GB2401189A - Friction and bearing force testing apparatus - Google Patents
Friction and bearing force testing apparatus Download PDFInfo
- Publication number
- GB2401189A GB2401189A GB0304619A GB0304619A GB2401189A GB 2401189 A GB2401189 A GB 2401189A GB 0304619 A GB0304619 A GB 0304619A GB 0304619 A GB0304619 A GB 0304619A GB 2401189 A GB2401189 A GB 2401189A
- Authority
- GB
- United Kingdom
- Prior art keywords
- elongate member
- ground
- probe
- testing apparatus
- force
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Withdrawn
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
- E02D1/02—Investigation of foundation soil in situ before construction work
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Soil Sciences (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
Testing apparatus 10 is used for testing the bearing capacity of the ground 12 prior to the installation of piles, for example. An elongate member 14 is driven into the ground. Arrangements are provided at 16 for applying an extracting force to withdraw the tube 14 and to measure the force required, thereby obtaining information relating to friction between the tube 14 and the ground 12. A probe 18 is provided in the tip of the member 14 and can be advanced, under measured force, to provide information relating to the force on the bearing face 34. This provides information about the end bearing capacity of a pile to be installed, independently of information about friction on the side surfaces of the pile. Prior to the probe member being advanced the bearing face is flush with the end face of the elongate member. A gaskett 36 prevents ingress of dirt. A jack 42 applies a downward force to advance the probe which is measured by load cell 44. Displacement is measured by transducer 46 and an extraction force is then applied by jacks 52 which is measured by load cells 54.
Description
2401 1 89 Testing Apparatus The present invention relates to testing
apparatus and in particular, to apparatus for testing ground prior to the installation of one or more piles, piers or similar construction supports.
Piles or similar supports are commonly used when structures, such as buildings etc., are to be built on ground which has inadequate bearing capacity. The size of pile required can, in principle, be calculated from knowledge of the composition of the ground but it is commonly necessary to establish the bearing capacity by testing. In one proposal, a test pile is driven into the ground and tested by applying downward force to the pile, by means of a jack. Reaction force for the test load is provided by heavy blocks of cast iron or concrete, known as kentledge blocks, suspended above the test pile, or by anchor piles. The use of kentledge techniques is not desirable in some situations, in view of the weight of equipment (particularly the kentledge blocks) which must be brought to the site and removed after the test procedure, and because of the relatively large area of ground required around the test pile for the kentledge blocks and because the test pile is lost.
In accordance with the present invention, there is provided testing apparatus for testing the bearing capacity of ground, the apparatus comprising: an elongate member drivable into the ground; extraction means operable to apply an extracting force to the elongate member to withdraw the elongate member from the ground; first measurement means operable to measure the withdrawal to obtain information relating to friction between the ground and the surface of the elongate member; a probe member carried by the elongate member and able to move relative to the elongate member, and having a bearing face which advances into the ground as the probe member moves relative to the elongate member; advancing means by which the probe member can be advanced as aforesaid; and second measurement means operable to measure the advance to obtain information relating to the force bearing on the bearing face.
The probe member may be carried at or near the lower end of the elongate member, when the elongate member is in use. The probe member is preferably housed within the elongate member until being advanced. The bearing face is preferably flush with an outer surface of the elongate member prior to the probe member being advanced. Retaining means is preferably provided to prevent the probe member withdrawing into the elongate member beyond the flush position. The flush surface is preferably the end face of the elongate member.
The apparatus preferably further comprises a loading member extending along the elongate member to be accessible at the surface when the elongate member is embedded, to convey load to the probe member to advance the bearing face.
Load for the probe member is preferably created by an actuator acting between the loading member and the elongate member, and wherein the bearing face is sufficiently small, relative to the surface of the elongate member, for friction between the elongate member and the ground to provide a reaction force for the application of load to the probe member, causing the probe member to advance into the ground. The actuator may act between the loading member and a member to which the elongate member is fixed. At least one withdrawal actuator is preferably provided for providing withdrawing force between the elongate member and the ground. The withdrawal actuator preferably acts between ground and the member to which the elongate member is fixed.
In another aspect, the invention provides testing apparatus for testing the bearing capacity of ground, the apparatus comprising: an elongate member drivable into the ground; a probe member carried by the elongate member and able to move relative to the elongate member and having a bearing face which advances into the ground as the probe member moves relative to the elongate member; advancing means by which the probe member can be advanced as aforesaid; and measurement means operable to measure the advance to obtain information relating to the force bearing on the bearing face.
In a further aspect, the invention provides testing apparatus for testing the bearing capacity of ground, the apparatus comprising: an elongate member drivable into the ground to be thereafter subjected to an extracting force to obtain information relating to friction between the ground and the surface of the elongate member; a probe member carried by the elongate member and able to move relative to the elongate member and having a bearing face which advances into the ground as the probe member moves relative to the elongate member, the probe member being subjectable to an advancing force to allow information to be obtained relating to the force bearing on the bearing face.
The invention also provides a method of testing the bearing capacity of ground, in which the elongate member of testing apparatus as defined above is driven into the ground, the probe member is driven to advance the bearing face from the elongate member into the ground, the advance is measured to obtain information relating to the force bearing on the bearing face, extraction forces are applied to the elongate member to withdraw the elongate member from the ground, and the withdrawal is measured to obtain information relating to friction between the elongate member and the ground.
Embodiments of the present invention will now be described in more detail, by way of example only, and with reference to the accompanying drawings, in which: Fig. 1 is a schematic and part-sectional view, at a vertical plane, of apparatus in accordance with the present invention; Fig. 2 is an enlarged view of the lower end of the apparatus of Fig. 1; Fig. 3 corresponds with Fig. 1, showing the probe in its advanced position; and JO Fig. 4 is a plot of typical results obtained by means of the apparatus shown in the other drawings.
The apparatus 10 is used for testing the bearing capacity of the ground 12, for example prior to the installation of one or more piles, piers or other construction supports.
The apparatus 10 includes an elongate member 14, here in the form of a tube or pipe. The tube 14 is drivable into the ground by any appropriate technique of the type by which piles are normally driven. The tube 14 is shown in Fig. 1 after driving into the ground. Arrangements are provided, shown generally at 16 for applying an extracting force to the tube 14, to withdraw the tube 14 from the ground. The extraction means 16 will be described in more detail below.
The extraction means 16 include first measurement means, to be described in more detail, which obtain information relating to friction between the tube 14 and the ground 12, when the tube 14 is being withdrawn.
The apparatus 10 also includes a probe member 18 mounted in the tip, i.e. the lowermost end, of the tube 14. Comparison of Figs. 1 and 3 indicate that the probe 18 can advance from the tube 14 after the tube 14 has been embedded in the ground. This is achieved by advancing means indicated generally at 20 and which include second measurement means, by which information is obtained relating to the force bearing on the probe 18 as it is advanced.
In more detail, the tube 14 is hollow and of constant cross-section along its length, being closed at its lower end by an end plate 22 in which an aperture 24 is formed. Within the tube 14, i.e. above the end plate 22, a region 26 is defined by a retaining collar 28, within which the probe 18 may move.
The probe 18 has a disc 30 which is a sliding fit within the tube 14 and which carries a downwardly extending leg 32 which terminates in a bearing face 34. At the uppermost position of the probe 18, relative to the tube 14, the disc 30 bears against the collar 28 and the bearing face 34 is flush with the lowermost face of the end plate 22. The bearing face 34 and the end plate 22 thus form an end face of the tube 14. A gasket 36 or other seal arrangement is provided between the end plate 22 and the leg 32.
Fig. 3 illustrates an alternative condition in which the probe 18 has advanced. This advance is limited by abutment of the disc 30 with the end plate 22. As the probe 18 advances, the leg 32 advances through the aperture 24. When the tube 14 is embedded in the ground, this movement therefore requires the bearing face 34 to advance into the ground adjacent the tube 14.
An elongate loading member 38, preferably tubular for weight reduction, is provided within the tube 14, above the probe 18, and extends from the probe 18 up the tube 14 and out of the upper end of the tube 14, to be accessible from the surface of the ground 12. A beam 40 is positioned above the upper end of the loading member 38. A jack 42 and a load cell 44 are positioned between the loading member 38 and the beam 40 so that the jack 42 may be operated to provide force between the beam 40 and the loading member 38, this force being measured by the load cell 44.
At least one displacement transducer 46 is provided to measure displacement of the loading member 38 relative to the beam 40 as a result of force applied by the jack 42.
The beam 40 is rigidly coupled with the tube 14 by means of brace members 48.
The beam 40 extends away to either side of the tube 14, providing positions 50 at which further jacks 52 may be located for providing force between the beam 40 and the ground 12. Again, each jack 52 applies force to the beam 40 through a corresponding load cell 54, and has at least one associated displacement transducer, so that the force applied, and the resulting displacement can both readily be measured. Thus, similar arrangements of jack, load cell and displacement transducer are provided between the beam 40 and the loading member 38, and also, at two positions, between the beam 40 and the ground 12.
The apparatus described above can be used in the following manner.
The tube 14, containing at least the probe 18 is first driven down into the ground 12, in the manner of driving a pile. During this stage, it is preferable for the loading member 38, beam 40 and associated components to be temporarily removed in order to facilitate driving the tube 14.
As the tube 14 is driven, the end face provided by the end plate 22 and bearing face 34 will be driven through the ground 12. Consequent force on the bearing face 34 will push the probe 18 into the tube 14 until abutting the collar 28, resulting in a generally flush lower surface for the tube 14. Ingress of dirt or other material into the region 26 is reduced or eliminated by the gasket 36.
Once the tube 14 has been driven to the depth required, the loading member 38 is introduced from above until it rests on the probe 18, which will still be in the upper position of Fig. 1. The beam 40 and braces 48 are then installed, and the various jacks, load cells and displacement transducers are provided to complete the apparatus described above.
Testing can then commence by first using the jack 42, load cell or cells 44 and transducer 46. The jack 42 extends to press down on the loading member 38, the reaction force being provided by the beam 40, through the load cell 44 and therefore being measurable. Since the braces 48 fix the beam 40 to the tube 14, this will cause the loading member 38 to force the probe 18 downwardly, forcing the leg 32 out through the aperture 24.
More specifically, the effect of the jack 42 is to cause a downward force on the bearing face 34, resisted by the ground abutting the face 34, and an upward force between the ground and the outer surface of the tube 14, resisted by friction. It is envisaged that in any practical situation, it will be possible to provide a bearing face 34 which is sufficiently small, relative to the surface area of the circumferential surface of the tube 14, to ensure that the friction between the tube 14 and the ground 12 is always sufficient to cause movement of the probe 18 relative to the tube 14, rather than movement of the tube 14 relative to the ground.
Consequently, the probe 18 can be advanced in this manner, monitored by the load cell or cells 44 and transducer 46, until fully advanced (Fig. 3). The output of the measuring devices thus provides information relating solely to the force on the bearing face 34 and the resulting displacement. This information allows calculations to be made to determine the end bearing capacity of a pile installed in the ground, that is, the force which will be borne by the lowermost end face of a pile driven into the ground.
This calculation can be made from information which is derived without other factors being included, so that reliable calculations can be made of the end bearing capacity of various sizes of pile.
AHer these measurements have been taken, the jacks 52 are then used to push up the beam 40, thereby applying an extracting force to the tube 14, through the braces 48. The tube 14 is pulled up, resisted only by friction between the outer surface of the tube 14 and the surrounding ground 12. The force applied by the jacks 52, and the displacement achieved, are measured by the load cells 54 and transducers 56. This yields measurements of the friction between the tube 14 and the ground 12, thus allowing good predictions to be made of the skin friction (that is, friction between the ground and the circumferential surface of the pile) achievable when a pile is driven into the ground. Skin friction is an important contributor to the load bearing capacity of a pile. Indeed, in many situations, skin friction may be the dominant factor governing the overall load bearing capacity of the pile, being much greater than the end bearing capacity. Again, it can be seen that the measurement relates directly to the skin friction, without other factors. In particular, by measuring withdrawal of the tube 14, end bearing capacity does not contribute in any way to this second measurement.
It is preferable to apply sufficient force to extract the tube 14 entirely, so that the apparatus 10 can then be re-used at a further test location.
Fig. 4 illustrates a typical result achieved from measurement of end bearing capacity or of skin friction. In either case, increasing the force (F) applied (either by the jack 42 or the jacks 52) will initially cause increasing displacement (x). As the force continues to increase, a point will be reached, indicated generally at 58, at which the maximum bearing capacity of the ground is exceeded and further displacement is largely unresisted.
Plotting the measurements obtained by the load cells and transducers 44, 54, 46, 56 allows separate plots of the type shown in Fig. 4 to be created for end bearing capacity and skin friction and in particular, allows the maximum load bearing capacity to be calculated prior to breakdown. Since the end bearing and skin friction capacity are separately and independently measured, reliable calculations can then be made in relation to the bearing capacity which will be achieved from various pile sizes and designs.
It is important to note that so long as the dimensions of the tube 14 and the probe 18 are known, appropriate scale factors can be applied to predict the performance of various sizes of pile. It is not necessary for the tube 14 to have the same dimensions as the pile to be used. However, it is important to ensure that friction properties between the tube 14 and the ground 12 are similar to those which will arise between the pile and the ground 12, for instance by making the tube 14 of the same or a similar material.
Alternatively, in the event that concrete piles are to be used and the tube 14 is to be of metal, appropriate surface roughening or other friction treatment could be used.
It is envisaged that in some situations, it may be desirable to use the apparatus solely to measure end bearing capacity by means of the probe 18, without measuring skin friction.
Many variations and modifications to the apparatus described above may be devised. In particular, many arrangements for applying force and measuring the effect may be devised, in addition to those described above.
Whilst endeavouring in the foregoing specification to draw attention to those features of the invention believed to be of particular importance it should be understood that the Applicant claims protection in respect of any patentable feature or combination of features hereinbefore referred to and/or shown in the drawings whether or not particular emphasis has been placed thereon.
Claims (18)
1. Testing apparatus for testing the bearing capacity of ground, the; apparatus comprising: an elongate member drivable into the ground; extraction means operable to apply an extracting force to the elongate member to withdraw the elongate member from the ground; first measurement means operable to measure the withdrawal to obtain information relating to friction between the ground and the surface of the I elongate member; a probe member carried by the elongate member and able to move relative to the elongate member, and having a bearing face which advances into the ground as the probe member moves relative to the elongate member; ; advancing means by which the probe member can be advanced as aforesaid; and second measurement means operable to measure the advance to obtain information relating to the force bearing on the bearing face.
2. Testing apparatus according to claim 1, wherein the probe member is carried at or near the lower end of the elongate member, when the elongate member is in use.
3. Testing apparatus according to claim 1 or 2, wherein the probe member is housed within the elongate member until being advanced. -.
4. Testing apparatus according to claim 3, wherein the bearing face is flush with an outer surface of the elongate member prior to the probe member being advanced.
5. Testing apparatus according to claim 4, wherein retaining means is provided to prevent the probe member withdrawing into the elongate member beyond the flush position.
6. Testing apparatus according to claim 4 or 5, wherein the flush surface is the end face of the elongate member.
7. Testing apparatus according to any preceding claim, further comprising a loading member extending along the elongate member to be accessible at the surface when the elongate member is embedded, to convey load to the probe member to advance the bearing face.
8. Testing apparatus according to any preceding claim, wherein load for the probe member is created by an actuator acting between the loading member and the elongate member.
9. Testing apparatus according to claim 8, wherein the bearing face is sufficiently small, relative to the surface of the elongate member, for friction between the elongate member and the ground to provide a reaction force for the application of load to the probe member, causing the probe member to advance into the ground.
10. Testing apparatus according to any of claims 1 to 7, wherein the actuator acts, in use, between the loading member and a member to which the elongate member is fixed.
11. Testing apparatus according to any preceding claim, wherein at least one withdrawal actuator is provided for providing withdrawing force between the elongate member and the ground.
1 2. Testing apparatus according to claim 11, wherein the withdrawal actuator acts, in use, between ground and the member to which the elongate member is fixed.
13. Testing apparatus for testing the bearing capacity of ground, the apparatus comprising: an elongate member drivable into the ground; a probe member carried by the elongate member and able to move l O relative to the elongate member and having a bearing face which advances into the ground as the probe member moves relative to the elongate member; advancing means by which the probe member can be advanced as aforesaid; and measurement means operable to measure the advance to obtain l 5 information relating to the force bearing on the bearing face.
14. Testing apparatus for testing the bearing capacity of ground, the apparatus comprising: an elongate member drivable into the ground to be thereafter subjected to an extracting force to obtain information relating to friction between the ground and the surface of the elongate member; a probe member carried by the elongate member and able to move relative to the elongate member and having a bearing face which advances into the ground as the probe member moves relative to the elongate member, the probe member being subjectable to an advancing force to allow information to be obtained relating to the force bearing oaths bearing face.
15. A method of testing the bearing capacity of ground, in which the elongate member of testing apparatus as defined above is driven into the ground, the probe member is driven to advance the bearing face from the elongate member into the ground, the advance is measured to obtain information relating to the force bearing on the bearing face, extraction forces are applied to the elongate member to withdraw the elongate member from the ground, and the withdrawal is measured to obtain information relating to friction between the elongate member and the ground.
16. Testing apparatus for testing the bearing capacity of the ground, substantially as described above, with reference to the accompanying drawings.
l O
17. A method of testing the bearing capacity of the ground, substantially as described above, with reference to the accompanying drawings.
18. Any novel subject matter or combination including novel subject matter disclosed herein, whether or not within the scope of or relating to the same invention as any of the preceding claims.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| GB0304619A GB2401189A (en) | 2003-02-28 | 2003-02-28 | Friction and bearing force testing apparatus |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| GB0304619A GB2401189A (en) | 2003-02-28 | 2003-02-28 | Friction and bearing force testing apparatus |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| GB0304619D0 GB0304619D0 (en) | 2003-04-02 |
| GB2401189A true GB2401189A (en) | 2004-11-03 |
Family
ID=9953857
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| GB0304619A Withdrawn GB2401189A (en) | 2003-02-28 | 2003-02-28 | Friction and bearing force testing apparatus |
Country Status (1)
| Country | Link |
|---|---|
| GB (1) | GB2401189A (en) |
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3058332B2 (en) | 1989-01-31 | 2000-07-04 | 株式会社東芝 | Fluid compressor |
| WO2007068903A1 (en) * | 2005-12-12 | 2007-06-21 | Terrain Geotechnical Consultants Limited | A pile test apparatus |
| GB2435286A (en) * | 2004-05-11 | 2007-08-22 | Shire Structures Ltd | Investigating ground strength by measuring the rate of penetration of a pile |
| CN103046584A (en) * | 2013-01-28 | 2013-04-17 | 中国水电顾问集团西北勘测设计研究院 | Vertical uplift bearing capacity test pile structure of casing type cast-in-place concrete pile for fan foundations |
| CN103510552A (en) * | 2013-10-12 | 2014-01-15 | 青岛理工大学 | Nonmetal anti-floating anchor rod creep test loading device |
| CN105019486A (en) * | 2015-08-12 | 2015-11-04 | 舟山市智海技术开发有限公司 | Steel tube batter pile self-balance method load box testing structure and method |
| CN105064424A (en) * | 2015-08-12 | 2015-11-18 | 浙江省建筑科学设计研究院有限公司 | Self-balancing load box testing structure and method for inclined steel pipe pile of bridge |
| CN105064421A (en) * | 2015-08-12 | 2015-11-18 | 舟山市智海技术开发有限公司 | Testing structure and testing method of steel pipe inclined pile self-balance method |
| CN105572037A (en) * | 2016-01-04 | 2016-05-11 | 青岛理工大学 | Method for testing relative slippage of non-metal anti-floating anchor rod and concrete interface |
| WO2017196273A1 (en) * | 2016-05-12 | 2017-11-16 | Ozkan Aydin | A probe configuration |
| WO2019054957A1 (en) * | 2017-09-12 | 2019-03-21 | Ozkan Aydin | A probe configuration |
| CN109610444A (en) * | 2019-01-04 | 2019-04-12 | 中国地质大学（北京） | A kind of hanging stake and its construction method, shaft resistance force test method |
| CN109778924A (en) * | 2019-03-13 | 2019-05-21 | 福建方实工程检测有限公司 | The test method of bearing capacity of pile foundation |
| CN111719601A (en) * | 2020-06-19 | 2020-09-29 | 中国建筑第八工程局有限公司 | Method and system for detecting bearing capacity of underground diaphragm wall |
| CN112459141A (en) * | 2020-12-01 | 2021-03-09 | 武汉建工集团股份有限公司 | Uplift pile uplift resistance detection method |
Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108301446B (en) * | 2018-03-26 | 2024-06-28 | 德州海联液压科技有限公司 | Small-diameter large-tonnage compact load box |
| CN115215235A (en) * | 2021-04-21 | 2022-10-21 | 中联重科股份有限公司 | Ground rigidity obtaining and construction control method and device and engineering machinery |
| CN113982045A (en) * | 2021-08-27 | 2022-01-28 | 山西华晋岩土工程勘察有限公司 | Pile foundation detection counterforce equipment |
| CN113818421A (en) * | 2021-09-29 | 2021-12-21 | 国网新源控股有限公司 | Connecting device between girder and jack in flat plate load test |
| CN113982047B (en) * | 2021-11-22 | 2023-03-10 | 山东东汇工程检测鉴定有限公司 | Construction engineering detects with engineering foundation pile detects fixing device |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB1215417A (en) * | 1968-04-24 | 1970-12-09 | Stichting Waterbouwkundig Lab | An apparatus for determining the bearing capacity of the soil |
| JPS5792211A (en) * | 1980-11-27 | 1982-06-08 | Sano Soiru:Kk | Load testing method for pile |
| US4400970A (en) * | 1981-09-24 | 1983-08-30 | Ali Muhammad A | Method of and apparatus for measuring in situ, the sub-surface bearing strength, the skin friction, and other sub-surface characteristics of the soil |
| JPS6358231A (en) * | 1986-08-29 | 1988-03-14 | Hideaki Kishida | Perpendicular loading test method for pile |
| JPH04242164A (en) * | 1991-01-16 | 1992-08-28 | Daido Concrete Kogyo Kk | Measuring method for displacement in load test of pile |
| DE4215383A1 (en) * | 1991-03-29 | 1993-11-18 | Janos Kondor | Test load post to measure load-bearing capacity of pile foundation |
-
2003
- 2003-02-28 GB GB0304619A patent/GB2401189A/en not_active Withdrawn
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB1215417A (en) * | 1968-04-24 | 1970-12-09 | Stichting Waterbouwkundig Lab | An apparatus for determining the bearing capacity of the soil |
| JPS5792211A (en) * | 1980-11-27 | 1982-06-08 | Sano Soiru:Kk | Load testing method for pile |
| US4400970A (en) * | 1981-09-24 | 1983-08-30 | Ali Muhammad A | Method of and apparatus for measuring in situ, the sub-surface bearing strength, the skin friction, and other sub-surface characteristics of the soil |
| JPS6358231A (en) * | 1986-08-29 | 1988-03-14 | Hideaki Kishida | Perpendicular loading test method for pile |
| JPH04242164A (en) * | 1991-01-16 | 1992-08-28 | Daido Concrete Kogyo Kk | Measuring method for displacement in load test of pile |
| DE4215383A1 (en) * | 1991-03-29 | 1993-11-18 | Janos Kondor | Test load post to measure load-bearing capacity of pile foundation |
Cited By (22)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3058332B2 (en) | 1989-01-31 | 2000-07-04 | 株式会社東芝 | Fluid compressor |
| GB2435286A (en) * | 2004-05-11 | 2007-08-22 | Shire Structures Ltd | Investigating ground strength by measuring the rate of penetration of a pile |
| WO2007068903A1 (en) * | 2005-12-12 | 2007-06-21 | Terrain Geotechnical Consultants Limited | A pile test apparatus |
| CN103046584B (en) * | 2013-01-28 | 2015-08-19 | 中国电建集团西北勘测设计研究院有限公司 | Blower foundation pile casing type cast-in-place concrete pile vertically pulling-resistant bearing capacity test pile structure |
| CN103046584A (en) * | 2013-01-28 | 2013-04-17 | 中国水电顾问集团西北勘测设计研究院 | Vertical uplift bearing capacity test pile structure of casing type cast-in-place concrete pile for fan foundations |
| CN103510552B (en) * | 2013-10-12 | 2015-12-02 | 青岛理工大学 | Nonmetal anti-floating anchor rod creep test loading device |
| CN103510552A (en) * | 2013-10-12 | 2014-01-15 | 青岛理工大学 | Nonmetal anti-floating anchor rod creep test loading device |
| CN105019486A (en) * | 2015-08-12 | 2015-11-04 | 舟山市智海技术开发有限公司 | Steel tube batter pile self-balance method load box testing structure and method |
| CN105064424A (en) * | 2015-08-12 | 2015-11-18 | 浙江省建筑科学设计研究院有限公司 | Self-balancing load box testing structure and method for inclined steel pipe pile of bridge |
| CN105064421A (en) * | 2015-08-12 | 2015-11-18 | 舟山市智海技术开发有限公司 | Testing structure and testing method of steel pipe inclined pile self-balance method |
| CN106049561B (en) * | 2015-08-12 | 2018-03-23 | 任凯博 | Steel Tubes For Bridge Application taper pile self-balancing approach load box test structure and method of testing |
| CN105862938A (en) * | 2015-08-12 | 2016-08-17 | 舟山市智海技术开发有限公司 | Steel pipe oblique pile self-balancing method load box testing structure and method |
| CN106049561A (en) * | 2015-08-12 | 2016-10-26 | 浙江省建筑科学设计研究院有限公司 | Bridge steel pipe inclined pile self-balanced method load box test structure and test method |
| CN105019486B (en) * | 2015-08-12 | 2016-11-30 | 核工业湖州工程勘察院 | Inclined steel-pipe pile self-balancing approach load box test structure and method of testing |
| CN105064421B (en) * | 2015-08-12 | 2017-01-11 | 山东华安检测技术有限公司 | Testing structure and testing method of steel pipe inclined pile self-balance method |
| CN105572037A (en) * | 2016-01-04 | 2016-05-11 | 青岛理工大学 | Method for testing relative slippage of non-metal anti-floating anchor rod and concrete interface |
| WO2017196273A1 (en) * | 2016-05-12 | 2017-11-16 | Ozkan Aydin | A probe configuration |
| WO2019054957A1 (en) * | 2017-09-12 | 2019-03-21 | Ozkan Aydin | A probe configuration |
| CN109610444A (en) * | 2019-01-04 | 2019-04-12 | 中国地质大学（北京） | A kind of hanging stake and its construction method, shaft resistance force test method |
| CN109778924A (en) * | 2019-03-13 | 2019-05-21 | 福建方实工程检测有限公司 | The test method of bearing capacity of pile foundation |
| CN111719601A (en) * | 2020-06-19 | 2020-09-29 | 中国建筑第八工程局有限公司 | Method and system for detecting bearing capacity of underground diaphragm wall |
| CN112459141A (en) * | 2020-12-01 | 2021-03-09 | 武汉建工集团股份有限公司 | Uplift pile uplift resistance detection method |
Also Published As
| Publication number | Publication date |
|---|---|
| GB0304619D0 (en) | 2003-04-02 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| GB2401189A (en) | Friction and bearing force testing apparatus | |
| Xie et al. | Centrifuge modelling of spudcan–pile interaction in soft clay | |
| KR20070101638A (en) | Originally position a pile of vertical support force and pillar side frictional force measurement method and the device | |
| Rojas et al. | Plate-load tests on an unsaturated lean clay | |
| Bica et al. | Instrumentation and axial load testing of displacement piles | |
| CN107063895B (en) | A kind of rock mass interlayer weak intercalated layer field direct shear test method | |
| KR101118518B1 (en) | Construction method for pressurized grouting compression ground anchor | |
| CN105928791B (en) | Rock mass interlayer weak intercalated layer base sample sample field direct shear test method | |
| Gavin et al. | A field investigation into the mechanisms of pile ageing in sand | |
| Gabrielaitis et al. | Estimation of settlements of bored piles foundation | |
| KR101495278B1 (en) | Vertical load test equipment and methods building extension | |
| CN105424507A (en) | Situ detection method for shearing resistance of masonry mortar of masonry structure | |
| Kovari et al. | A new method of measuring deformations in diaphragm walls and piles | |
| RU80862U1 (en) | DEVICE FOR TESTING THE BEARING ABILITY OF HOLLOW PILES AND SOILS | |
| AbdelSalam et al. | Enhanced load-transfer analysis for friction piles using a modified borehole shear test | |
| Bradshaw et al. | Load transfer curves from a large-diameter pipe pile in silty soil | |
| CN218496630U (en) | A foundation intensity detection device for building engineering | |
| RU130325U1 (en) | EXPERIENCED BORED PILES FOR STATIC TESTS | |
| JP2774056B2 (en) | Pile vertical load test equipment | |
| Bersan et al. | Secondary compression of Venice lagoon sands and silts from CPTU | |
| Sherif et al. | Soil parameters for design of Mt. Baker Ridge tunnel in Seattle | |
| Brown et al. | Long-term monitoring of a drilled shaft retaining wall in expansive clay: Behavior before and during excavation | |
| KR930005273B1 (en) | Load testing apparatus of foundation pile | |
| Ayithi et al. | Technical and economic benefits of o-cell load testing for deep foundations in india | |
| CN214784253U (en) | Detection device for built-in load box in hole after construction of prefabricated hollow pile |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| 732E | Amendments to the register in respect of changes of name or changes affecting rights (sect. 32/1977) | ||
| WAP | Application withdrawn, taken to be withdrawn or refused ** after publication under section 16(1) |