CN109868837A - A kind of rib column formula anchored bolt retaining wall of no cutting - Google Patents
A kind of rib column formula anchored bolt retaining wall of no cutting Download PDFInfo
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- CN109868837A CN109868837A CN201910278676.XA CN201910278676A CN109868837A CN 109868837 A CN109868837 A CN 109868837A CN 201910278676 A CN201910278676 A CN 201910278676A CN 109868837 A CN109868837 A CN 109868837A
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- rib column
- grid
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- mounting hole
- shear
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- 238000005520 cutting process Methods 0.000 title claims abstract description 24
- 239000004567 concrete Substances 0.000 claims description 9
- 230000002787 reinforcement Effects 0.000 claims description 4
- 238000009434 installation Methods 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 17
- 238000004873 anchoring Methods 0.000 abstract description 5
- 239000011435 rock Substances 0.000 description 17
- 229910000831 Steel Inorganic materials 0.000 description 11
- 238000010008 shearing Methods 0.000 description 11
- 239000010959 steel Substances 0.000 description 11
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 8
- 238000000034 method Methods 0.000 description 7
- 230000004888 barrier function Effects 0.000 description 6
- 230000008569 process Effects 0.000 description 5
- 230000003014 reinforcing effect Effects 0.000 description 5
- 238000010586 diagram Methods 0.000 description 4
- 238000005553 drilling Methods 0.000 description 4
- 229910052742 iron Inorganic materials 0.000 description 4
- 230000007246 mechanism Effects 0.000 description 3
- 231100000241 scar Toxicity 0.000 description 3
- 244000025254 Cannabis sativa Species 0.000 description 2
- 235000012766 Cannabis sativa ssp. sativa var. sativa Nutrition 0.000 description 2
- 235000012765 Cannabis sativa ssp. sativa var. spontanea Nutrition 0.000 description 2
- 238000005452 bending Methods 0.000 description 2
- 235000009120 camo Nutrition 0.000 description 2
- 235000005607 chanvre indien Nutrition 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
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- 230000006872 improvement Effects 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 239000004570 mortar (masonry) Substances 0.000 description 2
- 239000011378 shotcrete Substances 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- TVEXGJYMHHTVKP-UHFFFAOYSA-N 6-oxabicyclo[3.2.1]oct-3-en-7-one Chemical compound C1C2C(=O)OC1C=CC2 TVEXGJYMHHTVKP-UHFFFAOYSA-N 0.000 description 1
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- 230000005484 gravity Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
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Abstract
The invention discloses a kind of rib column formula anchored bolt retaining walls of no cutting, including grid made of being cross-linked as rib column and crossbeam, the retaining structure that is arranged in the grid and the capping beam for being connected to the grid tops, the more anchor poles for anchoring into side slope are connected in the grid, shear structure is connected at interval of certain distance in the grid, and the shear structure extends into side slope, mounting hole is formed in the grid, the shear structure is worn in the mounting hole, and the shear structure is fixedly connected with the grid, the corner dimension between angle and the anchor pole and grid between the shear structure and the grid is consistent.Its remarkable result is: by the shear structure of design to substitute dark rib or half dark rib constructing structure, effectively saving the artificial and duration, reduces project cost, improve construction efficiency, effectively prevent the deformation that anchor bar is generated by shear stress.
Description
Technical field
The present invention relates to rock side slope support technology fields, and in particular to a kind of rib column formula anchored bolt retaining wall of no cutting.
Background technique
Rock side slope support engineering often uses rib column formula or lattice anchored bolt retaining wall, it is by anchor pole (or rope), rib column
(or lattice) and panel composition, i.e., be arranged anchor pole in rock mass, connects adult in anchor pole external end head rib column.Rib column enhances anchor
The whole stressed effect of bar, improves the overall stability of side slope.In rib column design, rock slope is embedded in by code requirement rib column
The specifications such as face 100mm~300mm or even highway subgrade design specification " JTGD30-2015 ", which have been made, to be distinctly claimed, and is needed
Dig out deep 100mm~300mm rock slope quarter, on the one hand the slot of wide 300mm~600mm makes rib column embedded, make outside coagulation
Native panel is smooth, more important is ensure rib column in the construction process or side slope operation during safety, from mechanical mechanism side
Face meets structure self stability requirement.
However, rock slope slope surface inclination angle is generally 45 °~90 ° in practice of construction, need to carve chisel on high escarpment
It so long and narrow rock trough and carries out template and fixes, provided by the cohesive force that rib column is embedded in rock mass part and scar enough
Shearing strength acts on rib column 1 in gravity load to offset as shown in Figure 1, dash area, that is, rib column 1 is embedded in rock mass part in figure
With shear stress existing for scar.But difficulty of construction is big for cutting process mechanism, generally requires to expend a large amount of artificial and durations, and work
Journey cost is higher, inefficiency.Especially in the more demanding project of timeliness, enough duration progress cuttings can not be provided and applied
Work.Thus the design of traditional rib column haves the defects that certain in practical high precipitous rock slope harnessing project.
In addition, since the height of rib column 1 is larger (often greater than 15.0m) in harnessing project, very big, meeting of being self-possessed after height is larger
Generate larger shear stress, but anchor bar cannot provide shear strength, can only tension or compression, if this stress meeting
Anchor bar is deformed, reinforcing bar tension efficiency is will lead to and strongly reduces, lead to the self stability existing defects of rib column.
Summary of the invention
In view of the deficiencies of the prior art, the object of the present invention is to provide a kind of rib column formula anchored bolt retaining wall of no cutting, the knots
Mechanical mechanism of the structure according to rib column (lattice) during slope construction and operation, is not required to carry out cutting in scar in construction,
And can increase anti-shear ability of the rib column along slope surface, meet in construction and self stability requirement during operation.
In order to achieve the above objectives, The technical solution adopted by the invention is as follows:
A kind of rib column formula anchored bolt retaining wall of no cutting, key are: made of being cross-linked as rib column and crossbeam
Grid, the retaining structure being arranged in the grid and the capping beam for being connected to the grid tops, connect in the grid
Have the more anchor poles for anchoring into side slope, be connected with shear structure at interval of certain distance in the grid, and the shear structure to
Extend in side slope.
Further, it is formed with mounting hole in the grid, wears the shear structure in the mounting hole, and should
Shear structure is fixedly connected with the grid.
Further, the angle between the angle between the shear structure and the grid and the anchor pole and grid is big
It is small consistent.
Further, the mounting hole is formed in the rib column, and the forming position of the mounting hole be connected to it is same
The alternate setting of the anchor pole in rib column, the position being adapted in the side slope with the mounting hole drills out accommodating hole, described
The extension of shear structure is protruded into the accommodating hole, the shear structure and the mounting hole, accommodating hole inner wall between
It pours and is formed with concrete layer.
Further, the lateral distance between the adjacent mounting hole of any two with vertically apart from consistent, and
The aperture of the mounting hole is consistent with the anchor hole aperture of the anchor pole.
Further, the total length of the shear structure is not less than 1.5m, and the shear structure is located at the mounting hole
The length of inner part is not less than 200mm.
Further, the mounting hole is formed in the junction between the rib column and the anchor pole, the shear structure
In hollow structure, at least one avoid holes is offered in the shear structure, and the avoid holes are located in the mounting hole, institute
State that anchor pole is arranged in the shear structure and its main reinforcement passes through the avoid holes and is fixedly connected with the stirrup of the rib column, described
Concrete has been poured between anchor pole and shear structure.
Further, the mounting hole is located at the junction of the rib column and crossbeam, and adjacent described of any two
Lateral distance between mounting hole with vertically apart from consistent.
Further, the aperture of the mounting hole is consistent with the anchor hole aperture of the anchor pole.
Further, the total length of the shear structure is not less than 1.5m, and the shear structure is located at the mounting hole
The length of inner part is not less than 200mm, and the avoid holes are rectangular opening, and the width of the avoid holes is 40mm~70mm.
Remarkable result of the invention is: by the shear structure of design to substitute dark rib or half dark rib constructing structure, as
The carrier of the vertical shear-carrying capacity of highly larger rib column, and using rigid connection between the shear structure and rib column, to mention
Enough shearing strengths are supplied, compared to traditional rib column formula barrier wall structure, it is no longer necessary to cutting construction is carried out, it is effective to save
It the artificial and duration, project cost is reduced, construction efficiency is improved, effectively prevents what anchor bar was generated by shear stress
Deformation, so that the self stability of rib column greatly improves in high precipitous rock slope harnessing project.
Detailed description of the invention
Fig. 1 is the structural schematic diagram of barricade in the prior art；
Fig. 2 is the structural schematic diagram of the embodiment of the present invention 1；
Fig. 3 is the A-A cross-sectional view of Fig. 2；
Fig. 4 is the structural schematic diagram of the embodiment of the present invention 2；
Fig. 5 is the B-B cross-sectional view of Fig. 4；
Fig. 6 is the connection schematic diagram of rib column described in embodiment 2 and shear structure；
Fig. 7 is the connection front elevation of rib column described in embodiment 2 and shear structure；
Fig. 8 is the connection plan view of rib column described in embodiment 2 and shear structure.
Specific embodiment
Specific embodiment and working principle of the present invention will be described in further detail with reference to the accompanying drawing.
Embodiment 1:
As shown in Figure 2 to 3, the rib column formula anchored bolt retaining wall of a kind of no cutting, including be cross-linked by rib column 1 and crossbeam 2
Made of grid, the retaining structure 3 that is arranged in the grid and the capping beam 4 for being connected to the grid tops, in the rib
The lower end of column 1 is formed with basis 5；The more anchor poles 6 for anchoring into side slope, the end bending of the anchor pole 6 are connected in the grid
It is welded and fixed afterwards with the stirrup of rib column 1 using welding by both sides form, is connected with shearing resistance knot at interval of certain distance in the grid
Structure 7, and the shear structure 7 extends into side slope, and concrete, the shearing resistance knot have been poured between the shear structure 7 and side slope
The specific set-up mode of structure 7 are as follows:
Be formed with mounting hole 8 in the rib column 1 of the grid, and the mounting hole 8 be connected to it is described in same rib column 1
The alternate setting of anchor pole 6, wears the shear structure 7 in the mounting hole 8, suitable with 8 phase of mounting hole in the side slope
The position answered drills out accommodating hole 8a, and the extension of the shear structure 7 is protruded into accommodating hole 8a, in the shear structure 7
With the mounting hole 8, accommodating hole 8a inner wall between pour and be formed with concrete layer, and the shear structure 7 and the rib column 1
Between angle and the anchor pole 6 and rib column 1 between corner dimension it is consistent.
It can also be seen that the barrier wall structure is additionally provided with drain hole 9 and expansion joint 10 from Fig. 2, the drain hole 9
Diameter is 100mm, spacing 2.0m*2.0m；10 width of expansion joint is 2.5cm, is filled out in the expansion joint 10 equipped with pitch
Hemp cut.
In this example, lateral distance between the adjacent mounting hole 8 of any two with vertically apart from consistent, the peace
The aperture for filling hole 8 is consistent with the anchor hole aperture of the anchor pole 6, and whether the mounting hole 8 runs through the rib column 1 and the shearing resistance
Whether structure 7 exceeds 1 surface of rib column, can require to be configured according to owner's landscape planting, but to guarantee enough bonding strengths
Length is not preferably less than 200mm.
Preferably, the rib column 1, crossbeam 2 are consistent with the size of capping beam 4, and the total length of the shear structure 7 is not
Less than 1.5m, and the shear structure 7 is located at the length of 8 inner part of mounting hole not less than 200mm, so that it is guaranteed that having foot
Enough shearing strengths.Above-mentioned shear structure 7 can select H-type fashioned iron or I-steel.
The work progress of the present embodiment are as follows:
Since shear structure 7 is independently of anchor rod system in this example, specific steps in the construction process are as follows:
The construction of barricade should be carried out by absolute altitude, and first construct base foundation 5, rib column 1 of then constructing again and crossbeam 2 successively divide
Layer carries out, and connects retaining structure 3 and grid sufficiently, forms whole stress；When slope rock mass is crushed, retaining structure 3 is used
Breast boards, when slope rock mass is complete, retaining structure 3 uses m esh-hanging sprayed concrete mask；
In the process, it carries out drilling out accommodating hole 8a with the position being adapted in the middle part of the rib column 1 in side slope, aperture is not
Less than 200mm, depth is 2.0~2.5m；Then the pre-buried seamless steel pipe in rib column 1, the weldering of two sides up and down in the middle part of seamless steel pipe
Connect positioning crotch, it is ensured that the depth that seamless steel pipe is embedded to rib column 1 is not less than 200mm~300mm；Start to make after seamless steel pipe positioning
Make 1 reinforcing bar of rib column and template, and seamless steel pipe and rib column 1 are poured together, in forming the mounting hole 8 in seamless steel pipe；
It is in the accommodating hole 8a in side slope and fixed that the shear structure 7 i.e. H-type fashioned iron or I-steel self installation hole 8 is protruded into
Then the mortar being stirred is injected the bottom accommodating hole 8a, poured outward from the bottom hole of accommodating hole 8a by position, until in the shearing resistance knot
Structure 7 and the accommodating hole 8a, mounting hole 8 inner wall between pour to form concrete layer.
This example is by the shear structure 7 that connects in rib column 1, to substitute dark rib or half dark rib constructing structure, as height
The carrier of the vertical shear-carrying capacity of larger rib column 1, and using rigid connection between the shear structure 7 and rib column 1, to provide
Enough shearing strengths, compared to traditional 1 formula barrier wall structure of rib column, it is no longer necessary to cutting construction is carried out, it is effective to save
The artificial and duration, the deformation that anchor bar is generated by shear stress is avoided, so that high precipitous rock slope harnessing project middle rib
The self stability of column 1 greatly improves.
Embodiment 2:
As shown in Fig. 4~Fig. 8, a kind of 1 formula anchor pole of rib column, 6 barrier wall structure of no cutting, including handed over by rib column 1 and crossbeam 2
Grid that mistake is formed by connecting, the retaining structure 3 being arranged in the grid and the capping beam 4 for being connected to the grid tops,
The lower end of the rib column 1 is formed with basis 5, and the more anchor poles 6 for anchoring into side slope, the end of the anchor pole 6 are connected in the grid
It is welded and fixed with the stirrup of rib column 1 using welding by both sides form after portion's bending, is connected in the grid at interval of certain distance
Shear structure 7, and the shear structure 7 extends into side slope, the specific set-up mode of the shear structure 7 are as follows:
Mounting hole 8 is formed in the rib column 1 of the grid, specific location is between the rib column 1 and the anchor pole 6
Junction, lateral distance between the adjacent mounting hole 8 of any two with vertically apart from consistent, the shear structure
7 one end is threaded through in the mounting hole 8, and the extension of the shear structure 7 is protruded into the anchor hole of anchor pole 6, that is to say benefit
It uses the anchor hole of anchor pole 6 to carry out installing fixation as to shear structure 7, avoids newly drilling in side slope again, work can be reduced
Sequence shortens the construction period, and the shear structure 7 is in hollow structure, at least one avoid holes 11 is offered in the shear structure 7,
And the avoid holes 11 are located in the mounting hole 8, the anchor pole 6 is arranged in the shear structure 7 and its main reinforcement is kept away by this
It allows hole 11 and the stirrup of the rib column 1 to be fixedly connected, has poured concrete between the anchor pole 6 and shear structure 7.
It can also be seen that the barrier wall structure is additionally provided with drain hole 9 and expansion joint 10 from Fig. 4, the drain hole 9
Diameter is 100mm, spacing 2.0m*2.0m；10 width of expansion joint is 2.5cm, is filled out in the expansion joint 10 equipped with pitch
Hemp cut.
Referring to attached drawing 5, between the angle and the anchor pole 6 and rib column 1 between the shear structure 7 and the rib column 1
Corner dimension is consistent, interferes to avoid between shear structure 7 and anchor pole 6.
In this example, the aperture of the mounting hole 8 is consistent with the anchor hole aperture of the anchor pole 6, and whether the mounting hole 8 runs through
Whether the rib column 1 and the shear structure 7 exceed 1 surface of rib column, can require to be configured according to owner's landscape planting,
But length is not preferably less than 200mm.Meanwhile in this example, the mounting hole 8 can be a virtual hole, that is, need not exist for
Material object only needs that the hollow shear structure 7 can be accommodated.
Preferably, the rib column 1, crossbeam 2 are consistent with the size of capping beam 4, and the total length of the shear structure 7 is not
Less than 1.5m, and the shear structure 7 is located at the length of 8 inner part of mounting hole not less than 200mm, so that it is guaranteed that having foot
Enough shearing strengths.In addition, the avoid holes 11 are rectangular opening, the width of the avoid holes 11 is 40mm~70mm, length and shearing resistance
The length that structure 7 protrudes into rib column 7 is adapted, consequently facilitating avoid holes 11 open up, to improve construction efficiency.Described in this example
Shear structure 7 is round fashioned iron.
The work progress of the present embodiment are as follows:
Since shear structure 7 is contained in anchor rod system in this example, specific steps in the construction process are as follows:
The construction of barricade should be carried out by absolute altitude, and first construct base foundation 5, rib column 1 of then constructing again and crossbeam 2 successively divide
Layer carries out, and connects retaining structure 3 and grid sufficiently, forms whole stress；When slope rock mass is crushed, retaining structure 3 is using gear
Native plate, when slope rock mass is complete, retaining structure 3 uses m esh-hanging sprayed concrete mask；
In the process, it carries out drilling out anchor pole anchor hole with the position being adapted in the middle part of the rib column 1 in side slope；In anchor pole
First pre-buried seamless steel pipe, that is, shear structure 7 after the completion of 6 drillings, and shear structure 7 is fixedly connected with 1 reinforcing bar of rib column, in nothing
It stitches and positioning crotch is respectively welded on the upper and lower sides outer wall of steel pipe, that is, shear structure 7 to ensure that shear structure 7 is embedded to 1 depth of rib column not
Less than 200mm~300mm；
Pre-buried shear structure 7 places into anchor pole 6 after positioning, anchor pole 6 should be more than the length of pre-buried seamless steel pipe, that is, shear structure 7
Degree is not less than 175mm~275mm；The main reinforcement of anchor pole 6 is bent up in 1 surface side of rib column, and passes through the (dotted line in figure of the avoid holes 11
It is shown) it is welded and fixed afterwards with 1 stirrup of rib column, the mounting hole 8 is formed between rib column 1 and shear structure 7 at this time；
Round fashioned iron is poured together with 1 reinforcing bar of rib column after making 1 tripartite's template of rib column after fixation, and in shear structure 7
Inner wall and the anchor pole 6 between pour to form concrete layer；Mortar is used between anchor hole inner wall and the outer wall of shear structure 7
It fills.
This example is by the shear structure 7 that connects in rib column 1, and the shear structure 7 is contained in existing anchor rod system, with
Substitute dark rib or half dark rib constructing structure, the carrier of the vertical shear-carrying capacity as the larger rib column 1 of height, thus can either
Enough shearing strengths are provided, so that the self stability of rib column 1 greatly improves in high precipitous rock slope harnessing project, compared to
Traditional 1 formula barrier wall structure of rib column, it is no longer necessary to carry out cutting construction, effectively save the artificial and duration, avoid anchoring
The deformation that reinforcing bar is generated by shear stress.
Technical solution provided by the present invention is described in detail above.Specific case used herein is to this hair
Bright principle and embodiment is expounded, method of the invention that the above embodiments are only used to help understand and its
Core concept.It should be pointed out that for those skilled in the art, in the premise for not departing from the principle of the invention
Under, it can be with several improvements and modifications are made to the present invention, these improvement and modification also fall into the protection of the claims in the present invention
In range.
Claims (10)
1. a kind of rib column formula anchored bolt retaining wall of no cutting, including grid made of being cross-linked as rib column and crossbeam, it is arranged at this
Retaining structure in grid and the capping beam for being connected to the grid tops, more are connected in the grid and anchors into side slope
Anchor pole, it is characterised in that: be connected with shear structure at interval of certain distance in the grid, and the shear structure is to side slope
Interior extension.
2. the rib column formula anchored bolt retaining wall of no cutting according to claim 1, it is characterised in that: be formed in the grid
Mounting hole wears the shear structure in the mounting hole, and the shear structure is fixedly connected with the grid.
3. the rib column formula anchored bolt retaining wall of no cutting according to claim 1, it is characterised in that: the shear structure with it is described
The corner dimension between angle and the anchor pole and grid between grid is consistent.
4. the rib column formula anchored bolt retaining wall of described in any item no cuttings according to claim 1~3, it is characterised in that: the installation
Hole is formed in the rib column, and the setting alternate with the anchor pole being connected in same rib column of the forming position of the mounting hole,
The position being adapted in the side slope with the mounting hole drills out accommodating hole, and the appearance is protruded into the extension of the shear structure
Set in hole, the shear structure and the mounting hole, accommodating hole inner wall between pour and be formed with concrete layer.
5. the rib column formula anchored bolt retaining wall of no cutting according to claim 4, it is characterised in that: adjacent described of any two
Lateral distance between mounting hole with vertically apart from consistent, and the anchor hole aperture one in the aperture of the mounting hole and the anchor pole
It causes.
6. the rib column formula anchored bolt retaining wall of no cutting according to claim 5, it is characterised in that: the overall length of the shear structure
Degree is not less than 1.5m, and the shear structure is located at the length of the mounting hole inner part not less than 200mm.
7. the rib column formula anchored bolt retaining wall of described in any item no cuttings according to claim 1~3, it is characterised in that: the installation
Hole is formed in the junction between the rib column and the anchor pole, and the shear structure is in hollow structure, in the shear structure
On offer at least one avoid holes, and the avoid holes are located in the mounting hole, and the anchor pole is arranged in the shear structure
Interior and its main reinforcement passes through the avoid holes and is fixedly connected with the stirrup of the rib column, has poured between the anchor pole and shear structure
Concrete.
8. the rib column formula anchored bolt retaining wall of no cutting according to claim 7, it is characterised in that: the mounting hole is located at described
The junction of rib column and crossbeam, and the lateral distance between the adjacent mounting hole of any two with vertically apart from consistent.
9. the rib column formula anchored bolt retaining wall of no cutting according to claim 8, it is characterised in that: the aperture of the mounting hole with
The anchor hole aperture of the anchor pole is consistent.
10. the rib column formula anchored bolt retaining wall without cutting according to claim 8 or claim 9, it is characterised in that: the shear structure
Total length is not less than 1.5m, and the shear structure is located at the length of the mounting hole inner part not less than 200mm, the avoid holes
For rectangular opening, the width of the avoid holes is 40mm~70mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910278676.XA CN109868837A (en) | 2019-04-09 | 2019-04-09 | A kind of rib column formula anchored bolt retaining wall of no cutting |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910278676.XA CN109868837A (en) | 2019-04-09 | 2019-04-09 | A kind of rib column formula anchored bolt retaining wall of no cutting |
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| Publication Number | Publication Date |
|---|---|
| CN109868837A true CN109868837A (en) | 2019-06-11 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201910278676.XA Pending CN109868837A (en) | 2019-04-09 | 2019-04-09 | A kind of rib column formula anchored bolt retaining wall of no cutting |
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| CN (1) | CN109868837A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113684843A (en) * | 2021-08-27 | 2021-11-23 | 中钢集团马鞍山矿山研究总院股份有限公司 | Beam-anchor combined reinforcing method for slope landslide control |
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| CN113684843A (en) * | 2021-08-27 | 2021-11-23 | 中钢集团马鞍山矿山研究总院股份有限公司 | Beam-anchor combined reinforcing method for slope landslide control |
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