CN202672197U - Device for testing grouting pressure at pile side of threaded grouting pile - Google Patents
Device for testing grouting pressure at pile side of threaded grouting pile Download PDFInfo
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- CN202672197U CN202672197U CN 201220366094 CN201220366094U CN202672197U CN 202672197 U CN202672197 U CN 202672197U CN 201220366094 CN201220366094 CN 201220366094 CN 201220366094 U CN201220366094 U CN 201220366094U CN 202672197 U CN202672197 U CN 202672197U
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- place pile
- hollow steel
- grouting pressure
- inlet pipe
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Abstract
The utility model provides a device for testing grouting pressure at the pile side of a threaded grouting pile, comprising a hollow steel cylinder, a steel plate, a geotex tube bag, an inlet pipe, an outlet pipe and an overflow valve, wherein the hollow steel cylinder is vertically arranged on the steel plate; the geotex tube bag is vertically arranged in the hollow steel cylinder; the inlet pipe and the outlet pipe are arranged at the cylinder side of the hollow steel cylinder; the inlet pipe is connected with one end of the geotex tube bag, while the outlet pipe is connected with the other end of the geotex tube bag; and the overflow valve is arranged at the cylinder side of the hollow steel cylinder, close to the steel plate. The cylinder wall is under stress through the expansion of the geotex tube bag so as to obtain the relationship between the cylinder side pressure value and the grouting pressure value.
Description
Technical field
The utility model relates to the building site construction field, relates in particular to a kind of testing arrangement of screw cast-in-place pile stake side grouting pressure size.
Background technology
Little for present Shanghai soft soil deposits stake and native adhesion, pile strength is more than needed very large, the present situation that material use efficient is lower, many scholars have proposed the method for various raising bearing capacity of borehole bored concrete pile, such 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 the Effective Raise bored pile bearing capacity, 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, be experimental, one does not overlap tighter theory or test method.If the grouting pressure value is improper, directly cause the consequence of two aspects, pressure is too large on the one hand, and breaking easily in the joint of slurry filling bag, causes spillage, and load-carrying efficiency can't improve; If pressure is too little on the other hand, the slurry filling bag expands not open, and load-carrying efficiency can't improve equally.
The utility model content
The purpose of this utility model provides a kind of testing arrangement 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 utility model provides a kind of testing arrangement of screw cast-in-place pile stake side grouting pressure size, it comprises the hollow steel cylinder, steel plate, the geotextile tube bag, inlet pipe, outlet pipe and overflow valve, described hollow steel cylinder vertically is arranged on the described steel plate, vertically be provided with a geotextile tube bag in the described hollow steel cylinder, 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 an end of described geotextile tube bag, described outlet pipe is connected with the other end of described geotextile tube bag, and described overflow valve is arranged at the cylinder side of described hollow steel cylinder near on the position of 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 vertically is arranged in the 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 described water inlet pipe is arranged at the cylinder side of described hollow steel cylinder near on the position of steel plate, and 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 an 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 the 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 utility model 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, sand loading in the hollow steel cylinder again, the 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 opened valve automatically when the cylinder lateral pressure surpasses the threshold value of its setting, this moment, the pressure threshold of overflow valve was this hollow steel cylinder cylinder lateral pressure value, recorded the grouting pressure at inlet pipe place this moment;
Step 4: repeatedly change the size of overflow valve threshold value, and repeat step 1 to step 3, obtain one group of hollow steel cylinder cylinder lateral pressure value and its side grouting pressure size Relations Among data.
Step 5: regard the overflow valve threshold size as screw cast-in-place pile stake lateral pressure, and draw the stake lateral pressure of screw cast-in-place pile under the different depth by the relation that screw cast-in-place pile stake lateral pressure is directly proportional with its degree of 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 end of described steel plate segment distance of being separated by.
Further, in step 1, after in the hollow steel cylinder, installing sand, seal up flange.
Further, in step 1, when sand loading, close water inlet pipe, after finishing sand loading, open water inlet pipe, from water inlet pipe water is pumped in the hollow steel cylinder, in cylinder sand saturated after, close water inlet pipe.
Compared with prior art, the utlity model has following beneficial effect:
The testing arrangement of the screw cast-in-place pile stake side grouting pressure size that the utility model provides 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 the overflow valve threshold size as screw cast-in-place pile stake lateral pressure, and draw the stake lateral pressure of screw cast-in-place pile under the different depth according to the relation formula that screw cast-in-place pile stake lateral pressure is directly proportional with its degree of depth, thereby draw the corresponding relation of overflow valve threshold size and the screw cast-in-place pile degree of depth, the castinplace pile degree of depth according to required test is set the overflow valve threshold size, and slip casting in from inlet pipe to cylinder, because when grouting pressure is inadequate, can not make geotextile tube bag distending, therefore improve constantly grouting pressure slip casting in the cylinder, expansion by the geotextile tube bag makes barrel stressed, record the relation between a lateral pressure value and the grouting pressure value, and then draw the required grouting pressure size of 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, so that the slurry filling bag in the screw cast-in-place pile can reach enough intensity on the basis of not burst, abundant distending also is embedded in the surrounding soil, forms interlocking.
Description of drawings
The utility model is described in further detail below in conjunction with accompanying drawing:
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 utility model embodiment;
The relation curve of the testing arrangement grouting pressure of the screw cast-in-place pile stake side grouting pressure size that Fig. 2 provides for the utility model embodiment and cylinder lateral pressure;
In Fig. 1,
1: the hollow steel cylinder; 2: steel plate; 3: the 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
Be described in further detail below in conjunction with the testing arrangement of the drawings and specific embodiments to the screw cast-in-place pile stake side grouting pressure size that the utility model proposes.According to the following describes and claims, advantage of the present utility model and feature will be clearer.It should be noted that accompanying drawing all adopts very the form of simplifying and all uses non-accurately ratio, only in order to convenient, the purpose of aid illustration the utility model embodiment lucidly.
Core concept of the present utility model is, a kind of testing arrangement of screw cast-in-place pile stake side grouting pressure size is 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 the overflow valve threshold size as screw cast-in-place pile stake lateral pressure, and draw the stake lateral pressure of screw cast-in-place pile under the different depth according to the relation formula that screw cast-in-place pile stake lateral pressure is directly proportional with its degree of depth, thereby draw the corresponding relation of overflow valve threshold size and the screw cast-in-place pile degree of depth, the castinplace pile degree of depth according to required test is set the overflow valve threshold size, and slip casting in from inlet pipe to cylinder, because when grouting pressure is inadequate, can not make geotextile tube bag distending, therefore improve constantly grouting pressure slip casting in the cylinder, expansion by the geotextile tube bag makes barrel stressed, record the relation between a lateral pressure value and the grouting pressure value, and then draw the required grouting pressure size of 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, so that the slurry filling bag in the screw cast-in-place pile can reach enough intensity on the basis of not burst, abundant distending also is embedded in the surrounding soil, forms interlocking.
Please refer to Fig. 1 and Fig. 2, 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 utility model embodiment; The testing arrangement grouting pressure of the screw cast-in-place pile stake side grouting pressure size that Fig. 2 provides for the utility model embodiment and the relation curve of soil body lateral pressure.
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 utility model embodiment 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 vertically is arranged on the described steel plate 2, vertically be provided with a geotextile tube bag 3 in the described hollow steel cylinder 1, 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 an end of described geotextile tube bag 3, described outlet pipe 5 is connected with the other end of described geotextile tube bag 3, and described overflow valve 6 is arranged at the cylinder side of described hollow steel cylinder 1 near on the position of 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 vertically is arranged in the 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, have many apertures on the tube wall of described floral tube 7, because of the grouting mode of bored pile 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, just repeats no more at this.
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, described water inlet pipe 8 is arranged at the cylinder side of described hollow steel cylinder 1 near on the position of steel plate 2, described flange 9 is arranged at described hollow steel cylinder 1 away from an end of steel plate 2, described outlet pipe 10 is arranged on the described flange 9, described strainer 11 is arranged at the junction of described flange 9 and described outlet pipe 10, after sand loading work is finished, water is pumped in the hollow steel cylinder 1 from water inlet pipe 8, show when seeing outlet pipe 10 water outlet that an interior sand is saturated, can close water inlet pipe 8 this moment, described strainer 11 is used for preventing that sand from flowing out through outlet pipe 10 in cylinder, in order to avoid the interior sand of cylinder is loosening.
The utility model embodiment 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, sand loading in the hollow steel cylinder 1 again, the 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 opened valve automatically when the cylinder lateral pressure surpasses the threshold value of its setting, record the grouting pressure at inlet pipe 4 places this moment;
Step 4: repeatedly change the size of overflow valve 6 threshold values, and repeat step 1 to step 3, obtain 1 lateral pressure value of one group of hollow steel cylinder and its side grouting pressure size Relations Among data.
Step 5: regard the threshold size of overflow valve 6 as screw cast-in-place pile stake lateral pressure, and draw the stake lateral pressure of screw cast-in-place pile under the different depth by the relation that screw cast-in-place pile stake lateral pressure is directly proportional with its degree of 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 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, after in hollow steel cylinder 1, installing sand, seal up flange 9, gush out in the cylinder to prevent sand.
Further, in step 1, when sand loading, close water inlet pipe 8, after finishing sand loading, open water inlet pipe 8, from water inlet pipe 8 water is pumped in the hollow steel cylinder 1, in cylinder sand saturated after, close water inlet pipe 8.
Elaborate the method for testing of the testing arrangement of the screw cast-in-place pile stake side grouting pressure size that the utility model embodiment provides below in conjunction with Fig. 1 and Fig. 2:
Select the thin-walled hollow steel cylinder 1 of a diameter 1.2m, high 4.5m, thick 8mm, the one end is welded on the block plate 2, this steel plate 2 can seal the lower ending opening of hollow steel cylinder 1 on the one hand, can prevent also that on the one hand the generation when test of this hollow steel cylinder 1 from shaking and rocking, vertically place the long geotextile tube bag 3 of a 4m in the cylinder, and with its be connected with outlet pipe 5 with the inlet pipe 4 of cylinder side upper and lower side welding, geotextile tube bag 3 interior layout grouting tubes 7, the 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 draw the stake lateral pressure of screw cast-in-place pile under the different depth according to the relation formula that screw cast-in-place pile stake lateral pressure is directly proportional with its degree of depth, thereby draw the corresponding relation of threshold size and the screw cast-in-place pile degree of depth of overflow valve 6, then set the overflow valve threshold size according to the castinplace pile degree of depth of required test.After finishing preparation, toward the cylinder in sand loading, the sand degree of depth highly was advisable to cover geotextile tube bag 3, stay the dark space of 50cm between the upper end of cylinder and sand, 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 the hollow steel cylinder 1, carry out saturated to sand in the cylinder, after outlet pipe 10 flows out water, illustrate that sand is saturated, close water inlet pipe 8, from inlet pipe 4 slip castings, when slurries from outlet pipe 5 out the time, close grout outlet 5, continue slip casting, because when grouting pressure is inadequate, can not make geotextile tube bag distending, therefore improve constantly grouting pressure slip casting in the cylinder, the interior geotextile tube bag 3 beginning expanded radiallys of cylinder this moment, because water seals in the cylinder, incompressible, therefore, when geotextile tube bag 3 expands, pressure is also in continuous rising in the cylinder, when pressure in the cylinder was elevated to the pressure of overflow valve 6 settings, toward rise, can automatically open again by the valve of overflow valve 6 for pressure, lay down a part of pressure, keep constant pressure in the cylinder, consistent with pressure settings in the 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 the 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 the cylinder lateral pressure value preferably linear relationship is arranged, grouting pressure is approximately 2.2 times an of lateral pressure, again because the proportional relation of cylinder lateral pressure and the screw cast-in-place pile degree of depth, so the grouting pressure can draw screw cast-in-place pile its side is to the slip casting of slurry filling bag under different depth the time.
After each simulated test is finished, all pour out sand in the cylinder, check the shape of cement paste hardenite in the geotextile tube bag, can find that from slip casting effect the section ovalize of cement paste cylinder illustrates distending of geotextile tube bag.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 about 13 ~ 14cm; 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 about 7 ~ 8cm.Its grouting pressure should can allow the geotextile tube bag can distending and do not allow and select in its damaged pressure limit when testing when selecting the stake side grouting pressure of screw cast-in-place pile.
Obviously, those skilled in the art can carry out various changes and distortion to the utility model and not break away from spirit and scope of the present utility model.Like this, if of the present utility model these are revised and modification belongs within the scope of the utility model claim and equivalent technologies thereof, then the utility model also is intended to comprise these changes and modification interior.
Claims (6)
1. the testing arrangement of a screw cast-in-place pile stake side grouting pressure size, it is characterized in that, comprise the hollow steel cylinder, steel plate, the geotextile tube bag, inlet pipe, outlet pipe and overflow valve, described hollow steel cylinder vertically is arranged on the described steel plate, vertically be provided with a geotextile tube bag in the described hollow steel cylinder, the cylinder side of described hollow steel cylinder is provided with inlet pipe and outlet pipe, described inlet pipe is connected with an end of described geotextile tube bag, described outlet pipe is connected with the other end of described geotextile tube bag, and described overflow valve is arranged at the cylinder side of described hollow steel cylinder near on the position of steel plate.
2. the testing arrangement of described 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 vertically is arranged in the 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 described screw cast-in-place pile stake side grouting pressure size according to claim 1 is characterized in that, also comprises water inlet pipe, and described water inlet pipe is arranged at the cylinder side of described hollow steel cylinder near on the position of steel plate.
4. according to claim 1 to the testing arrangement of 3 each described screw cast-in-place pile stake side grouting pressure sizes, it is characterized in that also comprise flange, described flange is arranged at described hollow steel cylinder away from an end of steel plate.
5. the testing arrangement of described screw cast-in-place pile stake side grouting pressure size according to claim 4 is characterized in that also comprise outlet pipe, an end of described outlet pipe is arranged on the described flange.
6. the testing arrangement of described 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.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220366094 CN202672197U (en) | 2012-07-26 | 2012-07-26 | Device for testing grouting pressure at pile side of threaded grouting pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220366094 CN202672197U (en) | 2012-07-26 | 2012-07-26 | Device for testing grouting pressure at pile side of threaded grouting pile |
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| Publication Number | Publication Date |
|---|---|
| CN202672197U true CN202672197U (en) | 2013-01-16 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201220366094 Withdrawn - After Issue CN202672197U (en) | 2012-07-26 | 2012-07-26 | Device for testing grouting pressure at pile side of threaded grouting pile |
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| CN (1) | CN202672197U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102747753A (en) * | 2012-07-26 | 2012-10-24 | 上海建工四建集团有限公司 | Device for testing pile side grouting pressure of screwed filling pile and testing method thereof |
-
2012
- 2012-07-26 CN CN 201220366094 patent/CN202672197U/en not_active Withdrawn - After Issue
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102747753A (en) * | 2012-07-26 | 2012-10-24 | 上海建工四建集团有限公司 | Device for testing pile side grouting pressure of screwed filling pile and testing method thereof |
| CN102747753B (en) * | 2012-07-26 | 2014-10-22 | 上海建工四建集团有限公司 | Device for testing pile side grouting pressure of screwed filling pile and testing method thereof |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20130116 Effective date of abandoning: 20141022 |
|
| RGAV | Abandon patent right to avoid regrant |