CN102747753B - Device for testing pile side grouting pressure of screwed filling pile and testing method thereof - Google Patents
Device for testing pile side grouting pressure of screwed filling pile and testing method thereof Download PDFInfo
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- CN102747753B CN102747753B CN201210262000.XA CN201210262000A CN102747753B CN 102747753 B CN102747753 B CN 102747753B CN 201210262000 A CN201210262000 A CN 201210262000A CN 102747753 B CN102747753 B CN 102747753B
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Abstract
The invention provides a device for testing the pile side grouting pressure of a screwed filling pile and a testing method thereof. According to the device and the testing method, a model of a screwed filling pile is built using a model method, and a testing model is built by welding a hollow steel cylinder and a steel plate; and sand is filled in the hollow steel cylinder, the threshold value of an overflow valve is set according to the depth of the filling pile required to be tested, grout is poured into the cylinder from a grout inlet pipe. Since geotex tubes and geotex bags can not be expanded when the grouting pressure is not high enough, the grouting pressure is continuously improved to fill grout into the cylinder, and the relationship between the cylinder side pressure and the grouting pressure is measured through the expansion of the geotex tubes and the geotex bags acting on the cylinder wall, and the grouting pressure required for the screwed filling pile under the depth of the screwed filling pile corresponding to the designated threshold value of the overflow valve is further obtained so that grout filling bags in the screwed filling pile can achieve sufficient strength without being expanded and are fully expanded and embedded into the surrounding soil to form interlocking.
Description
Technical field
The present invention relates to building site construction method, relate in particular to a kind of testing arrangement and method of testing thereof of screw cast-in-place pile stake side grouting pressure size.
Background technology
Little for the stake of current Shanghai soft soil deposits and native adhesion, pile strength is more than needed very large, the present situation that material use efficiency is lower, many scholars have proposed the method for various raising bearing capacity of borehole bored concrete pile, as non-uniform pile and Post Grouting Technique, the Chinese patent that on July 21st, 2010, disclosed publication number was 101781890A has proposed a kind of new stake type-injection forming threaded bore castinplace pile, this screw cast-in-place pile can effectively improve the bearing capacity of bored pile, it is drawn with reference to traditional grouting pressure size that but the grouting pressure size of this injection forming screw pile side during to the slip casting of slurry filling bag chosen, experimental, do not have a set of tighter theory or test method.If grouting pressure value is improper, directly cause the consequence of two aspects, pressure is too large on the one hand, and easily breaking in the joint of slurry filling bag, causes spillage, and load-carrying efficiency cannot improve; If pressure is too little on the other hand, slurry filling bag is swollen not to be opened, and load-carrying efficiency cannot improve equally.
Summary of the invention
The testing arrangement and the method for testing thereof that the object of this invention is to provide a kind of screw cast-in-place pile stake side grouting pressure size, the grouting pressure size when recording screw cast-in-place pile stake side in different depth place to the slip casting of slurry filling bag.
For achieving the above object, the invention provides a kind of testing arrangement of screw cast-in-place pile stake side grouting pressure size, it comprises hollow steel cylinder, steel plate, geotextile tube bag, inlet pipe, outlet pipe and overflow valve, described hollow steel cylinder is vertically arranged on described steel plate, in described hollow steel cylinder, be vertically provided with a geotextile tube bag, the cylinder side of described hollow steel cylinder is provided with inlet pipe and outlet pipe, described inlet pipe all communicates with the cylinder external space with outlet pipe, described inlet pipe is connected with one end of described geotextile tube bag, described outlet pipe is connected with the other end of described geotextile tube bag, on the position of the cylinder side that described overflow valve is arranged at described hollow steel cylinder near steel plate.
Further, the testing arrangement of described screw cast-in-place pile stake side grouting pressure size also comprises floral tube, and described floral tube is vertically arranged in described geotextile tube bag, and the two ends of described floral tube are connected with the two ends of described geotextile tube bag.
Further, the testing arrangement of screw cast-in-place pile stake side grouting pressure size also comprises water inlet pipe, and on the position of the cylinder side that described water inlet pipe is arranged at described hollow steel cylinder near steel plate, described water inlet pipe communicates with the cylinder external space of described hollow steel cylinder.
Further, the testing arrangement of screw cast-in-place pile stake side grouting pressure size also comprises flange, and described flange is arranged at described hollow steel cylinder away from one end of steel plate.
Further, the testing arrangement of screw cast-in-place pile stake side grouting pressure size also comprises outlet pipe, and described outlet pipe is arranged on described flange, and described outlet pipe communicates with the cylinder external space of described hollow steel cylinder.
Further, the testing arrangement of screw cast-in-place pile stake side grouting pressure size also comprises strainer, and described strainer is arranged at the junction of described flange and described outlet pipe.
The present invention also provides a kind of method of testing of testing arrangement of above-mentioned screw cast-in-place pile stake side grouting pressure size, comprising:
Step 1: the threshold value of described overflow valve is set, then toward sand loading in hollow steel cylinder, sand height covered the height of described geotextile tube bag;
Step 2: pump into cement paste from inlet pipe, when slurries are closed outlet pipe when outlet pipe flows out;
Step 3: continue to pump into cement paste from inlet pipe, described geotextile tube bag is expanded, described hollow steel cylinder cylinder lateral pressure rises, overflow valve is automatically opened valve when cylinder lateral pressure surpasses the threshold value of its setting, now the pressure threshold of overflow valve is this hollow steel cylinder cylinder lateral pressure value, now records the grouting pressure at inlet pipe place;
Step 4: repeatedly change the size of overflow valve threshold value, and repeat step 1 to step 3, obtain relation data between one group of hollow steel cylinder cylinder lateral pressure value and its side grouting pressure size.
Step 5: regard overflow valve threshold size as screw cast-in-place pile stake lateral pressure, and the relation being directly proportional to its degree of depth by screw cast-in-place pile stake lateral pressure draws the stake lateral pressure of screw cast-in-place pile under different depth, thereby draw the corresponding relation of overflow valve threshold size and the screw cast-in-place pile degree of depth, therefore just can draw the required grouting pressure size of this screw cast-in-place pile under the screw cast-in-place pile degree of depth corresponding to the overflow valve threshold size of appointment.
Further, the position of sand and described hollow steel cylinder are away from that one end of described steel plate segment distance of being separated by.
Further, in step 1, install sand in hollow steel cylinder after, seal up flange.
Further, in step 1, when sand loading, close water inlet pipe, after completing sand loading, open water inlet pipe, from water inlet pipe, water is pumped in hollow steel cylinder, after sand in cylinder is saturated, close water inlet pipe.
Compared with prior art, the present invention has following beneficial effect:
The testing arrangement of screw cast-in-place pile stake side grouting pressure size provided by the invention adopts modelling to build the model of a screw cast-in-place pile, use the mode of hollow steel cylinder and Plate Welding to build test model, the inner sand of filling, regard overflow valve threshold size as screw cast-in-place pile stake lateral pressure, and the relation formula being directly proportional to its degree of depth according to screw cast-in-place pile stake lateral pressure draws the stake lateral pressure of screw cast-in-place pile under different depth, thereby draw the corresponding relation of overflow valve threshold size and the screw cast-in-place pile degree of depth, according to the castinplace pile degree of depth of required test, set overflow valve threshold size, and slip casting in from inlet pipe to cylinder, because can not make geotextile tube bag distending when grouting pressure is inadequate, therefore improve constantly grouting pressure to slip casting in cylinder, expansion by geotextile tube bag makes barrel stressed, record the relation between a lateral pressure value and grouting pressure value, and then draw the grouting pressure size that under the screw cast-in-place pile degree of depth corresponding to the overflow valve threshold size of appointment this screw cast-in-place pile is required, so that the slurry filling bag in screw cast-in-place pile can reach enough intensity on the basis of not burst, abundant distending is also embedded in surrounding soil, form interlocking.
Accompanying drawing explanation
Below in conjunction with accompanying drawing, the invention will be further described:
The structural representation of the testing arrangement of the screw cast-in-place pile stake side grouting pressure size that Fig. 1 provides for the embodiment of the present invention;
The testing arrangement grouting pressure of screw cast-in-place pile stake side grouting pressure size and the relation curve of cylinder lateral pressure that Fig. 2 provides for the embodiment of the present invention;
The method of testing flow chart of the testing arrangement of the screw cast-in-place pile stake side grouting pressure size that Fig. 3 provides for the embodiment of the present invention.
In Fig. 1,
1: hollow steel cylinder; 2: steel plate; 3: geotextile tube bag; 4: inlet pipe; 5: outlet pipe; 6: overflow valve; 7: floral tube; 8: water inlet pipe; 9: flange; 10: outlet pipe; 11: strainer.
The specific embodiment
Testing arrangement and the method for testing thereof of screw cast-in-place pile stake side grouting pressure size the present invention being proposed below in conjunction with the drawings and specific embodiments are described in further detail.According to the following describes and claims, advantages and features of the invention will be clearer.It should be noted that, accompanying drawing all adopts very the form of simplifying and all uses non-ratio accurately, only in order to convenient, the object of the aid illustration embodiment of the present invention lucidly.
Core concept of the present invention is, a kind of testing arrangement and method of testing thereof of screw cast-in-place pile stake side grouting pressure size are provided, this testing arrangement adopts modelling to build the model of a screw cast-in-place pile, use the mode of hollow steel cylinder and Plate Welding to build test model, the inner sand of filling, regard overflow valve threshold size as screw cast-in-place pile stake lateral pressure, and the relation formula being directly proportional to its degree of depth according to screw cast-in-place pile stake lateral pressure draws the stake lateral pressure of screw cast-in-place pile under different depth, thereby draw the corresponding relation of overflow valve threshold size and the screw cast-in-place pile degree of depth, according to the castinplace pile degree of depth of required test, set overflow valve threshold size, and slip casting in from inlet pipe to cylinder, because can not make geotextile tube bag distending when grouting pressure is inadequate, therefore improve constantly grouting pressure to slip casting in cylinder, expansion by geotextile tube bag makes barrel stressed, record the relation between a lateral pressure value and grouting pressure value, and then draw the grouting pressure size that under the screw cast-in-place pile degree of depth corresponding to the overflow valve threshold size of appointment this screw cast-in-place pile is required, so that the slurry filling bag in screw cast-in-place pile can reach enough intensity on the basis of not burst, abundant distending is also embedded in surrounding soil, form interlocking.
Please refer to Fig. 1 to Fig. 3, the structural representation of the testing arrangement of the screw cast-in-place pile stake side grouting pressure size that Fig. 1 provides for the embodiment of the present invention; The testing arrangement grouting pressure of the screw cast-in-place pile stake side grouting pressure size that Fig. 2 provides for the embodiment of the present invention and the relation curve of soil body lateral pressure; The method of testing flow chart of the testing arrangement of the screw cast-in-place pile stake side grouting pressure size that Fig. 3 provides for the embodiment of the present invention.
Please emphasis with reference to figure 1, the testing arrangement of a kind of screw cast-in-place pile stake side grouting pressure size that the embodiment of the present invention provides, it comprises hollow steel cylinder 1, steel plate 2, geotextile tube bag 3, inlet pipe 4, outlet pipe 5 and overflow valve 6, described hollow steel cylinder 1 is vertically arranged on described steel plate 2, in described hollow steel cylinder 1, be vertically provided with a geotextile tube bag 3, the cylinder side of described hollow steel cylinder 1 is provided with inlet pipe 4 and outlet pipe 5, described inlet pipe 4 is connected with one end of described geotextile tube bag 3, described outlet pipe 5 is connected with the other end of described geotextile tube bag 3, on the position of the cylinder side that described overflow valve 6 is arranged at described hollow steel cylinder 1 near steel plate 2.
Further, the testing arrangement of described screw cast-in-place pile stake side grouting pressure size also comprises floral tube 7, described floral tube 7 is vertically arranged in described geotextile tube bag 3, the two ends of described floral tube 7 are connected with the two ends of described geotextile tube bag 3, on the tube wall of described floral tube 7, have many apertures, because the grouting mode of bored pile be take floral tube slip casting as main, in this simulated experiment, also use this sample loading mode to guarantee the accuracy of this testing arrangement, floral tube slip casting is the prior art of the realm of building construction, at this, just repeats no more.
Further, the testing arrangement of screw cast-in-place pile stake side grouting pressure size also comprises water inlet pipe 8, flange 9, outlet pipe 10 and strainer 11, on the position of the cylinder side that described water inlet pipe 8 is arranged at described hollow steel cylinder 1 near steel plate 2, described flange 9 is arranged at described hollow steel cylinder 1 away from one end of steel plate 2, described outlet pipe 10 is arranged on described flange 9, described strainer 11 is arranged at the junction of described flange 9 and described outlet pipe 10, after sand loading work completes, water is pumped in hollow steel cylinder 1 from water inlet pipe 8, while seeing outlet pipe 10 water outlet, show that an interior sand is saturated, now can close water inlet pipe 8, described strainer 11 flows out through outlet pipe 10 in cylinder for preventing sand, in order to avoid the interior sand of cylinder is loosening.
Please emphasis with reference to figure 3, and incorporated by reference to Fig. 1, the embodiment of the present invention also provides a kind of method of testing of testing arrangement of above-mentioned screw cast-in-place pile stake side grouting pressure size, comprising:
Step 1: the threshold value of described overflow valve 6 is set, then toward sand loading in hollow steel cylinder 1, sand height covered the height of described geotextile tube bag 3;
Step 2: pump into cement paste from inlet pipe 4, when slurries are closed outlet pipe 5 when outlet pipe 5 flows out;
Step 3: continue to pump into cement paste from inlet pipe 4, described geotextile tube bag 3 is expanded, 1 lateral pressure of described hollow steel cylinder rises, and overflow valve 6 is automatically opened valve when cylinder lateral pressure surpasses the threshold value of its setting, now records the grouting pressure at inlet pipe 4 places;
Step 4: repeatedly change the size of overflow valve 6 threshold values, and repeat step 1 to step 3, obtain relation data between 1 lateral pressure value of one group of hollow steel cylinder and its side grouting pressure size.
Step 5: regard the threshold size of overflow valve 6 as screw cast-in-place pile stake lateral pressure, and the relation being directly proportional to its degree of depth by screw cast-in-place pile stake lateral pressure draws the stake lateral pressure of screw cast-in-place pile under different depth, therefore thereby draw the corresponding relation of threshold size and the screw cast-in-place pile degree of depth of overflow valve 6, just can draw the required grouting pressure size of this screw cast-in-place pile under the screw cast-in-place pile degree of depth corresponding to the threshold size of the overflow valve 6 of appointment.
Further, the position of sand and described hollow steel cylinder 1 be away from that one end of described steel plate 2 segment distance of being separated by, to guarantee the sand described hollow steel cylinder 1 that is unlikely to gush out.
Further, in step 1, install sand in hollow steel cylinder 1 after, seal up flange 9, to prevent that sand from gushing out in cylinder.
Further, in step 1, when sand loading, close water inlet pipe 8, after completing sand loading, open water inlet pipe 8, from water inlet pipe 8, water is pumped in hollow steel cylinder 1, after sand in cylinder is saturated, close water inlet pipe 8.
Below in conjunction with Fig. 1 to Fig. 3, elaborate the method for testing of the testing arrangement of the screw cast-in-place pile stake side grouting pressure size that the embodiment of the present invention provides:
Select the thin-walled hollow steel cylinder 1 of a diameter 1.2m, high 4.5m, thick 8mm, its one end is welded on a block plate 2, this steel plate 2 can seal the lower ending opening of hollow steel cylinder 1 on the one hand, also can prevent that on the one hand this hollow steel cylinder 1 from producing vibrations and rocking when test, in cylinder, vertically place the long geotextile tube bag 3 of a 4m, and it is connected with outlet pipe 5 with the inlet pipe 4 welding with cylinder side upper and lower side, the interior layout grouting tube 7 of geotextile tube bag 3, cylinder side is arranged water inlet pipe 8 and overflow valve 6 is installed near steel plate 2 places.Regard the threshold size of overflow valve 6 as screw cast-in-place pile stake lateral pressure, and the relation formula being directly proportional to its degree of depth according to screw cast-in-place pile stake lateral pressure draws the stake lateral pressure of screw cast-in-place pile under different depth, thereby draw the corresponding relation of threshold size and the screw cast-in-place pile degree of depth of overflow valve 6, then according to the castinplace pile degree of depth of required test, set overflow valve threshold size.Complete after preparation, toward cylinder in sand loading, the sand degree of depth was highly advisable to cover geotextile tube bag 3, between the upper end of cylinder and sand, stay the space that 50cm is dark, seal up flange 9, 10 installation strainers 11 of flange 9 and outlet pipe, prevent that sand from flowing out from outlet pipe 10, then from water inlet pipe 8, water is pressed into hollow steel cylinder 1, to sand in cylinder, carry out saturated, until outlet pipe 10, flow out after water, illustrate that sand is saturated, close water inlet pipe 8, from inlet pipe 4 slip castings, when slurries are from outlet pipe 5 out time, close grout outlet 5, continue slip casting, because can not make geotextile tube bag distending when grouting pressure is inadequate, therefore improve constantly grouting pressure to slip casting in cylinder, now the geotextile tube bag in cylinder 3 starts expanded radially, because water in cylinder seals, incompressible, therefore, when geotextile tube bag 3 expands, in cylinder, pressure is also in continuous rising, when in cylinder, pressure is elevated to the pressure of overflow valve 6 settings, pressure is again toward rising, the valve of overflow valve 6 can be opened automatically, lay down a part of pressure, keep constant pressure in cylinder, consistent with the pressure settings in overflow valve 6, at this moment can read a pair of data of grouting pressure and cylinder lateral pressure.By a series of such tests, record the relation between a lateral pressure value and grouting pressure value, and then draw the required grouting pressure size of this screw cast-in-place pile under the screw cast-in-place pile degree of depth corresponding to the threshold size of the overflow valve 6 of appointment, as shown in Figure 2, between grouting pressure value and cylinder lateral pressure value, there is good linear relationship, grouting pressure is approximately 2.2 times an of lateral pressure, again due to the proportional relation of cylinder lateral pressure and the screw cast-in-place pile degree of depth, the grouting pressure in the time of therefore can drawing screw cast-in-place pile its side is to the slip casting of slurry filling bag under different depth.
After each simulated test completes, all pour out sand in cylinder, check the shape of cement paste hardenite in geotextile tube bag, can find that from slip casting effect the section ovalize of cement paste cylinder illustrates geotextile tube bag distending.Near the top of hollow steel cylinder 1, because pressure is relatively smaller, the section of cement paste post approaches circular, and transverse is 16cm, and minor axis is 13～14cm left and right; The bottom of hollow steel cylinder 1 adds the deadweight of sand, and lateral pressure is relatively larger, and the section of cement paste post is more flat, and transverse is 20cm, and minor axis is 7～8cm left and right.When selecting the stake side grouting pressure of screw cast-in-place pile, its grouting pressure should can allow the geotextile tube bag can distending and do not allow in its damaged pressure limit and select when testing.
Obviously, those skilled in the art can carry out various changes and distortion and not depart from the spirit and scope of the present invention the present invention.Like this, if within of the present invention these are revised and modification belongs to the scope of the claims in the present invention and equivalent technologies thereof, the present invention is also intended to comprise these changes and modification interior.
Claims (12)
1. the testing arrangement of a screw cast-in-place pile stake side grouting pressure size, it is characterized in that, comprise hollow steel cylinder, steel plate, geotextile tube bag, inlet pipe, outlet pipe and overflow valve, described hollow steel cylinder is vertically arranged on described steel plate, in described hollow steel cylinder, be vertically provided with a geotextile tube bag, the cylinder side of described hollow steel cylinder is provided with inlet pipe and outlet pipe, described inlet pipe is connected with one end of described geotextile tube bag, described outlet pipe is connected with the other end of described geotextile tube bag, on the position of the cylinder side that described overflow valve is arranged at described hollow steel cylinder near steel plate.
2. the testing arrangement of screw cast-in-place pile stake side grouting pressure size according to claim 1, is characterized in that, also comprise floral tube, described floral tube is vertically arranged in described geotextile tube bag, and the two ends of described floral tube are connected with the two ends of described geotextile tube bag.
3. the testing arrangement of screw cast-in-place pile stake side grouting pressure size according to claim 1, is characterized in that, also comprises water inlet pipe, on the position of the cylinder side that described water inlet pipe is arranged at described hollow steel cylinder near steel plate.
4. according to the testing arrangement of screw cast-in-place pile stake side grouting pressure size described in claims 1 to 3 any one, it is characterized in that, also comprise flange, described flange is arranged at described hollow steel cylinder away from one end of steel plate.
5. the testing arrangement of screw cast-in-place pile stake side grouting pressure size according to claim 4, is characterized in that, also comprise outlet pipe, one end of described outlet pipe is arranged on described flange.
6. the testing arrangement of screw cast-in-place pile stake side grouting pressure size according to claim 5, is characterized in that, also comprise strainer, described strainer is arranged at the junction of described flange and described outlet pipe.
7. a method of testing for screw cast-in-place pile stake side grouting pressure size, is characterized in that, described method of testing is used testing arrangement as claimed in claim 1, and its step comprises:
Step 1: the threshold value of described overflow valve is set, then toward sand loading in hollow steel cylinder, sand height covered the height of described geotextile tube bag;
Step 2: pump into cement paste from inlet pipe, when slurries are closed outlet pipe when outlet pipe flows out;
Step 3: continue to pump into cement paste from inlet pipe, described geotextile tube bag is expanded, described hollow steel cylinder cylinder lateral pressure rises, and overflow valve is automatically opened valve when cylinder lateral pressure surpasses the threshold value of its setting, now records the grouting pressure at inlet pipe place;
Step 4: repeatedly change the size of overflow valve threshold value, and repeat step 1 to step 3, obtain relation data between one group of hollow steel cylinder cylinder lateral pressure value and its side grouting pressure size;
Step 5: regard overflow valve threshold size as screw cast-in-place pile stake lateral pressure, and the relation being directly proportional to its degree of depth by screw cast-in-place pile stake lateral pressure draws the stake lateral pressure of screw cast-in-place pile under different depth, thereby draw the corresponding relation of overflow valve threshold size and the screw cast-in-place pile degree of depth, therefore just can draw the required grouting pressure size of this screw cast-in-place pile under the screw cast-in-place pile degree of depth corresponding to the overflow valve threshold size of appointment.
8. the method for testing of screw cast-in-place pile stake side grouting pressure size according to claim 7, is characterized in that, the position of sand and described hollow steel cylinder are away from that one end of described steel plate segment distance of being separated by.
9. the method for testing of screw cast-in-place pile stake side grouting pressure size according to claim 7, is characterized in that, also comprise flange, described flange is arranged at described hollow steel cylinder away from one end of steel plate.
10. the method for testing of screw cast-in-place pile stake side grouting pressure size according to claim 9, is characterized in that, in step 1, install sand in hollow steel cylinder after, seals up flange.
11. method of testings of screw cast-in-place pile stake side grouting pressure size according to claim 7, is characterized in that, also comprise water inlet pipe, on the position of the cylinder side that described water inlet pipe is arranged at described hollow steel cylinder near steel plate.
12. according to the method for testing of screw cast-in-place pile stake side grouting pressure size described in claim 11, it is characterized in that, in step 1, when sand loading, close water inlet pipe, after completing sand loading, open water inlet pipe, from water inlet pipe, water is pumped in hollow steel cylinder, after sand in cylinder is saturated, close water inlet pipe.
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| CN201210262000.XA CN102747753B (en) | 2012-07-26 | 2012-07-26 | Device for testing pile side grouting pressure of screwed filling pile and testing method thereof |
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| CN201210262000.XA CN102747753B (en) | 2012-07-26 | 2012-07-26 | Device for testing pile side grouting pressure of screwed filling pile and testing method thereof |
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| CN102747753B true CN102747753B (en) | 2014-10-22 |
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| CN201130176Y (en) * | 2007-12-05 | 2008-10-08 | 郭密文 | High pressure slip-casting pilot model apparatus |
| US7455479B2 (en) * | 2005-07-14 | 2008-11-25 | Joseph Kauschinger | Methods and systems for monitoring pressure during jet grouting |
| CN101451986A (en) * | 2008-11-27 | 2009-06-10 | 浙江大学 | Novel slurry filling imitation device |
| CN101781890A (en) * | 2010-03-19 | 2010-07-21 | 上海建工（集团）总公司 | Screw cast-in-place pile construction method |
| CN102605773A (en) * | 2012-04-16 | 2012-07-25 | 上海市建工设计研究院有限公司 | Construction method of slip-casting expanded-base cast-in-situ bored pile and extruding-extending device thereof |
| CN202672197U (en) * | 2012-07-26 | 2013-01-16 | 上海建工四建集团有限公司 | Device for testing grouting pressure at pile side of threaded grouting pile |
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- 2012-07-26 CN CN201210262000.XA patent/CN102747753B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US7455479B2 (en) * | 2005-07-14 | 2008-11-25 | Joseph Kauschinger | Methods and systems for monitoring pressure during jet grouting |
| CN201130176Y (en) * | 2007-12-05 | 2008-10-08 | 郭密文 | High pressure slip-casting pilot model apparatus |
| CN101451986A (en) * | 2008-11-27 | 2009-06-10 | 浙江大学 | Novel slurry filling imitation device |
| CN101781890A (en) * | 2010-03-19 | 2010-07-21 | 上海建工（集团）总公司 | Screw cast-in-place pile construction method |
| CN102605773A (en) * | 2012-04-16 | 2012-07-25 | 上海市建工设计研究院有限公司 | Construction method of slip-casting expanded-base cast-in-situ bored pile and extruding-extending device thereof |
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