CN203821396U - Load box grouting device for pile self-balanced load test - Google Patents
Load box grouting device for pile self-balanced load test Download PDFInfo
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- CN203821396U CN203821396U CN201420210221.7U CN201420210221U CN203821396U CN 203821396 U CN203821396 U CN 203821396U CN 201420210221 U CN201420210221 U CN 201420210221U CN 203821396 U CN203821396 U CN 203821396U
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- load box
- mud jacking
- pipe
- pile
- type pipe
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Abstract
The utility model discloses a load box grouting device and a grouting process for a pile self-balanced load test, which comprises a main grouting pipe, two U-shaped pipes, an upper O-shaped pipe, a lower O-shaped pipe and an auxiliary steel pipe. The U-shaped pipes are used for filling grout at the off-position of a load box. The upper and lower O-shaped pipes are used for supplementing grout at the off-position of the load box and grouting the soil surrounding a pile. The two U-shaped pipes are arranged on the lower bearing plate of the load box. The upper and lower O-shaped pipes are respectively arranged on the upper and lower bearing plates of the load box. The auxiliary steel pipe is connected with the two U-shaped pipes, the upper O-shaped pipe and the lower O-shaped pipe to form four independent loops and then extends to the top of the pile to exposed out of the pile at a certain length. By means of the device, the problem in the prior art that a test pile cannot be used as an engineering pile after being applied in the pile self-balanced load test can be solved. Meanwhile, the test cost is lowered and the operation safety of buildings is improved. The load box grouting device is of great importance in accelerating the promotion of the pile self-balanced load test.
Description
Technical field
The utility model belongs to pile capacity technical field of measurement and test, relate to squeezing unit and the mud jacking technique of after a kind of self-balanced test method, load box areas of disconnection being carried out to through engineering approaches processing, be not need to scrap after a test pile test, can be used as engineering pile and use, significantly reduce the technology of testing cost.
Background technology
Self-balancing approach is a kind of based on seek to load the static load test method of counter-force in foundation pile inside.Correspondingly, the enforcement technology of this test method, is called " reflexive force method peg technology " or " self-balancing approach peg technology ".
The application of self-balanced test method in engineering is more and more extensive, but can test pile be the focus of engineering circles to the method arguement as engineering pile use.After test pile test at present, there are two kinds of processing methods: the first, test pile is only done test and is detected, and as engineering pile, does not use, discarded after test; Its two, test pile is unprocessed directly to be used as engineering pile.For the former, can greatly increase the expense that test detects, waste is serious; For the latter, because load box place after test pile test is off-state, namely two sections stake disconnects completely, and this can cause larger potential safety hazard, affects the normal operation of upper building.
In the process of engineering circles arguement, can the each side that participate in arguement be the viewpoint of inferring on advancing a theory as engineering pile use for test pile, do not research and develop relevant apparatus and process and take out real example to prove the conclusion of oneself.Therefore, research and develop relevant equipment and technique, make the test pile after through engineering approaches can be used as engineering pile use, to reducing test testing cost, strengthen building operation security, the popularization of accelerating the method is significant.
Summary of the invention
The purpose of this utility model is to provide equipment and the construction technology of after a kind of self-balanced test method, load box place areas of disconnection being carried out to mud jacking processing, solves the difficult problem that test pile can not be used as engineering pile.
For realizing the purpose of this utility model, the technical solution adopted in the utility model is:
Self Balance Test Method of Foundation Pile load box squeezing unit, is characterized in that, comprising:
Main madjack pipe, supplements mud jacking and upper O type pipe and lower O type pipe that stake periphery soil body mud jacking is processed form by two U-shaped pipes of filling at load box open position mud jacking with at load box open position; Two U-shaped pipes are located at bearing plate upside under load box, and upper O type pipe and lower O type pipe are located at respectively upper bearing plate and the lower bearing plate upside of load box;
Auxiliary steel pipe, connects above-mentioned two U-shaped pipes and upper O type pipe and lower O type pipe and forms four independently loops extend to stake and push up and expose certain length.
In addition, two U-shaped pipes are symmetrical arranged, and U-shaped body pastes bearing plate wooden partition side under load box and is laid with mud jacking hole one.
Preferentially, mud jacking hole one quantity is 3-5, and the diameter in hole is 5mm-15mm.
In addition, mud jacking hole one seals by sheet rubber, and sheet rubber sealed periphery is also provided with adhesive waterproof tape sealing.
In addition the uniform mud jacking hole two that is laid with of upper O type pipe and lower O type pipe outer.
Preferentially, between mud jacking hole two, spacing is 15cm-20cm, and the diameter in hole is 5mm-15mm.
In addition, mud jacking hole two seals by sheet rubber, and sheet rubber sealed periphery is also provided with adhesive waterproof tape sealing.
The utility model also provides a kind of Self Balance Test Method of Foundation Pile load box mud jacking technique, comprises the following steps:
(1) test pile built rear in time with clear water to 4 of two U-shaped pipes and upper O type pipe and lower O type pipe and corresponding auxiliary steel pipe formation thereof independently mud jacking loop dredge cleaning and fill with clear water, guarantee that cement-free slurries sneak into, stop up mud jacking loop, in dredging cleaning process, must not increase water pressure, with effluent pipe mouth, evenly flow out clear water and be as the criterion, clean and finish the rear bolt seal mouth of pipe of using;
(2) after step 1, after test pile has been built in 24-48 hour on O type pipe and lower O type pipe carry out incipient crack operation: with the mud jacking loop of the upper O type pipe of clear water dredging and lower O type pipe, after the pulp mouth of pipe water outlet of loop, the slurry-supplying valve that closes loop circuit grout outlet continues pressurization, force sheet rubber, adhesive waterproof tape and the wrapped peripheral concrete in sealing mud jacking hole two all to be broken through, form later stage mud jacking passage, first split pressure is controlled between 2 ~ 6MPa;
(3) after step 2, after test pile integrity detection and self-balanced test method detection bearing capacity, carry out mud jacking processing, mud jacking carries out according to the order of " U-shaped pipe-U-shaped pipe-upper O type pipe-lower O type pipe ", and each loop mud jacking amount is 25% of the total mud jacking amount of design; In mud jacking process, need the displacement meter at Real-Time Monitoring load box place to change, and adjust as required mud jacking amount and mud jacking pressure to displacement meter reading is positive change;
?preferentially, the intensity of mud jacking slurry strength ratio pile body own exceeds 1-2 level, and suitably in slurry, adds swelling agent according to the situation of test pile.
Advantage of the present utility model is as follows:
(1) in squeezing unit, in load box, lay double-H groove weld and two O totally 4 madjack pipes, every madjack pipe all has loop of one's own, U-shaped madjack pipe is responsible for carrying out mud jacking to disconnecting position, O type madjack pipe is responsible for its periphery soil body strengthen and supplement mud jacking to disconnecting position, guarantee the globality of mud jacking body and pile body, strengthen load box place mud jacking body stress performance.
(2) the first inner rear outside order of mud jacking process using, can be as far as possible by the inner impurity eliminating of open position.
(3) mud jacking need be after off-test carry out at once, can guarantee stake week soil minimum clamp-on load box open position, strengthen filling effect.
(4) in mud jacking technique, whether pile body is lifted as evaluation criteria on, can be determined that load box open position grouting result is obvious.
The lower bearing plate of load box is close in the bottom, mud jacking hole of (5) two U-shaped madjack pipes, can guarantee to have tested all unimpeded and aligning load box disconnection positions, rear all mud jacking holes.
(6) can improve to greatest extent the validity of load box place mud jacking uniformity and filling, and equipment is simple, with low cost.
(7) self-balanced test method is used for the loading test of super long pile, during test, the buried depth of load box is darker, substantially surpass the degree of depth that foundation pile horizontal force can affect in theory, and the mud jacking body of load box place formation some strength after mud jacking, the Vertical Bearing Capacity of mud jacking body is good, and the test pile of processing by mud jacking can be used as engineering pile and uses.
Accompanying drawing explanation
Next by means of the accompanying drawing of embodiment, the utility model is carried out to brief description now.In accompanying drawing:
Fig. 1 shows the utility model Self Balance Test Method of Foundation Pile load box mud jacking schematic diagram;
Fig. 2 shows the structural representation of the utility model load box squeezing unit;
Fig. 3 shows the utility model embodiment 1 accumulation load method static loading test Q-s curve map;
Fig. 4 shows the utility model embodiment 1 accumulation load method static loading test s-lgt curve map;
Fig. 5 shows the change curve of the utility model embodiment 1 load box place displacement meter;
Fig. 6 shows the utility model mud jacking hole surrounding sheet rubber and sealant tape sealing schematic diagram.
The specific embodiment
Below in conjunction with specific embodiment, the utility model is elaborated.Following examples will contribute to those skilled in the art further to understand the utility model, but not limit in any form the utility model.It should be pointed out that to those skilled in the art, without departing from the concept of the premise utility, can also make some distortion and improvement.These all belong to protection domain of the present utility model.
Embodiment 1
As shown in Figure 1, pile body 4 is positioned at stratum, and load box 2 is arranged in pile body 4 certain depth positions, and load box squeezing unit 100 is arranged on load box 2 places, and ground is provided with mudjack 6, and mudjack 6 is provided with pipeline and passes into the interior absorption slurries of slurry pool 7.
As shown in Figure 2, Self Balance Test Method of Foundation Pile load box squeezing unit 100, comprise: main madjack pipe, supplements mud jacking and upper O type pipe 104 that stake periphery soil body mud jacking is processed forms with lower O type pipe 105 by the U-shaped pipe 110 of filling at load box open position mud jacking and U-shaped pipe 111 with at load box open position.
U-shaped pipe 110 and U-shaped pipe 111 are located at bearing plate 106 upsides under load box, U-shaped pipe 110 and U-shaped pipe 111 are symmetrical arranged, U-shaped body pastes bearing plate 106 wooden partition sides under load box and is laid with mud jacking hole 1, when test pile body disengagement of rupturing herein like this, injected hole exposure over against load box areas of disconnection voluntarily, strengthens grouting result; Mud jacking hole one 109 quantity are 3, and the diameter in mud jacking hole 1 adopts the hole of 10mm, one 109 sheet rubber 113 sealings of mud jacking hole, and sheet rubber 113 peripheries are also provided with adhesive waterproof tape 114 sealings (referring to Fig. 6), prevent that cement paste from infiltrating madjack pipe.
Upper O type pipe 104 is located at respectively on the upper bearing plate 101 and lower bearing plate 106 of load box with lower O type pipe 105, O type pipe is self-enclosed being welded, upper O type pipe 104 and the uniform mud jacking hole 2 112 that is laid with, lower O type pipe 105 outers, between mud jacking hole 2 112, spacing adopts 15cm, the diameter in two holes, mud jacking hole adopts 10mm, 2 112 peripheries, mud jacking hole seal by sheet rubber 113, and sheet rubber 113 sealed periphery are also provided with adhesive waterproof tape 114 sealings (referring to Fig. 6), prevent that cement paste from infiltrating madjack pipe.
Auxiliary steel pipe, auxiliary steel pipe is accepted slip casting operation by high pressure pump line 5 and mudjack 6, connects above-mentioned U-shaped pipe 110 and U-shaped pipe 111 and upper O type pipe 104 and lower O type pipe 105 and forms four independently loops extend to stake top and an outstanding certain length; In the present embodiment, auxiliary steel pipe 108 is connected respectively U-shaped pipe 110 with auxiliary steel pipe 107 and U-shaped pipe 111 forms independent mud jacking loop, auxiliary steel pipe 102 connects upper O type pipe 104 and forms mud jacking loop, and auxiliary steel pipe 103 connects lower O type pipe 105 and forms mud jacking loop, and each mud jacking loop is separate.
The utility model Self Balance Test Method of Foundation Pile load box mud jacking technique, comprises the following steps:
After test pile has been built in time with clear water to 4 of U-shaped pipe 110 and U-shaped pipe 111 and upper O type pipe 104 and lower O type pipe 105 and corresponding auxiliary steel pipe formation thereof independently mud jacking loop dredge cleaning and fill with clear water, guarantee that cement-free slurries sneak into, stop up mud jacking loop, in dredging cleaning process, must not increase water pressure, with effluent pipe mouth, evenly flowing out clear water is as the criterion, flow out in current and do not find slurries, illustrate that mud jacking loop connects and sealing, clean and finish the rear bolt seal mouth of pipe of using.
Then, after test pile has been built 30 hours time on O type pipe 104 carry out incipient crack operation with lower O type pipe 105: the mud jacking loop with the upper O type pipe 104 of clear water dredging with lower O type pipe 105, after the pulp mouth of pipe water outlet of loop, the slurry-supplying valve that closes loop circuit grout outlet continues pressurization, force sheet rubber 113, adhesive waterproof tape 114 and the wrapped peripheral concrete in sealing mud jacking hole 2 112 all to be broken through, ftracture, form later stage mud jacking passage, it is 4.0MPa that the present embodiment adopts just split pressure.
Then, after test pile integrity detection and self-balanced test method detection bearing capacity, carry out mud jacking processing at once, mud jacking carries out in strict accordance with the order of " U-shaped pipe-U-shaped pipe-upper O type pipe-lower O type pipe ", and each loop mud jacking amount is 25% of the total mud jacking amount of design; In the present embodiment, each loop mud jacking amount is 840 liters, and each mud jacking duration, maximum mud jacking pressure was all between 4-5MPa between 15-20 minute; In mud jacking process, need the displacement meter at Real-Time Monitoring load box place to change, and adjust as required mud jacking amount and mud jacking pressure to displacement meter reading is positive change, the present embodiment is in implementation process, and the load box place displacement meter reading of Real-Time Monitoring finds that pile body has the positive-displacement amount of 0.41mm.
Finally, mud jacking completes, and load box 2 and periphery form mud jacking body 3(and refer to Fig. 1), after 1 month length of time that reaches regulation until mud jacking body, the test pile after mud jacking is carried out to accumulation load method static loading test checking grouting result.According to result of the test compilation Q-s curve (referring to Fig. 3) and s-lgt curve (referring to Fig. 4), from curve, can find out, Q-s curve is slow change type, s-lgt curve is also comparatively even, all without jumping phenomenon, occur, the grouting result that load box place is described is better, and the test pile vertical limit bearing capacity after mud jacking is processed meets design requirement.
For quantitatively detecting grouting result, in preloading test, the reading of load box 2 place's displacement meters is measured, draw the displacement changing curve (referring to Fig. 5) of load box 2 place's displacement meters.From curve, can find out: under maximum trial load effect, its maximum compression shift value is 0.020mm, after unloading, resilience 0.004mm(calculates according to displacement meter reading), permanent set is 0.016mm.Although this shows that mud jacking body has certain plastic strain, amount of plastic deformation is only 0.85 ‰ of lower top settling amount 18.74mm of maximum trial load effect, and for engineering, application has been enough accurate for this.
In sum, the technical scheme that the utility model provides has overcome oneself the shortcoming in technology, has reached utility model object, has embodied the technique effect described in applicant.
Claims (7)
1. Self Balance Test Method of Foundation Pile load box squeezing unit, is characterized in that, comprising:
Main madjack pipe, supplements mud jacking and the upper O type pipe (104) that stake periphery soil body mud jacking is processed and lower O type pipe (105) composition by two U-shaped pipes (110,111) of filling at load box open position mud jacking with at load box open position; Two U-shaped pipes (110,111) are located at bearing plate under load box (106) upside, and upper O type pipe (104) and lower O type pipe (105) are located at respectively upper bearing plate (101) and lower bearing plate (106) upside of load box;
Auxiliary steel pipe, connects above-mentioned two U-shaped pipes (110,111) and upper O type pipe (104) and lower O type pipe (105) and forms four independently loops extend to stake and push up and an outstanding certain length.
2. Self Balance Test Method of Foundation Pile load box squeezing unit according to claim 1, is characterized in that, described two U-shaped pipes (110,111) are symmetrical arranged, and U-shaped body pastes bearing plate (106) wooden partition side under load box and is laid with mud jacking hole one (109).
3. Self Balance Test Method of Foundation Pile load box squeezing unit according to claim 2, is characterized in that, described mud jacking hole one (109) quantity is 3-5, and the diameter in hole is 5mm-15mm.
4. according to the Self Balance Test Method of Foundation Pile load box squeezing unit described in claim 2 or 3, it is characterized in that, described mud jacking hole one (109), by sheet rubber (113) sealing, is also provided with adhesive waterproof tape (114) sealing on sheet rubber.
5. Self Balance Test Method of Foundation Pile load box squeezing unit according to claim 1, is characterized in that, described upper O type pipe (104) and the uniform mud jacking hole two (112) that is laid with, lower O type pipe (105) outer.
6. Self Balance Test Method of Foundation Pile load box squeezing unit according to claim 5, is characterized in that, between described mud jacking hole two (112), spacing is 15cm-20cm, and the diameter in hole is 5mm-15mm.
7. according to the Self Balance Test Method of Foundation Pile load box squeezing unit described in claim 5 or 6, it is characterized in that, described mud jacking hole two (112), by sheet rubber (113) sealing, is also provided with adhesive waterproof tape sealing (114) on sheet rubber.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420210221.7U CN203821396U (en) | 2014-04-24 | 2014-04-24 | Load box grouting device for pile self-balanced load test |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420210221.7U CN203821396U (en) | 2014-04-24 | 2014-04-24 | Load box grouting device for pile self-balanced load test |
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| Publication Number | Publication Date |
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| CN203821396U true CN203821396U (en) | 2014-09-10 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201420210221.7U Expired - Fee Related CN203821396U (en) | 2014-04-24 | 2014-04-24 | Load box grouting device for pile self-balanced load test |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103953075A (en) * | 2014-04-24 | 2014-07-30 | 国家海洋局第二海洋研究所 | Loading box grouting device and grouting technology based on pile self-balancing test pile method |
-
2014
- 2014-04-24 CN CN201420210221.7U patent/CN203821396U/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103953075A (en) * | 2014-04-24 | 2014-07-30 | 国家海洋局第二海洋研究所 | Loading box grouting device and grouting technology based on pile self-balancing test pile method |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20140910 Termination date: 20150424 |
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| EXPY | Termination of patent right or utility model |