CN103669346A - Sleeve valve pipe and application to landslide control - Google Patents
Sleeve valve pipe and application to landslide control Download PDFInfo
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- CN103669346A CN103669346A CN201310742204.8A CN201310742204A CN103669346A CN 103669346 A CN103669346 A CN 103669346A CN 201310742204 A CN201310742204 A CN 201310742204A CN 103669346 A CN103669346 A CN 103669346A
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Abstract
The invention discloses a sleeve valve pipe and application to landslide control. The sleeve valve pipe comprises a grouting outer pipe and is characterized in that the grouting outer pipe is a steel pipe, and the outer surface of the grouting outer pipe is provided with threads and an outer support. The landslide control includes the steps of drilling holes, grouting the sleeve valve pipe, placing a steel strand, pouring cement paste and anchoring the grouting outer pipe and the steel strand. The construction method is simple, operability is high, and economic benefits are obvious; different grouting materials can be adopted according to needs by using the sleeve valve pipe, segmented grouting is achieved, a certain segment in a grouting area can be grouted repeatedly, the steel strand is installed in the reserved grouting outer pipe, the cement paste is injected to the grouting outer pipe which serves as an anchor rod, in this way, a weak intercalated layer in a slope can be reinforced effectively, occlusal force between an anchoring body and a rock-soil body is improved, and overall stability of the slope is improved.
Description
Technical field
The present invention relates to a kind of anchoring in rock and soil field of engineering technology, specifically a kind of tuck inside the sleeve raft pipe and the application in landslide control.
Background technology
Utilizing bolt anchorage rock and soil slope, is one of important method that current engineering circles is conventional.In reinforcing rock and soil slope mortar depositing construction process, because common anchor pole grouting pressure is lower, during grouting, the possibility of grout and grout leaking is larger, can not take different grouting agents according to different stratum characteristics, selects different grouting parameters.
Sleeve raft pipe grouting is pioneering in the eighties of last century 5O age by French Soletanche Foundation Design company, and its structure of sleeve valve pipe is mainly comprised of PVC slip casting outer tube, slip casting inner tube, rubber case, sealing ring etc.It can be repeated multiple times in same hole, and segmentation is in the milk, and the features such as the possibility of grout and grout leaking is very little occur, and is acknowledged as the most reliable grouting method, is at home and abroad widely used.The water blockoff grouting of famous chunnel, English, method, day, the subway grouting of Yi Deng state, the subway grouting in Taiwan Province and Hong Kong, is all to adopt this method.
Summary of the invention
The object of this invention is to provide a kind of tuck inside the sleeve raft pipe and the application in landslide control, it adopts sleeve raft pipe grouting to reinforce rock and soil slope, in the slip casting outer tube of keeping somewhere, steel strand cement injection is installed, using it as anchor pole utilization.
The present invention adopts following technical scheme to realize its goal of the invention, a kind of sleeve raft pipe, and it comprises slip casting outer tube, described slip casting outer tube is steel pipe.
The external surface of slip casting outer tube of the present invention is provided with screw thread.
The external surface of slip casting outer tube of the present invention is provided with support arm.
The application of above-mentioned sleeve raft pipe in landslide control, it comprises the following steps:
(1) according to design aperture, adopt mud off method to hole to projected depth, hole depth penetrates potential slide plane to stablizing 2m～3m in Rock And Soil, holes slightly downward-sloping, and angle of inclination is 3 degree～15 degree;
(2) according to hole depth, make sleeve raft pipe, in the raft pipe patchhole of tucking inside the sleeve, side slope face 20 ㎝～30 ㎝ high up in the air are exposed in slip casting outer tube upper end, and sleeve shell material is injected to the space between slip casting outer tube and the soil body;
(3) sleeve shell material was injected after 48 hours, adopted grouting pump, by sleeve raft pipe, side slope is carried out to slip casting operation, extracted slip casting inner tube and casting head after slip casting;
(4) according to the length of design, steel strand are placed in slip casting outer tube, side slope face 30 ㎝～40 ㎝ high up in the air are exposed in the upper end of steel strand, to injected water mud in slip casting outer tube, guarantee all to fill with cement paste between steel strand and slip casting outer tube;
(5) after cement paste initial set completes, utilize external anchor steel plate to apply prestressing force to slip casting outer tube and steel strand, in concrete, the end of slip casting outer tube and steel strand and external anchor steel plate being cast in subsequently, water and build up the outer anchor pier of concrete;
Repeating step (1)～step (5), complete the construction of all anchor poles in side slope, on side slope surface, surface drainage ditch is set subsequently.
For increasing the snap-in force between slip casting outer tube and Rock And Soil, the present invention step (2) in, the external surface of described slip casting outer tube is provided with screw thread.
The present invention step (2) in, the external surface of described slip casting outer tube is provided with support arm.
The present invention step (2) in, adopt accelerated cement mortar to port closing, prevent grout in slip casting process.
The present invention step (4) in, described steel strand adopt the above Ribbed Bar of II level to make, the diameter of steel strand is 16 ㎜～28 ㎜, steel strand are provided with inner support.
The present invention step (4) in, described inner support is installed a pair of every 1.5m～2.5m.
Step (4) in, during injected water mud, water/binder ratio 0.5～0.7, and add the triethanolamine of 0.005 ﹪ of cement paste.
Owing to adopting technique scheme, the present invention has realized goal of the invention preferably, and construction method is simple, strong operability, and economic benefit is obvious; Utilize sleeve raft pipe can take as required different grouting agents, realize segmenting slip casting and can be in slip casting region a certain section of repeatedly slip-casting, steel strand cement injection are installed in the slip casting outer tube of keeping somewhere, using it as anchor pole utilization, weak intercalated layer in the effective reinforcing side slope of energy, improve the snap-in force between anchoring body and Rock And Soil, improve the resistance to overturning of side slope.
Accompanying drawing explanation
Fig. 1 is the tuck inside the sleeve structural representation of raft pipe of the present invention;
Fig. 2 is the view of the present invention while constructing;
Fig. 3 is the view after the present invention constructs.
The specific embodiment
Below in conjunction with drawings and Examples, the invention will be further described.
As shown in Figure 1, a kind of sleeve raft pipe, it comprises slip casting outer tube 1, described slip casting outer tube 1 is steel pipe.
The external surface of slip casting outer tube 1 of the present invention is provided with screw thread.
The external surface of slip casting outer tube 1 of the present invention is provided with support arm 2.
The application of above-mentioned sleeve raft pipe in landslide control, it comprises the following steps:
(1) according to design aperture, adopt mud off method to hole to projected depth, hole depth penetrates potential slide plane to stablizing 2m～3m in Rock And Soil, holes slightly downward-sloping, and angle of inclination is 3 degree～15 degree;
The first smooth construction plant of the present embodiment, at side slope planar survey unwrapping wire high up in the air, setting-out, determines bore position and the degree of depth.During boring, the diameter of boring is 0.1m～0.2m (the present embodiment is 0.15 m), and drilling depth penetrates potential slide plane to stablizing 3m in Rock And Soil, and slightly downward-sloping, angle of inclination is 5 degree, adopts pumping mud off during boring, and mends in time slurry in work progress.
(2) according to hole depth, make sleeve raft pipe, in the raft pipe patchhole of tucking inside the sleeve, side slope face 20 ㎝～30 ㎝ high up in the air, the space that sleeve shell material 9 is injected between slip casting outer tube 1 and the soil body are exposed in slip casting outer tube upper end;
For increasing the snap-in force between slip casting outer tube 1 and Rock And Soil, the present invention step (2) in, the external surface of described slip casting outer tube 1 is provided with screw thread.
The present invention step (2) in, the external surface of described slip casting outer tube 1 is provided with support arm 2.
The present invention step (2) in, adopt accelerated cement mortar to port closing, prevent grout in slip casting process.
The present embodiment is determined the length of slip casting outer tube 1 according to hole depth, its external surface is coated with red paint or pitch, to improve corrosion resistance, and for increasing the snap-in force between slip casting outer tube 1 and Rock And Soil, the external surface of slip casting outer tube 1 is provided with screw thread, and at the external surface of slip casting outer tube 1 at interval of 1.5m～2m (the present embodiment is 2m), weld a pair of support arm 2, support arm 2 is made by the reinforcing bar welding of diameter 6 ㎜, simultaneously, slip casting outer tube 1 is when laying, and support arm 2 plays effect placed in the middle.According to design slip casting hoisting depth, determine the spacing of slurry discharging hole 5 on slip casting outer tube 1, on slurry discharging hole 5, overlapping rubber sleeve valve 3; The general long 0.6m～1m of casting head 7 (the present embodiment is 0.8m) surrounding is laid the slurry outlet of 6～12 (the present embodiment is 12) diameter 6 ㎜～8 ㎜ (the present embodiment is 8 ㎜) equably, step stop grouting plug 6 is established at casting head 7 two ends, play grouting effect, slip casting inner tube 4 is connected with casting head 7 by joint 8.
After boring finishes, insert immediately sleeve raft pipe, until at the bottom of hole, guarantee that the center of slip casting outer tube 1 overlaps with drill center as far as possible, slip casting outer tube 1 exposes side slope face 20 ㎝ high up in the air, to place external anchor steel plate, by the suitable protective treatment in aperture, prevents in foreign material hand-hole; Sleeve shell material 9 is injected in space between slip casting outer tube 1 and the soil body, and generally, sleeve shell material 9 has grouting effect does not need sealing, if really need, adopts accelerated cement mortar to port closing, prevents grout in slip casting process.
(3) sleeve shell material 9 was injected after 48 hours, adopted grouting pump, by sleeve raft pipe, side slope is carried out to slip casting operation, extracted slip casting inner tube 4 and casting head 7 after slip casting;
As shown in Figure 2, during the present embodiment slip casting, adopt retrusive segmentation to carry out slip casting, until full hole slip casting completes, mortar depositing construction parameter is tested confirmation according to stratum actual conditions, and in construction, constantly improve and adjust at the scene, in conjunction with grouting pressure situation of change, on-the-spot dynamically adjustment optimized grouting parameter.
(4) according to the length of design, steel strand 12 are placed in slip casting outer tube 1, side slope face 30 ㎝～40 ㎝ high up in the air are exposed in the upper end of steel strand 12, to the interior injected water mud 11 of slip casting outer tube 1, guarantee all to fill with cement paste 11 between steel strand 12 and slip casting outer tube 1;
The present invention step (4) in, described steel strand 12 adopt the above Ribbed Bar of II level to make, the diameter of steel strand 12 is 16 ㎜～28 ㎜, steel strand 12 are provided with inner support 10.
The present invention step (4) in, described inner support 10 is installed a pair of every 1.5m～2.5m.
Step (4) in, during injected water mud 11, water/binder ratio 0.5～0.7, and add the triethanolamine of 0.005 ﹪ of cement paste 11.
As shown in Figure 3, the present embodiment, according to design definite length, diameter, processes steel strand 12, and the diameter of steel strand 12 is 22 ㎜; While laying, for making the snap-in force of the center of steel strand 12 in slip casting outer tube 1 and increase steel strand 12 and cement paste 11, on steel strand 12, every 2.0m, a pair of inner support 10 is installed, side slope face 30 ㎝ high up in the air are exposed in the upper end of steel strand 12, to place external anchor steel plate; During slip casting, adopt the slip casting of gravity flow mode, guarantee all to fill with cement paste 11 between steel strand 12 and the inwall of slip casting outer tube 1, for accelerating solidifying of cement paste 11, in cement paste 11, add the triethanolamine of 0.005 ﹪ of cement paste 11.
(5) after cement paste 11 initial sets complete, utilize external anchor steel plate to apply prestressing force to slip casting outer tube 1 and steel strand 12, in concrete, the end of slip casting outer tube 1 and steel strand 12 and external anchor steel plate being cast in subsequently, water and build up the outer anchor pier of concrete;
External anchor steel plate described in the present embodiment is circular steel plate, and diameter is 0.4m, and thickness is 40 ㎜, and it is highly 0.5m for the outer anchor pier of concrete of building, and the top length of side is 0.5m, the trapezoidal stage body that the bottom length of side is 0.7m.
Repeating step (1)～step (5), complete the construction of all anchor poles in side slope, on side slope surface, surface drainage ditch is set subsequently.
The present invention utilizes sleeve raft pipe can take as required different grouting agents, realize segmenting slip casting and can be in slip casting region a certain section of repeatedly slip-casting, and by steel strand cement injection are installed in the slip casting outer tube of keeping somewhere, using it as anchor pole utilization, weak intercalated layer in the effective reinforcing side slope of energy, improve the snap-in force between anchoring body and Rock And Soil, improve the resistance to overturning of side slope.Construction method of the present invention is simple, strong operability, and effect is remarkable, and economic benefit is obvious.
Claims (10)
1. a sleeve raft pipe, it comprises slip casting outer tube, it is characterized in that described slip casting outer tube is steel pipe.
2. a kind of sleeve raft pipe according to claim 1, is characterized in that the external surface of described slip casting outer tube is provided with screw thread.
3. a kind of sleeve raft pipe according to claim 1 and 2, is characterized in that the external surface of described slip casting outer tube is provided with support arm.
4. the application of raft pipe in landslide control of tucking inside the sleeve as claimed in claim 1, is characterized in that it comprises the following steps:
(1) according to design aperture, adopt mud off method to hole to projected depth, hole depth penetrates potential slide plane to stablizing 2m～3m in Rock And Soil, holes slightly downward-sloping, and angle of inclination is 3 degree～15 degree;
(2) according to hole depth, make sleeve raft pipe, in the raft pipe patchhole of tucking inside the sleeve, side slope face 20 ㎝～30 ㎝ high up in the air are exposed in slip casting outer tube upper end, and sleeve shell material is injected to the space between slip casting outer tube and the soil body;
(3) sleeve shell material was injected after 48 hours, adopted grouting pump, by sleeve raft pipe, side slope is carried out to slip casting operation, extracted slip casting inner tube and casting head after slip casting;
(4) according to the length of design, steel strand are placed in slip casting outer tube, side slope face 30 ㎝～40 ㎝ high up in the air are exposed in the upper end of steel strand, to injected water mud in slip casting outer tube, guarantee all to fill with cement paste between steel strand and slip casting outer tube;
(5) after cement paste initial set completes, utilize external anchor steel plate to apply prestressing force to slip casting outer tube and steel strand, in concrete, the end of slip casting outer tube and steel strand and external anchor steel plate being cast in subsequently, water and build up the outer anchor pier of concrete;
Repeating step (1)～step (5), complete the construction of all anchor poles in side slope, on side slope surface, surface drainage ditch is set subsequently.
5. the application of raft pipe in landslide control of tucking inside the sleeve according to claim 4, it is characterized in that step (2) in, the external surface of described slip casting outer tube is provided with screw thread.
6. the application of raft pipe in landslide control of tucking inside the sleeve according to claim 4, it is characterized in that step (2) in, the external surface of described slip casting outer tube is provided with support arm.
7. the application of raft pipe in landslide control of tucking inside the sleeve according to claim 4, it is characterized in that step (2) in, adopt accelerated cement mortar to port closing, prevent grout in slip casting process.
8. the application of raft pipe in landslide control of tucking inside the sleeve according to claim 4, it is characterized in that step (4) in, described steel strand adopt the above Ribbed Bar of II level to make, the diameter of steel strand is 16 ㎜～28 ㎜, steel strand are provided with inner support.
9. the application of raft pipe in landslide control of tucking inside the sleeve according to claim 8, it is characterized in that step (4) in, described inner support is installed a pair of every 1.5m～2.5m.
10. the application of raft pipe in landslide control of tucking inside the sleeve according to claim 4, it is characterized in that step (4) in, during injected water mud, water/binder ratio 0.5～0.7, and add the triethanolamine of 0.005 ﹪ of cement paste.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310742204.8A CN103669346B (en) | 2013-12-30 | 2013-12-30 | A kind of tuck inside the sleeve raft pipe and the application in landslide control |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310742204.8A CN103669346B (en) | 2013-12-30 | 2013-12-30 | A kind of tuck inside the sleeve raft pipe and the application in landslide control |
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| CN103669346A true CN103669346A (en) | 2014-03-26 |
| CN103669346B CN103669346B (en) | 2015-09-09 |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105089056A (en) * | 2015-04-09 | 2015-11-25 | 中国水电基础局有限公司 | Quick constructing method for thick blanket grouting |
| CN105544547A (en) * | 2015-12-17 | 2016-05-04 | 中国一冶集团有限公司 | Covering type soil filled and soft soil stratum segmented reinforcing device and method |
| CN106284340A (en) * | 2016-08-11 | 2017-01-04 | 重庆大学 | A kind of electromagnetic field seepage flow associating anchor pole drainage arrangement and construction method thereof |
| CN106284339A (en) * | 2016-08-11 | 2017-01-04 | 重庆大学 | A kind of sleeve valve barrel grouting draining soil nailing props up latch device and construction method thereof |
| CN106761835A (en) * | 2017-01-24 | 2017-05-31 | 江苏建筑职业技术学院 | A kind of Karst Tunnel leak segmenting slip casting construction method |
| CN107956495A (en) * | 2017-11-21 | 2018-04-24 | 浙江双林古建园林工程有限公司 | A kind of stone cultural artifact anchoring process |
| CN109139063A (en) * | 2018-10-17 | 2019-01-04 | 中铁十二局集团有限公司 | Constructing tunnel film bag Grouting Pipe structure and slip casting lithification construction method |
| CN111005375A (en) * | 2019-11-26 | 2020-04-14 | 重庆工商职业学院 | Anchoring device for building construction |
| CN111424700A (en) * | 2020-04-21 | 2020-07-17 | 中铁西北科学研究院有限公司 | BFRP-spiral sleeve valve type composite anchoring system for high-intensity seismic area and construction method thereof |
| CN111472810A (en) * | 2020-04-15 | 2020-07-31 | 高军 | High-pressure grouting device and method based on weak broken surrounding rock |
| CN111965026A (en) * | 2020-08-11 | 2020-11-20 | 山东黄金矿业科技有限公司深井开采实验室分公司 | Pipe seam type anchor rod drawing test device and method suitable for deep complex environment |
| CN113356889A (en) * | 2021-07-14 | 2021-09-07 | 哈尔滨工业大学 | Grouting device and box type reinforcing method for advanced drill pipe right above tunnel |
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| CN105089056B (en) * | 2015-04-09 | 2017-03-15 | 中国水电基础局有限公司 | A kind of rapid constructing method of deep covering layer grouting |
| CN105089056A (en) * | 2015-04-09 | 2015-11-25 | 中国水电基础局有限公司 | Quick constructing method for thick blanket grouting |
| CN105544547A (en) * | 2015-12-17 | 2016-05-04 | 中国一冶集团有限公司 | Covering type soil filled and soft soil stratum segmented reinforcing device and method |
| CN106284339B (en) * | 2016-08-11 | 2018-12-18 | 重庆大学 | A kind of sleeve valve barrel grouting draining soil nailing branch latch device and its construction method |
| CN106284339A (en) * | 2016-08-11 | 2017-01-04 | 重庆大学 | A kind of sleeve valve barrel grouting draining soil nailing props up latch device and construction method thereof |
| CN106284340B (en) * | 2016-08-11 | 2018-09-11 | 重庆大学 | A kind of electromagnetic field seepage flow joint anchor pole drainage arrangement and its construction method |
| CN106284340A (en) * | 2016-08-11 | 2017-01-04 | 重庆大学 | A kind of electromagnetic field seepage flow associating anchor pole drainage arrangement and construction method thereof |
| CN106761835A (en) * | 2017-01-24 | 2017-05-31 | 江苏建筑职业技术学院 | A kind of Karst Tunnel leak segmenting slip casting construction method |
| CN107956495A (en) * | 2017-11-21 | 2018-04-24 | 浙江双林古建园林工程有限公司 | A kind of stone cultural artifact anchoring process |
| CN109139063A (en) * | 2018-10-17 | 2019-01-04 | 中铁十二局集团有限公司 | Constructing tunnel film bag Grouting Pipe structure and slip casting lithification construction method |
| CN111005375A (en) * | 2019-11-26 | 2020-04-14 | 重庆工商职业学院 | Anchoring device for building construction |
| CN111472810A (en) * | 2020-04-15 | 2020-07-31 | 高军 | High-pressure grouting device and method based on weak broken surrounding rock |
| CN111472810B (en) * | 2020-04-15 | 2021-07-06 | 高军 | High-pressure grouting device and method based on weak broken surrounding rock |
| CN111424700A (en) * | 2020-04-21 | 2020-07-17 | 中铁西北科学研究院有限公司 | BFRP-spiral sleeve valve type composite anchoring system for high-intensity seismic area and construction method thereof |
| CN111424700B (en) * | 2020-04-21 | 2024-04-23 | 中铁西北科学研究院有限公司 | BFRP-spiral sleeve valve type composite anchoring system for high-intensity earthquake region and construction method thereof |
| CN111965026A (en) * | 2020-08-11 | 2020-11-20 | 山东黄金矿业科技有限公司深井开采实验室分公司 | Pipe seam type anchor rod drawing test device and method suitable for deep complex environment |
| CN111965026B (en) * | 2020-08-11 | 2023-10-27 | 山东黄金矿业科技有限公司深井开采实验室分公司 | Tube seam type anchor rod drawing test device and method suitable for deep complex environment |
| CN113356889A (en) * | 2021-07-14 | 2021-09-07 | 哈尔滨工业大学 | Grouting device and box type reinforcing method for advanced drill pipe right above tunnel |
| CN113356889B (en) * | 2021-07-14 | 2022-07-15 | 哈尔滨工业大学 | Box type reinforcing method for advanced drill pipe right above tunnel |
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