CN202031099U - Oblique slip casting machine - Google Patents
Oblique slip casting machine Download PDFInfo
- Publication number
- CN202031099U CN202031099U CN2010205842554U CN201020584255U CN202031099U CN 202031099 U CN202031099 U CN 202031099U CN 2010205842554 U CN2010205842554 U CN 2010205842554U CN 201020584255 U CN201020584255 U CN 201020584255U CN 202031099 U CN202031099 U CN 202031099U
- Authority
- CN
- China
- Prior art keywords
- grouting
- slip casting
- machine
- slip
- drill
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
- 238000007569 slipcasting Methods 0.000 title claims abstract description 43
- 239000002689 soil Substances 0.000 claims abstract description 18
- 238000005553 drilling Methods 0.000 claims description 18
- 239000007788 liquid Substances 0.000 claims description 15
- 239000011440 grout Substances 0.000 claims description 10
- 238000003756 stirring Methods 0.000 claims description 10
- 230000002787 reinforcement Effects 0.000 claims description 5
- 230000000694 effects Effects 0.000 abstract description 5
- 238000004080 punching Methods 0.000 abstract description 4
- 238000005266 casting Methods 0.000 abstract 1
- 239000002002 slurry Substances 0.000 description 31
- 238000010276 construction Methods 0.000 description 25
- 238000000034 method Methods 0.000 description 17
- 238000013461 design Methods 0.000 description 10
- 238000005056 compaction Methods 0.000 description 9
- 235000019353 potassium silicate Nutrition 0.000 description 6
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 6
- 239000010881 fly ash Substances 0.000 description 5
- 239000004568 cement Substances 0.000 description 4
- 238000002347 injection Methods 0.000 description 4
- 239000007924 injection Substances 0.000 description 4
- 238000009412 basement excavation Methods 0.000 description 3
- 230000009191 jumping Effects 0.000 description 3
- 238000012986 modification Methods 0.000 description 3
- 230000004048 modification Effects 0.000 description 3
- 238000002360 preparation method Methods 0.000 description 3
- 239000011398 Portland cement Substances 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000009792 diffusion process Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 239000002956 ash Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000002156 mixing Methods 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
Images
Landscapes
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The utility model discloses an oblique slip casting machine used for casting slip in a slip pool into a soil body to be reinforced. The oblique slip casting machine comprises a drill machine, a drill pipe, a slip casting pump and a slip casting drill bit, wherein the drill pipe is driven by the drill machine to move; the slip casting drill bit is arranged at the head of the drill pipe; the tail part of the drill pipe is connected to the slip pool through a slip pipe via the slip casting pump; and the drill pipe is obliquely arranged during hole punching and slip casting. By using the oblique slip casting machine, oblique slip casting can be conducted, long-distance slip casting can be achieved, and the slip casting can be conducted in a layered manner from top to bottom, so the effect of the slip can be fully played.
Description
Technical Field
The utility model relates to a foundation ditch construction field especially relates to an slant slip casting machine.
Background
In the existing building field of building engineering, a grouting machine for foundation reinforcement is generally vertical grouting, namely, a drill rod of the grouting machine drills downwards vertically to a designed depth, grouting is started, and the grouting machine is pulled out after grouting is finished.
However, this method has the following disadvantages:
the vertical grouting means that the grouting machine can only be placed above the soil body of the foundation to be reinforced. However, sometimes, the soil body to be reinforced is not suitable for construction, for example, for the reason that the production and life of residents are not affected. Vertical grouting cannot satisfy such remote grouting construction.
And secondly, grouting is started until a drill rod of the grouting machine drills to the designed depth, and slurry is easy to overflow due to the limited diffusion range of the slurry in the soil body.
Therefore, it is an urgent technical problem to be solved by those skilled in the art to provide an inclined grouting machine capable of performing remote grouting and fully exerting the effect of grout.
SUMMERY OF THE UTILITY MODEL
The utility model provides a slant slip casting machine can carry out slant slip casting, realizes long-range slip casting, can carry out the slip casting by the top-down layering moreover to can full play thick liquid utility.
The utility model provides a slant slip casting machine for in pouring into the soil body of wanting the reinforcement with the thick liquid in the thick liquid pond, the slant slip casting machine includes rig, drilling rod, grouting pump and grouting drill bit, the rig drives the drilling rod motion, the grouting drill bit sets up the head of drilling rod, the afterbody of drilling rod passes through the thick liquid pipe warp the grouting pump is connected to the thick liquid pond, the drilling rod slant sets up when the slip casting that punches.
In the above oblique grouting machine, the drill rod is arranged obliquely upward or obliquely downward during drilling and grouting.
In the above described diagonal slip casting machine the angle of the drill rod to the vertical downward direction is between 0-90 degrees or between 90-180 degrees.
In the above inclined grouting machine, a stirring device for stirring the slurry is further arranged in the slurry pool.
The utility model has the advantages as follows:
the utility model provides a slant slip casting machine, because the drilling rod sets up under the slant when the slip casting that punches, consequently, can carry out slant slip casting to realize long-range slip casting. Because the drilling rod of slant slip casting machine moves design length and just pours once, until the design degree of depth, so, can make the thick liquid spread more easily in the soil body of wanting to consolidate to have the effect of better reinforcement ground, can effectively prevent the emergence of thick liquid phenomenon. In a word, the utility model discloses a carry out the chronogenesis with directional slip casting and compaction slip casting and combine, top-down carries out layering slip casting, and full play thick liquid is imitated and is used for consolidating the ground.
Drawings
Fig. 1 is a schematic structural view of the oblique grouting machine of the present invention;
FIG. 2 is a schematic flow chart of the grouting method of the present invention;
FIG. 3 is a schematic plan view of the grouting method of the present invention;
FIG. 4 is a schematic cross-sectional view of a grouting method according to the present invention;
in the figure, 1-drilling machine, 2-slurry pool, 3-drill rod, 4-drill bit, 5-grouting pump, 6-stirring device, 7-grouting hole, 71-grouting point, 8-reserved building, 9-foundation pit, 10-grouting range stop line and 11-construction site enclosing wall.
Detailed Description
The slant grouting machine of the present invention will be described in further detail below.
The present invention will now be described in more detail with reference to the accompanying drawings, in which preferred embodiments of the invention are shown, it being understood that those skilled in the art may modify the invention herein described while still achieving the beneficial results of the invention. Accordingly, the following description should be construed as broadly as possible to those skilled in the art and not as limiting the invention.
In the interest of clarity, not all features of an actual implementation are described. In the following description, well-known functions or constructions are not described in detail since they would obscure the invention in unnecessary detail. It will of course be appreciated that in the development of any such actual embodiment, numerous implementation-specific details must be set forth in order to achieve the developer's specific goals, such as compliance with system-related and business-related constraints, which will vary from one implementation to another. Moreover, it will be appreciated that such a development effort might be complex and time-consuming, but would nevertheless be a routine undertaking for those of ordinary skill in the art.
In order to make the objects and features of the present invention more comprehensible, embodiments of the present invention are described in detail below with reference to the accompanying drawings. It is to be noted that the drawings are in a very simplified form and are not to be construed as precise ratios as are merely intended to facilitate and distinctly illustrate the embodiments of the present invention.
Referring to fig. 1, fig. 1 is a schematic structural diagram of an oblique grouting machine according to the present invention. The oblique grouting machine is used for injecting grout in a grout pool 2 into soil to be reinforced, and comprises a drilling machine 1, a drill rod 3, a grouting pump and a grouting drill bit 4. The drilling machine 1 drives the drill rod 3 to move, the grouting drill bit 4 is arranged at the head of the drill rod 3, the tail of the drill rod 3 passes through a slurry pipe and is connected to the slurry pool 2 through a grouting pump, and the drill rod 3 is obliquely arranged during punching and grouting. The inclined grouting machine comprises a stirring device for stirring the slurry in the slurry pool 2. The inclined grouting machine also comprises an air compressor used for compacting and grouting and providing enough injection pressure for the grout.
The drill rod 3 can be obliquely arranged upwards or downwards during punching and grouting. When the drill rod is arranged in the inclined upward direction, the included angle between the drill rod and the vertical downward direction is 90-180 degrees; when the drill rod is arranged obliquely upwards, the included angle between the drill rod and the vertical downward direction is 0-90 degrees. Compared with the existing vertical grouting, the oblique grouting mode can realize the grouting. Because some places are limited by site conditions above the target soil body and normal living and working of surrounding residents are not influenced, the grouting can only be carried out in a construction site far away from the target soil body, and vertical grouting cannot be realized and can only be realized by means of oblique grouting.
The drill rod 3 can form any inclination angle with a vertical downward method, and when the included angle between the drill rod 3 and the vertical downward method is determined, the drill rod 3 can rotate for 360 degrees and is fixed at any rotation angle for grouting. Therefore, the use is very flexible and convenient.
Referring to fig. 1-4, fig. 1 is a schematic structural diagram of an inclined grouting machine according to the present invention; FIG. 2 is a schematic flow chart of the grouting method of the present invention; FIG. 3 is a schematic plan view of the grouting method of the present invention; fig. 4 is a schematic cross-sectional view illustrating the grouting method of the present invention.
The basic situation of this embodiment is as follows: excavation of foundation pits 9 on the east, west and north sides of the reserved building 8 is needed, and the excavation depth of the foundation pits 9 is-15.40 m. The influence of the foundation pit 9 on the surrounding environment is estimated: the excavation range of the foundation pit 9 on the settlement of the surrounding soil body reaches 12.2m, the range with larger influence degree on the settlement behind the wall is 6.9m, and the reserved buildings 8(18m pile foundations) at the periphery of the underground continuous wall foundation pit 9 are close to the foundation pit 9 (as shown in figure 4). As the reserved building 8 is close to the foundation pit by 8.5-12.2 m and is in the influence range of foundation pit construction, the enclosure body is inevitably displaced towards the pit due to soil unloading of soil in the pit during the foundation pit construction, and therefore surrounding soil is settled, and the building is caused. And the reserved building 8 has the superimposed effect of soil body settlement more obvious due to the three-sided ring pits, and the building settlement is more obvious. Moreover, grouting is not suitable for construction outside the site due to site conditions and for the purpose of surrounding maintenance work, and can only be performed in a construction site far from the reserved building 8. And the reserved building 8 is slightly inclined towards the south before the foundation pit 9 is not excavated.
In the embodiment, when the foundation pit 9 is excavated to-10.4 m, the reserved building 8 is subjected to oblique remote filling and grouting. In order to not affect the life of residents of a building 8, an inclined hole compaction grouting technology is adopted, and as the construction site is narrow due to on-site temporary offices and canteen facilities, most grouting holes 7 need to be arranged on the top surface of the enclosing purlin of a foundation pit 9 of-1.80 m for construction.
For the design workload:
estimated according to the construction length of compaction grouting on a design drawing of about 114m, about 228 compaction grouting holes 7 are arranged in total: 76 inclined holes with the angle of 50 degrees are formed, and the single hole depth is 13.3 m; 76 67-degree inclined holes with single hole depth of 22.7 m; 76 inclined holes with 76 degrees are formed, and the single hole is 21.5m deep. The actual workload is finalized via field placement.
For the main material amounts:
according to the above estimated workload, per m3The injected slurry amount is 0.15m3Total injected slurry amount 661.2m3The required material dosage of the project is calculated as follows:
(1) 220.4t of 32.5-grade ordinary portland cement;
(2) bagged fly ash: 441.02 t;
(3) water glass: 2.2 t.
For the construction procedure:
and (3) firstly constructing compact grouting holes 7 with an inclination angle of 76 degrees (namely, an included angle between the drill rod 3 and the vertical downward direction is 76 degrees) on the corner wall of the top surface of the enclosing purlin of-1.80 m, wherein the hole pitch is 1.5 m. And constructing a grouting hole 7 with 67 degrees (namely, the included angle between the drill rod 3 and the vertical downward direction is 67 degrees) and a grouting hole 7 with 50 degrees (namely, the included angle between the drill rod 3 and the vertical downward direction is 50 degrees) inclined holes according to the monitoring result. And (3) constructing inclined holes at the same angle, wherein the symmetrical construction principle is followed, grouting holes 7 at the east side and the west side of the building 8 are firstly constructed and reserved, and then the grouting holes 7 at the north side of the building 8 are constructed and reserved. And (4) jumping and constructing the grouting holes 7 at the same angle at intervals of 1 hole, and then inserting and encrypting.
For the construction process parameters:
firstly, a top-down grouting method is adopted, 1 grouting point 71 is arranged per meter, and the grouting amount per point is 0.15m3. Wherein,
the inclination angle is 76 degrees, the hole depth is 21.5m, each hole is provided with 21 grouting points 71, and the grouting amount of each point is 0.15m3。
The inclination angle is 67 degrees, the hole depth is 22.7m, each hole is provided with 23 grouting points 71,the amount of injected slurry per point is 0.15m3。
The inclination angle is 50 degrees, the hole depth is 13.3m, 13 grouting points 71 are arranged in each hole, and the grouting amount of each point is 0.15m3。
0.15m per injection3The slurry time was 6-8 minutes.
And thirdly, the instantaneous pressure when grouting is started is higher, and the grouting pressure when grouting at uniform speed is 100-300 kPa.
In the grouting process adopting the measures of grouting pressure, interval jumping and punching and the like, according to the previous construction experience, the grouting pressure of 76-degree and 50-degree inclined holes close to the underground continuous wall and reserved 8 pile foundations of the building is controlled within the range of 100-200 kPa, and the continuous wall and the pile foundations cannot be obviously deformed; the diffusion radius of the slurry was 0.75 m.
The slurry of the following proportion is adopted for grouting in the embodiment, and each m3The slurry contains: 333kg of 32.5-grade ordinary portland cement, 667kg of bagged fly ash and 3.33kg of water glass (the concentration is 43 Be). Per m3The water-to-cement ratio in the slurry was 0.5, where the ash included cement, fly ash and water glass. That is, every 0.3m 32 bags of cement, 4 bags of fly ash and 1kg of water glass are added into the slurry stirring barrel). I.e. 0.15m per injection3The slurry contains 50kg of cement, 100kg of fly ash and 0.5kg of water glass. The initial setting time of the slurry is 2-3 hours because the water glass of the accelerating agent is doped in the slurry.
The method for grouting each grouting hole 7 comprises the following steps of injecting grout into a soil body to be reinforced through a drill rod 3 of an oblique grouting machine, wherein the oblique grouting machine is adopted:
first, preparation before construction.
And secondly, measuring and positioning and mechanically positioning.
And thirdly, performing hole forming construction, wherein the drill rod 3 moves obliquely for a designed length, in the embodiment, the drill rod 3 moves obliquely downwards for the designed length, and meanwhile, slurry is prepared. The drill rod 3 is inclined downwards, which means that the drill rod 3 forms an inclination angle of 30-80 degrees with the vertical direction. The design length in the third step is 0.5-1.5 meters. The slurry in the slurry tank 2 is fully stirred and mixed by a stirring device.
And fourthly, compacting and grouting. The required grouting amount of the compaction grouting is 0.1-0.2m3. In this example, the amount of slurry injected per point was 0.15m3. The grouting pressure of the compaction grouting is within the range of 100-200 kPa.
And fifthly, judging whether the design depth is reached, if the design depth is not reached, moving the machine, returning to the second step, and if the design depth is reached, finishing grouting.
In addition, the following 5 points must be strictly made during the whole construction:
(1) before the construction of the compaction grouting, all preparation work must be done, and the test machine operation is carried out, so as to explore the rationality of the geological condition and the parameter ratio for the formal construction.
(2) The slurry preparation must be strictly carried out according to the mixing proportion, the slurry must be uniformly stirred, the uniformity and the continuity are kept in the grouting process, and the slurry is slowly stirred without stopping in the grouting process. The stirring time is less than the initial setting time of the slurry, and each injection is strictly performed at the speed of 0.15m3The time of the slurry is 6-8 minutes, and the slurry is filtered by a screen before being pumped.
(3) And (3) stopping grouting immediately when the ground grout leakage or the hole wall grout leakage occurs in the grouting midway, and investigating the grout leakage reason. Grouting can be resumed after the reason is cleared.
(4) And (4) carrying out alternate hole jumping construction and then carrying out interpolation encryption in compaction grouting.
(5) In the construction process, the uplift and deformation conditions of the soil body to be reinforced must be observed, and once the terrace uplift is found, the grouting construction position, the grouting amount and the like should be adjusted.
The utility model provides a slant slip casting machine, because the drilling rod sets up under the slant when the slip casting that punches, consequently, can carry out slant slip casting to realize long-range slip casting. Because the drilling rod of slant slip casting machine moves design length and just pours once, until the design degree of depth, so, can make the thick liquid spread more easily in the soil body of wanting to consolidate to have the effect of better reinforcement ground, can effectively prevent the emergence of thick liquid phenomenon. In a word, the utility model discloses a carry out the chronogenesis with directional slip casting and compaction slip casting and combine, top-down carries out layering slip casting, and full play thick liquid is imitated and is used for consolidating the ground.
It will be apparent to those skilled in the art that various changes and modifications may be made without departing from the spirit and scope of the invention. Thus, if such modifications and variations of the present invention fall within the scope of the claims and their equivalents, the present invention is also intended to include such modifications and variations.
Claims (4)
1. The utility model provides a slant slip casting machine for in pouring into the soil body of wanting the reinforcement with the thick liquid in the thick liquid pond, a serial communication port, the slant slip casting machine includes rig, drilling rod, grouting pump and slip casting drill bit, the rig drives the drilling rod motion, the slip casting drill bit sets up the head of drilling rod, the afterbody of drilling rod passes through the thick liquid pipe warp the grouting pump is connected to the thick liquid pond, the drilling rod slant sets up when the slip casting that punches.
2. A diagonal grouting machine as claimed in claim 1, wherein said drill pipe is disposed diagonally upward or diagonally downward during hole grouting.
3. A diagonal slip casting machine as claimed in claim 1, wherein said drill rod is angled between 0 degrees and 90 degrees or between 90 degrees and 180 degrees from a vertically downward direction.
4. A diagonal grouting machine as claimed in claim 1, wherein a stirring device for stirring the grout is further provided in the grout pool.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010205842554U CN202031099U (en) | 2010-10-29 | 2010-10-29 | Oblique slip casting machine |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010205842554U CN202031099U (en) | 2010-10-29 | 2010-10-29 | Oblique slip casting machine |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN202031099U true CN202031099U (en) | 2011-11-09 |
Family
ID=44893401
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2010205842554U Expired - Fee Related CN202031099U (en) | 2010-10-29 | 2010-10-29 | Oblique slip casting machine |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN202031099U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103276736A (en) * | 2013-04-11 | 2013-09-04 | 河南博特工程防护有限公司 | Trailer-type high-polymer grouting system |
| CN103276735A (en) * | 2013-04-11 | 2013-09-04 | 河南博特工程防护有限公司 | Integrated-type high polymer grouting system |
-
2010
- 2010-10-29 CN CN2010205842554U patent/CN202031099U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103276736A (en) * | 2013-04-11 | 2013-09-04 | 河南博特工程防护有限公司 | Trailer-type high-polymer grouting system |
| CN103276735A (en) * | 2013-04-11 | 2013-09-04 | 河南博特工程防护有限公司 | Integrated-type high polymer grouting system |
| CN103276735B (en) * | 2013-04-11 | 2015-12-23 | 郑州安源工程技术有限公司 | Integrated form high polymer grouting system |
| CN103276736B (en) * | 2013-04-11 | 2016-01-20 | 郑州安源工程技术有限公司 | Trailer-type high polymer grouting system |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102061697B (en) | Method for treating uneven settlement of building | |
| CN104153352A (en) | Karst geology rotary-drilling bored concrete pile hole forming process | |
| CN101538852B (en) | Compacting grouting and reinforcing technology for floor foundation of fly ash soil layer and backfilled stone layer in smelting workshop | |
| CN102943466A (en) | Construction method for miniature steel pipe concrete pile to penetrate through roadbed layer for reinforcing soft foundation construction | |
| CN102877470B (en) | Combined soil nailing construction method for supporting | |
| CN111074899A (en) | Grouting method for karst caves with different filling types | |
| CN110130385A (en) | A kind of combination caisson foundation and its construction method suitable for reinforced soft soil ground processing | |
| CN114319388A (en) | Construction method of foundation pit enclosure structure in existing building in karst area | |
| CN111455988A (en) | Construction method of high-pressure jet grouting pile | |
| CN106638643A (en) | Water-stopping-curtain construction device and method | |
| CN102011591A (en) | Grouting process for working surface of deep well | |
| CN108842764A (en) | A kind of Stirring formula anchor tube construction method | |
| CN201459737U (en) | Foundation pit supporting structure | |
| CN110777775A (en) | Foundation pit structure and construction method thereof | |
| CN202031099U (en) | Oblique slip casting machine | |
| CN111424695B (en) | Seepage-proofing and leakage-stopping method for deep-buried karst pipeline | |
| CN108978742A (en) | One kind cutting stake forced-landing tilt correcting structure, method | |
| CN112252310A (en) | Method for deep foundation pit waterproof curtain construction by adopting high-pressure jet grouting pile machine | |
| CN114808923B (en) | Cave grouting construction treatment method | |
| CN110500119B (en) | Waterproof consolidation structure construction method for penetrating through debris flow accumulation body tunnel | |
| CN215718763U (en) | Shield constructs end reinforced structure | |
| CN103015430A (en) | Long auger pressure filling steel reinforced cement-soil pile foundation pit water-resisting and supporting method | |
| CN110644440B (en) | Method for forming groove on anti-seepage wall of dam plug body | |
| CN214169045U (en) | Triaxial soil cement stirring drilling equipment | |
| CN113464150A (en) | Shield end reinforcing structure and reinforcing construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20111109 Termination date: 20131029 |