CN109853598A - A kind of mini pile rigid connection structure and construction method for having both landslide-proofing and producing road - Google Patents
A kind of mini pile rigid connection structure and construction method for having both landslide-proofing and producing road Download PDFInfo
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Abstract
The invention discloses a kind of mini pile rigid connection structures and construction method for having both landslide-proofing and producing road, it is made of mini pile pile group and concrete layer, mini pile pile group is used to prevent the generation of landslide phenomenon, mini pile pile group is made of multiple mini piles in blossom type arrangement, each mini pile is used to squeeze into the ground for needing slope treatment, the low side of each mini pile is located on the slip-crack surface of simulation, the top of each mini pile exceeds ground, it is filled with concrete downwards from top between each mini pile and forms concrete layer, the top that the thickness of concrete layer is greater than mini pile exceeds the distance on ground, concrete layer is for filling up the gap between each mini pile, and mini pile pile group top surface is made to form smooth road surface, it is also used to encrypt and fix mini pile, road surface is for people or trolley as production road；Mini pile of the invention is used as roadbed, current for people using the rigidly connected road surface of miniature stake top by being rigidly connected in miniature stake top, increases land use area.
Description
[technical field]
The invention belongs to preventing land slide fields more particularly to a kind of mini pile for having both landslide-proofing and producing road rigidly to connect
Binding structure and construction method.
[background technique]
China mountain area is more, and it is each that some areas are easy to appear collapsing, cracking, the barricade changing of the relative positions after railway construction or highway
Kind landslide disaster accident, and there is the office of itself in domestic at present common landslip treatmant technology such as friction pile, prestress anchorage cable
It is sex-limited.Prestress anchorage cable need to carry out tensioning several times and slip casting, complex process, and construction point and be distributed in entire reinforcing slope surface, construction
Equipment removal of home difficulty etc..Open cut tunnel cost is high, difficulty of construction is big, long in time limit.Friction pile processing landslide construction equipment is small, is suitable for narrow
Narrow work zone；Construction Vibration, noise are small, the urban district being strictly controlled suitable for public hazards；Slenderness ratio is big, and single pile consumes
Material is few.
Existing mini pile pile group is only used as the protective action of landslide-proofing, and pile group top is loose, can not go together for people, miniature
Stake pile group has a single function, and there is the case where waste land resource.
[summary of the invention]
The object of the present invention is to provide a kind of mini pile rigid connection structure for having both landslide-proofing and producing road and constructions
Method, it is loose at the top of existing pile group to solve, it can not go together for people, the problem of mini pile pile group has a single function.
The invention adopts the following technical scheme: a kind of mini pile rigid connection structure for having both landslide-proofing and producing road,
It is made of mini pile pile group and concrete layer, mini pile pile group is used to prevent the generation of landslide phenomenon, and mini pile pile group is by multiple
Mini pile is used to squeeze into the ground for needing slope treatment in blossom type arrangement composition, each mini pile, the low side position of each mini pile
In on the slip-crack surface of simulation, the top of each mini pile exceeds ground, is filled with concrete downwards simultaneously from top between each mini pile
Concrete layer is formed, the top that the thickness of concrete layer is greater than mini pile exceeds the distance on ground, and concrete layer is each for filling up
Gap between mini pile, and mini pile pile group top surface is made to form smooth road surface, it is also used to encrypt and fix mini pile, road
Face is for people or trolley as production road.
Further, mini pile pile group is made of multiple cast-in-place concrete piles, 3 φ of center configuration of each cast-in-place concrete pile
25 reinforcing bars, reinforcing bar are welded to each other or bind with the reinforcing bar in pavement concrete.
Further, mini pile pile group is made of the mini pile of multiple steel tube concrete piles.
Further, the top and ground of each mini pile be at a distance of 100-150mm, concrete layer with a thickness of 200-250mm.
Further, the stake diameter that the stake spacing of mini pile is 10 times, the stake diameter that the array pitch of mini pile is 8 times.
Further, the anchorage depth of mini pile is 1/3 pile body length.
Further, the diameter of mini pile is 80-300mm, and pea gravel concreten is filled in each miniature pile pipe and is formed mixed
Solidifying soil layer.
A kind of construction method for the mini pile rigid connection structure for having both landslide-proofing and producing road, it is complete by following steps
At:
Based on the physical and mechanical experiment of soil, the parameter of side slope is determined, determine that the least favorable of side slope slides by Lizheng Software
Face, i.e. slip-crack surface；
It is punched in the soil body for needing slope treatment；Wherein, hole is arranged according to blossom type, and the bottom end of hole, which is located at, to be slided
On broken face；
Reinforcing bar is laid in hole, so that the upper end of reinforcing bar exceeds hole；
Filling concrete forms the filling column of concrete in the hole for lay reinforcing bar；
It will be welded to each other or bind by reinforcing bar between the reinforcing bar to leak outside above the filling column of each concrete；
Above the filling column of each concrete and between fill concrete and form concrete layer so that concrete fills up respectively
Gap between mini pile, and mini pile pile group top surface is made to form smooth road surface, the thickness of concrete layer is greater than mini pile
Top exceed ground distance.
A kind of construction method for the mini pile rigid connection structure for having both landslide-proofing and producing road, it is complete by following steps
At:
Based on the physical and mechanical experiment of soil, the parameter of side slope is determined, determine that the least favorable of side slope slides by Lizheng Software
Face, i.e. slip-crack surface；
Each mini pile is squeezed into formation mini pile pile group in the soil body for need slope treatment；Wherein, each mini pile is according to plum blossom
Type arrangement, the low side of each mini pile are located on slip-crack surface, and the top of each mini pile exceeds ground；
The filling pea gravel concreten in the steel pipe of each mini pile；
From the downward fill concrete in top and form concrete layer between each mini pile so that concrete fill up it is each miniature
Gap between stake, and mini pile pile group top surface is made to form smooth road surface, the thickness of concrete layer is greater than the top of mini pile
End exceeds the distance on ground.
Further, the top and ground of each mini pile are at a distance of 100-150mm；Concrete layer with a thickness of 200-250mm,
The stake diameter that the stake spacing of mini pile is 10 times, the stake diameter that the array pitch of mini pile is 8 times, the anchorage depth of mini pile are 1/3 pile body
Length, the diameter of mini pile are 80-300mm.
The beneficial effects of the present invention are: mini pile is used as roadbed, by being rigidly connected in miniature stake top, utilization is micro-
The rigidly connected road surface of type stake top is current for people, and increase soil utilizes area；By the way that certain thickness concrete is arranged
Filler plays the role of encryption and fixed mini pile；In case of the disasters such as landslide or mud-rock flow, mini pile stake
Top rigid connection structure can be used as emergency work progress, has given full play to miniature pile construction speed and has applied fastly, suitable for narrow
The advantages that work operation area, construction equipment is small.
[Detailed description of the invention]
Fig. 1 is the structural schematic diagram in the present invention；
Fig. 2 is the arrangement schematic diagram of mini pile in the present invention；
Fig. 3 is each operating condition descending top load-displacement curve figure in the present invention；
Fig. 4 is pile top load-displacement curve figure under each operating condition in the present invention；
Fig. 5 is slope foot load-displacement curve figure under each operating condition in the present invention；
Fig. 6 is Z1 bending figure under each operating condition 24kPa load in the present invention；
Fig. 7 is Z2 bending figure under each operating condition 24kPa load in the present invention；
Fig. 8 is Z3 bending figure under each operating condition 24kPa load in the present invention；
Fig. 9 is that soil pressure is tried hard to before top of the slope 24kPa each operating condition Z1 in the present invention；
Figure 10 is that soil pressure is tried hard to after top of the slope 24kPa each operating condition Z1 in the present invention；
Figure 11 is that soil pressure is tried hard to before top of the slope 24kPa each operating condition Z2 in the present invention；
Figure 12 is that soil pressure is tried hard to after top of the slope 24kPa each operating condition Z2 in the present invention；
Figure 13 is that soil pressure is tried hard to before top of the slope 24kPa each operating condition Z3 in the present invention；
Figure 14 is that soil pressure is tried hard to after top of the slope 24kPa each operating condition Z2 in the present invention.
Wherein, 1. mini pile；2. landslide.
[specific embodiment]
The following describes the present invention in detail with reference to the accompanying drawings and specific embodiments.
The invention discloses a kind of mini pile rigid connection structures for having both landslide-proofing and producing road, such as Fig. 1 and Fig. 2 institute
Show, be made of mini pile pile group and concrete layer, the mini pile pile group is used to prevent the generation of landslide phenomenon, the mini pile
Pile group is made of multiple mini piles in blossom type arrangement, and each mini pile is used to squeeze into the ground for needing slope treatment, respectively
The low side of the mini pile is located on the slip-crack surface of simulation, and the top of each mini pile exceeds ground, each mini pile it
Between be filled with concrete downwards from top and form concrete layer, the top that the thickness of the concrete layer is greater than mini pile exceeds
The distance on ground, the concrete layer is for filling up the gap between each mini pile, and it is flat that mini pile pile group top surface is formed
Whole road surface, is also used to encrypt and fixed mini pile, the road surface are used as production road for people or trolley.
Wherein, the top and ground of each mini pile be at a distance of 100-150mm, concrete layer with a thickness of 200-250mm, it is miniature
The stake diameter that the stake spacing of stake is 10 times, the stake diameter that the array pitch of mini pile is 8 times, the anchorage depth of mini pile are 1/3 pile body length,
The diameter of mini pile is 80-300mm, and pea gravel concreten is filled in each miniature pile pipe and forms concrete layer.
The invention also discloses it is a kind of have both landslide-proofing and produce road mini pile rigid connection structure construction method,
Mini pile pile group is made of multiple cast-in-place concrete piles in the rigid connection structure formed after construction, each cast-in-place concrete pile
3 φ of center configuration, 25 reinforcing bar, the reinforcing bar is welded to each other or binds with the reinforcing bar in the pavement concrete, by following steps
Composition:
Based on the physical and mechanical experiment of soil, the parameter of side slope is determined, determine that the least favorable of side slope slides by Lizheng Software
Face, i.e. slip-crack surface；
It is punched in the soil body for needing slope treatment；Wherein, hole is arranged according to blossom type, and the bottom end of hole, which is located at, to be slided
On broken face；
Reinforcing bar is laid in hole, so that the upper end of reinforcing bar exceeds hole；
Filling concrete forms the filling column of concrete in the hole for lay reinforcing bar；
It will be welded to each other or bind by reinforcing bar between the reinforcing bar to leak outside above the filling column of each concrete；
Above the filling column of each concrete and between fill concrete and form concrete layer so that concrete fills up respectively
Gap between mini pile, and mini pile pile group top surface is made to form smooth road surface, the thickness of the concrete layer is greater than micro-
The top of type stake exceeds the distance on ground.
Landslide-proofing is had both the invention also discloses another kind and produces the construction party of the mini pile rigid connection structure of road
Method, mini pile pile group is made of the mini pile of multiple steel tube concrete piles in the rigid connection structure formed after construction, by following
Step composition:
Based on the physical and mechanical experiment of soil, the parameter of side slope is determined, determine that the least favorable of side slope slides by Lizheng Software
Face, i.e. slip-crack surface；
Each mini pile is squeezed into formation mini pile pile group in the soil body for need slope treatment；Wherein, each mini pile is according to plum blossom
Type arrangement, the low side of each mini pile are located on slip-crack surface, and the top of each mini pile exceeds ground；
The filling pea gravel concreten in the steel pipe of each mini pile；
From the downward fill concrete in top and concrete layer is formed between each mini pile, so that concrete fills up respectively
Gap between mini pile, and mini pile pile group top surface is made to form smooth road surface, the thickness of the concrete layer is greater than micro-
The top of type stake exceeds the distance on ground.
Wherein, the top and ground of each mini pile are at a distance of 100-150mm；Concrete layer with a thickness of 200-250mm, it is miniature
The stake diameter that the stake spacing of stake is 10 times, the stake diameter that the array pitch of mini pile is 8 times, the anchorage depth of mini pile are 1/3 pile body length,
The diameter of mini pile is 80-300mm.
Have much for the working mechanism influence factor under mini pile rigid connection structure, such as: stake spacing, row spacing,
Anchorage depth etc., in influence of the connection type to its working performance of this primary evaluation mini pile.After mini pile rigid connection,
After horizontal Thrust of Landslide acts on pile body, there are rotation trend, and the soil body to be made to generate upward drag for stake top, prevent stake top into
The rotation of one step when Simplified analysis, it can be assumed that there are horizontal displacements for stake top, but due to the effect of top plate, keeps mini pile free
Rotation is restricted.
Mini pile significantly improves the bending stiffness of itself due to the effect of rigid plate, and bending reduces, stake top moment of flexure
Reduce, maximal bending moment point is moved down towards pile body buried depth direction, is driven the plastic zone of the soil body to move down therewith, can be given full play to the soil body
The existing drag of itself reduces stake and the horizontal displacement of the soil body to improve the ability for resisting Thrust of Landslide, and
Under Thrust of Landslide effect, the rear two rows more independent mini pile of mini pile bending is more uniformly spread, and improves entire combination knot
The anti-bending bearing capacity of structure.When mini pile is under rigid connection, stake top corner be can be ignored, when miniature pilework is curved in generation
Before song destroys, moment of flexure concentration phenomenon occurs in stake top and rigid plate junction, stake top can occur surrender and form plastic hinge.
In practical projects, it not only to bear after mini pile is connected by rigid plate from horizontally Thrust of Landslide, and
And the vertical load from stake top is still suffered from, vertical load can generate two sides to the Its ultimate bearing capacity of mini pile composite structure
The influence in face.It on the one hand is when under the effect of lesser Thrust of Landslide, to be displaced on a small quantity produced by miniature stake top, vertical load
The tensile stress that the compression of application bends to pile body and generates can offset a part, so that mini pile bears Thrust of Landslide
Ability gets a promotion.But on the other hand, Thrust of Landslide is excessive, stake top vertical load load is uneven and vertical load mistake
When big, stake top is caused to generate larger displacement, then vertical load can form an additional bending moment to pile body, and make pile body by curved aggravation,
To boosting landslide.In addition, loading sequence can also have an impact to the bearing capacity of mini pile composite structure, if first applied perpendicular
To load, the physical property of pile body surrounding soil is improved, and can reduce the horizontal displacement of stake top to a certain extent.The present invention
In simulated experiment and Numerical Experiment will be rigidly connected to mini pile and stake top vertical uniform load q is to mini pile composite structure
Influence verified.
The present invention is tested and is made inferences according to the theory of similarity, and the theory of similarity, which refers to, is probing into nature and Practical Project
A kind of similar theory of various phenomenons is mainly used in indoor various model tests, probes into the similarity of model and prototype.In order to
Can enable every monitoring result of model test preferably reflect and using among Practical Project, it is necessary that physics mould
The geometric parameter and physical parameter of type need to be similar to prototype structure or be consistent.
Embodiment 1
The present invention is simulated test to anti-slide performance of the invention, comparative test is each by setting comparative test
Mini pile pile group of the gap without Concrete Filled between mini pile, i.e., the mini pile pile group independently arranged, in addition also to this hair
After bright top applies 4kPa load and 8kPa load, displacement, pile strain caused by mini pile and Thrust of Landslide are monitored,
Thrust of Landslide force-bearing situation is resisted to mini pile under different load actions by Analysis on monitoring data stake top.By in the present invention
Structure addition load equipment, foil gauge is pasted on pile body, soil pressure cell is placed in the soil body, at the top of landslide,
Displacement meter is arranged at miniature stake top and at slope foot, and the data of soil pressure cell, foil gauge, displacement meter measurement are passed through into resistance strain gauge
Anti-slide performance of the invention is obtained after being acquired, transmit, store and handling.
Simulate the likelihood ratio
Each physical quantity similarity relation of simulation is obtained for 1 according to homogeneous theorem and similarity criterion characteristic ratio, this is tested
The relationship and selected similarity factor met between specific required each physical quantity similarity factor is depicted as table, is detailed in table
1:
Each physical quantity similarity relation of 1 physical simulation experiment of table
Model test box
Long 2m, the width 1.8m, height that model casing passes through welding and bonding composition using cuboid steel pipe, steel plate, tempered glass
1.5m frame structure.The load of experimentation is excessive in order to prevent in the production of model casing causes model casing to rupture, therefore
The side of stress and key position weld a few root long cube steel pipes more.In order to observation more intuitive among experimentation
To soil sample interior change situation, the tempered glass of adhesive thickness 12mm is distinguished in model casing two sides.
In order to more true simulation landslide, while it can also make the anchoring effect of mini pile significant and be convenient for being recycled,
It is the dirt of 2:8 by layer-by-layer that slider bed in model casing, which uses ratio using condition of similarity according to parameters such as actual basement rock hardness,
It tamps, slider bed surface is fabricated to smooth arc shape.In order to guarantee sliding surface smooth enough, it is laid with double-layer polyethylene modeling hereby
Expect paper, and the coating lubricating oil between double-layer films, reduces frictional resistance.
Slider bed
Soil sample needed for present invention experiment is taken from landslide induced scene, contains a small amount of rubble in soil sample, according to scene
The soil sample taken measures the physical parameters such as moisture content, the density of original soil sample in laboratory, in order to ensure gliding mass soil sample uniform properties,
It is sieved in laboratory to soil sample, utilizes condition of similarity by comparing, soil sample is adapted to again in laboratory, pass through
Cross a large amount of Soil mechanics experiments, configured each physical parameter of soil sample is identical as original soil sample, elasticity modulus and cohesive strength meet phase
Like condition, design parameter is as shown in table 2, in slider bed manufacturing process, the soil prepared is successively tamped, every layer of soil does not surpass
Cross 10cm.
The physical parameter of 2 original soil sample of table and experiment soil sample
Mini pile model
The present invention test mini pile model used be using Practical Project using mini pile as reference, from mini pile work
Principle considers that mini pile mainly resists Thrust of Landslide, bears moment of flexure and shearing, based on similarity criterion calculate model intensity and
Geometric dimension.
The a length of 15m of mini pile stake in Practical Project is chosen, mini pile stake diameter is the cast-in-place concrete pile of 120mm, in stake
The heart configures 3 φ, 25 reinforcing bar, and concrete uses C25, detected according to the mechanics of materials, elastic modulus E=2.1 × 10 of reinforcing bar5N/mm2,
Modulus of elasticity of concrete E=2.8 × 104N/mm2, since the elasticity modulus of concrete is smaller relative to the elasticity modulus of reinforcing bar, no
The 5% of sufficient reinforcing bar elasticity modulus can be ignored in calculating process, therefore only calculate three reinforcing bars of single mini pile
The beam rigidity of soft tissues degree of composition.According to the moment of inertia of the mechanics of materials and product of inertia formula for translation of axis I=11 π d4/ 64 calculate beam muscle
The moment of inertia I=3.317 × 10 of beam muscle are calculated according to formula for axle center the moment of inertia-7m4, then single mini pile is calculated
Bending stiffness EI=69.657kNm2。
According to the principle of similitude, the indices for testing material requested should all meet condition of similarity, but in fact, for micro-
Be difficult to accomplish in the physical model experiment of type stake meet geometric dimension it is similar on the basis of to meet bending stiffness similar, and it is miniature
Stake tests stress mainly based on lateral force, therefore first under the premise of guaranteeing that rigidity meets, then meets geometric dimension need
It asks.
Selection outer diameter is 12mm, and internal diameter 8mm, 6061 trade mark aluminum pipes that length is 1000mm are model mini pile, the aluminium
Elastic modulus E=6.9 × 109N/m2, according to I=π D4[1-(d/D)2]/64, (D is the outer diameter of aluminum pipe, and d is the interior of aluminum pipe
Diameter), the moment of inertia I=8.16 × 10 are calculated-10m4, then the bending stiffness EI=65.63Nm of the Model Pile2, according to similar
Condition meets experiment basic demand.
Rigid plate
This experiment main purpose experimental study mini pile pile body mechanical characteristic under rigid plate connection, is simulated using rigid plate
The road surface of road is built in actual production, therefore rigid plate must just possess enough rigidity, but will be with actual road rigidity
Meet condition of similarity.Therefore, it tests rigid Slab used and is so that with a thickness of 25cm, wide 3 meters are continuously matched in Practical Project
Reinforced concrete production and construction road is as reference.Road surface configures vertical and horizontal reinforcing bar, and according to specification, row's diameter is arranged on road surface
20mm, the HRB235 longitudinal reinforcement with ribbing that spacing is 25cm, concrete use C25, and protective layer thickness takes 50mm.According to roadbed road
It is the thickness for increasing the bending tensile strength of plate body and panel being thinned that face engineering, which shows that the purpose of configuration reinforcement is not, is mainly controlled
Concrete flag processed keeps crack to be in close contact after generating crack, and fracture width will not be expanded.Therefore, reinforcing bar in structure
The elasticity modulus of concrete and plain concrete is closer to, and error is related with the ratio of reinforcement of reinforcing bar among these within 10%
System, therefore springform measures the elasticity modulus of concrete, is according to document road surface calculated rigidity formula
Wherein B is bending stiffness, and ρ is the ratio of reinforcement of longitudinal tensile reinforcing bar, ECFor the elasticity modulus of concrete, ICFor section
The moment of inertia obtains that 12 reinforcing bars need to be configured according to width of roadway and steel bar arrangement distance computation, is matched according to concrete structure calculating
Muscle rate ρ=0.981%, EC=2.8 × 107kN/m2, IC=3.91 × 10-3m4, therefore calculate rigidity B=2.133 ×
104kN·m2, according to EI=1:104, width needed for model is 30cm, rigidity 2.133kNm2。
According to the principle of similitude, experimental model and Practical Project parameters should meet the likelihood ratio, if but it is practical according to
Geometric dimension is similar, and rigidity is not able to satisfy requirement of similarity, therefore should do between geometric similarity and bending stiffness are similar certain
It accepts or rejects, and the major influence factors of this experiment are rigidity, and main " contradiction " should be caught to solve the problems, such as, so within limits
It is similar rigidity should preferentially to be met.By calculating, width 30cm is chosen, the aluminium sheet of thickness 2.3mm meets requirement of experiment.Known aluminium
Elasticity modulus be 71.7 × 106KN/m2, then rigidity EI=2.18KNm2.Bending stiffness error 2.34%, substantially meets reality
Test requirement.Stake spacing and row's spacing optimal solution are chosen according to mini pile stake spacing and row's spacing Research Literature, then is set stake spacing
Be set to 10 times of stake diameters, array pitch is 8 times of stake diameters, on plate pitch-row beaten on the steel plate according to stake spacing, row's spacing, stake diameter take it is corresponding
Hole, aperture 15mm.
The connection of mini pile and rigid plate
It to be rigidly connected according to experimental design mini pile and rigid plate, because mini pile belongs to aluminum pipe rigid plate in addition
It needs to be recycled, therefore the connection between mini pile and rigid plate cannot be using welding.Therefore consider through mechanical connection, it will
Screw thread is set on the top of mini pile and configures corresponding nut, two nuts up and down are arranged in stake top threaded portion, by rigid plate
It is clipped in the middle, to guarantee to occur between stake and plate relative displacement, upper and lower two nuts reverse rotation is tightened until will be rigid
Plate fixes.
Loading device
Using the existing loading equipemtn in laboratory, contain every piece of yellow work that the iron block of 5kg and every weight are 30kg again
Shaped girder steel is combined with each other when load using iron block and i-shape steel beam and is applied.When top of the slope is further applied load, put in advance in top of the slope
The plank for setting one piece of 0.3m × 1.5m is uniformly further applied load on plank using loading equipemtn.Comparative test 1 is independently arranged
Mini pile pile group, comparative test 2 are that rigid plate connects mini pile, and comparative test 1 and comparative test 2 only apply in top of the slope vertical
Load, every grade of load 4kPa, altogether plus 6 grades；Comparative test 3 is that rigid plate connects mini pile, comparative test 3 with comparative test 4
When being further applied load in stake top rigid plate, applies 4kPa load in rigid plate in advance, be further applied load step by step in top of the slope later, often
Grade load 4kPa, is divided into six grades；Comparative test 4 refers to comparative test 3, stake top 4kPa load is increased to 8kPa, later on slope
Top is successively further applied load.Every grade of load waits 30min after the completion of applying, and records related data.
Pile strain piece arrangement
Every group experimental selection three represent stake, and each campshed selects central pile as test pile, and every pile body pastes 8 strains
Piece, and foil gauge be attached to mini pile meet native side, since the top of mini pile, every 10cm pastes one, posts handle after foil gauge
Stake fixes, then is banketed and successively tamped.
Soil pressure cell arrangement
This experiment evaluates it is necessary to before and after to pile body harnessing landslide effect mainly for the stake top size that is further applied load
Soil pressure measures, and is to meet native side before stake, is to carry on the back native side after stake, and the connection direction for meeting native side to the native side of back certainly is the cunning on landslide
Dynamic direction, to infer the Thrust of Landslide and resistance of soil size that pile body difference section is born, and advantageous experiment purpose analysis, together
When can study pile body under Thrust of Landslide effect in place of each section of weakness, further for reinforce weak place provide with reference to according to
According to.Because every group of experimental result will be compared it is necessary to guarantee that some of physical parameters are identical, the soil pressure of four groups of experiments
Power box is embedding all the same.Soil pressure cell is embedded among every row before and after test pile, and test pile is expressed as Z1, Z2, Z3, slope
The direction definition that body slides is on the contrary to amount to 6,3 before stake, 3 after stake for after stake, every pile front and back is embedding, 3 campsheds before stake
Amount to embedding 18 soil pressure cells.
Displacement meter arrangement
In order to which deeper evaluation mini pile resists Thrust of Landslide effect under rigid plate condition of contact, need using position
It moves meter to measure the displacement of slip mass top, stake top and slope foot middle position, at the top of landslide, at the top of mini pile and come down
Multiple built-in fittings are placed in the soil body at foot, built-in fitting is bulk, and its underpart is buried in soil layer, then uses the probe of displacement meter
The built-in fitting outside soil layer is resisted, when gliding mass is mobile, built-in fitting will push displacement meter compression, measure the soil body by displacement meter
It is displaced magnitude.Every place is arranged one, and every group 3 total.
Each operating condition Comparative result analysis
It, will be under various operating conditions for the effect of more intuitive research mini pile harnessing landslide under rigid plate condition of contact
Displacement, soil pressure curve graph compares and analyzes before and after moment of flexure and mini pile.
1) displacement comparison is analyzed
Stake top 4kPa lotus under stake top no-load, mini pile are rigidly connected under now independent mini pile, mini pile are rigidly connected
Top of the slope displacement, displacement at pile top and the slope foot displacement that load and mini pile are rigidly connected under lower four groups of operating conditions of stake top 8kPa load divide
It carry out not drafting pattern.
As shown in Fig. 3, Fig. 4 and Fig. 5, in various degree non-is presented with the increase of top of the slope load in the displacement of slopes different location
Linear growth trend.On the whole it can be found that independent mini pile is equal in the displacement of top of the slope, stake top and slope foot under the same conditions
There is the displacement of load by rigid plate connection and stake top greater than mini pile, it is whole upper after mini pile is connected by rigid plate
It moves and reduces, illustrate that mini pile is remarkably reinforced by globality after rigid plate connection；In stake after mini pile is connected by rigid plate
Top applies top of the slope under 4kPa with 8kPa load, stake top and slope foot global displacement be less than again independent mini pile connected with rigid plate it is miniature
The displacement of stake, but stake top apply 4kPa load and stake top apply 8kPa load under the same conditions displacement relatively,
Increasing degree is also more similar.Under top of the slope peak load 24kPa effect, the displacement of the top of the slope of each group be respectively as follows: 56.01mm,
45.90mm, 35.52mm and 29.34mm, the displacement of more independent mini pile in turn reduce 18.05%, 36.58% and
47.61%；Displacement at pile top is respectively as follows: 37.45mm, 35.11mm, 22.2mm and 21.16mm, and more independent mini pile in turn reduces
6.24%, 39.72% and 43.49%；Slope foot displacement respectively 22.75mm, 18.4mm, 13.98mm and 13.12mm, more independently
Mini pile displacement in turn reduces 19.12%, 38% and 42%.Thus illustrate, mini pile is applied by rigid plate connection and stake top
Load improves the stability at entire microple system antiskid end, helps to increase resistance Thrust of Landslide and effect is obvious.
2) bending comparative analysis
Now by four groups of experiments when top of the slope loads peak load 24kPa, mini pile Z1, Z2 and Z3 are curved along depth direction pile body
Square draws comparison diagram.
As shown in fig. 6, mini pile Z1, under top of the slope peak load 24kPa effect from the point of view of bending curve, moment of flexure is presented
" S " type.Inflection point is present near sliding surface, and more than sliding surface, moment of flexure is substantially as increasing trend is presented in the buried depth of measuring point.From song
Line on the whole, it can be found that Z1 under different operating conditions bending moment diagram development trend it is substantially more similar, but under the same terms
Each measuring point moment independence mini pile group is maximum, followed by rigid connection mini pile, then is mini pile rigid connection stake top 4kPa
One group of load, it is the smallest be rigid connection one group of stake top 8kPa load, rear two groups of each measuring point moments relatively, each operating condition from
First group starts the above Maximum bending moment of sliding surface and is followed successively by 45.01Nm, 42.952Nm, 35.129Nm, 28.012Nm,
The more independent mini pile of Maximum bending moment has been sequentially reduced 4.57%, 21.95%, 37.77%；The following Maximum bending moment of sliding surface is successively
For 46.464Nm, 43.011Nm, 36.218Nm and 31.3008Nm, more independent mini pile respectively reduced 7.43%,
22.05%, 32.63%, illustrate that mini pile rigid connection effectively reduces pile body Maximum bending moment, and stake top is further applied load
It similarly helps to the reduction of pile body maximal bending moment and effect is obvious.
As shown in fig. 7, the bending distribution curve of mini pile Z2 different operating conditions under top of the slope peak load 24kPa effect
Figure.On the whole from curve, the bending moment diagram distribution trend under each operating condition is more similar and generally consistent with Z1 curve distribution,
" S " type of presentation, also increasing trend is presented in buried depth to more than different operating condition glide slopes each measuring point moment therewith, generates most at sliding surface
Big moment.Bending curve comparison under each operating condition of Z2 is it can be found that as stake top again applies load after mini pile rigid connection
Increase, M curve reduces to a certain extent.Each operating condition above Maximum bending moment of sliding surface since first group is followed successively by
40.216Nm, 35.216Nm, 30.1296Nm and 26.528Nm, more independent mini pile has been sequentially reduced 12.43%,
25.08% and 34.04%；The following Maximum bending moment of sliding surface be followed successively by 38.576Nm, 36.576Nm, 31.2184Nm and
23.4776Nm, more independent mini pile have respectively reduced 4.6%, 18.42% and 31.7%, reduce amplitude and Z1 more
It is close, illustrate that Z1 and the Z2 interior benefit distribution under identical Thrust of Landslide are compared with good regularity.
As shown in figure 8, the bending distribution curve of mini pile Z3 different operating conditions under top of the slope peak load 24kPa effect
Figure.From the point of view of curve distribution form, Z3 under load difference operating condition at the same level identical measuring point moment relatively but be slightly less than with
Z1 and Z2, each operating condition of Z3 above Maximum bending moment of sliding surface since first group be followed successively by 37.744Nm, 33.012Nm,
30.28Nm and 28.0136Nm, more independent mini pile are sequentially reduced 1.94%, 19.74% and 23%；The following moment of flexure of sliding surface
Extreme value is 39.816Nm, 37.592Nm, 35.64Nm and 29.712Nm, and more independent mini pile is successively reduced to
5.52%, 10.77% and 25%, it is possible thereby to find that Z3 reduces each measuring point that amplitude is smaller with Z1 and Z2, under similarity condition
Moment is Z1 > Z2 > Z3.
3) soil pressure comparative analysis before and after pile body
Now by each group experiment, soil pressure is compared point before and after three rows test stake body at top of the slope peak load 24kPa
Analysis.
A, soil pressure before and after mini pile Z1 pile body
As shown in figure 9, geostatic shield trend is similar under each operating condition before stake from the point of view of soil pressure force curve, with pile body buried depth
Increasing trend is presented in direction, and soil pressure force value reaches maximum at sliding surface.The soil pressure of lateral comparison, same observation station is opened from first group
Begin to reduce in various degree, stake top that soil pressure maximum value is since independent mini pile, rigid connection mini pile, mini pile are rigidly connected
4kPa load and mini pile rigid connection stake top 8kPa load are respectively 4.5kPa, 3.9kPa, 3.6kPa and 3.5kPa, more independently
Mini pile has been sequentially reduced 13.33%, 20% and 22.22%.
As shown in Figure 10, after stake from the point of view of soil pressure force curve, each operating condition geostatic shield is passed as pile body buried depth direction is presented
Subtract trend, with soil pressure before its stake just on the contrary, soil pressure is reaching maximum at slip mass surface.Before lateral comparison and stake
Soil pressure is more similar and soil pressure of same observation station reduces in various degree since first group, each operating condition maximum soil pressure
Respectively 3.0kPa, 2.8kPa, 2.7kPa and 2.4kPa since first group, more independent mini pile is sequentially reduced 6.66%,
10% and 20%.
B, soil pressure before and after mini pile Z2 pile body
As shown in figure 11, before Z2 from the point of view of soil pressure force curve, curve distribution form and soil pressure before Z1 are more similar, tool
There is good regularity, as increasing trend is presented in pile body buried depth direction, soil pressure reaches maximum equally at sliding surface, but
After stake top is further applied load, soil pressure is obviously reduced with stake depth amplification for two groups of experiments afterwards, and each measuring point soil pressure force value is closer to.It is horizontal
To comparing since first group of operating condition, the soil pressure of same observation station constantly reduces, the maximum soil under every group of operating condition since first group
Pressure is respectively 4.3kPa, 3.8kPa, 3.1kPa and 2.3kPa, more independent mini pile be sequentially reduced 11.62%, 27.9% with
And 46.51%.
As shown in figure 12, soil pressure tracing analysis after Z2, geostatic shield trend with Z1 after soil pressure force curve more
It is similar, and as decline trend is presented in stake depth direction, but in lateral comparison it can be found that independent arrangement mini pile and rigidity
Plate connection mini pile is closer at the above 5cm of sliding surface and away from two side point soil pressures at sliding surface 30cm, but rigid plate connects
Soil pressure of the mini pile group at sliding surface 20cm mutates, this is because upper and lower ends are consolidated after mini pile is rigidly connected
Fixed, the soil pressure on sliding surface top, which is redistributed, causes the soil pressure to increase, and rear two groups of experiments are by applying lotus in miniature stake top
It carries, then soil pressure variation is more uniform, and each measuring point soil pressure force value is closer to.The maximum soil pressure under every group of operating condition since first group
Power is respectively 4.1kPa, 4.1kPa, 2.9kPa and 2.7kPa, more independent mini pile be sequentially reduced 2.5%, 29.27% and
34.15%.
C, soil pressure before and after mini pile Z3 pile body
As shown in figure 13, before Z3 from the point of view of geostatic shield curve with Z1 and Z2 before soil pressure it is very much like, from first
Group operating condition starts, the different degrees of reduction of each measuring point soil pressure, and is that same observation station soil pressure is slightly less than Z2 and Z1, as Z1
>Z2>Z3.Stake top apply 8kPa after, each measuring point soil pressure of pile body very close to.Before mini pile Z3 under every group of operating condition of soil pressure
Respectively 3.5kPa, 3.3kPa, 2.8kPa and 2.3kPa, more independent mini pile are sequentially reduced maximum soil pressure since first group
Amplitude is 5.71%, 20% and 34.29%.
As shown in figure 14, after Z3 from the point of view of soil pressure force curve, as stake is presented decline trend deeply, distributional pattern just with
Soil pressure is just on the contrary, still after miniature stake top is further applied load before Z3, and soil pressure is with stake depth direction decline trend after stake
Obviously slow down, each measuring point soil pressure size is very close to illustrating after being further applied load, so that pile body distribution of earth pressure is more uniform.Z3
Away from the soil pressure at the 5cm of sliding surface top, from independent mini pile to mini pile is connect, rigidly to connect reduction amplitude larger after stake, and hereafter two groups
Then it is obviously reduced.The distribution of soil pressure can be improved by illustrating to be rigidly connected to mini pile obviously.Z3 is under every group of operating condition
Soil pressure respectively 3.5kPa, 3.1kPa, 2.7kPa and 2.4kPa since first group after most timber pile, compared with independent mini pile
It is more by a small margin 14.28%, 22.86% and 31.43%.
4) pile body drag is than calculating
It carries out calculating the Thrust of Landslide that mini pile is undertaken under every group of operating condition by soil pressure before and after stake.If landslide pushes away before stake
Power is positive, and remaining Thrust of Landslide is negative after stake, and Thrust of Landslide subtracts before the Internal forces being calculated according to cantilever-pile method are equal to stake
Go remaining Thrust of Landslide after stake.By calculating, independent mini pile Z1, Z2, Z3 pile body drag ratio is 1:0.73:0.69；Rigidity connects
Connecing mini pile Z1, Z2, Z3 pile body drag ratio is 1:0.77:0.71；Mini pile is rigidly connected stake top 4kPa load Z1, Z2, Z3
Body drag ratio is 1:0.78:0.66；Mini pile is rigidly connected stake top 8kPa load Z1, Z2, Z3 pile body drag ratio as 1:0.81:
0.76。
Conclusion
1. the displacement of top of the slope, stake top and slope foot becomes as non-linear growth is presented in the increase of top of the slope load in four groups of experiments
Gesture, it is inconsistent for the displacement increasing degree of every group of experiment each campshed under top of the slope peer load, but substantially Z1 position
It moves and is greater than greater than Z3 displacements of Z2 displacements.The displacement of same position under different operating conditions is compared, in top of the slope peak load
Under effect, independent mini pile, mini pile rigid plate connection stake top no-load, mini pile rigid plate connection stake top apply 4kPa load
And mini pile rigid plate connection stake top apply 8kPa load top of the slope be displaced more independent mini pile in turn reduce 18.05%,
36.58% and 47.61%, the more independent mini pile of displacement at pile top in turn reduces 6.24%, 39.72% and 43.49%, slope foot
It is displaced more independent mini pile displacement and in turn reduces 19.12%, 38% and 42%.Illustrating to be further applied load in miniature stake top facilitates
The globality of mini pile is improved, gliding mass downslide displacement is reduced.
2. in the bending of each campshed in sliding surface top as increasing trend is presented in stake depth direction in every group of experiment, in sliding surface
There is inflection point in place, and bending value is positive and negative on the contrary, sliding surface is the above are hogging moment up and down for sliding surface, and moment of flexure reaches most at sliding surface
Greatly, the Bending moment distribution trend of same group of each campshed of experiment is more similar, and different row's bendings at same observation station are Z1 > Z2 > Z3,
" S " type is presented in every campshed moment of flexure.
3. since first group of experiment, Maximum bending moment is followed successively by Z1 each operating conditions by taking the maximal bending moment of sliding surface top as an example
45.01Nm, 42.952Nm, 35.129Nm, 28.012Nm, the more independent mini pile of Maximum bending moment are sequentially reduced
4.57%, 21.95%, 37.77%；Z2 sliding surface top Maximum bending moments be followed successively by 40.216Nm, 35.216Nm,
30.1296Nm and 26.528Nm, more independent mini pile have been sequentially reduced 12.43%, 25.08% and 34.04%；Z3 cunnings
The above Maximum bending moment in face face is followed successively by 37.744Nm, 33.012Nm, 30.28Nm and 28.0136Nm, relatively independent micro-
Type stake is sequentially reduced 1.94%, 19.74% and 23%.From this point of view it is further applied load in stake top, facilitates pile body maximal bending moment and subtract
It is small, improve the ability of the resistance Thrust of Landslide of mini pile.
4. respectively soil pressure reaches maximum at sliding surface before the stake of row's mini pile, soil pressure is nearest apart from gliding mass surface after stake
Place reaches maximum with soil pressure before stake in inverse relationship.It is respectively independent micro- by soil pressure distribution pile body drag before and after pile body
Type stake Z1, Z2, Z3 pile body drag ratio is 1:0.73:0.69；Rigid connection mini pile Z1, Z2, Z3 pile body drag ratio is 1:0.77:
0.71；Mini pile is rigidly connected stake top 4kPa load Z1, Z2, Z3 pile body drag ratio as 1:0.78:0.66；Mini pile rigid connection
Stake top 8kPa load Z1, Z2, Z3 pile body drag ratio is 1:0.81:0.76.As stake top is further applied load, the drag of campshed is shared more
Uniformly, a characteristics of component row undertakes landslide drag is embodied.
5. analyzed on the whole, the position that gliding mass moves down can be effectively reduced by being further applied load in miniature stake top
It moves, reduces the positive hogging moment of pile body, keep distribution of earth pressure before and after pile body more uniform, increase the globality of mini pile composite structure,
It is obvious that landslide ability effect is resisted in enhancing.
6. calculation shows that, the main table of landslide induced is shallow-layer, and slope foot change in displacement is larger, is not appointing by numerical value
Under what supporting and retaining system, unstable failure, is reinforced, gliding mass position by the mini pile being arranged under the rigid connection at gliding mass platform at first
Move be improved significantly, landslide gliding speed significantly reduces, and consolidation effect is very good.
7. passing through the continuous tentative calculation of numerical simulation, the relation curve of top of the slope load and pile top load is delineated.Pass through song
Line it can be concluded that, with pile top load to continue to increase afforded top of the slope load bigger, when pile top load reaches 18kPa
When, under no load situation unstability occurs for top of the slope, from the pile top load of drafting and top of the slope ultimate load curve graph it is found that stake top
When applying 10~24kPa load, afforded top of the slope load is maximum, therefore the best load of stake top is 10~24kPa.
Claims (10)
1. a kind of mini pile rigid connection structure for having both landslide-proofing and producing road, which is characterized in that by mini pile pile group and
Concrete layer is constituted, and the mini pile pile group is used to prevent the generation of landslide phenomenon, and the mini pile pile group is by multiple mini piles
It arranges and forms in blossom type, each mini pile is used to squeeze into the ground for needing slope treatment, the low side of each mini pile
On the slip-crack surface of simulation, the top of each mini pile exceeds ground, fills downwards between each mini pile from top
There is concrete and form concrete layer, the top that the thickness of the concrete layer is greater than mini pile exceeds the distance on ground, described
Concrete layer makes mini pile pile group top surface form smooth road surface for filling up the gap between each mini pile, is also used to
Encryption and fixed mini pile, the road surface is for people or trolley as production road.
2. a kind of mini pile rigid connection structure for having both landslide-proofing and producing road according to claim 1, feature
It is, the mini pile pile group is made of multiple cast-in-place concrete piles, 3 φ of center configuration, 25 steel of each cast-in-place concrete pile
Muscle, the reinforcing bar are welded to each other or bind with the reinforcing bar in the pavement concrete.
3. a kind of mini pile rigid connection structure for having both landslide-proofing and producing road according to claim 1, feature
It is, the mini pile pile group is made of the mini pile of multiple steel tube concrete piles.
4. a kind of mini pile rigid connection structure for having both landslide-proofing and producing road according to claim 1 or 3, special
Sign is, the top and ground of each mini pile at a distance of 100-150mm, the concrete layer with a thickness of 200-250mm.
5. a kind of mini pile rigid connection structure for having both landslide-proofing and producing road according to claim 1 or 3, special
Sign is, the stake diameter that the stake spacing of the mini pile is 10 times, the stake diameter that the array pitch of the mini pile is 8 times.
6. a kind of mini pile rigid connection structure for having both landslide-proofing and producing road according to claim 1 or 3, special
Sign is that the anchorage depth of the mini pile is 1/3 pile body length.
7. a kind of mini pile rigid connection structure for having both landslide-proofing and producing road according to claim 6, feature
It is, the diameter of the mini pile is 80-300mm, and pea gravel concreten is filled in each miniature pile pipe and forms concrete
Layer.
8. it is a kind of have both landslide-proofing and produce road mini pile rigid connection structure construction method, which is characterized in that by with
Lower step is completed:
Based on the physical and mechanical experiment of soil, determines the parameter of side slope, the least favorable sliding surface of side slope is determined by Lizheng Software, i.e.,
Slip-crack surface；
It is punched in the soil body for needing slope treatment；Wherein, hole is arranged according to blossom type, and the bottom end of hole is located at slip-crack surface
On；
Reinforcing bar is laid in hole, so that the upper end of reinforcing bar exceeds hole；
Filling concrete forms the filling column of concrete in the hole for lay reinforcing bar；
It will be welded to each other or bind by reinforcing bar between the reinforcing bar to leak outside above the filling column of each concrete；
Above the filling column of each concrete and between fill concrete and form concrete layer so that concrete fill up it is each miniature
Gap between stake, and mini pile pile group top surface is made to form smooth road surface, the thickness of the concrete layer is greater than mini pile
Top exceed ground distance.
9. it is a kind of have both landslide-proofing and produce road mini pile rigid connection structure construction method, which is characterized in that by with
Lower step is completed:
Based on the physical and mechanical experiment of soil, determines the parameter of side slope, the least favorable sliding surface of side slope is determined by Lizheng Software, i.e.,
Slip-crack surface；
Each mini pile is squeezed into formation mini pile pile group in the soil body for need slope treatment；Wherein, each mini pile is according to blossom type cloth
It sets, the low side of each mini pile is located on slip-crack surface, and the top of each mini pile exceeds ground；
The filling pea gravel concreten in the steel pipe of each mini pile；
From the downward fill concrete in top and form concrete layer between each mini pile so that concrete fill up it is each miniature
Gap between stake, and mini pile pile group top surface is made to form smooth road surface, the thickness of the concrete layer is greater than mini pile
Top exceed ground distance.
10. a kind of construction of mini pile rigid connection structure for having both landslide-proofing and producing road according to claim 9
Method, which is characterized in that the top and ground of each mini pile are at a distance of 100-150mm；The concrete layer with a thickness of
200-250mm, the stake diameter that the stake spacing of the mini pile is 10 times, the stake diameter that the array pitch of the mini pile is 8 times are described miniature
The anchorage depth of stake is 1/3 pile body length, and the diameter of the mini pile is 80-300mm.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112695814A (en) * | 2020-12-24 | 2021-04-23 | 湖南省交通科学研究院有限公司 | Miniature steel pipe pile stress field rapid monitoring method |
| CN117552448A (en) * | 2024-01-11 | 2024-02-13 | 中煤科工能源科技发展有限公司 | Soil slope reinforcement method for open pit coal mine |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH03197701A (en) * | 1989-12-25 | 1991-08-29 | Daiyu Kensetsu Kk | Reinforcing and laying method for concrete body |
| CN101851925A (en) * | 2010-06-03 | 2010-10-06 | 中冶集团武汉勘察研究院有限公司 | Deep mixing pile-micro pre-stressed steel pipe concrete pile-vertical anchor rod composite foundation pit support method |
| CN203716159U (en) * | 2014-02-10 | 2014-07-16 | 中国十九冶集团有限公司 | Landslide supporting structure |
| CN105484274A (en) * | 2015-12-14 | 2016-04-13 | 中南勘察设计院（湖北）有限责任公司 | Method for treating shallow landslide by using high-pressure rotary jet grouting piles and bunching type micro-steel pipe piles in combined manner |
| EP3112537A1 (en) * | 2015-07-02 | 2017-01-04 | Ribbert AG | Water-permeable support structure |
| CN108343077A (en) * | 2018-04-23 | 2018-07-31 | 中铁二院昆明勘察设计研究院有限责任公司 | A kind of Miniature anti-slide pile composite structure and its construction method |
| CN108487270A (en) * | 2018-06-15 | 2018-09-04 | 华东交通大学 | A kind of friction pile and construction method |
| CN210066778U (en) * | 2019-03-29 | 2020-02-14 | 西安工业大学 | Have micropile rigid connection structure who prevents landslide and production road concurrently |
-
2019
- 2019-03-29 CN CN201910251429.0A patent/CN109853598A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH03197701A (en) * | 1989-12-25 | 1991-08-29 | Daiyu Kensetsu Kk | Reinforcing and laying method for concrete body |
| CN101851925A (en) * | 2010-06-03 | 2010-10-06 | 中冶集团武汉勘察研究院有限公司 | Deep mixing pile-micro pre-stressed steel pipe concrete pile-vertical anchor rod composite foundation pit support method |
| CN203716159U (en) * | 2014-02-10 | 2014-07-16 | 中国十九冶集团有限公司 | Landslide supporting structure |
| EP3112537A1 (en) * | 2015-07-02 | 2017-01-04 | Ribbert AG | Water-permeable support structure |
| CN105484274A (en) * | 2015-12-14 | 2016-04-13 | 中南勘察设计院（湖北）有限责任公司 | Method for treating shallow landslide by using high-pressure rotary jet grouting piles and bunching type micro-steel pipe piles in combined manner |
| CN108343077A (en) * | 2018-04-23 | 2018-07-31 | 中铁二院昆明勘察设计研究院有限责任公司 | A kind of Miniature anti-slide pile composite structure and its construction method |
| CN108487270A (en) * | 2018-06-15 | 2018-09-04 | 华东交通大学 | A kind of friction pile and construction method |
| CN210066778U (en) * | 2019-03-29 | 2020-02-14 | 西安工业大学 | Have micropile rigid connection structure who prevents landslide and production road concurrently |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112695814A (en) * | 2020-12-24 | 2021-04-23 | 湖南省交通科学研究院有限公司 | Miniature steel pipe pile stress field rapid monitoring method |
| CN112695814B (en) * | 2020-12-24 | 2022-05-27 | 湖南省交通科学研究院有限公司 | Miniature steel pipe pile stress field rapid monitoring method |
| CN117552448A (en) * | 2024-01-11 | 2024-02-13 | 中煤科工能源科技发展有限公司 | Soil slope reinforcement method for open pit coal mine |
| CN117552448B (en) * | 2024-01-11 | 2024-04-05 | 中煤科工能源科技发展有限公司 | Soil slope reinforcement method for open pit coal mine |
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