CN107988925A - Landslide or the stake net and its design method of rockfall hazards protection - Google Patents
Landslide or the stake net and its design method of rockfall hazards protection Download PDFInfo
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- CN107988925A CN107988925A CN201711200434.6A CN201711200434A CN107988925A CN 107988925 A CN107988925 A CN 107988925A CN 201711200434 A CN201711200434 A CN 201711200434A CN 107988925 A CN107988925 A CN 107988925A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01F—ADDITIONAL WORK, SUCH AS EQUIPPING ROADS OR THE CONSTRUCTION OF PLATFORMS, HELICOPTER LANDING STAGES, SIGNS, SNOW FENCES, OR THE LIKE
- E01F7/00—Devices affording protection against snow, sand drifts, side-wind effects, snowslides, avalanches or falling rocks; Anti-dazzle arrangements ; Sight-screens for roads, e.g. to mask accident site
- E01F7/04—Devices affording protection against snowslides, avalanches or falling rocks, e.g. avalanche preventing structures, galleries
- E01F7/045—Devices specially adapted for protecting against falling rocks, e.g. galleries, nets, rock traps
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/06—Power analysis or power optimisation
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Abstract
The invention discloses a kind of stake net and its design method to come down or rockfall hazards protect, the stake net of landslide or rockfall hazards protection sets close to Rock And Soil including at least two and gos deep into the friction pile in the stabilization ground stratum under sliding surface, and the soft protecting net that both sides are fixed on by some draw rings on the friction pile is provided between adjacent two friction piles.Stake net design method includes corresponding to the arch equation of arch when structure Rock And Soil forms soil arching effect；According to the standing balance of soil arch, axial compressive force on arch is calculated；When the axial compressive force has maximum, the failure mechanics of soil arch are obtained according to the corresponding spring base of axial compressive force maximum；When being in static balance condition between stake, the angle of failure mechanics and horizontal plane is calculated；Based on the principle and coulomb intensity theorem that trapezoidal compressive region is not destroyed at failure mechanics, the stake spacing of adjacent two friction piles of calculating；According to the slump amount for facing the sky soil body between stake, the intensity of soft protecting net is calculated.
Description
Technical field
The present invention relates to Rock And Soil landslide protection field, and in particular to it is a kind of come down or the stake net of rockfall hazards protection and its
Design method.
Background technology
Pile plate wall is a kind of Anti-sliding stopping structure, is collectively constituted by friction pile and retaining plate between piles or retaining wall.It is anti-
Sliding pile gos deep into the good ground below sliding surface, and top Rock And Soil residue is pushed to slide power (or soil pressure) is transferred to good ground,
Ensure Rock And Soil overall stability using the anchorage effect and passive resisting force of good ground, breast boards or retaining wall are born between stake
Face the soil pressure of the sky soil body.
Friction pile is common a kind of works in support engineering of cutting slope, and stake spacing is an important finger of anti-slide pile design
Mark." soil arching effect " principle proposed based on Terzaghi, in slope project, as long as the interface of friction pile and line space design close
Reason, will produce soil arching effect as shown in Figure 1 between stake, and the sphere of action of soil arching effect is directly related to the power transmission spy of soil arch
Seek peace the success or failure of antiskid supporting.But if being directly used in slope retaining, the soil body between two can be there are free face, outside
Under the action of load and self gravitation, local failure may occur for inter-pile soil body, and in addition the breast boards of traditional pile plate wall is not because examining
Consider barrier effect of the soil arching effect to gliding mass, often excessive to soil pressure distribution suffered by breast boards, the breast boards section of design is thick
Degree is big, the ratio of reinforcement is high, causes the significant wastage of material.
The content of the invention
For above-mentioned deficiency of the prior art, the stake net and its design of landslide provided by the invention or rockfall hazards protection
For method by the rational design to stake spacing and soft protecting net, the soil arching effect increase that can be produced after stake resists gliding mass
Sliding power.
In order to reach foregoing invention purpose, the technical solution adopted by the present invention is：
First aspect, there is provided a kind of stake net to come down or rockfall hazards protect, it includes at least two and is set, simultaneously close to Rock And Soil
Go deep into the friction pile in the stabilization ground stratum under sliding surface, being provided with both sides between adjacent two friction piles passes through some draw rings
The soft protecting net being fixed on friction pile, the intensity of soft protecting net areγdFor soil body weight after stake
Degree,For Rock And Soil sliding surface and the angle of friction pile, for H to face gob soil body height, w is to face gob soil body width；Adjacent two
The stake spacing of friction pile isL is stake spacing, and b is stake
Width, θ are horizontal thrust and the angle in failure mechanics exterior normal direction, and δ is donor tangential direction and horizontal direction angle, and β is to destroy
Face and the angle of horizontal plane,For Rock And Soil internal friction angle after stake, α is failure mechanics and big principal stress plane angle, and q is ground after stake
Body compression.
Further, soft protecting net includes wire rope net of the establishment for diamond-shaped meshes, and the surrounding of wire rope net passes through seam
Close rope to be fixed on longitudinal bracing rope and cross-brace rope, longitudinal bracing rope is connected through draw ring with friction pile.
Further, some pressure-reducing rings through wire rope net are provided with wire rope net, pressure-reducing ring includes close-packed arrays
Helical annular steel pipe and fixing piece, helical annular steel pipe is connected on wire rope net by fixing piece.
Further, soft protecting net be arranged at friction pile rear end face, friction pile front end face or friction pile front end face and after
Between end face.
Second aspect, there is provided a kind of design method of the stake net of landslide or rockfall hazards protection, it includes：
Structure Rock And Soil corresponds to the arch equation of arch when forming soil arching effect：
Wherein, h is the native pitch of arch；L is native span of arch degree；X is spring base；Y is sagitta；
According to the standing balance of soil arch, axial compressive force on arch is calculated：
Wherein, q is Rock And Soil compression after stake；
When the axial compressive force has maximum, the failure mechanics of soil arch are obtained according to the corresponding spring base of axial compressive force maximum；
When being in static balance condition between stake, the angle of failure mechanics and horizontal plane is calculated：
Wherein, β is the angle of failure mechanics and horizontal plane；For Rock And Soil internal friction angle after stake；α is failure mechanics and big principal stress plane
Angle；
Based on the principle and coulomb intensity theorem that trapezoidal compressive region is not destroyed at failure mechanics, the stake of adjacent two friction piles is calculated
Spacing：
Wherein, L is stake spacing；B is wide for stake；θ is horizontal thrust and the angle in failure mechanics exterior normal direction；β is failure mechanics and water
The angle of plane；
According to the slump amount for facing the sky soil body between stake, the intensity of soft protecting net is calculated：
Wherein, γdFor soil body severe after stake；For Rock And Soil sliding surface and the angle of friction pile；H is to face gob soil body height；w
To face gob soil body width.
Further, when the value of spring base is 0 and l, when axial compressive force has maximum, the failure mechanics for obtaining soil arch are located at
The arch springing of soil arch.
Further, the angle of Rock And Soil sliding surface and friction pileFor'sWhen corresponding η values, c is soil body cohesive strength after friction pile.
Beneficial effects of the present invention are：The friction pile and soft protecting net that this programme is designed based on soil arching effect to landslide or
Rolling Stone is stopped, relative to traditional pile plate wall, structure is lighter rationally, build more convenient, cost is lower, adaptability higher,
Repair simpler feature and reduce quantities.
The water permeability of the soil body after stake is improved between stake using soft protecting net；Using suture rope connecting steel wire ropes net and horizontal stroke
To supporting rope and longitudinal bracing rope, soft protecting net flexibility can be effectively increased, soft protecting net is reduced and bears pressure, use is this
The soft protecting net of structure is more extensive in the application prospect of engineering reality.
Brief description of the drawings
Fig. 1 is the schematic diagram of Soil arch between piles.
Fig. 2 is the schematic diagram that stake net is applied in landslide or rockfall hazards protection.
Fig. 3 is the partial enlarged view in Fig. 2.
Fig. 4 is the structure diagram of soft protecting net.
Fig. 5 a are the structure diagram that soft protecting net is arranged at friction pile rear end face.
Fig. 5 b are the structure diagram that soft protecting net is arranged at friction pile front end face.
Fig. 5 c are the structure diagram that soft protecting net is arranged between friction pile front end face and rear end face.
Fig. 6 is the flow chart of the design method of the stake net of landslide or rockfall hazards protection.
Fig. 7 is Soil arch between piles calculation diagram.
Fig. 8 is soil arch arch springing analysis chart.
Wherein, 1, friction pile；2nd, soil arch；3rd, the soil body after stake；4th, sliding direction；5th, soft protecting net；51st, longitudinal bracing
Rope；52nd, cross-brace rope；53rd, wire rope net；54th, suture rope；55th, pressure-reducing ring；6th, draw ring；7th, soil body height before stake；8th, encircle
Foot；9th, trapezoidal compressive region；91st, failure mechanics；92nd, big principal stress plane.
Embodiment
The embodiment of the present invention is described below, in order to facilitate understanding by those skilled in the art this hair
It is bright, it should be apparent that the invention is not restricted to the scope of embodiment, for those skilled in the art,
As long as various change in the spirit and scope of the present invention that appended claim limits and determines, these changes are aobvious and easy
See, all are using the innovation and creation of present inventive concept in the row of protection.
As shown in Figure 1 to Figure 3, the stake net of the landslide or rockfall hazards protection is prevented including at least two friction piles 1 and flexibility
Protecting wire net 5, the sliding direction 4 of the Rock And Soil at 1 rear of friction pile is towards friction pile 1 and soft protecting net 5.Friction pile 1 when mounted,
Set and go deep into the stabilization ground stratum under sliding surface close to Rock And Soil.
The height of soft protecting net 5 can be less than or equal to the height of friction pile 1, above have for friction pile 1 certain high
Before the stake of degree during the soil body, the height of soft protecting net 5 can be less than friction pile 1, but the top surface of soft protecting net 5 is needed and resisted
The top surface of sliding pile 1 flushes, and height where the lower face of soft protecting net 5 can be equal to soil body height 7 or the soil before stake before stake
Below body top surface position；For friction pile 1, above the height without soil body soft protecting net 5 before stake is located at equal to friction pile 1
The height on ground.
Some draw rings 6 are installed on friction pile 1, the both sides of soft protecting net 5 on adjacent two friction piles 1 by installing
Some draw rings 6 be fixed on friction pile 1, it is protected facing the sky soil body (between adjacent two friction piles 1) stake, and is held
Soil pressure between by stake in off-load soil arch.
Wherein, the intensity of soft protecting net 5 isγdFor 3 severe of the soil body after stake,Slided for Rock And Soil
Dynamic face and the angle of friction pile 1, for H to face gob soil body height, w is to face gob soil body width.
In order to ensure forming soil 2 effects of arch between adjacent two friction piles 1, the stake spacing of adjacent two friction piles 1 isL is stake spacing, and b is wide for stake, and θ is horizontal thrust with breaking
The angle in 91 exterior normal direction of bad face, δ are donor tangential direction and horizontal direction angle, and β is the folder of failure mechanics 91 and horizontal plane
Angle,For Rock And Soil internal friction angle after stake, α is failure mechanics 91 and big 92 angle of principal stress plane, and q is Rock And Soil compression after stake.
As shown in figure 4, soft protecting net 5 includes draw ring 6, longitudinal bracing rope 51, cross-brace rope 52, suture rope 54 and steel
Cord net 53, it can face the sky soil body at side slope and be protected, and can also stop the disaster of rockfall.Wherein on wire rope net 53
Mesh establishment be diamond-shaped meshes.
Wire rope net 53 is fixed on longitudinal bracing rope 51 and cross-brace rope 52 by suturing rope 54, longitudinal bracing rope 51
It is connected through draw ring 6 with friction pile 1, the flexibility of soft protecting net 5 can be effectively increased, is reduced soft protecting net 5 and bear pressure.
In one embodiment of the invention, some pressure-reducing rings through wire rope net 53 are provided with wire rope net 53
55, pressure-reducing ring 55 includes compact arranged helical annular steel pipe and fixing piece, helical annular steel pipe by fixing piece (such as bolt,
Screw) it is connected on wire rope net 53.
Helical annular steel pipe is to be set using spiral surrounding multi-turn, and pressure-reducing ring 55 can effectively absorb and extenuate wire rope net
53 impact forces being subject to, form and combine retaining structure with what soft protecting net 5 formed by friction pile 1.
During implementation, the soft protecting net 5 of this programme can be arranged at 1 rear end face of friction pile, antiskid according to institute field of employment
Between 1 front end face of stake or 1 front end face of friction pile and rear end face, said structure is with specific reference to Fig. 5 a, 5b and 5c.
When soft protecting net 5 is placed in the rear end face of friction pile 1, soft protecting net 5 need to have larger intensity, flexible protective
Net 5 directly bears the soil pressure after a net system, such as Fig. 5 (a)；When soft protecting net 5 is placed in the front end face of friction pile 1, its institute
Intensity requirement is needed to reduce, soft protecting net 5 bears the soil pressure in off-load soil arch between stake, such as Fig. 5 (b)；Soft protecting net 5 is placed in
Between 1 longitudinal section of friction pile (between 1 front end face of friction pile and rear end face), thereon soil pressure size between before stake, after stake between,
Such as Fig. 5 (c).
In order to further reduce the soil pressure suffered by soft protecting net 5, the requirement to 5 material of soft protecting net is reduced, this
Soft protecting net 5 is preferably located at the front end face of friction pile by scheme.
With reference to figure 6, Fig. 6 shows the flow chart of the design method of the stake net of landslide or rockfall hazards protection；Such as Fig. 6 institutes
Show, this method 600 includes step 601 to step 606.
In step 601, the arch equation of arch is corresponded to when structure Rock And Soil forms soil 2 effect of arch：
Wherein, h is the native pitch of arch；L is native span of arch degree；X is spring base；Y is sagitta.
Soil arching effect is mainly the uneven change of Rock And Soil using the characteristics of Rock And Soil compressive property is good, tensile capacity is poor
After shape stress self-optimization adjust as a result, its shape must be the most rational, therefore such a arch is known as " optimal distance ",
I.e. the soil body is as shown in Figure 7 along the trace of biggest principal stress direction.
" optimal distance " is a parabola under evenly load, and donor element shearing and moment of flexure are zero everywhere thereon, only
Acted on by axle power, therefore soil arch 2 can be considered pressure arch after stake.
In step 602, according to the standing balance of soil arch 2, axial compressive force on arch is calculated：
Wherein, q is Rock And Soil compression after stake.
During implementation, this programme preferably calculates the specific method of axial compressive force on arch and is：
According to the standing balance of soil arch 2, arbitrary point end reaction i.e. horizontal thrust on arch can be obtainedVertical thrustAxial compressive force is obtained by horizontal thrust and vertical thrust afterwards.
In step 603, when axial compressive force has maximum, soil is obtained according to the corresponding spring base of axial compressive force maximum
The failure mechanics 91 of arch 2.
It can obtain that axial compressive force is minimum i.e. at vault in x=l/2 according to the equation of axial compressive forceIn x=0 and x
Axial compressive force is up to at=l, that is, arch springing 8Therefore the failure mechanics 91 (least favorable section) of soil arch 2 are in arch springing 8
Place, its impost horizontal thrustThe vertical thrust of arch springing
In the case of stake spacing is set reasonably, in the regional area of the rear side of failure mechanics 91 of soil arch 2, adjacent two antiskid
Soil arch 2 between stake 1 can form trapezoidal compressive region 9 after failure mechanics 91, if failure mechanics 91 are located at footing, ladder can be formed after stake
Shape compressive region 9, with reference to figure 8.
According to Mohr-Coulomb criterions, failure mechanics 91 and the angle α of big principal stress plane 92 are Then γ isFrom the geometrical relationship and arch equation near trapezoidal compressive region 9：Tan δ=4h/l, tan β=cot δ,
Arch span is understood by geometrical relationship
In step 604, when being in static balance condition between stake, the angle of failure mechanics and horizontal plane is calculated：
Wherein, β is the angle of failure mechanics and horizontal plane；For Rock And Soil internal friction angle after stake；α is failure mechanics 91 and big principal stress
92 angle of face.
In one embodiment of the invention, static balance condition is：
Wherein, c is soil body cohesive strength after friction pile 1；T is arch span.
In step 605, based on the principle and coulomb intensity theorem that trapezoidal compressive region 9 is not destroyed at failure mechanics 91, meter
Calculate the stake spacing of adjacent two friction piles 1：
Wherein, L is stake spacing；B is wide for stake；θ is the angle in horizontal thrust and 91 exterior normal direction of failure mechanics,δ is arch springing tangential direction and horizontal direction angle；β is the angle of failure mechanics 91 and horizontal plane.
In one embodiment of the invention, the not destroyed principle of trapezoidal compressive region 9 is at failure mechanics 91：
Wherein, FxFor horizontal thrust；FyFor vertical thrust.
In step 606, according to the slump amount for facing the sky soil body between stake, the intensity of calculating soft protecting net 5：
Wherein, γdFor 3 severe of the soil body after stake；For Rock And Soil sliding surface and the angle of friction pile 1；H is to face gob soil body height；
W is to face gob soil body width.Soil body slump amount refers to the volume of sliding soil mass, i.e. sliding surface, soil body free face and soil body top surface
The volume in the space surrounded.
During implementation, the angle of the preferred Rock And Soil sliding surface of this programme and friction pile 1For：
'sWhen corresponding η values, c is soil body cohesive strength after friction pile.
In conclusion landslide or the stake net and its design method of rockfall hazards protection that this programme provides pass through to stake spacing
With the rational design of soft protecting net, skid resistance of the soil arching effect increase that can be produced after stake to gliding mass.
Although being described in detail with reference to attached drawing to the embodiment of the present invention, should not be construed as special to this
The restriction of the protection domain of profit.In the described scope of claims, those skilled in the art are without creative work
The various modifications and deformation that can make still belong to the protection domain of this patent.
Claims (7)
1. landslide or the stake net of rockfall hazards protection, it is characterised in that set including at least two close to Rock And Soil and go deep into sliding
The friction pile in stabilization ground stratum under dynamic face, is provided with both sides between adjacent two friction piles and is fixed on by some draw rings
Soft protecting net on the friction pile, the intensity of the soft protecting net areγdFor soil body weight after stake
Degree,For Rock And Soil sliding surface and the angle of friction pile, for H to face gob soil body height, w is to face gob soil body width；Adjacent two
The stake spacing of the friction pile isL is stake spacing, and b is
Stake is wide, and θ is horizontal thrust and the angle in failure mechanics exterior normal direction, and δ is donor tangential direction and horizontal direction angle, and β is broken
Bad face and the angle of horizontal plane,For Rock And Soil internal friction angle after stake, α is failure mechanics and big principal stress plane angle, and q is rock after stake
Soil body compression.
2. landslide according to claim 1 or the stake net of rockfall hazards protection, it is characterised in that the soft protecting net bag
Wire rope net of the establishment for diamond-shaped meshes is included, the surrounding of the wire rope net is fixed on longitudinal bracing rope and transverse direction by suturing rope
On supporting rope, the longitudinal bracing rope is connected through draw ring with friction pile.
3. landslide according to claim 2 or the stake net of rockfall hazards protection, it is characterised in that set on the wire rope net
Some pressure-reducing rings through wire rope net are equipped with, the pressure-reducing ring includes compact arranged helical annular steel pipe and fixing piece, institute
Helical annular steel pipe is stated to be connected on wire rope net by fixing piece.
4. the stake net protected according to any landslides of claim 1-3 or rockfall hazards, it is characterised in that described flexible anti-
Protecting wire net is arranged between friction pile rear end face, friction pile front end face or friction pile front end face and rear end face.
5. the design method of the stake net of a kind of any landslides of claim 1-4 or rockfall hazards protection, it is characterised in that
Including：
Structure Rock And Soil corresponds to the arch equation of arch when forming soil arching effect：
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<mo>=</mo>
<mfrac>
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<mn>4</mn>
<mi>h</mi>
<mi>x</mi>
<mrow>
<mo>(</mo>
<mi>l</mi>
<mo>-</mo>
<mi>x</mi>
<mo>)</mo>
</mrow>
</mrow>
<msup>
<mi>l</mi>
<mn>2</mn>
</msup>
</mfrac>
</mrow>
Wherein, h is the native pitch of arch；L is native span of arch degree；X is spring base；Y is sagitta；
According to the standing balance of soil arch, axial compressive force on arch is calculated：
<mrow>
<mi>F</mi>
<mo>=</mo>
<mfrac>
<mi>q</mi>
<mn>8</mn>
</mfrac>
<msqrt>
<mrow>
<mfrac>
<msup>
<mi>l</mi>
<mn>4</mn>
</msup>
<msup>
<mi>h</mi>
<mn>2</mn>
</msup>
</mfrac>
<mo>+</mo>
<mn>16</mn>
<msup>
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<mn>2</mn>
</msup>
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<mn>32</mn>
<mi>l</mi>
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Wherein, q is Rock And Soil compression after stake；
When the axial compressive force has maximum, the failure mechanics of soil arch are obtained according to the corresponding spring base of axial compressive force maximum；
When being in static balance condition between stake, the angle of failure mechanics and horizontal plane is calculated：
Wherein, β is the angle of failure mechanics and horizontal plane；For Rock And Soil internal friction angle after stake；α is failure mechanics and big principal stress plane
Angle；
Based on the principle and coulomb intensity theorem that trapezoidal compressive region is not destroyed at failure mechanics, the stake of adjacent two friction piles is calculated
Spacing：
Wherein, L is stake spacing；B is wide for stake；θ is horizontal thrust and the angle in failure mechanics exterior normal direction；β is failure mechanics and water
The angle of plane；
According to the slump amount for facing the sky soil body between stake, the intensity of soft protecting net is calculated：
Wherein, γdFor soil body severe after stake；For Rock And Soil sliding surface and the angle of friction pile；H is to face gob soil body height；W is
Face gob soil body width.
6. the design method of the stake net of landslide according to claim 5 or rockfall hazards protection, it is characterised in that work as spring base
Value when being 0 and l, when the axial compressive force has maximum, obtain arch springing of the failure mechanics positioned at soil arch of soil arch.
7. the design method of the stake net of landslide according to claim 5 or rockfall hazards protection, it is characterised in that the rock
The angle of soil mass sliding surface and friction pileFor'sWhen corresponding η values, c
For soil body cohesive strength after friction pile.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201711200434.6A CN107988925A (en) | 2017-11-27 | 2017-11-27 | Landslide or the stake net and its design method of rockfall hazards protection |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201711200434.6A CN107988925A (en) | 2017-11-27 | 2017-11-27 | Landslide or the stake net and its design method of rockfall hazards protection |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109270248A (en) * | 2018-10-23 | 2019-01-25 | 成都理工大学 | A kind of push button landslide monitoring device |
| CN109750680A (en) * | 2019-01-31 | 2019-05-14 | 东北林业大学 | A kind of earth-retaining net and friction pile-earth-retaining net combine retaining system |
| CN110158496A (en) * | 2019-05-30 | 2019-08-23 | 中铁二院工程集团有限责任公司 | A kind of falling rocks is blocked wall construction and construction method |
| CN110532728A (en) * | 2019-09-10 | 2019-12-03 | 成都理工大学 | Arc stone cut off wall and its design method |
| CN111851539A (en) * | 2020-08-27 | 2020-10-30 | 北交智汇千路(北京)科技有限公司 | Groove type anti-slide pile for slope structure safety and construction method thereof |
| CN117027022A (en) * | 2023-10-10 | 2023-11-10 | 中国铁道科学研究院集团有限公司铁道建筑研究所 | High-energy-level pile net flexible rope blocking structure and construction method thereof |
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