CN104975620A - Pile foundation static loading experiment device - Google Patents
Pile foundation static loading experiment device Download PDFInfo
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- CN104975620A CN104975620A CN201510385480.2A CN201510385480A CN104975620A CN 104975620 A CN104975620 A CN 104975620A CN 201510385480 A CN201510385480 A CN 201510385480A CN 104975620 A CN104975620 A CN 104975620A
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Abstract
The invention discloses a pile foundation static loading experiment device. By designing the shape of press pile clump weight, placing positions between the clump weight are fixed, for example, shapes of the upper surfaces of bottom layer press pile blocks are matched with shapes of the lower surfaces of middle layer press pile blocks, and if the placing positions are not in place, the two layers of the press pile blocks cannot be put stably; therefore the press pile blocks can be put into the best positions after each layer of the press pile blocks is placed, the center of gravity of the integral press pile structure falls on the center of a lifting jack, the problem that the balance point of surcharging by using a surcharging mode cannot be controlled is solved, under the condition that the gravity problem is solved, even when the press pile blocks fall from very high positions, toppling and falling cannot occur, and the problem that the weight is limited by using the surcharging mode is solved. The pile foundation static loading experiment device has the advantages that the surcharging weight can be increased, the center of gravity is not prone to deviating, and the device is safe and reliable.
Description
Technical field
The present invention relates to the technical field of civil engineering, particularly relate to a kind of static load of pile foundation experimental facilities.
Background technology
At present, the loading method carrying out dead load test on pile foundation has accumulation load method or anchored pile-testing method, carrying out foundation pile settlement test method is that the support setting up long distance fixes tangent displacement sensor, such loading and detection method also exist following problem: because the equalization point difficulty piling up limited mass and preloading of accumulation load method controls, so be not suitable for large-tonnage dead load test on pile foundation; Because anchored pile-testing method to adopt near test pile working pile to be around anchoring pile, once there is unbalance loading or overload, there is working pile by drawing crack or the danger of breaking; Support due to long distance is subject to the impact such as temperature, vibration and produces distortion, the problem causing the not enough or test data of settling amount measuring accuracy unreliable etc.
Because anchored pile-testing method needs the working pile around near test pile to be anchoring pile, do experiment to it to be subject to certain restrictions, and accumulation load method does not require that place has working pile to test, the scope of application is wider, preloading balancing weight can pre-establish, facilitate practical operation, thus accumulation load method compared to anchored pile-testing method use more.If the preloading limited mass of accumulation load method and the equalization point problem rambunctious of preloading can be solved, then greatly can promote the development of static load of pile foundation experiment.
Summary of the invention
Technical problem to be solved by this invention is for the above-mentioned state of the art, and provides a kind of static load of pile foundation experimental facilities, and having to increase that heap carrying capacity, center of gravity not easily depart from, safe and reliable advantage.
The present invention solves the problems of the technologies described above adopted technical scheme:
A kind of static load of pile foundation experimental facilities, wherein: this test static load of pile foundation device comprises: jack, collection power i iron, feet balancing weight, load i iron, piling balancing weight, piling balancing weight includes bottom piling block, middle level piling block and top layer piling block, jack is placed on the top of tested pile foundation, the central axes of jack and tested pile foundation, feet balancing weight is placed on tested pile foundation both sides, collection power i iron is placed on above jack, the center of gravity of collection power i iron is on the central axis of jack, the height sum that the height of collection power i iron and the height of jack and tested pile foundation elevate above the soil is not more than the height of feet balancing weight, load i iron is placed on feet balancing weight, quantity is multiple, load i iron coordinates with collection power i iron is vertical, piling balancing weight is placed on collection power i iron, the quantity of piling balancing weight is Pile Foundations Design bearing capacity divided by 12 times of single piling balancing weight gravity, piling balancing weight is triangular prism shaped piling up, middle level piling block is installed with on bottom piling block, top layer piling block is installed with on middle level piling block, bottom piling block is that upper surface is shaped with middle part semi-cylindrical hill, the rectangle balancing weight of soffit level, piling block in middle level is that upper surface two ends are shaped with fan-shaped projection, soffit two ends are shaped with the balancing weight of sector-shaped depressions, the size of fan-shaped projection is suitable with the size of sector-shaped depressions, top layer piling block is upper surface level, soffit is shaped with the rectangle balancing weight of middle part semi-cylindrical canyon, the fan-shaped combination of protrusions of adjacent middle level piling block forms a semi-cylindrical hill suitable with top layer piling block soffit semi-cylindrical canyon, the sector-shaped depressions of adjacent middle level piling block is combined to form a semi-cylindrical canyon suitable with bottom piling block upper surface semi-cylindrical hill.
For optimizing technique scheme, the concrete measure taked also comprises:
Above-mentioned feet balancing weight is provided with four to eight pieces according to the size of tested pile foundation, and etc. the left and right of distributed number in tested pile foundation, feet balancing weight is arranged with at least one deck steel bed course.
Above-mentioned feet balancing weight and piling balancing weight are that length is two meters, width and be highly the reinforced concrete block of a meter.
Above-mentioned feet balancing weight and the every block of piling balancing weight are four tons of weights.
When the stake footpath of above-mentioned tested pile foundation is less than 300mm, adopt four pieces of feet balancing weights, when the stake footpath of tested pile foundation is 300mm to 500mm, adopt six pieces of feet balancing weights, when the stake footpath of tested pile foundation is greater than 500mm, adopt eight pieces of feet balancing weights.
The feet balancing weight group of above-mentioned feet balancing weight composition is the twice sum in the stake footpath of 1.5m and tested pile foundation apart from the minimum distance of tested pile foundation.
When the above-mentioned height sum elevated above the soil when the height of collection power i iron and the height of jack and tested pile foundation is less than the height of feet balancing weight, between jack and collection power i iron, be filled with cushion block.
Above-mentioned cushion block is metal sheet or metal derby.
The long limit of above-mentioned collection power i iron is parallel with the long limit of feet balancing weight.
Gap between above-mentioned Neighbor Set power i iron is not more than 1/3rd of the long edge lengths of piling balancing weight.
Compared with prior art, a kind of static load of pile foundation experimental facilities of the present invention, wherein: this test static load of pile foundation device comprises: jack, collection power i iron, feet balancing weight, load i iron, piling balancing weight, piling balancing weight includes bottom piling block, middle level piling block and top layer piling block, jack is placed on the top of tested pile foundation, the central axes of jack and tested pile foundation, feet balancing weight is placed on tested pile foundation both sides, collection power i iron is placed on above jack, the center of gravity of collection power i iron is on the central axis of jack, the height sum that the height of collection power i iron and the height of jack and tested pile foundation elevate above the soil is not more than the height of feet balancing weight, load i iron is placed on feet balancing weight, quantity is multiple, load i iron coordinates with collection power i iron is vertical, piling balancing weight is placed on collection power i iron, the quantity of piling balancing weight is Pile Foundations Design bearing capacity divided by 12 times of single piling balancing weight gravity, piling balancing weight is triangular prism shaped piling up, middle level piling block is installed with on bottom piling block, top layer piling block is installed with on middle level piling block, bottom piling block is that upper surface is shaped with middle part semi-cylindrical hill, the rectangle balancing weight of soffit level, piling block in middle level is that upper surface two ends are shaped with fan-shaped projection, soffit two ends are shaped with the balancing weight of sector-shaped depressions, the size of fan-shaped projection is suitable with the size of sector-shaped depressions, top layer piling block is upper surface level, soffit is shaped with the rectangle balancing weight of middle part semi-cylindrical canyon, the fan-shaped combination of protrusions of adjacent middle level piling block forms a semi-cylindrical hill suitable with top layer piling block soffit semi-cylindrical canyon, the sector-shaped depressions of adjacent middle level piling block is combined to form a semi-cylindrical canyon suitable with bottom piling block upper surface semi-cylindrical hill.
The present invention makes the position that puts off between piling balancing weight fix by the shape of design piling balancing weight, such as, the upper surface shape of bottom piling block and the underside shape of middle level piling block suitable, if riding position is not in place, just cannot put steady between two-layer piling block, therefore, often fall one deck piling block, piling block can be put into optimum position, make whole piling structural focus in jack center, solve the equalization point problem rambunctious of accumulation load method preloading, when solving center of gravity problem, even if very high also there will not be that piling block falls, topples over, solve the problem piling up limited mass of accumulation load method.
The present invention has can increase heap carrying capacity, center of gravity not easily departs from, safe and reliable advantage.
Accompanying drawing explanation
Fig. 1 is structural representation of the present invention;
Fig. 2 is the side-looking structural representation of Fig. 1.
Detailed description of the invention
Below in conjunction with accompanying drawing, embodiments of the invention are described in further detail.
Fig. 1 is to Figure 2 shows that structural representation of the present invention.
Reference numeral is wherein: tested pile foundation 1, jack 2, collection power i iron 3, feet balancing weight 4, load i iron 5, piling balancing weight 6, bottom piling block 61, middle level piling block 62, top layer piling block 63, cushion block 7.
As shown in Figure 1 to Figure 2,
A kind of static load of pile foundation experimental facilities, wherein: this test static load of pile foundation device comprises: jack 2, collection power i iron 3, feet balancing weight 4, load i iron 5, piling balancing weight 6, piling balancing weight 6 includes bottom piling block 61, middle level piling block 62 and top layer piling block 63, jack 2 is placed on the top of tested pile foundation 1, the central axes of jack 2 and tested pile foundation 1, feet balancing weight 4 is placed on tested pile foundation 1 both sides, collection power i iron 3 is placed on above jack 2, the center of gravity of collection power i iron 3 is on the central axis of jack 2, the height sum that the height of collection power i iron 3 and the height of jack 2 and tested pile foundation 1 elevate above the soil is not more than the height of feet balancing weight 4, load i iron 5 is placed on feet balancing weight 4, quantity is multiple, load i iron 5 coordinates with collection power i iron 3 is vertical, piling balancing weight 6 is placed on collection power i iron 3, the quantity of piling balancing weight 6 is Pile Foundations Design bearing capacity divided by 12 times of single piling balancing weight 6 gravity, piling balancing weight 6 is piled up in triangular prism shaped, middle level piling block 62 is installed with on bottom piling block 61, top layer piling block 63 is installed with on middle level piling block 62, bottom piling block 61 for upper surface be shaped with middle part semi-cylindrical hill, the rectangle balancing weight of soffit level, middle level piling block 62 is shaped with fan-shaped projection for upper surface two ends, soffit two ends are shaped with the balancing weight of sector-shaped depressions, the size of fan-shaped projection is suitable with the size of sector-shaped depressions, top layer piling block 63 is upper surface level, soffit is shaped with the rectangle balancing weight of middle part semi-cylindrical canyon, the fan-shaped combination of protrusions of adjacent middle level piling block 62 forms a semi-cylindrical hill suitable with top layer piling block 63 soffit semi-cylindrical canyon, the sector-shaped depressions of adjacent middle level piling block 62 is combined to form a semi-cylindrical canyon suitable with bottom piling block 61 upper surface semi-cylindrical hill.
In embodiment, feet balancing weight 4 is provided with four to eight pieces according to the size of tested pile foundation 1, and etc. the left and right of distributed number in tested pile foundation 1, feet balancing weight 4 is arranged with at least one deck steel bed course.
In embodiment, feet balancing weight 4 and piling balancing weight 6 are that length is two meters, width and be highly the reinforced concrete block of a meter.
In embodiment, feet balancing weight 4 is four tons of weights with the every block of piling balancing weight 6.
In embodiment, when the stake footpath of tested pile foundation 1 is less than 300mm, adopt four pieces of feet balancing weights 4, when the stake footpath of tested pile foundation 1 is 300mm to 500mm, adopt six pieces of feet balancing weights 4, when the stake footpath of tested pile foundation 1 is greater than 500mm, adopt eight pieces of feet balancing weights 4.
In embodiment, the feet balancing weight group that feet balancing weight 4 forms is the twice sum in the stake footpath of 1.5m and tested pile foundation 1 apart from the minimum distance of tested pile foundation 1.
In embodiment, when the height sum that height and the tested pile foundation 1 of the height with jack 2 that collect power i iron 3 elevates above the soil is less than the height of feet balancing weight 4, jack 2 and collect between power i iron 3 and be filled with cushion block 7.
In embodiment, cushion block 7 is metal sheet or metal derby.
In embodiment, the long limit of collection power i iron 3 is parallel with the long limit of feet balancing weight 4.
In embodiment, the gap between Neighbor Set power i iron 3 is not more than 1/3rd of the long edge lengths of piling balancing weight 6.
As follows by the method for this device experiment static load of pile foundation: selected tested pile foundation 1, inquire about the design static load value of this tested pile foundation 1, for scene is equipped with enough feet balancing weights 4 and piling balancing weight 6; Calculate feet balancing weight 4 and the placement distance of tested pile foundation 1, steel bed course is laid in the place of placing feet balancing weight 4; Steel bed course is placed feet balancing weight 4, will long limit be connected, minor face snugly pushes away and put between feet balancing weight 4, feet balancing weight 4 is divided into two groups, is placed on tested pile foundation 1 both sides symmetrically; Tested pile foundation 1 places jack 2, the height of the height that anticipation jack 2 and tested pile foundation 1 elevate above the soil and collection power i iron 3 and whether lower than the height of feet balancing weight 4, if lower than the height of feet balancing weight 4, between jack 2 and collection power i iron 3, dose cushion block 7, but dose the height of height that the height of the jack 2 after cushion block 7, cushion block 7 and tested pile foundation 1 elevate above the soil and collection power i iron 3 and the height of feet balancing weight 4 must not be greater than; Jack 2 is placed collection power i iron 3, feet balancing weight 4 is placed load i iron 5, collection power i iron 3 and load i iron 5 across vertical runs, load i iron 5 is placed piling balancing weight 6; Rise jack 2, jack 2 promotes collection power i iron 3 and withstands on load i iron 5 bottom, and piling balancing weight 6 pairs of jack 2 act on a counter-force, and this counter-force is passed in tested pile foundation 1 by jack 2, for testing the static load of tested pile foundation 1; At set intervals jack 2 is added and once press, until pressure reaches the design static force of tested pile foundation 1; Record and calculate the settling amount of tested pile foundation 1, judge the actual static force of tested pile foundation 1.
The present invention makes the position that puts off between piling balancing weight fix by the shape of design piling balancing weight, such as, the upper surface shape of bottom piling block 61 and the underside shape of middle level piling block 62 suitable, if riding position is not in place, just cannot put steady between two-layer piling block, therefore, often fall one deck piling block, piling block can be put into optimum position, make whole piling structural focus in jack center, solve the equalization point problem rambunctious of accumulation load method preloading, when solving center of gravity problem, even if very high also there will not be that piling block falls, topples over, solve the problem piling up limited mass of accumulation load method.
What finally illustrate is, above embodiment is only in order to illustrate technical scheme of the present invention and unrestricted, although by referring to the preferred embodiments of the present invention, invention has been described, but those of ordinary skill in the art is to be understood that, various change can be made to it in the form and details, and not depart from the spirit and scope of the present invention that appended claims limits.
Claims (10)
1. a static load of pile foundation experimental facilities, is characterized in that: this test static load of pile foundation device comprises: jack (2), collection power i iron (3), feet balancing weight (4), load i iron (5), piling balancing weight (6), described piling balancing weight (6) includes bottom piling block (61), middle level piling block (62) and top layer piling block (63), described jack (2) is placed on the top of tested pile foundation (1), the central axes of jack (2) and tested pile foundation (1), described feet balancing weight (4) is placed on tested pile foundation (1) both sides, described collection power i iron (3) is placed on jack (2) top, the center of gravity of collection power i iron (3) is on the central axis of jack (2), the height sum that the height of described collection power i iron (3) and the height of jack (2) and tested pile foundation (1) elevate above the soil is not more than the height of feet balancing weight (4), described load i iron (5) is placed on feet balancing weight (4), quantity is multiple, load i iron (5) coordinates with collection power i iron (3) is vertical, described piling balancing weight (6) is placed on collection power i iron (3), the quantity of described piling balancing weight (6) is Pile Foundations Design bearing capacity divided by 12 times of single piling balancing weight (6) gravity, described piling balancing weight (6) is piled up in triangular prism shaped, described middle level piling block (62) is installed with on bottom piling block (61), described top layer piling block (63) is installed with on middle level piling block (62), described bottom piling block (61) for upper surface be shaped with middle part semi-cylindrical hill, the rectangle balancing weight of soffit level, described middle level piling block (62) is shaped with fan-shaped projection for upper surface two ends, soffit two ends are shaped with the balancing weight of sector-shaped depressions, the size of described fan-shaped projection is suitable with the size of sector-shaped depressions, described top layer piling block (63) is upper surface level, soffit is shaped with the rectangle balancing weight of middle part semi-cylindrical canyon, the fan-shaped combination of protrusions of adjacent described middle level piling block (62) forms a semi-cylindrical hill suitable with top layer piling block (63) soffit semi-cylindrical canyon, the sector-shaped depressions of adjacent described middle level piling block (62) is combined to form a semi-cylindrical canyon suitable with bottom piling block (61) upper surface semi-cylindrical hill.
2. a kind of static load of pile foundation experimental facilities according to claim 1, it is characterized in that: described feet balancing weight (4) is provided with four to eight pieces according to the size of tested pile foundation (1), etc. the left and right of distributed number in tested pile foundation (1), described feet balancing weight (4) is arranged with at least one deck steel bed course.
3. a kind of static load of pile foundation experimental facilities according to claim 2, is characterized in that: described feet balancing weight (4) and piling balancing weight (6) are that length is two meters, width and be highly the reinforced concrete block of a meter.
4. a kind of static load of pile foundation experimental facilities according to claim 3, is characterized in that: described feet balancing weight (4) is four tons of weights with the every block of piling balancing weight (6).
5. a kind of static load of pile foundation experimental facilities according to claim 4, it is characterized in that: when the stake footpath of described tested pile foundation (1) is less than 300mm, adopt four pieces of feet balancing weights (4), when the stake footpath of described tested pile foundation (1) is 300mm to 500mm, adopt six pieces of feet balancing weights (4), when the stake footpath of described tested pile foundation (1) is greater than 500mm, adopt eight pieces of feet balancing weights (4).
6. a kind of static load of pile foundation experimental facilities according to claim 5, is characterized in that: the feet balancing weight group that described feet balancing weight (4) forms is the twice sum in the stake footpath of 1.5m and tested pile foundation (1) apart from the minimum distance of tested pile foundation (1).
7. a kind of static load of pile foundation experimental facilities according to claim 6, it is characterized in that: when the height sum that the height of described collection power i iron (3) and the height of jack (2) and tested pile foundation (1) elevate above the soil is less than the height of feet balancing weight (4), between described jack (2) and collection power i iron (3), be filled with cushion block (7).
8. a kind of static load of pile foundation experimental facilities according to claim 7, is characterized in that: described cushion block (7) is metal sheet or metal derby.
9. a kind of static load of pile foundation experimental facilities according to claim 8, is characterized in that: the long limit of described collection power i iron (3) is parallel with the long limit of feet balancing weight (4).
10. a kind of static load of pile foundation experimental facilities according to claim 9, is characterized in that: the gap between adjacent described collection power i iron (3) is not more than 1/3rd of the long edge lengths of piling balancing weight (6).
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| CN201510385480.2A CN104975620A (en) | 2015-07-03 | 2015-07-03 | Pile foundation static loading experiment device |
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| CN201510385480.2A CN104975620A (en) | 2015-07-03 | 2015-07-03 | Pile foundation static loading experiment device |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107034929A (en) * | 2017-04-08 | 2017-08-11 | 温州信达交通工程试验检测有限公司 | A kind of dead load test on pile foundation system |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2038520U (en) * | 1988-05-22 | 1989-05-31 | 全椒县水利局 | Hollow concrete tenon brick |
| DE102006006242A1 (en) * | 2006-02-09 | 2007-08-23 | GeTec -Ingenieurgesellschaft für Informations-und Planungstechnologie m.b.H. | Execution method for static load test at stakes or columns, involves displacing measuring point, opposite reference measuring point independent of counter bearings, connected with stake head or column head |
| CN201292596Y (en) * | 2008-09-28 | 2009-08-19 | 沈生平 | Energy-conserving heat preserving interlock building block |
| CN103452146A (en) * | 2013-09-03 | 2013-12-18 | 广州建设工程质量安全检测中心有限公司 | Super-tonnage static load test device |
-
2015
- 2015-07-03 CN CN201510385480.2A patent/CN104975620A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2038520U (en) * | 1988-05-22 | 1989-05-31 | 全椒县水利局 | Hollow concrete tenon brick |
| DE102006006242A1 (en) * | 2006-02-09 | 2007-08-23 | GeTec -Ingenieurgesellschaft für Informations-und Planungstechnologie m.b.H. | Execution method for static load test at stakes or columns, involves displacing measuring point, opposite reference measuring point independent of counter bearings, connected with stake head or column head |
| CN201292596Y (en) * | 2008-09-28 | 2009-08-19 | 沈生平 | Energy-conserving heat preserving interlock building block |
| CN103452146A (en) * | 2013-09-03 | 2013-12-18 | 广州建设工程质量安全检测中心有限公司 | Super-tonnage static load test device |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107034929A (en) * | 2017-04-08 | 2017-08-11 | 温州信达交通工程试验检测有限公司 | A kind of dead load test on pile foundation system |
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