CN204298834U - Consolidation grouting boring piling wall - Google Patents
Consolidation grouting boring piling wall Download PDFInfo
- Publication number
- CN204298834U CN204298834U CN201420681779.3U CN201420681779U CN204298834U CN 204298834 U CN204298834 U CN 204298834U CN 201420681779 U CN201420681779 U CN 201420681779U CN 204298834 U CN204298834 U CN 204298834U
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- cast
- situ bored
- bored pile
- consolidation grouting
- pile
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- 238000007596 consolidation process Methods 0.000 title claims abstract description 45
- 238000011065 in-situ storage Methods 0.000 claims abstract description 54
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 43
- 239000010959 steel Substances 0.000 claims abstract description 43
- 238000005553 drilling Methods 0.000 claims abstract description 19
- 239000002689 soil Substances 0.000 claims description 18
- 238000007569 slipcasting Methods 0.000 claims description 6
- 239000011083 cement mortar Substances 0.000 abstract description 13
- 238000010276 construction Methods 0.000 abstract description 13
- 239000011440 grout Substances 0.000 abstract description 3
- 238000009412 basement excavation Methods 0.000 abstract description 2
- 238000005266 casting Methods 0.000 abstract description 2
- 230000000694 effects Effects 0.000 description 6
- 238000010008 shearing Methods 0.000 description 6
- 230000006378 damage Effects 0.000 description 4
- 239000004570 mortar (masonry) Substances 0.000 description 4
- 230000037452 priming Effects 0.000 description 4
- 238000005452 bending Methods 0.000 description 3
- 238000007789 sealing Methods 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- 238000005098 hot rolling Methods 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000010412 perfusion Effects 0.000 description 1
- 230000002265 prevention Effects 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
Landscapes
- Piles And Underground Anchors (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The utility model discloses a kind of consolidation grouting for the Anti-slide engineering that comes down boring piling wall, it first lays the inner cast-in-situ bored pile being provided with I-steel of two rows before the leading edge object of protection of landslide, and the end face of cast-in-situ bored pile needs above ground level; I-steel truss is laid subsequently at cast-in-situ bored pile top; At I-steel truss top casting concrete cover plate after I-steel truss construction completes; Reach after design strength until concrete cover, between each row hole drilling grout pile, carry out High Pressure Consolidation Grouting construction, cast-in-situ bored pile and cement mortar induration are coupled as one and form boring piling wall.The utility model does not need extensive excavation, builds backfill, and speed of application is fast, and for the landslide being in the creep stage, especially emergency repair harnessing project is more fast and reliable.
Description
Technical field
The utility model relates to hazards control engineering field, refers to a kind of consolidation grouting for the Anti-slide engineering that comes down boring piling wall particularly.
Background technology
China's mountain and hill area accounts for 2/3 of territory total area, and geological disaster takes place frequently, and wherein landslide is one of topmost geological disaster.Along with the development of China's economic society, increasing economic activity launches in mountain area, so just relates to a large amount of based on the slope geological problem on landslide.Friction pile is one of engineering measure main in landslide control, is widely used in slope project.But friction pile from construction to generation anti-slippery effect often need time several months, for the landslide being in the creep stage, especially emergency repair harnessing project, construction period landslide failure dangerous.With regard to landslide thickness and the larger landslide of thrust, single row or multiple rows drilled pile is because stake soil intensity difference is apart from large, integral rigidity is little, space-load is unreasonable, be unfavorable for the integral rigidity and the three-dimensional effect that play built pile, drilled pile may destroy because of local bending moment, the excessive generation strut buckling of shearing and cut off destruction, is difficult to meet antiskid requirement.
Utility model content
The purpose of this utility model is exactly the deficiency that will solve above-mentioned background technology, provides the consolidation grouting boring that a kind of speed of application is fast, integral rigidity is large piling wall.
The technical solution of the utility model is: a kind of consolidation grouting boring piling wall, it is characterized in that: it comprises pile body group, the cast-in-situ bored pile that described pile body group is equidistantly arranged by two rows is formed, the lower end of described cast-in-situ bored pile enters the supporting course in soil, described cast-in-situ bored pile inside is inserted with I-steel, described I-steel extends to cast-in-situ bored pile top bottom cast-in-situ bored pile, elevate above the soil in the upper end of described cast-in-situ bored pile, the upper end of described cast-in-situ bored pile is laid with I-steel truss, and concrete cover has been built at described I-steel truss top; Described concrete cover is vertically provided with the follow-up consolidation grouting hole needing high-pressure grouting of a row, and described consolidation grouting hole is between two row hole drilling bored concrete piles.
In such scheme:
Level interval between described same row hole drilling bored concrete pile is 1.0m, the array pitch of two row hole drilling bored concrete piles is 1.5m, the stake footpath of each cast-in-situ bored pile is 150mm, and the stake of cast-in-situ bored pile is long is 23 ~ 25m, and the height elevated above the soil in the upper end of cast-in-situ bored pile is 0.35m.
The panel point of described I-steel truss adopts steel plate and bolt mechanical connection.
The width of described concrete cover is 2.5m, and thickness is 0.6m.
Level interval between the consolidation grouting hole of described same row is 1.0m, and the aperture in consolidation grouting hole is 150mm, and consolidation grouting hole hole depth is 17 ~ 19m.
Based on a construction method for above-mentioned consolidation grouting boring piling wall, it is characterized in that, it comprises the following steps:
1), before the leading edge object of protection of landslide, lay the inner cast-in-situ bored pile being provided with I-steel of two rows, the end face of cast-in-situ bored pile needs above ground level with the connection ensureing stake top steel truss;
2, I-steel truss is laid at cast-in-situ bored pile top;
3, I-steel truss construction complete after at I-steel truss top casting concrete cover plate;
4, reach after design strength until concrete cover, High Pressure Consolidation Grouting construction is carried out: concrete cover is along vertically to being drilled with consolidation grouting hole between two row hole drilling grout piles, and adopt cement mortar packer grouting from bottom to top, cast-in-situ bored pile and cement mortar induration are coupled as one and form boring piling wall; Grouting terminates rear employing mortar by consolidation grouting hole sealing of hole.
In step 1, first adopt mechanical pipe-following drilling pore-forming, insert I-steel after pore-forming completes in hole, the top of I-steel is above the ground level, and carries out perfusion mortar with aperture after, forms cast-in-situ bored pile.
In step 4, for the soil body of horizon d, the grouting pressure priming petock gray scale of 0.8MPa is adopted to be that the cement mortar of 1:1 carries out slip casting; Grouting pressure priming petock gray scale for cover layer employing 0.5MPa is that the cement mortar of 0.5:1 carries out slip casting.
The utility model adopts and connects at the built-in I-steel of cast-in-situ bored pile, the very useful steel truss of stake and adopt the mode of High Pressure Consolidation Grouting between stake, cement mortar induration between cast-in-situ bored pile in a row and stake is coupled as one and forms boring piling wall, compared with common friction pile, tool has the following advantages:
1, do not need extensive excavation, build backfill, speed of application is fast, and for the landslide being in the creep stage, especially emergency repair harnessing project is more fast and reliable;
2, good integrity, the truss pushed up by stake is connected to form similar gate pilework, between stake, High Pressure Consolidation Grouting reduces the intensity difference distance of stake and inter-pile soil, play the integral rigidity of built pile, optimizing three-dimensional effect makes it stressed more reasonable, there is larger lateral rigidity, can not destroy because of the excessive generation strut buckling of local bending moment, shearing and cut off destruction, not only can resist larger Thrust of Landslide but also effectively reduced thus reduce construction costs due to moment of flexure, shearing.
Accompanying drawing explanation
Fig. 1 is the structure top view of consolidation grouting of the present utility model boring piling wall;
Fig. 2 is 1-1 profile in Fig. 1;
Fig. 3 is 2-2 profile in Fig. 2;
Fig. 4 is 3-3 profile in Fig. 2.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, the utility model is described in further detail.
With reference to figure 1, a kind of consolidation grouting boring piling wall of the present embodiment, it comprises the pile body group as construction carrying basis, the cast-in-situ bored pile 1 that this pile body group is equidistantly arranged by two rows is formed, the lower end of cast-in-situ bored pile 1 enters the supporting course in soil, cast-in-situ bored pile 1 inside is inserted with I-steel 5, I-steel 5 extends to cast-in-situ bored pile 1 top bottom cast-in-situ bored pile 1, the upper end of cast-in-situ bored pile 1 elevates above the soil 6, the upper end of cast-in-situ bored pile 1 is laid with I-steel truss 3, and concrete cover 4 has been built at I-steel truss 3 top; Concrete cover 4 is along vertical to being provided with the follow-up consolidation grouting hole 2 needing injection hole sealing of a row, and consolidation grouting hole 2 lays respectively between two row hole drilling bored concrete piles 1.The cast-in-situ bored pile 1 that two row's interpolation I-steel 5 are formed is connected to form similar gate pilework with stake top steel truss 3, improve boring piling wall integral rigidity and make space-load more reasonable, moment of flexure, the shearing of cast-in-situ bored pile 1 are effectively reduced, thus reduce cost.In addition, high-pressure slip-casting is carried out by the soil body between the cast-in-situ bored pile 1 of 2 pairs, consolidation grouting hole, the cement mortar induration of cast-in-situ bored pile 1 and injection is coupled as one and forms boring piling wall, intensity difference distance between cast-in-situ bored pile 1 soil can be reduced, make cast-in-situ bored pile 1 and inter-pile soil acting in conjunction, avoiding cast-in-situ bored pile 1 may destroy because of local bending moment, the excessive generation strut buckling of shearing and cut off the phenomenons such as destruction.
In above-mentioned consolidation grouting boring piling wall: the level interval between same row hole drilling bored concrete pile 1 is 1.0m, the distance of two row hole drilling bored concrete piles 1 is 1.5m, the stake footpath of each cast-in-situ bored pile 1 is 150mm, the stake of cast-in-situ bored pile 1 is long is 23 ~ 25m, the upper end of cast-in-situ bored pile 1 elevate above the soil 6 height be 0.35m; And the panel point of I-steel truss 3 adopts steel plate and bolt mechanical connection; The width of concrete cover 4 is 2.5m, and thickness is 0.6m; And the level interval between the consolidation grouting hole of same row is 1.0m, the aperture in consolidation grouting hole is 150mm, and consolidation grouting hole hole depth is 17 ~ 19m.
The construction method of above-mentioned consolidation grouting boring piling wall is:
1), before the leading edge object of protection of landslide, two row hole drilling bored concrete piles 1 are laid, level interval 1.0m, array pitch 1.5m, stake footpath 150mm, the long 23 ~ 25m of stake, cast-in-situ bored pile 1 adopts mechanical pipe-following drilling pore-forming, in sleeve pipe, No. 10 common I-steel 5 of hot rolling are inserted after pore-forming completes, I-steel 5 elevates above the soil 0.35m, and pours into M30 mortar, to form cast-in-situ bored pile 1; Boring should take reliable crook prevention measure, and ensure that hole is to accurately, deviate at the bottom of hole must not be greater than 1.0%.Core is remained and sediment should more than 20cm at the bottom of the metapore of cast-in-situ bored pile 1 whole hole;
2), push up the I-steel truss 3 laid and be made up of No. 10 common I-steel of hot rolling at Pile 1, panel point adopts 10mm steel plate and M20 bolt mechanical connection; The diameter tolerance of I-steel and steel plate bolt hole is 0 ~ 1.0mm, circularity tolerance is 2.0mm, and pitch-row tolerance is ± 1.0mm, when the deviation of bolt hole exceedes above-mentioned permissible value, again drilling after the welding rod repair welding allowing employing and quality of parent material to match, forbids to adopt bloom filling;
3), I-steel truss 3 builds wide 2.5m at its top after having constructed, the concrete cover 4 of thick 0.6m.
4), after concrete cover 4 reaches design strength, High Pressure Consolidation Grouting construction is carried out: concrete cover 4 is along vertically to being drilled with row's consolidation grouting hole 2 between two row hole drilling bored concrete pile 1, the level interval 1.0m in consolidation grouting hole 2, aperture 150mm, consolidation grouting hole 2 hole depth 17 ~ 19m, and adopt cement mortar packer grouting from bottom to top, cast-in-situ bored pile 1 and cement mortar induration are coupled as one and form boring piling wall; For the soil body of horizon d, the grouting pressure priming petock gray scale of 0.8MPa is adopted to be that the cement mortar of 1:1 carries out slip casting; Grouting pressure priming petock gray scale for cover layer employing 0.5MPa is that the cement mortar of 0.5:1 carries out slip casting; After grouting terminates, inserted by grout pipe at the bottom of hole, consolidation grouting hole 2, press-in M30 mortar is by consolidation grouting hole 2 sealing of hole.
Being a little of this example:
1, first solve the problem to landslide and proposed building supporting in the emergency repair engineering short time, meet the requirement of Anti-slide engineering, compared with common friction pile, shorten the duration, for next step carrying out of Anti-slide engineering of landslide gains time;
2, two row hole drilling bored concrete piles 1 and stake top steel truss is adopted to form similar gate pilework, not only there is larger lateral rigidity, the distortion of effective restriction supporting construction, and larger Thrust of Landslide can be born, space-load is more reasonable, moment of flexure, shearing are effectively reduced, thus reduce construction costs;
3, next-door neighbour's gear native side row hole drilling bored concrete pile 1 main tension under Thrust of Landslide effect, the main resistance to compression of remaining cast-in-situ bored pile, cement mortar induration is formed by High Pressure Consolidation Grouting between Pile, reduce drilled pile and inter-pile soil intensity difference distance, not only increase the integral rigidity of cast-in-situ bored pile, steel truss and cement mortar induration, and make the unlikely strut buckling that produces under Thrust of Landslide effect of two row hole drilling bored concrete piles destroy and cut off destruction.
Claims (5)
1. a consolidation grouting boring piling wall, it is characterized in that: it comprises pile body group, the cast-in-situ bored pile (1) that described pile body group is equidistantly arranged by two rows is formed, the lower end of described cast-in-situ bored pile (1) enters the supporting course in soil, described cast-in-situ bored pile (1) inside is inserted with I-steel (5), described I-steel (5) extends to cast-in-situ bored pile (1) top from cast-in-situ bored pile (1) bottom, elevate above the soil in the upper end of described cast-in-situ bored pile (1) (6), the upper end of described cast-in-situ bored pile (1) is laid with I-steel truss (3), concrete cover (4) has been built at described I-steel truss (3) top, described concrete cover (4) is along vertically to being provided with the follow-up consolidation grouting hole (2) needing high-pressure slip-casting of a row, and described consolidation grouting hole (2) is positioned between two adjacent row hole drilling bored concrete piles (1).
2. consolidation grouting boring piling wall according to claim 1, it is characterized in that: the level interval between described same row hole drilling bored concrete pile (1) is 1.0m, distance between two row hole drilling bored concrete piles (1) is 1.5m, the stake footpath of each cast-in-situ bored pile (1) is 150mm, the stake of cast-in-situ bored pile (1) is long is 23 ~ 25m, and the elevate above the soil height of (6) of the upper end of cast-in-situ bored pile (1) is 0.35m.
3. consolidation grouting boring piling wall according to claim 1, is characterized in that: the panel point of described I-steel truss (3) adopts steel plate and bolt mechanical connection.
4. consolidation grouting boring piling wall according to claim 1, is characterized in that: the width of described concrete cover (4) is 2.5m, and thickness is 0.6m.
5. consolidation grouting boring piling wall according to claim 1, it is characterized in that: the level interval between the consolidation grouting hole of described same row is 1.0m, the aperture in consolidation grouting hole is 150mm, and consolidation grouting hole hole depth is 17 ~ 19m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420681779.3U CN204298834U (en) | 2014-11-12 | 2014-11-12 | Consolidation grouting boring piling wall |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420681779.3U CN204298834U (en) | 2014-11-12 | 2014-11-12 | Consolidation grouting boring piling wall |
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| CN204298834U true CN204298834U (en) | 2015-04-29 |
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| CN201420681779.3U Expired - Fee Related CN204298834U (en) | 2014-11-12 | 2014-11-12 | Consolidation grouting boring piling wall |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104389315A (en) * | 2014-11-12 | 2015-03-04 | 国家电网公司 | Consolidation grouting drilled pile wall and construction method thereof |
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2014
- 2014-11-12 CN CN201420681779.3U patent/CN204298834U/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104389315A (en) * | 2014-11-12 | 2015-03-04 | 国家电网公司 | Consolidation grouting drilled pile wall and construction method thereof |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20150429 Termination date: 20151112 |
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| EXPY | Termination of patent right or utility model |