CN206721875U - A kind of pressure-bearing type boulder and cobble soil layer enlarging anchor rod - Google Patents
A kind of pressure-bearing type boulder and cobble soil layer enlarging anchor rod Download PDFInfo
- Publication number
- CN206721875U CN206721875U CN201720492537.3U CN201720492537U CN206721875U CN 206721875 U CN206721875 U CN 206721875U CN 201720492537 U CN201720492537 U CN 201720492537U CN 206721875 U CN206721875 U CN 206721875U
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- CN
- China
- Prior art keywords
- grouting pipe
- injected hole
- anchor rod
- supporting body
- semicircular opening
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- 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.)
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- 239000002689 soil Substances 0.000 title claims abstract description 33
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 13
- 238000003466 welding Methods 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 23
- 238000005516 engineering process Methods 0.000 abstract description 9
- 238000005553 drilling Methods 0.000 description 17
- 230000000694 effects Effects 0.000 description 14
- 239000002002 slurry Substances 0.000 description 8
- 238000007569 slipcasting Methods 0.000 description 5
- 238000000034 method Methods 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 239000011083 cement mortar Substances 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 230000008595 infiltration Effects 0.000 description 2
- 238000001764 infiltration Methods 0.000 description 2
- 239000011148 porous material Substances 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 230000004520 agglutination Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000004134 energy conservation Methods 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 239000002994 raw material Substances 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 239000011800 void material Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The utility model discloses a kind of pressure-bearing type boulder and cobble soil layer enlarging anchor rod, enlarging anchor rod includes reinforcing bar, supporting body and Grouting Pipe, the middle part of supporting body is provided with screwed hole of centre, screwed hole of centre matches with reinforcing bar, and the both sides of supporting body are provided with semicircular opening, and semicircular opening matches with Grouting Pipe, Grouting Pipe is hollow pipe, the upper end open of Grouting Pipe, the lower end closed of Grouting Pipe, the side wall of Grouting Pipe are provided with injected hole.Injected hole includes upper injected hole and lower injected hole, upper injected hole are arranged on the upper side wall of Grouting Pipe, and lower injected hole is arranged in the lower wall of Grouting Pipe.The enlarging anchor rod is simple in construction, work efficiency is high, cost is low, pollution-free, advanced technology, single pile withdrawal resistance improve, and economy is more excellent.
Description
Technical field
The utility model belongs to Geotechnical Engineering field, and in particular to a kind of pressure-bearing type boulder and cobble soil layer enlarging anchor rod.
Background technology
Side slope, foundation ditch, tunnel, underground utilities and anti-floating in the industries such as traffic, building, municipal administration, water power, mine construction
In engineering, various types of soil bolt technologies are widely used.When carrying out anchor bolt construction for gravel layer, due to boulder and cobble
Layer formation hardness is big, and drillability is poor, seriously, is easily caved in, chip off-falling without argillaceous agglutination, flushing liquor leakage.The depth on this stratum
Pattern foundation pit supporting structure according to common enlarging anchor rod either the enlarging anchor rod with pouch when gravel layer is constructed, difficulty of construction
Greatly, work efficiency is low, and construction costs is high.In addition, pore-forming difficulty is very big in itself in such a soil layer, and reaming is just more difficult, gravel
Rock ballast body also is difficult to clear out outside hole, even if clearing out, the probability of collapse hole is also very big, so that causing the nothing such as anchor rod body and Grouting Pipe
Method is transferred pouch after the anchor pole to bottom hole or with pouch enters hole and can not fully opened, have a strong impact on enlarging anchor rod construction quality and
Anchor pole bearing capacity plays.Enlarging anchor rod of being constructed in such a soil layer is felt simply helpless substantially in the industry.
Utility model content
The purpose of this utility model is to provide a kind of pressure-bearing type boulder and cobble soil layer enlarging anchor rod, enlarging anchor rod structure letter
Single, work efficiency height, cost are low, pollution-free, advanced technology, single pile withdrawal resistance improve, and economy is more excellent.
In order to solve the above-mentioned technical problem, adopt the following technical scheme that：
A kind of pressure-bearing type boulder and cobble soil layer enlarging anchor rod, including reinforcing bar, supporting body and Grouting Pipe, the middle part of supporting body are provided with
Screwed hole of centre, screwed hole of centre match with reinforcing bar, and the both sides of supporting body are provided with semicircular opening, semicircular opening and Grouting Pipe phase
Matching, Grouting Pipe are hollow pipe, the upper end open of Grouting Pipe, the lower end closed of Grouting Pipe, and the side wall of Grouting Pipe is provided with slip casting
Hole.
Further, injected hole includes upper injected hole and lower injected hole, upper injected hole are arranged on the upper side wall of Grouting Pipe, under
Injected hole is arranged in the lower wall of Grouting Pipe.
Further, upper injected hole is provided with one on the section of the same level of Grouting Pipe.
Further, lower injected hole is provided with three on the section of the same level of Grouting Pipe.
Further, Grouting Pipe includes the first Grouting Pipe and the second Grouting Pipe, and semicircular opening includes the first semicircular opening and the
Two semicircular openings, the first semicircular opening are located at the side of supporting body, and the second semicircular opening is located at the opposite side of supporting body, the first note
Slurry pipe matches with the first semicircular opening, and the second Grouting Pipe matches with the second semicircular opening.
Further, at least provided with two, the Grouting Pipe spot welding of supporting body and both sides connects the quantity of supporting body.
Due to using above-mentioned technical proposal, having the advantages that：
The utility model is a kind of pressure-bearing type boulder and cobble soil layer enlarging anchor rod, the enlarging anchor rod is simple in construction, work efficiency is high, into
This low, pollution-free, advanced technology, single pile withdrawal resistance improve, and economy is more excellent.It is sleeve pipe that enlarging anchor rod drills in cobble stratum
Retaining wall drilling and forming hole, cobble stratum collapse hole is prevented, be easy to transfer reinforcing bar, supporting body and Grouting Pipe；Expand the only of body anchor without conventional
Vertical pore widening step；During drilling, sleeve pipe plays retaining wall effect, and the soil body loses supporting and retaining system effect and caved in during tube drawing, on the body of rod
Supporting body formed bury effect of loading.Using slip casing by pressure, slurry infiltration effect is formed using boulder and cobble soil space, makes slurries
Boulder and cobble concrete analog is mixed to form with boulder and cobble soil around, because the gravity and stress that expand body portion above soil layer expand
Effect is dissipated, substantially increases the bearing capacity of anchor pole.Specifically have the advantages that：
1. advanced technology：By the improved treatment to the anchor pole end perimeter soil body, the solid body of enlarged footing, depending post are formed
Supporting body on body, highly stable anchorage effect is formed, so as to provide the bearing capacity bigger than common bolt.
2. construction is simple, speed is fast, and the duration more saves：Similar tradition will not be produced using sleeve pipe retaining wall, during drilling and expands body anchor
Collapse hole when bar is constructed, penetration rate is fast in whole work progress, and the decentralization of reinforcing bar, supporting body and Grouting Pipe is smooth, technique letter
It is single efficient.
3. single pile withdrawal resistance improves, economy is more excellent：Because the technology makes full use of and enhances the mechanical property of soil, providing
In the case of identical withdrawal resistance, the consumption of raw material substantially reduces.There is energy-conservation, the property of construction to a certain extent, be one
Kind green construction technology.
Brief description of the drawings
The utility model is described in further detail below in conjunction with the accompanying drawings：
Fig. 1 is a kind of Construction State signal of pressure-bearing type boulder and cobble soil layer enlarging anchor rod construction method in the utility model
Figure；
Fig. 2 is the structural representation that the construction of pressure-bearing type boulder and cobble soil layer enlarging anchor rod finishes in the utility model；
Fig. 3 is a kind of structural representation of pressure-bearing type boulder and cobble soil layer enlarging anchor rod in the utility model；
Fig. 4 be in the utility model in Fig. 3 A to schematic cross-section；
Fig. 5 be in the utility model in Fig. 3 B to schematic cross-section.
In figure：1- rigs；2- drilling rods；3- sleeve pipes；4- gravel layers；5- Grouting Pipes；6- anchor poles；7- reinforcing bars；8- supporting bodies；
9- screwed hole of centre；10- semicircular openings；The upper injected holes of 11-；Injected hole under 12-；The Grouting Pipes of 13- first；The Grouting Pipes of 14- second；
The semicircular openings of 15- first；The semicircular openings of 16- second；The external Grouting Pipes of 17-.
Embodiment
As shown in Figures 3 to 5, a kind of pressure-bearing type boulder and cobble soil layer enlarging anchor rod, including reinforcing bar 7, supporting body 8 and slip casting
Pipe, the middle part of supporting body 8 are provided with screwed hole of centre 9, and screwed hole of centre 9 matches with reinforcing bar 7, and the both sides of supporting body 8 are provided with half
Circle opening 10, semicircular opening 10 matches with Grouting Pipe, and Grouting Pipe is hollow pipe, the upper end open of Grouting Pipe, under Grouting Pipe
End seal is closed, and the side wall of Grouting Pipe is provided with injected hole.
Injected hole includes upper injected hole 11 and lower injected hole 12, and upper injected hole 11 is arranged on the upper side wall of Grouting Pipe, under
Injected hole 12 is arranged in the lower wall of Grouting Pipe.
Upper injected hole 11 is provided with one on the section of the same level of Grouting Pipe.
Lower injected hole 12 is provided with three on the section of the same level of Grouting Pipe.
Grouting Pipe includes the first Grouting Pipe 13 and the second Grouting Pipe 14, and semicircular opening 10 includes the first semicircular opening 15 and the
Two semicircular openings 16, the first semicircular opening 15 are located at the side of supporting body 8, and the second semicircular opening 16 is located at the another of supporting body 8
Side, the first Grouting Pipe 13 match with the first semicircular opening 15, and the second Grouting Pipe 14 matches with the second semicircular opening 16.
At least provided with two, supporting body 8 is connected the quantity of supporting body 8 with the spot welding of Grouting Pipe 5 of both sides.
The enlarging anchor rod is simple in construction, work efficiency is high, cost is low, pollution-free, advanced technology, single pile withdrawal resistance improve, economical
It is more excellent.It is sleeve pipe retaining wall drilling and forming hole that enlarging anchor rod drills in cobble stratum, prevents cobble stratum collapse hole, is easy to transfer
Reinforcing bar, supporting body and Grouting Pipe；Without the conventional independent pore widening step for expanding body anchor；During drilling, sleeve pipe plays retaining wall effect, pulls out
The soil body loses supporting and retaining system effect and caved in during pipe, and the supporting body on the body of rod is formed and buries effect of loading.Using slip casing by pressure, utilize
Boulder and cobble soil space forms slurry infiltration effect, slurries is mixed to form boulder and cobble concrete analog with surrounding boulder and cobble soil,
Due to expanding gravity and the stress spread effect of body portion above soil layer, the bearing capacity of anchor pole is substantially increased.
As shown in Figure 1 to Figure 2, a kind of pressure-bearing type boulder and cobble soil layer enlarging anchor rod construction method, comprises the following steps：
(a) surveying setting-out：First according to the boulder and cobble set on overall construction site plan construction location set coordinate, baseline,
Basic data and absolute altitude control point, carry out site survey with theodolite and steel ruler and set, construction location region is established in boulder and cobble
Construction control points, and pedestals are set up at construction control points；Then according to the every anchor pole 6 determined on overall construction site plan
Position, all anchor poles 6 are numbered, and the specific coordinate of each anchor hole position is marked by theodolite and steel ruler；Finally
According to the ground elevation of each anchor hole position, it is determined that each anchor hole position drilling depth.
(b) equipment assembling and debugging：According to job site concrete condition to sleeve pipe, anchor pole and rig be arranged installation with
Debugging, the sleeve pipe 3 of respective diameters is used according to design requirement, drilling rod 2 passes through sleeve pipe 3, and both are coaxial.
(c) drill hole of drilling machine：Rig 1 is first carried to first anchor hole site, starts rig 1, drilling rod 2 and sleeve pipe 3 are common
Drilling, when drilling rod 2, which reaches, specifies elevation location, drilling rod 2 is stopped, and drilling rod 2 is taken out, and sleeve pipe 3 is with staying in boulder and cobble
In layer.The follow-up of sleeve pipe 3 construction method makes anchor pole be crept into when gravel layer 4 is constructed not, and collapse hole, the body of rod and Grouting Pipe 5 enter Kong Gengshun
Freely；
(d) slip casting of Grouting Pipe 5：The first decentralization anchor pole 6 in sleeve pipe 3, anchor pole 6 is interior to carry supporting body 8, reinforcing bar 7 and middle and lower part
Foraminate Grouting Pipe 5 is set on the tube wall of position, sleeve pipe 3, the hole for being drilled to drilling rod 2 are extracted after anchor pole 6 transfers to specified location
Lose retaining wall effect and cause collapse hole effect；Then connect grouting pump and slip casing by pressure carried out by external Grouting Pipe 17 and Grouting Pipe 5,
The slurry ratio of mud of slip casing by pressure is controlled in 0.45-0.55, and the Stress control of slip casting is in 2.5-3.5MPa.Cement mortar is from Grouting Pipe
5 upper injected hole 11 and lower injected hole 12 spray, and form seepage flow by cobble stratum void, the boulder and cobble soil with surrounding
It is mixed to form soil cement.The slurries of outflow are combined with the boulder and cobble for the hole wall that drilling rod 2 is drilled in upper injected hole 11, lower injected hole
The slurries of outflow are combined with the boulder and cobble of the bottom in the hole that drilling rod 2 is drilled in 12.Treat that the age of anchor pole 6 reaches, in anchor pole 6
Lower periphery will form the enlarged footing body of similar boulder concrete, make full use of the attribute for pulling out the easy collapse hole of boulder and cobble after sleeve pipe 3,
Change unfavorable factor is favorable factor, gives full play to the load-carrying properties of anchor bolt support.After completing anchor hole position slip casting, note is finally disconnected
The connection of pipe top and grouting pump is starched, first anchor hole position construction finishes.Make full use of what boulder and cobble was mixed to form with cement mortar
The occlusion characteristic and high-strength characteristic of soil-cement body, ensure the intensity of anchor pole enlarged footing body and largely add to expand body portion
The withdrawal resistance provided is provided.
(e) finally repeated the above steps (c) and step (d), and the anchor pole 6 for completing each anchor hole position is constructed.
Specific embodiment of the utility model is these are only, but the technical characteristics of the utility model is not limited thereto.Appoint
How based on the utility model, to solve essentially identical technical problem, essentially identical technique effect is realized, madely
Simple change, equivalent substitution or modification etc., are all covered by among the scope of protection of the utility model.
Claims (6)
- A kind of 1. pressure-bearing type boulder and cobble soil layer enlarging anchor rod, it is characterised in that：It is described to hold including reinforcing bar, supporting body and Grouting Pipe The middle part of carrier is provided with screwed hole of centre, and the screwed hole of centre matches with the reinforcing bar, and the both sides of the supporting body are provided with Semicircular opening, the semicircular opening match with the Grouting Pipe, and the Grouting Pipe is hollow pipe, and the upper end of the Grouting Pipe is opened Mouthful, the lower end closed of the Grouting Pipe, the side wall of the Grouting Pipe is provided with injected hole.
- A kind of 2. pressure-bearing type boulder and cobble soil layer enlarging anchor rod according to claim 1, it is characterised in that：The injected hole bag Injected hole and lower injected hole are included, the upper injected hole is arranged on the upper side wall of the Grouting Pipe, and the lower injected hole is set In in the lower wall of the Grouting Pipe.
- A kind of 3. pressure-bearing type boulder and cobble soil layer enlarging anchor rod according to claim 2, it is characterised in that：The upper injected hole One is provided with the section of the same level of Grouting Pipe.
- A kind of 4. pressure-bearing type boulder and cobble soil layer enlarging anchor rod according to claim 2, it is characterised in that：The lower injected hole Three are provided with the section of the same level of Grouting Pipe.
- A kind of 5. pressure-bearing type boulder and cobble soil layer enlarging anchor rod according to claim 1, it is characterised in that：The Grouting Pipe bag Including the first Grouting Pipe and the second Grouting Pipe, the semicircular opening includes the first semicircular opening and the second semicircular opening, and described first Semicircular opening is located at the side of the supporting body, and second semicircular opening is located at the opposite side of the supporting body, and described first Grouting Pipe matches with first semicircular opening, and second Grouting Pipe matches with second semicircular opening.
- A kind of 6. pressure-bearing type boulder and cobble soil layer enlarging anchor rod according to claim 1, it is characterised in that：The supporting body At least provided with two, the Grouting Pipe spot welding of the supporting body and both sides connects quantity.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720492537.3U CN206721875U (en) | 2017-05-05 | 2017-05-05 | A kind of pressure-bearing type boulder and cobble soil layer enlarging anchor rod |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720492537.3U CN206721875U (en) | 2017-05-05 | 2017-05-05 | A kind of pressure-bearing type boulder and cobble soil layer enlarging anchor rod |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN206721875U true CN206721875U (en) | 2017-12-08 |
Family
ID=60508753
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201720492537.3U Expired - Fee Related CN206721875U (en) | 2017-05-05 | 2017-05-05 | A kind of pressure-bearing type boulder and cobble soil layer enlarging anchor rod |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN206721875U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106930285A (en) * | 2017-05-05 | 2017-07-07 | 浙江坤德创新岩土工程有限公司 | A kind of pressure-bearing type boulder and cobble soil layer enlarging anchor rod and its construction method |
| CN114482142A (en) * | 2022-02-14 | 2022-05-13 | 青岛理工大学 | Major diameter finish rolling screw-thread steel anti-floating anchor rod |
-
2017
- 2017-05-05 CN CN201720492537.3U patent/CN206721875U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106930285A (en) * | 2017-05-05 | 2017-07-07 | 浙江坤德创新岩土工程有限公司 | A kind of pressure-bearing type boulder and cobble soil layer enlarging anchor rod and its construction method |
| CN106930285B (en) * | 2017-05-05 | 2023-02-17 | 浙江坤德创新岩土工程有限公司 | Pressure-bearing type gravel soil layer expanded anchor rod and construction method thereof |
| CN114482142A (en) * | 2022-02-14 | 2022-05-13 | 青岛理工大学 | Major diameter finish rolling screw-thread steel anti-floating anchor rod |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20171208 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |