CN106650118B  Optimization design method for governing parameters of side slope slideresistant pile  Google Patents
Optimization design method for governing parameters of side slope slideresistant pile Download PDFInfo
 Publication number
 CN106650118B CN106650118B CN201611222773.XA CN201611222773A CN106650118B CN 106650118 B CN106650118 B CN 106650118B CN 201611222773 A CN201611222773 A CN 201611222773A CN 106650118 B CN106650118 B CN 106650118B
 Authority
 CN
 China
 Prior art keywords
 pile
 slide
 resistant
 parameters
 determining
 Prior art date
Links
 238000005457 optimization Methods 0.000 title claims abstract description 12
 239000002689 soil Substances 0.000 claims abstract description 42
 238000004364 calculation methods Methods 0.000 claims abstract description 25
 239000010410 layers Substances 0.000 claims abstract description 24
 238000005452 bending Methods 0.000 claims description 11
 238000004873 anchoring Methods 0.000 claims description 10
 239000011435 rock Substances 0.000 claims description 8
 238000006073 displacement reactions Methods 0.000 claims description 7
 238000004458 analytical methods Methods 0.000 claims description 4
 231100000817 safety factors Toxicity 0.000 claims description 3
 230000015572 biosynthetic process Effects 0.000 claims description 2
 239000004927 clay Substances 0.000 claims description 2
 229910052570 clay Inorganic materials 0.000 claims description 2
 230000002265 prevention Effects 0.000 abstract description 10
 238000010276 construction Methods 0.000 description 19
 238000010586 diagrams Methods 0.000 description 4
 230000000694 effects Effects 0.000 description 4
 238000000034 methods Methods 0.000 description 4
 230000000875 corresponding Effects 0.000 description 3
 238000010008 shearing Methods 0.000 description 3
 210000000282 Nails Anatomy 0.000 description 2
 230000000149 penetrating Effects 0.000 description 2
 239000002699 waste materials Substances 0.000 description 2
 241000486463 Eugraphe sigma Species 0.000 description 1
 230000001276 controlling effects Effects 0.000 description 1
 238000009795 derivation Methods 0.000 description 1
 238000009440 infrastructure construction Methods 0.000 description 1
 230000002787 reinforcement Effects 0.000 description 1
 230000035945 sensitivity Effects 0.000 description 1
 230000000087 stabilizing Effects 0.000 description 1
 230000003068 static Effects 0.000 description 1
Classifications

 G—PHYSICS
 G06—COMPUTING; CALCULATING; COUNTING
 G06F—ELECTRIC DIGITAL DATA PROCESSING
 G06F30/00—Computeraided design [CAD]
 G06F30/10—Geometric CAD
 G06F30/13—Architectural design, e.g. computeraided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads

 G—PHYSICS
 G06—COMPUTING; CALCULATING; COUNTING
 G06F—ELECTRIC DIGITAL DATA PROCESSING
 G06F30/00—Computeraided design [CAD]
 G06F30/10—Geometric CAD
 G06F30/17—Mechanical parametric or variational design
Abstract
Description
Technical Field
The invention belongs to the technical field of landslide prevention and control, and particularly relates to an optimization design method for governing parameters of a side slope slideresistant pile.
Background
Nowadays, economic construction is rapidly developed and infrastructure construction requirements are increasingly growing, so that more and more largescale facilities such as industrial and civil building engineering, hydraulic engineering, municipal engineering, road engineering, bridge engineering and the like are promoted to be built, and a large number of slope engineering and stability evaluation problems thereof become focuses of engineering construction fields. Meanwhile, a large amount of engineering construction also promotes landslide control technical measures to be correspondingly perfected and developed, and more control techniques and measures play an important role in the field of landslide control. The antislide pile is one of important landslide control technical measures and is widely applied to landslide control engineering practice.
The slideresistant pile is a pile penetrating through the sliding body and penetrating into the sliding bed, is used for resisting slope reinforcement and retaining structures of the sliding power of the sliding body, plays a role in stabilizing the slope, and is a main measure for slope slideresistant treatment. The action mechanism of the slideresistant pile is to balance the gliding thrust of a slope by utilizing the anchoring effect and the passive resistance of the anchoring section in a stable stratum. Compared with other landslide prevention and control measures such as a soil nail anchor rod and an antiskidding retaining wall, the antiskidding pile mainly has the following advantages: the antiskid performance is good, the pile has high bending resistance and shear rigidity, and can resist great gliding thrust; secondly, the construction safety performance is strong, the disturbance range of the construction to the surrounding stratum is small, the landslide state is not easy to deteriorate, and the method can be used for rush repair engineering; the masonry quantity is small, the treatment engineering cost is low, and the method is economical and reasonable; fourthly, geological conditions can be further verified, and the original design scheme can be corrected in time; and fifthly, the device can be flexibly matched with other slope treatment measures such as soil nails, anchor rods and the like. Due to the outstanding advantages of the slideresistant piles in landslide control and slope stability maintenance, the slideresistant piles are widely applied to slope projects such as mine side slopes, railways, highway landslides, foundation pit supports of industrial and civil buildings and ports, so that the importance of optimization design on the slideresistant pile control parameters is more and more prominent, and the slideresistant piles become important key problems faced and solved in the field of slideresistant pile design and construction.
The pile spacing is an important index in the design of the slideresistant pile, the slideresistant effect can be failed due to overlarge pile spacing, and the investment is increased due to the fact that the pile spacing is too small, so that the reasonable optimal pile spacing is an important design parameter in the practice of the slideresistant pile management engineering. The current mainstream method for determining the optimal spacing of the slideresistant piles is an earth arch effect analysis method under different assumed conditions. The method is based on analysis of the soil arch effect between the antislide piles in the slope engineering, and provides that the pile spacing is determined by jointly controlling the static balance condition between piles, the strength condition of the midspan section and the strength condition of the section at the arch foot. However, the method does not consider the distribution condition of the internal force of the slideresistant pile and the deformation coordination condition, and has great limitation.
Disclosure of Invention
In order to supplement and correct the limitation and the deficiency of the traditional slideresistant piles in the aspect of the accuracy of the selected design parameters, the invention aims to seek a new method which breaks through the existing traditional method, is easy to calculate and is universal, so that the double optimization of the slideresistant piles on two layers of pile arrangement and calculation is realized, and the goal of scientifically and effectively treating landslide disasters is achieved.
The invention is realized by adopting the following technical scheme:
an optimal design method for governing parameters of a side slope slideresistant pile comprises the following steps:
the method comprises the following steps: determining physical and mechanical parameters of a side slope soil layer;
step two: determining design parameters of the antislide pile and analyzing stress;
step three: determining the maximum lateral pressure value of the soil layer of the embedded section by an m method;
step four: determining an optimal coefficient of pile position spacing;
step five: determining the optimal pile position spacing;
step six: and (4) optimizing and calculating the internal force calculation parameters of the slideresistant pile.
In the first step, systematic investigation, test, survey and mapping are carried out on the side slope to be measured according to the survey specification of side slope engineering (YS 52301996) and the soil engineering test regulation (SL 2371999), and the physical and mechanical parameters (c, d, g, b, g, b, g, c, g, b, g,γ). And determining the foundation proportion coefficient m by looking up a table according to ' annex C ' in landslide prevention and control engineering design and construction technical Specifications ' (DZ/T02192006).
The second step comprises the following steps:
1) determination of design parameters of slideresistant pile
To slide between pilesThe body has enough stability, is not extruded out of the piles under the action of downward sliding force, the frictional resistance generated by the soil body between the piles and the side surfaces of the two piles is not less than the landslide thrust between the piles, and the plane arrangement of the piles meets the appropriate distance; the proper embedding depth and pile length can ensure that the side wall stress transmitted to the stratum below the sliding surface by the slideresistant pile is not greater than the lateral allowable compressive strength of the stratum. Determining the length h of the loaded section of the pile according to the landslide prevention engineering design and construction technical Specification (DZ/T02192006) by combining the principle, engineering geological data and design requirements_{1}Length h of the embedding section_{2}。
2) Determination of total thrust borne by antislide pile
The design load of the slideresistant pile is mainly as follows: firstly, landslide thrust borne by a single pile acts on the pile back above a sliding surface and can be assumed to be parallel to the sliding surface; driving the earth pressure before the pile. It is generally assumed that the difference between the landslide thrust and the passive earth pressure experienced by each pile is equal to the landslide thrust within the range of the pile center distance:
P＝P_{T}E_{p} (1)
in the formula, P is the total thrust borne by the slideresistant pile, namely the total slide resistance (kN) of the slideresistant pile; p_{T}Pile front landslide thrust (kN) (determined by selecting a corresponding calculation formula according to different types of sliding surfaces, see "project design and construction technical Specification for landslide control" appendix A "); e_{p}Passive earth pressure before pile (kN).
In the third step, the maximum lateral pressure value of the soil layer of the embedded section is the maximum stress value allowed to be borne by the pile to be safe and normal in work, and when the working stress of the slideresistant pile does not exceed the maximum lateral pressure value, the pile is safe and is also basic data in the process of determining the optimal design parameters of the slideresistant pile. According to the difference of the structure, the structure and the mechanical property of the soil layer where the antislide pile is located, the maximum lateral pressure value of the soil layer of the embedded section can be obtained by the following formulas (2) and (3) in the technical specification of landslide prevention engineering design and construction (DZ/T02192006):
1) relatively intact rock mass or hard clay rock
σ_{max}＝ρ_{1}·R (2)
2) General soil bodies or severely weathered broken rock formations
σ_{max}＝ρ_{2}·(σ_{p}σ_{a}) (3)
In the formula, σ_{max}maximum lateral pressure value (kPa) of soil layer of the embedment section; rho_{1}The reduction coefficient is generally 0.10.5, and depends on the fracture, weathering and softening degree of the rocksoil body, the difference along the horizontal direction and the like; rho_{2}The reduction coefficient depends on the precision of the soil body structural characteristics and the mechanical strength parameters, and is preferably 0.51.0; rrock uniaxial compressive ultimate strength (kPa); sigma_{p}Passive earth pressure stress (kPa) of the prepile rocksoil mass acting on the pile body; sigma_{a}Active earth pressure stress (kPa) of the postpile rocksoil mass acting on the pile body.
In the fourth step, M is defined_{s}The optimal coefficient of the pile position spacing represents the stress generated by the slideresistant pile under the action of unit sliding thrust, and is determined by the following equations (4) and (5):
taking the pile bottom simplified as a free end as an example,
in the formula, M_{s}a pile spacing optimum coefficient; mground coefficient of proportionality (kN/m)^{4}) The method is determined by looking up a table in ' annex C ' in engineering design and construction technical Specification for landslide prevention and treatment ' (DZ/T02192006); emodulus of elasticity (MPa) of the slideresistant pile; coefficient of deformation (m) of alphapiles^{1})，B_{P}Calculating the width for pile face, rectangular pile B_{P}Round pile B +1_{P}0.9 × (B +1), B being the width or diameter of the pile crosssection; ipile section moment of inertia (m)^{4})；A_{i}、B_{i}、C_{i}、D_{i}i∈[1,4]Function value of influence of m method (table lookup) depending on converted depth of pileThe calculation result is shown in 'road, bridge and culvert foundation and foundation design Specification' (JTG D632007) Table P.0.8, wherein the upper mark h is provided_{2}And (4) representing the pile bottom end value.
In the fifth step, on the premise of ensuring the safety and stability of the antiskid structure, in order to avoid waste in design and shorten the construction period so as to achieve the balance and coordination of the structure safety and the economic rationality, the optimal distance between two adjacent pile positions can be determined by the formula (6) under the conditions that the pile lengths are equal and the section sizes are the same:
in the formula, s_{op}optimal spacing between two adjacent pile positions; sigma_{max}maximum lateral soil pressure value (kPa); k_{s}Safety factors, the values of which are shown in table 8.1.3 in slope engineering survey Specification (YS 52301996) on the values of slope stability coefficients; ptotal thrust force of the slideresistant pile, namely total slide resistance (kN) of the slideresistant pile.
In the sixth step, after the optimal pile position interval is determined, the optimal calculation of the pile internal force calculation parameters can be performed (specifically, the basic principle 2 of the invention is derived):
in the formula, M_{y}、Q_{y}bending moment (kN · m) and shearing force (kN) of any section of the pile body of the anchoring section; x is the number of_{A}、φ_{A}、M_{A}、Q_{A}displacement (m) of the pile at the sliding surface, corner (rad), bending moment (kN · m), shear force (kN). When the pile bottom is a free end, M_{A}、Q_{A}、x_{A}、φ_{A}The following equation (8) is obtained:
the theoretical basis of the method of the invention is as follows:
principle 1 optimal pile spacing and optimal calculation width formula derivation
Order to
The shaft lateral stress can be expressed as
According to the specification requirements, σ_{y}≤σ_{max}Taking the limit state σ_{y}＝σ_{max}By internal force diagram σ of the embedded end_{y}As shown in fig. 3, when y is equal to h_{2}When, σ_{y}To a maximum value, i.e. sigma_{y}＝σ_{max}Therefore, it is caused byNamely formula (3)
Wherein v ═ ζ_{x}A_{1}+ζ_{φ}B_{1}+C_{1}、u＝ξ_{x}A_{1}+ξ_{φ}B_{1}+D_{1}Then, then
Definition M_{s}The optimal coefficient of the pile position space is obtained,and determining the safety coefficient K of the miniature pile group according to the value of the slope stability coefficient in 8.1.3 in the survey Specification of slope engineering (YS 52301996)_{s}Endowing certain safety reserve for the stability evaluation of the miniature pile group, and finally obtaining the optimal pile spacing
Principle 2'm' method for calculating internal force of slideresistant pile
The deformation of the elastic pile includes the position change and bending deformation of the pile body, and in the'm' method, the deformation coefficient of the pileThe differential flexural equation of the pile top (anchoring section) under horizontal load is
In the formula, myB_{P}The horizontal resistance of the xfoundation on the pile, for the "m" method, the above flexural differential equation holds for the anchoring section with zero foundation coefficient at the slip surface.
The equation is a fourorder linear variable coefficient homogeneous differential equation, is expanded by a power series and then is subjected to approximate solution, and is converted and sorted to obtain the equation
In the formula: x is the number of_{y}、M_{y}、Q_{y}displacement (m), bending moment (kN · m), shear force (kN) of any section of the pile body of the anchoring section; x is the number of_{A}、φ_{A}、M_{A}、Q_{A}displacement (m) of the pile at the sliding surface, corner (rad), bending moment (kN · m), shear force (kN); a. the_{i}、B_{i}、C_{i}、D_{i}i∈[1,4]The function value of the influence of the m method (obtained by table lookup, see "road, bridge, culvert foundation and foundation design Specification" (JTG D632007) Table P.0.8) which varies with the converted depth of the pile, and the value of the influence is marked with a superscript h_{2}And (4) representing the pile bottom end value.
The above formula is a general formula of the "m" method, and x at the sliding surface must be obtained first during calculation_{A}And phi_{A}The displacement, corner, bending moment, shearing force of any section of the pile body and the lateral stress of foundation soil on the section can be obtained. Therefore, the determination needs to be performed according to three boundary conditions of the column bottom, namely, the free end, the hinged end and the fixed end, and the column bottom free end is taken as an example for explanation.
When the pile bottom is selfWhen starting from, M_{B}＝0、Q_{B}＝0、φ_{B}≠0、x_{B}Not equal to 0, and mixing M_{B}＝0、Q_{B}The 3 rd and 4 th formulas of 0 substituted formula (7) are combined to obtain
Corresponding x under various boundary conditions_{A}And phi_{A}The displacement and the internal force of any section of the pile body below the sliding surface can be obtained by substituting the formula (9).
The method adopted by the invention is that the internal force limit state is taken, namely the maximum stress generated by the pile under the action of the downward sliding thrust and the pile front resistance of the slideresistant pile is equal to the maximum lateral pressure value determined by the calculation of the parameters of the soil layer where the pile body is positioned, the design parameters of the slideresistant pile are deduced reversely from the internal force of the pile body, and the optimal distance of the slideresistant pile is further determined. The method supplements and corrects uncertainty of the traditional slideresistant pile calculation parameters selected in a large area, and provides a new method which breaks through the existing method, is easy to calculate and has strong applicability, so that double optimization of the slideresistant pile on two layers of pile arrangement and calculation is realized. Practice proves that the distance determined by the method is within a value range specified by a specification and is accurate to a certain value, and the purpose of parameter optimization is achieved.
Drawings
FIG. 1 is a flow chart of the present invention;
FIG. 2 is a schematic diagram of the design load of the antislide pile;
fig. 3 stress distribution diagram of the anchor section of the slideresistant pile.
Detailed Description
A project is positioned on the right side slope of a road surface at a section K9+ 590K10 + 010. Through engineering geological investigation, the area is rugged and narrow mountain land, the construction environment is severe, the difficulty of the largescale mechanical shift in and out is high, the stratum soil is loose, and the sensitivity is high. Through comprehensive evaluation, the miniature pile group pile arrangement method provided by the invention is suitable for the site. The feasibility of this process is discussed in detail below in connection with this project to illustrate its practical significance and value. The specific implementation steps are as follows:
the method comprises the following steps: determination of landslide soil layer physical and mechanical parameters
Systematic exploration, test, survey and mapping are carried out on the side slope to be measured by the survey specification of side slope engineering (YS 52301996) and the soil engineering test regulation (SL 2371999), and the physical and mechanical parameters (c, g, B, C,γ). And determining the foundation proportion coefficient m by looking up a table according to ' annex C ' in engineering design and construction technical Specification for landslide control ' (DZ/T02192006), which is detailed in Table 1.
TABLE 1 slope design parameters
Step two: determination of design parameters of slideresistant pile and stress analysis
1) Determination of design parameters of slideresistant pile
In order to ensure that the sliding bodies between the piles have enough stability, the sliding bodies are not extruded out of the piles under the action of a downward sliding force, and the frictional resistance generated by the soil body between the piles and the side surfaces of the two piles is not less than the landslide thrust between the piles, the plane arrangement of the piles should meet the appropriate distance; the proper anchoring depth and pile length can ensure that the side wall stress transmitted to the stratum below the sliding surface by the slideresistant pile is not greater than the lateral allowable compressive strength of the stratum.
According to the landslide prevention engineering design and construction technical specification, the plane arrangement, the pile spacing, the pile length and the anchoring section length of the piles are determined by combining the principle, engineering geological data and design requirements, and the concrete contents are shown in a table 2.
TABLE 2 pile design parameters
2) Determination of total thrust borne by antislide pile
The design load of the slideresistant pile (the stress diagram is shown in figure 2) is mainly as follows: firstly, landslide thrust borne by a single pile acts on the pile back above a sliding surface and can be assumed to be parallel to the sliding surface; driving the earth pressure before the pile. It is generally assumed that the difference between the landslide thrust and the passive earth pressure experienced by each pile is equal to the landslide thrust within the range of the pile center distance:
P＝P_{T}E_{p}＝40003889.23＝110.77kN/m (1)
in the formula, P is the total thrust borne by the slideresistant pile, namely the total slide resistance (kN) of the slideresistant pile; p_{T}The thrust (kN) of the landslide before the pile (determined by selecting a corresponding calculation formula according to different types of sliding surfaces, particularly in appendix A of landslide control engineering design and construction technical Specification), the calculation steps are complex and are omitted; e_{p}Passive earth pressure before pile (kN).
Step three: method for determining maximum lateral pressure value of soil layer of embedded section by using m method
The maximum lateral pressure value of the soil layer of the embedded section is the maximum stress value allowed to be borne by the pile to ensure the safety and normal work of the pile, and when the working stress of the antislide pile does not exceed the maximum lateral pressure value, the pile is safe and is also the basic data in the optimal parameter determination process. According to the difference of the structure, the structure and the mechanical property of the soil layer where the antislide pile is located, the maximum lateral pressure value of the soil layer of the embedded section can be obtained by formulas (2) and (3) in the Specification 'landslide prevention engineering design and construction technical Specification' (DZ/T02192006):
in the formula, σ_{max}Maximum lateral pressure value (kPa) of soil layer in the consolidation zone)；ρ_{2}The reduction coefficient depends on the precision of the soil body structural characteristics and the mechanical strength parameters, and is preferably 0.51.0; sigma_{p}Passive earth pressure stress (kPa) of the prepile rocksoil mass acting on the pile body; sigma_{a}Active earth pressure stress (kPa) of the postpile rocksoil mass acting on the pile body.
Step four: determination of optimal coefficient of pile position spacing
Definition M_{s}The optimal coefficient of the pile position spacing represents the stress generated by the miniature pile group under the action of unit gliding thrust, and is determined by the following equations (4) and (5):
taking the pile bottom simplified as a free end as an example,
in the formula, M_{s}a pile spacing optimum coefficient; mground coefficient of proportionality (kN/m)^{4}) The method is determined by looking up a table in ' annex C ' in engineering design and construction technical Specification for landslide prevention and treatment ' (DZ/T02192006); emodulus of elasticity (MPa) of the slideresistant pile; coefficient of deformation (m) of alphapiles^{1})，B_{P}Calculating the width for pile face, rectangular pile B_{P}Round pile B +1_{P}0.9 × (B +1), B being the width or diameter of the pile crosssection; ipile section moment of inertia (m)^{4})；A_{i}、B_{i}、C_{i}、D_{i}i∈[1,4]The function value of the influence of the m method (obtained by table lookup, see "road, bridge, culvert foundation and foundation design Specification" (JTG D632007) Table P.0.8) which varies with the converted depth of the pile, and the value of the influence is marked with a superscript h_{2}And (4) representing the pile bottom end value.
Step five: determination of optimal pile spacing
Under the prerequisite of guaranteeing the antiskidding structure safety and stability, for avoiding the waste in the design, shorten construction period to reach the balance and the coordination of structural security and economic rationality, equal, the same condition of crosssectional dimension of stake length, can confirm the optimum interval of two adjacent stake positions by formula (6):
in the formula, s_{op}optimal spacing between two adjacent pile positions; sigma_{max}earth layer allowed lateral pressure; k_{s}Safety factors, the values of which are shown in table 8.1.3 in slope engineering survey Specification (YS 52301996), the value of the slope stability coefficient is 1.05; ptotal thrust force of the slideresistant pile, namely total slide resistance (kN) of the slideresistant pile.
Step six: optimization calculation of internal force calculation parameters of slideresistant pile
And after the optimal pile position spacing and the optimal section calculation width are determined, the optimal calculation of the pile internal force calculation parameters can be carried out:
in the formula: m_{y}、Q_{y}bending moment (kN · m) and shearing force (kN) of any section of the pile body of the anchoring section; x is the number of_{A}、φ_{A}、M_{A}、Q_{A}displacement (m) of the pile at the sliding surface, corner (rad), bending moment (kN · m), shear force (kN). When the pile bottom is a free end, M_{A}、Q_{A}、x_{A}、φ_{A}The following equation (8) is obtained:
TABLE 3 results of internal force calculation
Claims (1)
Priority Applications (1)
Application Number  Priority Date  Filing Date  Title 

CN201611222773.XA CN106650118B (en)  20161227  20161227  Optimization design method for governing parameters of side slope slideresistant pile 
Applications Claiming Priority (1)
Application Number  Priority Date  Filing Date  Title 

CN201611222773.XA CN106650118B (en)  20161227  20161227  Optimization design method for governing parameters of side slope slideresistant pile 
Publications (2)
Publication Number  Publication Date 

CN106650118A CN106650118A (en)  20170510 
CN106650118B true CN106650118B (en)  20191220 
Family
ID=58832786
Family Applications (1)
Application Number  Title  Priority Date  Filing Date 

CN201611222773.XA CN106650118B (en)  20161227  20161227  Optimization design method for governing parameters of side slope slideresistant pile 
Country Status (1)
Country  Link 

CN (1)  CN106650118B (en) 
Citations (2)
Publication number  Priority date  Publication date  Assignee  Title 

CN103150421A (en) *  20130202  20130612  青岛理工大学  Method for simultaneously determining pile position and critical depth of antislide pile by using displacement monitoring 
CN104794369A (en) *  20150518  20150722  重庆大学  Antiskid pile space based on soil arch effect and pileslab soil pressure determination method 
Family Cites Families (2)
Publication number  Priority date  Publication date  Assignee  Title 

CN103225310B (en) *  20130521  20150715  中南大学  Structural design method for loadbearing section of miniature antislip compound pile 
CN106245629B (en) *  20160913  20181016  大连理工大学  A kind of antiskid uplift pile in mountain area and its design method 

2016
 20161227 CN CN201611222773.XA patent/CN106650118B/en active IP Right Grant
Patent Citations (2)
Publication number  Priority date  Publication date  Assignee  Title 

CN103150421A (en) *  20130202  20130612  青岛理工大学  Method for simultaneously determining pile position and critical depth of antislide pile by using displacement monitoring 
CN104794369A (en) *  20150518  20150722  重庆大学  Antiskid pile space based on soil arch effect and pileslab soil pressure determination method 
NonPatent Citations (5)
Title 

New method of designing anti slide piles—the strength reduction FEM;Zheng Yingren,etc;《Engineering science》;20100930;第8卷(第3期);111 * 
Research on Arch Effect between Antislide Piles and Soil Pressure on Pile Sheet;Li Guo,etc;《3rd International Conference on Management, Education, Information and Control (MEICI 2015)》;20150630;93394 * 
Study on AntiSlide Pile Spacing in Slope Reinforcement Using AntiSlide Pile with Geocell and Influencing Factors;Liu Dapeng,etc;《2013 Fourth International Conference on Digital Manufacturing & Automation》;20130916;12581260 * 
基于桩距变化的抗滑桩设计优化研究;惠明星;《中国优秀硕士论文全文数据库 工程科技II辑》;20140715;C038840 * 
考虑滑床岩体不同地基系数的弹性抗滑桩受力特征研究;詹红志;《中国优秀硕士论文全文数据库 工程科技II辑》;20160715(第7期);C038614 * 
Also Published As
Publication number  Publication date 

CN106650118A (en)  20170510 
Similar Documents
Publication  Publication Date  Title 

Ng et al.  Threedimensional centrifuge modelling of the effects of twin tunnelling on an existing pile  
Ashour et al.  Analysis of pile stabilized slopes based on soil–pile interaction  
Wyllie  Foundations on rock: engineering practice  
Liu et al.  Observed performance of a deep multistrutted excavation in Shanghai soft clays  
Farrell et al.  Building response to tunnelling  
Mehdipour et al.  Numerical study on stability analysis of geocell reinforced slopes by considering the bending effect  
Adams et al.  Geosynthetic reinforced soil integrated bridge system, synthesis report  
Huang et al.  3D coupled mechanical and hydraulic modeling of a geosyntheticreinforced deep mixed columnsupported embankment  
Lemnitzer et al.  Lateral performance of fullscale bridge abutment wall with granular backfill  
Ebeling et al.  The seismic design of waterfront retaining structures  
Byrne et al.  Manual for design and construction monitoring of soil nail walls  
Brown et al.  Cyclic lateral loading of a largescale pile group  
Liu et al.  Numerical investigation of underlying tunnel heave during a new tunnel construction  
CN104480962B (en)  A kind of geostatic shield computational methods of the limited barricade that bankets  
CN102306225B (en)  Method for simulating construction course and tunnel deformation influence value of multiline overlapping tunnel  
Lv et al.  Threedimensional numerical analysis of the stress transfer mechanism of XCC piled raft foundation  
Sun et al.  Design method for stabilization of earth slopes with micropiles  
Lazarte et al.  Geotechnical Engineering Circular No. 7Soil Nail Walls  
Sabatini et al.  Ground anchors and anchored systems  
CN105401947A (en)  Largedeformation control construction method for high ground stress weak surrounding rock tunnel  
Katzenbach et al.  Foundation systems for highrise structures  
Poulos  Tall building foundations: design methods and applications  
Lazarte et al.  Geotechnical engineering circular No. 7 soil nail wallsreference manual  
Do et al.  Evaluation of factors of safety against basal heave for deep excavations in soft clay using the finiteelement method  
CN104141496A (en)  Rectangular roadway surrounding rock deformation and failure control method 
Legal Events
Date  Code  Title  Description 

PB01  Publication  
PB01  Publication  
SE01  Entry into force of request for substantive examination  
SE01  Entry into force of request for substantive examination  
GR01  Patent grant  
GR01  Patent grant 