of bearing sheet pastes the top in Model Pile; Following jack is fixed on the bearing sheet end face, and second back timber of second counterforce device is positioned at the top of jack down; Last load, plate is positioned at second counterforce device top, and goes up and pass through the support column fixed connection between load, plate and the following load, plate, and last load, plate all is horizontal arrangement with following load, plate; Last jack is fixed on the load plate top surface, and first back timber of first counterforce device is positioned at the top of jack; Equalizer bar is between last load, plate and following load, plate, and equalizer bar is fixedly connected on the wall of test casing; Sedimentation target bottom is arranged in the soil body of test casing, and sedimentation target top passes down the through hole of load, plate; First displacement transducer is positioned at sedimentation target top, and first displacement transducer is fixed on the equalizer bar through Magnetic gauge stand; Second displacement transducer is positioned at the end face of bearing sheet, and second displacement transducer is fixed on the equalizer bar through Magnetic gauge stand, and first displacement transducer is connected with the displacement acquisition appearance through lead respectively with second displacement transducer; Foil gauge pastes the surface in Model Pile, and foil gauge is connected with the strain acquirement appearance through lead.
Beneficial effect:Compared with prior art, the utlity model has following beneficial effect:
1. utilize and go up the loading of the jack pair soil body, can obtain enough on-load pressures, guarantee the accuracy that negative friction is measured.In the prior art, utilize pressure-air in closed environment, the soil body to be loaded, the load power that it applies has only about 100 kPas usually.And in the utility model, jack in the employing can be realized bigger loaded value through oil pump, and the soil body surface preloading of simulation can be easy to reach hundreds of kPa rank.Bigger soil table preloading can be drawn the soil body sedimentation that utility model shows, thereby obtains significant pile foundation negative friction force.Because soil body sedimentation is obvious, so more accurate through the data of strain acquirement appearance, first displacement transducer and the collection of second displacement transducer, can reduce the apparatus measures error influences result of the test.
2. this measurement mechanism need not be worked under sealing state, and is cheap.In the prior art, utilize pressure-air that the soil body is loaded and must in closed environment, carry out, the cost of entire measuring device is higher.And in the utility model; Test casing in the measurement mechanism is opening; Need not airtight setting, the main building block of measurement mechanism: test casing, last load, plate, following load, plate, bearing sheet, first counterforce device and second counterforce device are cheap steel plate and process.The measurement mechanism total structure is simple, and is cheap.
3. the tester placing space is abundant.The measurement mechanism of the utility model can be according to the test demand; Through changing the height of support column; Obtain enough spaces; Be used for setting up of the equalizer bar and second counterforce device, make the dependence test instrument can have the capacity space to be able to put, and then the former thereby minimizing that test event is not put because of instrument.
4. the gradable accurate control of load helps strengthening test effect and the accuracy that improves survey data.In the measuring process,, for example go up the loaded value of jack, can accurately control soil body loaded value through the control of high-precision hydraulic table through the loaded value of jack in the accurate control.In the actual engineering; The ground preloading often occurs with the form that interim classification applies, and this measurement mechanism can be realized the classification preloading effect of the soil body through last jack hierarchical loading; Thereby better simulating actual conditions, and the relative single soil body loads and obtains more test data.This helps strengthening test effect and the accuracy that improves survey data.
Description of drawings
Fig. 1 is the forward sectional view of the utility model.
Fig. 2 is the side sectional view of the utility model.
Fig. 3 is the johning knot composition between first displacement sensor in the utility model, equalizer bar, sedimentation mark and the strain acquirement appearance.
Fig. 4 is the vertical view of last load, plate and following load, plate in the utility model.
Have among the figure: first counterforce device 1, go up jack 2, go up load, plate 3, load, plate 4, test casing 5, second counterforce device 6, Model Pile 7, bearing sheet 8, jack 9, first displacement transducer 10, foil gauge 11, strain acquirement appearance 12, support column 13, the soil body 14, equalizer bar 15, sedimentation mark 16, second displacement transducer 17, Magnetic gauge stand 18, pull bar 19, first back timber 101, the first counter-force post 102 down down.
The specific embodiment
Below in conjunction with accompanying drawing, the technical scheme of the utility model is elaborated.
Extremely shown in Figure 4 like Fig. 1; The measurement mechanism of a kind of the native negative friction of the utility model comprises first counterforce device 1 that contains first back timber 101, goes up jack 2, goes up load, plate 3, load, plate 4, the test casing 5 that fills the soil body 14, second counterforce device 6 that contains second back timber, Model Pile 7, bearing sheet 8, jack 9, first displacement transducer 10, foil gauge 11, strain acquirement appearance 12, equalizer bar 15, sedimentation mark 16 and second displacement transducer 17 down down.First counterforce device 1, second counterforce device 6 and strain acquirement appearance 12 are positioned at the outside of test casing 5.Following load, plate 4 is arranged in the soil body 14 upper surfaces of test casing 5.Be provided with through hole in the following load, plate 4.The quantity of the through hole of following load, plate 4 equals the quantity sum of sedimentation mark 16 and Model Pile 7.The bottom of Model Pile 7 is arranged in the soil body 14 of test casing 5, and the top of Model Pile 7 passes down the through hole of load, plate 4.A Model Pile 7 passes down a through hole of load, plate 4.Bearing sheet 8 is positioned at Model Pile 7 tops, and the bottom surface of bearing sheet 8 pastes the top in Model Pile 7.Following jack 9 is fixed on bearing sheet 8 end faces, and second back timber of second counterforce device 6 is positioned at the top of jack 9 down.Second back timber is used to limit down jack 9 moving to the top.Last load, plate 3 is positioned at second counterforce device, 6 tops, and goes up between load, plate 3 and the following load, plate 4 through support column 13 fixed connections.Last load, plate 3 all is horizontal arrangement with following load, plate 4.Last jack 2 is fixed on load, plate 3 end faces, and first back timber 101 of first counterforce device 1 is positioned at the top of jack 2.First back timber 101 is used to limit jack 2 moving to the top.Equalizer bar 15 is between last load, plate 3 and following load, plate 4, and equalizer bar 15 is fixedly connected on the wall of test casing 5.In whole measuring process, equalizer bar 15 does not stress, and keeps inactive state.Sedimentation mark 16 can be a plurality of, and can be embedded in the different depth place of the soil body 14.The bottom of sedimentation mark 16 is arranged in the soil body 14 of test casing 5, and the top of sedimentation mark 16 passes down the through hole of load, plate 4.First displacement transducer 10 is positioned at the top of sedimentation mark 16, and first displacement transducer 10 is fixed on the equalizer bar 15 through Magnetic gauge stand 18.The top of sedimentation mark 16 can be set to the plane, and first displacement transducer 10 places on the top of sedimentation mark 16.Magnetic gauge stand 18 is fixed on the equalizer bar 15, and the pull bar 19 in the Magnetic gauge stand 18 is fixedly connected with first displacement transducer 10.Second displacement transducer 17 is positioned at the end face of bearing sheet 8, and second displacement transducer 17 is fixed on the equalizer bar 15 through Magnetic gauge stand 18.Magnetic gauge stand 18 is fixed on the equalizer bar 15, and the pull bar 19 in the Magnetic gauge stand 18 is fixedly connected with second displacement transducer 17.First displacement transducer 10 is connected with displacement acquisition appearance 12 through lead respectively with second displacement transducer 17.Because first counterforce device 1 and second counterforce device 6 bearing load all in measuring process; Structure all produces distortion; So first counterforce device 1 and second counterforce device 6 can not be used to set up first displacement transducer 10 or second displacement transducer 17, otherwise first displacement transducer 10 or second displacement transducer 17 can produce very big measure error.Foil gauge 11 pastes on the surface of Model Pile 7, and foil gauge 11 is connected with strain acquirement appearance 12 through lead.
Further; Stressed even in order to guarantee the soil body 14 with Model Pile 7; Last jack 2 is positioned at the geometric center of load, plate 3, and following jack 9 is positioned at the geometric center of bearing sheet 8, and the geometric center of the geometric center of last load, plate 3 and following load, plate 4 is positioned on the same vertical line; And support column 13 is evenly arranged in the geometric center periphery of load, plate 3, and Model Pile 7 is evenly arranged in the geometric center periphery of bearing sheet 8.Last jack 2 is positioned at the geometric center of load, plate 3, and the geometric center of the geometric center of last load, plate 3 and following load, plate 4 is positioned on the same vertical line, and support column 13 is evenly arranged in the geometric center periphery of load, plate 3.Can guarantee that like this load, plate 3 and following load, plate 4 are stressed even, and then guarantee that the soil body 14 is stressed even.As shown in Figure 2, the cross section of last load, plate 3 and following load, plate 4 is rectangle, and the central point of last load, plate 3 and following load, plate 4 is positioned on the same vertical line.Between last load, plate 3 and following load, plate 4, four support columns 13 are set, and four support columns 13 are equal to the distance of last load, plate 3 central points.Certainly, last load, plate 3 can also be other shapes with following load, plate 4, and the cross section of for example going up load, plate 3 and following load, plate 4 is circle.Certainly, between last load, plate 3 and the following load, plate 46,8 or 10 support columns 13 can be set.Following jack 9 is positioned at the geometric center of bearing sheet 8, and Model Pile 7 is evenly arranged in the geometric center periphery of bearing sheet 8.Can guarantee that like this bearing sheet 8 is stressed even, and then guarantee that Model Pile 7 is stressed even.
Further, described Model Pile 7 is a hollow section, and foil gauge 11 pastes on the internal face of Model Pile 7.Foil gauge 11 is pasted on the internal face of Model Pile 7, can avoid the destruction of the soil body in Model Pile 7 outsides to foil gauge 11, the information that makes foil gauge 11 gather is more accurate.
Further; The structure of first counterforce device 1 can be multiple; This patent is considered the facility of installation, preferred following structure: first counterforce device 1 comprises that also first back timber 101 of the first counter-force post, 102, the first counterforce devices 1 is horizontal arrangement; The other end that one end of the first counter-force post 102 is fixedly connected first back timber, 101, the first counter-force posts 102 fixes on the ground.The first counter-force post 102 can be two, is arranged in the two ends of first back timber 101.The structure of second counterforce device 6 can be multiple; This patent is considered the facility of installation; Preferred following structure: described second counterforce device 6 also comprises the second counter-force post; Second back timber of second counterforce device 6 is horizontal arrangement, and an end of the second counter-force post is fixedly connected second back timber, and the other end of the second counter-force post is fixed on the outer wall of test casing 5.The second counter-force post can be two, is arranged in the two ends of second back timber.
The measurement mechanism of a native negative friction of this structure is applicable to the conventional test case, can simulate big soil body preloading value, and has enough spaces to be used for putting of loading of stake top and dependence test instrument.This measurement mechanism adopts goes up jack 2 simulated soil body preloadings, adopts jack 9 simulation pile top loads down, is applicable to the negative friction model testing of single pile, a clump of piles.
The installation process of this measurement mechanism is: at first; Lay testing element: bury sedimentation mark 16 underground at the different depth place of the soil body 14; Foil gauge 11 is pasted the inner surface in Model Pile 7, and foil gauge 11 is connected with strain acquirement appearance 12, Model Pile 7 is embedded in the soil body 14; Secondly,, make the following load, plate 4 that is provided with through hole, will descend load, plate 4 to be placed on the soil body 14 surfaces, and make the top of Model Pile 7 pass down the through hole of load, plate 4 according to the planar dimension of test casing 5; Then, jack 9, bearing sheet 8 and second counterforce device 6 down are installed, bearing sheet 8 is placed on the top of Model Pile 7, jack 9 down is placed on the end face of bearing sheet 8, second back timber of second counterforce device 6 is arranged on down the top of jack 9; Then, the last load, plate 3 that support column 13 is housed steadily is placed into down the precalculated position of load plate 4; At last, equalizer bar is installed, is gone up the jack 2 and first counterforce device 1, last jack 2 is fixed on the end face of load, plate 3; First back timber 101 of first counterforce device 1 is arranged on the top of jack 2; Equalizer bar 15 is fixed on the wall of test casing 5, and first displacement transducer 10 is placed on the sedimentation mark 16, be fixedly connected on the equalizer bar 15 through Magnetic gauge stand 18; Second displacement transducer 17 is placed on the bearing sheet 8, be fixedly connected on the equalizer bar 15 through Magnetic gauge stand 18.
The measuring process of this measurement mechanism is: because first counterforce device 1 and second counterforce device 6 are fixed on the outer wall of test casing 5 perhaps on the ground; So no matter go up jack 2 or descend jack 9 how to stretch or shrink at vertical direction, first counterforce device 1 and second counterforce device 6 can not move.Jack 2 in the startup; Last jack 2 upwards stretches; Because 1 pair of first counterforce device is gone up the restriction of jack 2 length travels, when are conflicted in first back timber, 101 bottom surfaces of first counterforce device 1 on the top of last jack 2,2 pairs of last load, plate 3 load applications of last jack; Reach down load, plate 4 through support column 13, thereby simulate the preloading of uniform ground.
Start jack 9 down; Following jack 9 upwards stretches; Because second back timber of second counterforce device 6 is to the restriction of jack 9 length travels down, when are conflicted in the top board bottom surface of second counterforce device 6 on the top of jack 9 instantly, 9 pairs of bearing sheet 8 load applications of following jack; Bearing sheet 8 reaches Model Pile 7 with load, loads thereby simulate uniform Model Pile.
Behind the jack 2, the soil body 14 stand under load generation sedimentations drive the sedimentation of the sedimentation mark 16 that is embedded in the soil body 14 simultaneously in the startup, and the collection through 16 top displacements are marked in 10 pairs of sedimentations of first displacement transducer can obtain the soil layer sedimentation value that 16 at are marked in sedimentation; Through the collection of 17 pairs of bearing sheet 8 top displacements of second displacement transducer, can obtain the sedimentation value of Model Pile 7.
Behind jack 2 or the following jack 9, compressive strains take place in Model Pile 7 in the startup, gather through the data of 12 pairs of foil gauges 11 of strain acquirement appearance, can obtain the stressed of Model Pile 7 through converting.
The boot sequence of last jack 2 and following jack 9 decide according to the operating mode of the required simulation of test, in the for example actual engineering earlier to behind the pile foundation load application to soil body load application, then need to start earlier jack 9 down during test simulation, the back startup is jack 2 upward.Vice versa.
Claims (5)
1. the measurement mechanism of stake soil negative friction; It is characterized in that; This measurement mechanism comprises first counterforce device (1) that contains first back timber (101); Last jack (2); Last load, plate (3); Following load, plate (4); Fill the test casing (5) of the soil body (14); Second counterforce device (6) that contains second back timber; Model Pile (7); Bearing sheet (8); Following jack (9); First displacement transducer (10); Foil gauge (11); Strain acquirement appearance (12); Equalizer bar (15); Sedimentation mark (16) and second displacement transducer (17); Wherein
Described first counterforce device (1), second counterforce device (6) and strain acquirement appearance (12)
Be positioned at the outside of test casing (5); Following load, plate (4) is arranged in the soil body (14) upper surface of test casing (5), is provided with through hole in the following load, plate (4); The bottom of Model Pile (7) is arranged in the soil body (14) of test casing (5), and the top of Model Pile (7) passes down the through hole of load, plate (4); Bearing sheet (8) is positioned at Model Pile (7) top, and the bottom surface of bearing sheet (8) pastes the top in Model Pile (7); Following jack (9) is fixed on bearing sheet (8) end face, and second back timber of second counterforce device (6) is positioned at the top of jack (9) down; Last load, plate (3) is positioned at second counterforce device (6) top, and goes up and pass through support column (13) fixed connection between load, plate (3) and the following load, plate (4), and last load, plate (3) and following load, plate (4) all are horizontal arrangement; Last jack (2) is fixed on load, plate (3) end face, and first back timber (101) of first counterforce device (1) is positioned at the top of jack (2); Equalizer bar (15) is positioned between load, plate (3) and the following load, plate (4), and equalizer bar (15) is fixedly connected on the wall of test casing (5); The bottom of sedimentation mark (16) is arranged in the soil body (14) of test casing (5), and the top of sedimentation mark (16) passes down the through hole of load, plate (4); First displacement transducer (10) is positioned at the top of sedimentation mark (16), and first displacement transducer (10) is fixed on the equalizer bar (15) through Magnetic gauge stand (18); Second displacement transducer (17) is positioned at the end face of bearing sheet (8); And second displacement transducer (17) is fixed on the equalizer bar (15) through Magnetic gauge stand (18), and first displacement transducer (10) is connected with displacement acquisition appearance (12) through lead respectively with second displacement transducer (17); Foil gauge (11) pastes on the surface of Model Pile (7), and foil gauge (11) is connected with strain acquirement appearance (12) through lead.
2. according to the measurement mechanism of the native negative friction of the described stake of claim 1; It is characterized in that; Described upward jack (2) is positioned at the geometric center of load, plate (3); Following jack (9) is positioned at the geometric center of bearing sheet (8); The geometric center of the geometric center of last load, plate (3) and following load, plate (4) is positioned on the same vertical line, and support column post (13) to be evenly arranged in the geometric center of load, plate (3) peripheral, it is peripheral that Model Pile (7) is evenly arranged in the geometric center of bearing sheet (8).
3. according to the measurement mechanism of claim 1 or the native negative friction of 2 described stakes, it is characterized in that described Model Pile (7) is a hollow section, foil gauge (11) pastes on the internal face of Model Pile (7).
4. according to the measurement mechanism of the native negative friction of the described stake of claim 1; It is characterized in that; Described first counterforce device (1) also comprises the first counter-force post (102); First back timber (101) of first counterforce device (1) is horizontal arrangement, and an end of the first counter-force post (102) is fixedly connected first back timber (101), and the other end of the first counter-force post (102) fixes on the ground.
5. according to the measurement mechanism of the native negative friction of the described stake of claim 1; It is characterized in that; Described second counterforce device (6) also comprises the second counter-force post; Second back timber of second counterforce device (6) is horizontal arrangement, and an end of the second counter-force post is fixedly connected second back timber, and the other end of the second counter-force post is fixed on the outer wall of test casing (5).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220099654 CN202610847U (en) | 2012-03-16 | 2012-03-16 | Measuring device of pile soil negative friction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220099654 CN202610847U (en) | 2012-03-16 | 2012-03-16 | Measuring device of pile soil negative friction |
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| CN202610847U true CN202610847U (en) | 2012-12-19 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN 201220099654 Withdrawn - After Issue CN202610847U (en) | 2012-03-16 | 2012-03-16 | Measuring device of pile soil negative friction |
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| CN (1) | CN202610847U (en) |
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| CN102607754A (en) * | 2012-03-16 | 2012-07-25 | 东南大学 | Device for measuring negative skin friction of pile soil |
| CN103711152A (en) * | 2013-12-17 | 2014-04-09 | 河海大学 | Loading monitoring device and loading monitoring method for X-shaped model pile |
| CN104034368A (en) * | 2014-06-16 | 2014-09-10 | 同济大学 | Soil body and pressure integrated observation device with three-dimensional extensible type support |
| CN104695490A (en) * | 2015-02-13 | 2015-06-10 | 广西瑞宇建筑科技有限公司 | Counterforce calibrating device suitable for large-tonnage load box |
| CN105756104A (en) * | 2016-03-10 | 2016-07-13 | 青岛理工大学 | Indoor model pile body fiber grating and pile-soil interface sensor arrangement device |
| CN108625410A (en) * | 2018-05-16 | 2018-10-09 | 中国路桥工程有限责任公司 | A kind of test method of pile side friction |
| CN110274818A (en) * | 2019-06-12 | 2019-09-24 | 东南大学 | A kind of cable-supported bridge fire causes the combination test apparatus of disconnected rope |
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2012
- 2012-03-16 CN CN 201220099654 patent/CN202610847U/en not_active Withdrawn - After Issue
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| CN102607754B (en) * | 2012-03-16 | 2014-01-15 | 东南大学 | Device for measuring negative skin friction of pile soil |
| CN102607754A (en) * | 2012-03-16 | 2012-07-25 | 东南大学 | Device for measuring negative skin friction of pile soil |
| CN103711152A (en) * | 2013-12-17 | 2014-04-09 | 河海大学 | Loading monitoring device and loading monitoring method for X-shaped model pile |
| CN103711152B (en) * | 2013-12-17 | 2015-10-07 | 河海大学 | X-type Model Pile loads monitoring device and monitoring method |
| CN104034368B (en) * | 2014-06-16 | 2017-04-05 | 同济大学 | Land movement with three-dimensional telescopic bracket and pressure one observation device |
| CN104034368A (en) * | 2014-06-16 | 2014-09-10 | 同济大学 | Soil body and pressure integrated observation device with three-dimensional extensible type support |
| CN104695490A (en) * | 2015-02-13 | 2015-06-10 | 广西瑞宇建筑科技有限公司 | Counterforce calibrating device suitable for large-tonnage load box |
| CN104695490B (en) * | 2015-02-13 | 2016-05-18 | 广西瑞宇建筑科技有限公司 | One is applicable to large-tonnage load box counter-force calibrating installation |
| CN105756104A (en) * | 2016-03-10 | 2016-07-13 | 青岛理工大学 | Indoor model pile body fiber grating and pile-soil interface sensor arrangement device |
| CN105756104B (en) * | 2016-03-10 | 2018-07-03 | 青岛理工大学 | A kind of indoor model stake body fiber grating and stake Soil Interface sensor installation aiding device |
| CN108625410A (en) * | 2018-05-16 | 2018-10-09 | 中国路桥工程有限责任公司 | A kind of test method of pile side friction |
| CN110274818A (en) * | 2019-06-12 | 2019-09-24 | 东南大学 | A kind of cable-supported bridge fire causes the combination test apparatus of disconnected rope |
| CN111501862A (en) * | 2020-04-24 | 2020-08-07 | 安徽省建筑科学研究设计院 | Method for simulating bearing capacity test of vertical support column in reverse construction method construction environment |
| CN111501862B (en) * | 2020-04-24 | 2021-08-03 | 安徽省建筑科学研究设计院 | Method for simulating bearing capacity test of vertical support column in reverse construction method construction environment |
| CN114411826A (en) * | 2022-01-05 | 2022-04-29 | 三峡大学 | Device and method for measuring side resistance and end resistance of expansion pile in coral sand foundation |
| CN114411826B (en) * | 2022-01-05 | 2023-12-19 | 三峡大学 | Device and method for measuring side resistance and end resistance of expansion pile in coral sand foundation |
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