CN204590104U - A kind of bath scaled model experimental device of simulating self-balance testing pile method - Google Patents
A kind of bath scaled model experimental device of simulating self-balance testing pile method Download PDFInfo
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- CN204590104U CN204590104U CN201520279778.0U CN201520279778U CN204590104U CN 204590104 U CN204590104 U CN 204590104U CN 201520279778 U CN201520279778 U CN 201520279778U CN 204590104 U CN204590104 U CN 204590104U
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Abstract
A kind of bath scaled model experimental device of simulating self-balance testing pile method, comprise the soil body and load bucket, first Model Pile and the second Model Pile, the soil body loads the upper opening of bucket, bottom is provided with a through hole, first Model Pile is identical with the second Model Pile structure and middle part is hollow, the soil body loads the rack-mount side of bucket, first Model Pile and the second Model Pile concentric are arranged above and below, be vertically set on the middle part that the soil body loads bucket, the soil body loads loaded with dielectric soil in bucket and the first Model Pile and the second Model Pile is fixed in soil body loading bucket, the bottom of the first Model Pile and the second Model Pile top are respectively equipped with and are greater than first, the cushion block of the second Model Pile internal diameter, cushion block in first Model Pile is connected with one end of the first cable wire, the other end of the first cable wire loads outside bucket by arranging the soil body, fixed pulley group directly over first Model Pile is connected with the first counterweight, cushion block in second Model Pile is connected with one end of the second cable wire, the through hole that the other end of the second cable wire loads bucket through the soil body is connected with the second counterweight be arranged on immediately below the second Model Pile, first counterweight is identical with the weight of the second counterweight, the utility model is used for research and analysis self-balance testing pile method, for promoting applying of self-balance testing pile method, exploitation pile bearing capacity detection technique, there is great engineering significance and learning value.
Description
Technical field
The utility model relates to a kind of bath scaled model experimental device of simulating self-balance testing pile method.
Background technology
In the engineering such as building, water conservancy, pile foundation is used widely.The difficulty of construction of pile foundation is large, and disguised high, quality is difficult to be guaranteed, and test of bearing capacity is most important.Tradition pile bearing capacity method of testing mainly contains accumulation load method (adding balancing weight to carry out the loading of stake top, test displacement on reaction frame) and anchored pile-testing method (by the breakout capacity of anchoring pile to serve as counterforce device, to test displacement), these two kinds of methods are all reliable, but, be only applicable to the situations such as bearing capacity is not too large, site condition is good, for diameter with bearing capacity is very large, place out-of-flatness, surrounding are difficult to carry out around conditions such as water.Self-balancing approach is a kind of new method of foundation pile static loading test, basic skills is: a kind of special charger (load box) and reinforcing cage are welded together and imbed in stake, the high-pressure oil pipe of load box is guided to ground, then pile is poured into a mould, by high-pressure oil pump on ground to the oil-filled loading of load box, power is delivered to pile body by load box, the frictional force of the frictional force of its top pile body and deadweight and bottom stake and end resistance balance each other (being called self-balancing) maintain loading, on test load case, the displacement of bottom and the top displacement of epimere stake, obtain, the load-displacement curve (3) of lower stake, thus judge the bearing capacity of foundation pile.The method is not subject to the restriction in landform and space, and run into waters, slope, narrow field, high-bearing capacity etc. and be difficult to carry out traditional pile foundation inspection method condition, Self-balanced Testing Method has obvious advantage.But, soil is the product of long-term geologic process, epimere pile body condition of work and engineering pile inconsistent, the negative friction of different Pile soil System is very complicated, during test, have that equalization point is determined, bearing capacity is determined, whether can be used for the three large technical barriers such as engineering pile, constrain self-balance testing pile method applying in engineering.
Utility model content
The purpose of this utility model is to overcome the deficiencies in the prior art and provides a kind of accurate simulation self-balance testing pile method, can accurately measure the bath scaled model experimental device of the load-displacement curve of Model Pile and the simulation self-balance testing pile method of Model Pile pile body side friction.
To achieve these goals, the technical scheme that the utility model adopts is:
A kind of bath scaled model experimental device of simulating self-balance testing pile method, comprise the soil body and load bucket, first Model Pile and the second Model Pile, the described soil body loads the upper opening of bucket, bottom is provided with a through hole, described first Model Pile is identical with the second Model Pile structure and middle part is hollow, the described soil body loads the rack-mount side of bucket, described first Model Pile and the second Model Pile concentric are arranged above and below, be vertically set on the middle part that the soil body loads bucket, the described soil body loads loaded with dielectric soil in bucket and the first Model Pile and the second Model Pile is fixed in soil body loading bucket, the bottom of described first Model Pile and the second Model Pile top are respectively equipped with and are greater than first, the cushion block of the second Model Pile internal diameter, cushion block in described first Model Pile is connected with one end of the first cable wire, the other end of described first cable wire loads outside bucket by arranging the soil body, fixed pulley group directly over first Model Pile is connected with the first counterweight, cushion block in described second Model Pile is connected with one end of the second cable wire, the through hole that the other end of described second cable wire loads bucket through the soil body is connected with the second counterweight be arranged on immediately below the second Model Pile, described first counterweight is identical with the weight of the second counterweight, the external surface of described first Model Pile and the second Model Pile is fixed with foil gauge, described first cable wire is provided with the 3rd measurement mechanism measuring its vertical direction amount of movement (that is: the bottom amount of moving up of the first Model Pile), the top of described first Model Pile is provided with the second measurement mechanism measuring its vertical direction amount of movement (that is: the first Model Pile top amount of moving up), described second cable wire is provided with the first measurement mechanism measuring its vertical direction amount of movement (that is: the second Model Pile top amount of moving down).
Described first, second, third measurement mechanism is dial gage group.
Described first cable wire and the second cable wire are provided with hook, and described first counterweight and the second counterweight are fixed on the first cable wire and the second cable wire by hook.
Described first Model Pile is connected with TDS530 strain gauge with the foil gauge in the second Model Pile.
Owing to adopting such scheme, this device passes through fixed pulley, first cable wire and cushion block fit through the bottom applying jacking force upwards of the first counterweight to the first Model Pile, simultaneously by the second cable wire, cushion block cooperation utilizes the top of the second counterweight to the second Model Pile to apply downward pressure, the action of the jack of such accurate simulation self-balance testing pile method, fixed pulley and cable wire ensure that the accuracy that power is transmitted, adopt simultaneously and in this way the first counterweight and the second counterweight are all arranged on the outside that the soil body loads bucket, thus conveniently carry out changing the weight of the first counterweight and the second counterweight in process in test, adopt counterweight to load simultaneously, ensure that every grade of load loads stable, and make in experimentation without the need to ftercompction, in an experiment by dial gage group to the first cable wire (that is: the bottom amount of moving up of the first Model Pile), first Model Pile top (that is: the first Model Pile top amount of moving up), second cable wire (that is: the second Model Pile top amount of moving down) movement is in the vertical direction measured, thus draw three load-displacement curves of Model Pile, by foil gauge, Model Pile pile shaft force and side friction are measured, thus conveniently utilize the data of this measurement device to study self-balance testing pile method.
In sum, this device adopts the general principle of self-balance testing pile method, can by load-displacement curve, the pile body side friction regularity of distribution of this device research model stake, thus analyze pop-up at the bottom of stake, stake top presses down, stake top pull-up time pile-soil interaction mechanism, carry out research and analysis self-balance testing pile method, for promoting the applying of self-balance testing pile method, developing pile bearing capacity detection technique, there is great engineering significance and learning value.
Accompanying drawing explanation
Fig. 1 is the utility model structural representation.
Detailed description of the invention
Below in conjunction with accompanying drawing, further describe the detailed description of the invention of this patent.
As shown in Figure 1, a kind of bath scaled model experimental device of simulating self-balance testing pile method, comprise the soil body and load bucket 1, first Model Pile 3 and the second Model Pile 2, the described soil body loads the upper opening of bucket 1, bottom is provided with a through hole, described first Model Pile 3 is identical with the second Model Pile 2 structure and middle part is hollow, the described soil body loads the rack-mount side of bucket 1, described first Model Pile 3 and the second Model Pile 2 concentric are arranged above and below, be vertically set on the middle part that the soil body loads bucket 1, the described soil body loads loaded with dielectric soil in bucket 1 and first Model Pile and the second Model Pile is fixed in soil body loading bucket 1, the bottom of described first Model Pile 3 and the second Model Pile 2 top are respectively equipped with and are greater than first, the cushion block 7 of the second Model Pile internal diameter, cushion block in described first Model Pile 3 is connected with one end of the first cable wire, the other end of described first cable wire loads outside bucket by arranging the soil body, fixed pulley group 4 directly over first Model Pile 3 is connected with the first counterweight 5, cushion block in described second Model Pile 2 is connected with one end of the second cable wire, the through hole that the other end of described second cable wire loads bucket 1 through the soil body is connected with the second counterweight 6 be arranged on immediately below the second Model Pile 2, described first counterweight 5 is identical with the weight of the second counterweight 6 and be all fixed on the first cable wire and the second cable wire by hook, the external surface of described first Model Pile 3 and the second Model Pile 2 is fixed with foil gauge, described first Model Pile 3 is connected with TDS530 strain gauge with the foil gauge in the second Model Pile 2, described first cable wire is provided with the 3rd measurement mechanism 10 measuring its vertical direction amount of movement, the top of described first Model Pile 3 is provided with the second measurement mechanism 9 measuring its vertical direction amount of movement, described second cable wire 2 is provided with the first measurement mechanism 8 measuring its vertical direction amount of movement, described first, second, 3rd measurement mechanism is dial gage group.
Specific experiment step is as follows:
First cable wire and the second cable wire hang up the first counterweight 5 and the second counterweight 6 respectively, first counterweight 5 and the second counterweight 6 are a standard test weight (2.5kg/), read the first measurement mechanism 8 respectively, second measurement mechanism 9, the dial gage reading of the 3rd measurement mechanism 10, thus (load is 2.5kg to obtain the point of 3 positions in " load-displacement " coordinate system by computer or manual drawing, displacement is respectively: the bottom amount of moving up of the first Model Pile, the first Model Pile top amount of moving up, the second Model Pile top amount of moving down), here the bottom amount of moving up of the first Model Pile should why be gathered, gather the first Model Pile top amount of moving up again, because the first Model Pile can produce deformation in process of the test.
Then gathering the strain that TDS530 strain gauge receives, by calculating axle power, in " axle power-degree of depth " coordinate system of first and second Model Pile, obtaining a curve under this load.
Change the weight of the first counterweight 5 and the second counterweight 6, the first counterweight 5 and the second counterweight 6 is made to be the weight of n standard test weight (2.5kg/), synchronous above-mentioned steps, thus in " axle power-degree of depth " coordinate system of first and second Model Pile, obtain n bar curve under n level load, obtained " load-displacement " curve at 3 positions (bottom of the first Model Pile, the first Model Pile top, the second Model Pile top) by computer or manual drawing.First Model Pile or the second Model Pile are destroyed, and experiment terminates, finally by the data analysis obtained.
Claims (4)
1. simulate the bath scaled model experimental device of self-balance testing pile method for one kind, comprise the soil body and load bucket, first Model Pile and the second Model Pile, it is characterized in that: the described soil body loads the upper opening of bucket, bottom is provided with a through hole, described first Model Pile is identical with the second Model Pile structure and middle part is hollow, the described soil body loads the rack-mount side of bucket, described first Model Pile and the second Model Pile concentric are arranged above and below, be vertically set on the middle part that the soil body loads bucket, the described soil body loads loaded with dielectric soil in bucket and the first Model Pile and the second Model Pile is fixed in soil body loading bucket, the bottom of described first Model Pile and the second Model Pile top are respectively equipped with and are greater than first, the cushion block of the second Model Pile internal diameter, cushion block in described first Model Pile is connected with one end of the first cable wire, the other end of described first cable wire loads outside bucket by arranging the soil body, fixed pulley group directly over first Model Pile is connected with the first counterweight, cushion block in described second Model Pile is connected with one end of the second cable wire, the through hole that the other end of described second cable wire loads bucket through the soil body is connected with the second counterweight be arranged on immediately below the second Model Pile, described first counterweight is identical with the weight of the second counterweight, the external surface of described first Model Pile and the second Model Pile is fixed with foil gauge, described first cable wire is provided with the 3rd measurement mechanism measuring its vertical direction amount of movement, the top of described first Model Pile is provided with the second measurement mechanism measuring its vertical direction amount of movement, described second cable wire is provided with the first measurement mechanism measuring its vertical direction amount of movement.
2. the bath scaled model experimental device of simulation self-balance testing pile method according to claim 1, is characterized in that: described first, second, third measurement mechanism is dial gage group.
3. the bath scaled model experimental device of simulation self-balance testing pile method according to claim 1 and 2, is characterized in that: described first cable wire and the second cable wire are provided with hook, and described first counterweight and the second counterweight are fixed on the first cable wire and the second cable wire by hook.
4. the bath scaled model experimental device of simulation self-balance testing pile method according to claim 3, is characterized in that: described first Model Pile is connected with TDS530 strain gauge with the foil gauge in the second Model Pile.
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105571759A (en) * | 2016-01-18 | 2016-05-11 | 南京工业大学 | Interface friction resistance testing device for geotechnical engineering, and testing method thereof |
| CN105625174A (en) * | 2016-01-09 | 2016-06-01 | 武汉科技大学 | Assessment method for carrying capacity of suspension bridge tunnel type anchor |
| CN106066141A (en) * | 2016-06-15 | 2016-11-02 | 武汉中和工程技术有限公司 | The pile body shifting discharge observation device of foundation pile self-balanced static-load testing and measuring method |
| CN106596909A (en) * | 2016-12-20 | 2017-04-26 | 同济大学 | Model test device for pile type reinforced roadbed |
| CN106836315A (en) * | 2017-01-10 | 2017-06-13 | 广西瑞宇建筑科技有限公司 | A kind of vertical displacement detection means |
| CN109900406A (en) * | 2019-03-15 | 2019-06-18 | 广西岩土新技术有限公司 | Expand soil layer negative friction conversion coefficient measuring device, design method and measurement method |
| CN110847249A (en) * | 2019-10-14 | 2020-02-28 | 东南大学 | Indoor model device for detecting uplift resistance and horizontal bearing performance of pile foundation |
| CN109900406B (en) * | 2019-03-15 | 2024-05-17 | 广西岩土新技术有限公司 | Device for measuring negative friction conversion coefficient of expansive soil layer, design method and measurement method |
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2015
- 2015-05-04 CN CN201520279778.0U patent/CN204590104U/en active Active
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105625174A (en) * | 2016-01-09 | 2016-06-01 | 武汉科技大学 | Assessment method for carrying capacity of suspension bridge tunnel type anchor |
| CN105571759A (en) * | 2016-01-18 | 2016-05-11 | 南京工业大学 | Interface friction resistance testing device for geotechnical engineering, and testing method thereof |
| CN106066141A (en) * | 2016-06-15 | 2016-11-02 | 武汉中和工程技术有限公司 | The pile body shifting discharge observation device of foundation pile self-balanced static-load testing and measuring method |
| CN106596909A (en) * | 2016-12-20 | 2017-04-26 | 同济大学 | Model test device for pile type reinforced roadbed |
| CN106596909B (en) * | 2016-12-20 | 2023-11-07 | 同济大学 | Pile-supported reinforced roadbed model test device |
| CN106836315A (en) * | 2017-01-10 | 2017-06-13 | 广西瑞宇建筑科技有限公司 | A kind of vertical displacement detection means |
| CN109900406A (en) * | 2019-03-15 | 2019-06-18 | 广西岩土新技术有限公司 | Expand soil layer negative friction conversion coefficient measuring device, design method and measurement method |
| CN109900406B (en) * | 2019-03-15 | 2024-05-17 | 广西岩土新技术有限公司 | Device for measuring negative friction conversion coefficient of expansive soil layer, design method and measurement method |
| CN110847249A (en) * | 2019-10-14 | 2020-02-28 | 东南大学 | Indoor model device for detecting uplift resistance and horizontal bearing performance of pile foundation |
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