CN106650118A - Optimization design method for governing parameters of side slope slide-resistant pile - Google Patents
Optimization design method for governing parameters of side slope slide-resistant pile Download PDFInfo
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Abstract
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 slide-resistant pile. Which comprises the following steps: determining physical and mechanical parameters of a side slope soil layer; determining design parameters of the anti-slide pile and analyzing stress; determining the maximum lateral pressure value of the soil layer of the embedded section by an m method; determining an optimal coefficient of pile position spacing; determining the optimal pile position spacing; and (4) optimizing and calculating the internal force calculation parameters of the slide-resistant pile. The method supplements and corrects uncertainty of the traditional slide-resistant 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 slide-resistant 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.
Description
Technical field
The invention belongs to preventing land slide technical field, and in particular to a kind of Anti-sliding Pile administers the optimization design side of parameter
Method.
Background technology
The fast-developing and infrastructure construction demand of current economic construction is growing, promotes increasing industry
With the construction of the main facilities such as civil building engineering, hydraulic engineering, municipal works, road engineering and science of bridge building, substantial amounts of side
Slope engineering and its estimation of stability problem have become engineering construction field focus of attention.At the same time, substantial amounts of engineering is built
If also promoting landslide control technical measures to obtain corresponding perfect and development, more Treatment process are controlled on landslide with measure
Reason field played an important role.Wherein, friction pile is also widely applied as one of important landslide control technical measures
Among landslide control engineering practice.
Friction pile is the pile that slider bed is penetrated with through gliding mass, to slope reinforcement, a gear for resisting gliding mass downslide power
Structure, plays stable side slope, is the major measure that a kind of side slope antiskid is processed.The mechanism of action of friction pile is using anchoring
Section balances the Thrust of slopes in the anchorage effect and passive resisting force of good ground.Contrast soil nailing anchor pole, antiskid retaining wall etc.
Other landslide control measures, friction pile mainly has the advantage that:1. antiskid is functional, pile bending resistance itself and shear stiffness
Greatly, very big Thrust can be resisted;2. construction safety performance is strong, constructs little to the range of disturbance of surrounding formation, is difficult to deteriorate
Landslide state, can be used to salvage;3. bricklaying quantity is little, harnessing project low cost, economical rationality;4. further can examine ground
Matter condition, the former design of amendment in time;5. can flexibly coordinate with other slope treatment measures such as soil nailing, anchor pole.Due to anti-
Sliding pile is in harnessing landslide and safeguards outstanding advantages on stability of slope, makes friction pile be widely used in mine slope, railway, highway
In the slope project such as landslide, industrial and civil buildings pattern foundation pit supporting structure, harbour, thus how anti-slide pile controlling parameter is optimized
Design and construction, the especially importance of the optimization design of friction pile pile spacing are highlighted further, and become anti-slide pile design with
The important key issue that construction field faced and solved.
Important indicator when pile spacing is anti-slide pile design, pile spacing is excessive to be likely to result in AsA -GSH cycle failure,
Pile spacing is too small and easily causes investment increase, so rational optimum pile spacing is a weight in anti-slide pile controlling engineering practice
The design parameter wanted.The main stream approach for determining friction pile superior distance at present is soil arching effect analytic approach under different assumed conditions.
The method is in side slope engineering between friction pile on the basis of soil arching effect analysis, proposition should with static balance condition between stake,
Cross-sectional strength condition co- controlling is determining pile spacing at spaning middle section strength condition and arch springing.But the method is not accounted for
Anti-Slide Pile Internal Force distribution occasion and deformation compatibility condition, there is significant limitation.
The content of the invention
For supplementary limitation and deficiency with the above-mentioned traditional friction pile of amendment in terms of design parameter accuracy is selected, this
It is bright to seek to a kind of existing tradition of breakthrough, be easy to calculate and pervasive new method, to realize that friction pile is being laid out pile and calculated
Two aspect double optimizations, reaching carries out science, effective management goal to landslide disaster.
The present invention is realized using following technical scheme:
A kind of Anti-sliding Pile administers the Optimization Design of parameter, comprises the following steps:
Step one:The determination of side slope soil layer physical and mechanical parameter;
Step 2:The determination of anti-slide pile design parameter and force analysis;
Step 3:" m " method determines fixed section soil layer maximum lateral pressure value;
Step 4:The determination of stake column pitch optimal coefficient;
Step 5:The determination of optimum stake column pitch;
Step 6:The optimization of anti-slide pile internal force calculation parameter is calculated.
In the step one, according to《Slope project geotechnical investigation code》(YS5230-1996) and《Earthwork test rule》
(SL237-1999) carry out prospecting, test and the survey and drawing of investigation of system to side slope to be determined, with ground in-situ test or room
Interior soil test synthesis measuring side slope slopes soil layer physical and mechanical parameter (c,γ).And according to《Landslide control engineering is designed
With construction technique normalizing》(DZ/T 0219-2006) " appendix C " tables look-up and determines subgrade soil ratio coefficient m.
The step 2 includes:
1) determination of anti-slide pile design parameter
In order that gliding mass has enough stability between stake, will not extrude between stake under sliding force effect, and between stake
Frictional resistance produced by the soil body and two sides is not less than the Thrust of Landslide between stake, between the horizontal layout of stake should meet suitably
Away from;Suitable building-in depth and stake is long can ensure that friction pile is delivered to the side wall stress on stratum below sliding surface and is not more than stratum
Laterally allow compression strength.According to《Landslide control engineering technique of design and construction specification》(DZ/T 0219-2006), with reference to
Mentioned above principle, engineering geological data and design requirement, it is determined that load-bearing segment length h of stake1, build-in segment length h2。
2) determination of gross thrust suffered by friction pile
The design load of friction pile is mainly as follows:1. the Thrust of Landslide that single pile bears, acts on the stake of sliding surface above section
Back, it may be assumed that parallel with sliding surface;2. passive earth pressure before stake.Commonly assume that Thrust of Landslide that every pile born and broken ground
The difference of pressure is equal to Thrust of Landslide of the pile center within the scope of:
P=PT-Ep (1)
In formula, gross thrust suffered by P- friction piles, i.e. friction pile total skid resistance (kN);PTThrust of Landslide (kN) before-stake (should be by
The corresponding computing formula of different sliding surface type selectings determines, is specifically shown in《Landslide control engineering technique of design and construction specification》
" appendix A ");EpPassive earth pressure (kN) before-stake.
In the step 3, fixed section soil layer maximum lateral pressure value ensures that pile safety, normal work allow to hold
The maximum stress value received, when friction pile working stress is less than the value, the pile is safe, while being also that friction pile optimum sets
Master data in meter parameter determination process.The difference of structure, construction and mechanical property according to friction pile place soil layer, build-in
Section soil layer maximum lateral pressure value can be by specification《Landslide control engineering technique of design and construction specification》(DZ/T 0219—2006)
In following (2) (3) formula obtain:
1) more complete rock mass or flint clay rock
σmax=ρ1·R (2)
2) the general soil body or the broken rock of serious weathering
σmax=ρ2·(σp-σa) (3)
In formula, σmax- fixed section soil layer maximum lateral pressure value (kPa);ρ1- reduction coefficient, depending on Rock And Soil crack,
Weathering and softening degree, otherness in the horizontal direction etc., generally 0.1~0.5;ρ2- reduction coefficient, depending on soil structures
The precision of feature and mechanical strength parameter, suitable value is 0.5~1.0;R- Rock Under Uniaxial Compression ultimate compressive strengths (kPa);σpBefore-stake
Rock And Soil acts on the passive soil compressive stress (kPa) of pile body;σaRock And Soil acts on the active soil compressive stress of pile body after-stake
(kPa)。
In the step 4, M is definedsFor stake column pitch optimal coefficient, effect of the friction pile in unit Thrust is represented
The stress of lower generation, is determined by formula (4) (5):
So that stake bottom is reduced to free end as an example,
In formula, Ms- stake column pitch optimal coefficient;M- subgrade soil ratio coefficient (kN/m4), by《Landslide control engineering is designed and applied
Work technical specification》(DZ/T 0219-2006) " appendix C " tables look-up determination;E- friction pile elastic modelling quantity (MPa);The deformation of α-stake
Coefficient (m-1),BPWidth, rectangular pile B are calculated for stake frontP=B+1, circular stake BP=0.9 × (B+1),
B is stake cross-sectional width or diameter;I- stake cross sectional moment of inertia (m4);Ai、Bi、Ci、Di- i ∈ [Isosorbide-5-Nitrae], with the conversion depth of stake
The influence function value of different m methods (is tabled look-up and is tried to achieve, table is shown in《Highway bridge and culvert ground and foundation design code》(JTG D63—2007)
Table is P.0.8), wherein band subscript h2Represent pile bottom values.
In the step 5, on the premise of antiskid structure safety and stability is ensured, to avoid the waste in designing, shortening from applying
The work duration, to reach balance of the safety of structure with economic rationality and coordination, in long equal, the sectional dimension identical condition of stake
Under, the superior distance of adjacent two positions can be determined by formula (6):
In formula, sop- adjacent two position superior distances;σmax- soil layer maximum lateral pressure value (kPa);Ks- safety coefficient, takes
Value is shown in《Slope project geotechnical investigation code》Values of the table 8.1.3 with regard to stability factor of slope in (YS5230-1996);P- antiskids
Stake suffered gross thrust, i.e. friction pile total skid resistance (kN).
In the step 6, after optimum stake column pitch determines, you can carry out the optimization meter of pile internal force calculating parameter
Calculate (concrete derivation sees its general principles 2):
In formula, My、QyThe moment of flexure (kNm) in the arbitrary section of-anchoring section pile body, shearing (kN);xA、φA、MA、QA- sliding surface
The displacement (m) of place's stake, corner (rad), moment of flexure (kNm) is sheared (kN).When stake bottom is free end, MA、QA、xA、φABy formula
(8) try to achieve:
The theoretical foundation of the inventive method is as follows:
The optimum column pitch of principle 1 and Optimal calculation Width Formula of Rib Knitted Fabric are derived
Order
Then pile body lateral stress is represented by
According to code requirement, σy≤σmax, take limiting condition σy=σmax, by position of fixity internal force diagram σyScheme to be understood (see Fig. 3),
Work as y=h2When, σyReach maximum, i.e. σy=σmax, therefore byObtain final product formula (3)
Wherein, ν=ζxA1+ζφB1+C1, u=ξxA1+ξφB1+D1, then
Define MsFor stake column pitch optimal coefficient,And according to《Slope project prospecting rule
Model》Table 8.1.3 determines the safety coefficient K of a miniature clump of piles with regard to the value of stability factor of slope in (YS 5230-1996)s,
Certain safety stock is given to miniature clump of piles estimation of stability, optimum stake column pitch can be finally obtained
Principle 2 " m " method calculates Anti-Slide Pile Internal Force
The deformation of elastic pile includes shift in position and the flexural deformation of pile body itself, in " m " method, the deformation coefficient of stakeWhen, stake top (anchoring section) is by the curve differential equation of horizontal loading
In formula, myBPX- grounds act on the horizontal resist forces in stake, and for " m " method, above-mentioned curve differential equation is to anchoring
The condition of Duan Chengli is the coefficient of subgrade reaction zero at sliding surface.
This is Fourth Order Linear variable coefficient homogeneous differential equation, with approximate solution is carried out after power series expansion, is converted after arranging
In formula:xy、My、QyThe displacement (m) in the arbitrary section of-anchoring section pile body, moment of flexure (kNm) is sheared (kN);xA、φA、
MA、QAThe displacement (m) of stake at-sliding surface, corner (rad), moment of flexure (kNm) is sheared (kN);Ai、Bi、Ci、Di- i ∈ [Isosorbide-5-Nitrae],
With the conversion depth of stake, the influence function value of different m methods (is tabled look-up and is tried to achieve, table is shown in《Highway bridge and culvert ground and foundation design code》
(JTG D63-2007) table is P.0.8), wherein band subscript h2Represent pile bottom values.
Above formula is the general formulae of " m " method, and the x at sliding surface must be first tried to achieve during calculatingAAnd φA, can just seek arbitrary section of pile body
Lateral stress of the displacement, corner, moment of flexure, shearing and foundation soil in face to the section.For this reason, it may be necessary to be reduced to freedom according to post bottom
The determination of end, hinge support and the arbitrary boundary conditions of fixing end three, the now explanation by taking the free end of post bottom as an example.
When stake bottom is free end, MB=0, QB=0, φB≠0、xB≠ 0, by MB=0, QB=0 substitutes into the 3rd, the 4 of formula (7)
Formula, connection is solved
By corresponding x under above-mentioned each arbitrary boundary conditionsAAnd φASubstitution formula (9), you can try to achieve the following pile body of sliding surface arbitrary
The displacement in section and internal force.
The method that the present invention is adopted is to take the stake under Thrust and resistant force in front of anti-sliding pile effect of internal force limiting condition, i.e. friction pile
The maximum stress that post is produced is equal to and the maximum lateral pressure value for determining is calculated by the parameter of pile body place soil layer, enters from Internal forces
Hand reversely derives its design parameter, and then determines the superior distance of friction pile.The method is supplemented and have modified traditional friction pile meter
Calculate the uncertainty that parameter is selected on big interval, it is proposed that a kind of breakthrough existing method, be easy to calculate and strong applicability it is new
Method, to realize laying out pile and calculating two aspect double optimizations to friction pile.It was verified that the spacing that the method determines is in rule
It is in the span of model defined and accurate in a certain value, realize the purpose of parameter optimization.
Description of the drawings
Fig. 1 flow charts of the present invention;
Fig. 2 anti-slide pile design load schematic diagrames;
Fig. 3 friction pile anchoring section stress envelopes.
Specific embodiment
Certain engineering is located at certain road K9+590~K10+010 road section surfaces right side side slope.Jing engineering geological investigations, the region is rugged
Rugged, narrow mountain region, construction environment is severe, and big machinery machine-team turnover difficulty is big, and stratum soil property is loose, and sensitivity is high.Jing
Comprehensive test is crossed, is suitably laid out pile method using a miniature clump of piles proposed by the invention at this.Come in addition detailed with reference to the engineering
Its feasibility is discussed, to illustrate its practical significance and value.Specific implementation step is as follows:
Step one:The determination of landslide soil layer physical and mechanical parameter
By《Slope project geotechnical investigation code》(YS5230-1996) and《Earthwork test rule》(SL237-1999) are to be measured
Fixed side slope carries out prospecting, test and the survey and drawing of investigation of system, with ground in-situ test or laboratory soil test synthesis measuring
Side slope slopes soil layer physical and mechanical parameter (c,γ).And according to《Landslide control engineering technique of design and construction specification》
(DZ/T 0219-2006) " appendix C " tables look-up and determines subgrade soil ratio coefficient m, refers to table 1.
The slopes design parameter of table 1
Step 2:The determination of anti-slide pile design parameter and force analysis
1) determination of anti-slide pile design parameter
In order that gliding mass has enough stability between stake, under sliding force effect, will not extrude between stake, and between stake
Frictional resistance produced by the soil body and two sides is not less than the Thrust of Landslide between stake, between the horizontal layout of stake should meet suitably
Away from;Suitable anchorage depth and stake is long can ensure that friction pile is delivered to the side wall stress on stratum below sliding surface and is not more than stratum
Laterally allow compression strength.
According to《Landslide control engineering technique of design and construction specification》In, with reference to mentioned above principle, engineering geological data and set
Meter requires to determine that the horizontal layout of stake, pile spacing, stake be long and anchoring depth, is specifically shown in Table 2.
The design parameter that table is 2
2) determination of gross thrust suffered by friction pile
The design load (stress diagram is shown in Fig. 2) of friction pile is main as follows:1. the Thrust of Landslide that single pile bears, acts on
The stake back of sliding surface above section, it may be assumed that parallel with sliding surface;2. passive earth pressure before stake.Commonly assume that what every pile was born
The difference of Thrust of Landslide and passive earth pressure is equal to Thrust of Landslide of the pile center within the scope of:
P=PT-Ep=4000-3889.23=110.77kN/m (1)
In formula, gross thrust suffered by P- friction piles, i.e. friction pile total skid resistance (kN);PTThrust of Landslide (kN) before-stake (should be by
The corresponding computing formula of different sliding surface type selectings determines, is specifically shown in《Landslide control engineering technique of design and construction specification》
" appendix A "), calculation procedure is complicated, omits herein;EpPassive earth pressure (kN) before-stake.
Step 3:" m " method determines fixed section soil layer maximum lateral pressure value
Fixed section soil layer maximum lateral pressure value ensures pile safety, normal work institute maximum stress allowed to bear
Value, when friction pile working stress is less than the value, the pile is safe, while being also basic in optimized parameter determination process
Data.The difference of structure, construction and mechanical property according to friction pile place soil layer, fixed section soil layer maximum lateral pressure value can
By specification《Landslide control engineering technique of design and construction specification》Formula (2) (3) in (DZ/T 0219-2006) is obtained:
In formula, σmax- fixed section soil layer maximum lateral pressure value (kPa);ρ2- reduction coefficient, depending on soil structures feature
With the precision of mechanical strength parameter, suitable value is 0.5~1.0;σpRock And Soil acts on the passive soil compressive stress of pile body before-stake
(kPa);σaRock And Soil acts on the active soil compressive stress (kPa) of pile body after-stake.
Step 4:The determination of stake column pitch optimal coefficient
Define MsFor stake column pitch optimal coefficient, what the miniature clump of piles of expression was produced in the presence of unit Thrust answers
Power, is determined by formula (4) (5):
So that stake bottom is reduced to free end as an example,
In formula, Ms- stake column pitch optimal coefficient;M- subgrade soil ratio coefficient (kN/m4), by《Landslide control engineering is designed and applied
Work technical specification》(DZ/T 0219-2006) " appendix C " tables look-up determination;E- friction pile elastic modelling quantity (MPa);The deformation of α-stake
Coefficient (m-1),BPWidth, rectangular pile B are calculated for stake frontP=B+1, circular stake BP=0.9 × (B+1),
B is stake cross-sectional width or diameter;I- stake cross sectional moment of inertia (m4);Ai、Bi、Ci、Di- i ∈ [Isosorbide-5-Nitrae], with the conversion depth of stake
The influence function value of different m methods (is tabled look-up and is tried to achieve, table is shown in《Highway bridge and culvert ground and foundation design code》(JTG D63—2007)
Table is P.0.8), wherein band subscript h2Represent pile bottom values.
Step 5:The determination of optimum stake column pitch
On the premise of antiskid structure safety and stability is ensured, to avoid the waste in designing, shorten the construction period, to reach
Balance and coordination of the safety of structure with economic rationality, under the conditions of long equal, the sectional dimension identical of stake, can be by formula
(6) superior distance of adjacent two positions is determined:
In formula, sop- adjacent two position superior distances;σmax- soil layer allows lateral pressure;Ks- safety coefficient, value is shown in《Side slope
Engineering investigation specification》With regard to the value of stability factor of slope, this example takes 1.05 to table 8.1.3 in (YS5230-1996);P- resists
Gross thrust suffered by sliding pile, i.e. friction pile total skid resistance (kN).
Step 6:The optimization of anti-slide pile internal force calculation parameter is calculated
The excellent of pile internal force calculating parameter can be carried out after optimum stake column pitch and section Optimal calculation width determine
Change and calculate:
In formula:My、QyThe moment of flexure (kNm) in the arbitrary section of-anchoring section pile body, shearing (kN);xA、φA、MA、QA- sliding surface
The displacement (m) of place's stake, corner (rad), moment of flexure (kNm) is sheared (kN).When stake bottom is free end, MA、QA、xA、φABy formula
(8) try to achieve:
The internal force result of calculation of table 3
Claims (7)
1. a kind of Anti-sliding Pile administers the Optimization Design of parameter, it is characterised in that comprise the following steps:
Step one:The determination of side slope soil layer physical and mechanical parameter;
Step 2:The determination of anti-slide pile design parameter and force analysis;
Step 3:" m " method determines fixed section soil layer maximum lateral pressure value;
Step 4:The determination of stake column pitch optimal coefficient;
Step 5:The determination of optimum stake column pitch;
Step 6:The optimization of anti-slide pile internal force calculation parameter is calculated.
2. a kind of Anti-sliding Pile according to claim 1 administers the Optimization Design of parameter, it is characterised in that described
In step one determine side slope slopes soil layer physical and mechanical parameter c,γ, and determine subgrade soil ratio coefficient m.
3. a kind of Anti-sliding Pile according to claim 2 administers the Optimization Design of parameter, it is characterised in that described
Step 2 includes:
1) determination of anti-slide pile design parameter
It is determined that load-bearing segment length h of stake1, build-in segment length h2;
2) determination of gross thrust suffered by friction pile
It is assumed that the difference of the Thrust of Landslide born per pile and passive earth pressure is equal to Thrust of Landslide of the pile center within the scope of:
P=PT-Ep (1)
In formula, the total skid resistance of gross thrust suffered by P- friction piles, i.e. friction pile, kN;PTThrust of Landslide before-stake, kN;EpIt is passive before-stake
Soil pressure, kN.
4. a kind of Anti-sliding Pile according to claim 3 administers the Optimization Design of parameter, it is characterised in that described
Fixed section soil layer maximum lateral pressure value is obtained by following (2) (3) formula in step 3:
1) more complete rock mass or flint clay rock
σmax=ρ1·R (2)
2) the general soil body or the broken rock of serious weathering
σmax=ρ2·(σp-σa) (3)
In formula, σmax- fixed section soil layer maximum lateral pressure value, kPa;ρ1- reduction coefficient, value is 0.1~0.5;ρ2- reduction system
Number, value is 0.5~1.0;R- Rock Under Uniaxial Compression ultimate compressive strengths, kPa;σpRock And Soil acts on being broken ground for pile body before-stake
Compression, kPa;σaRock And Soil acts on the active soil compressive stress of pile body, kPa after-stake.
5. a kind of Anti-sliding Pile according to claim 4 administers the Optimization Design of parameter, it is characterised in that described
Stake column pitch optimal coefficient M in step 4sDetermined by formula (4) (5):
When stake bottom is reduced to free end,
In formula, Ms- stake column pitch optimal coefficient;M- subgrade soil ratio coefficients, kN/m4;E- friction pile elastic modelling quantity, MPa;α-stake
Deformation coefficient, m-1,BPWidth, rectangular pile B are calculated for stake frontP=B+1, circular stake BP=0.9 × (B+
1), B is stake cross-sectional width or diameter;I- stake cross sectional moment of inertias, m4;Ai、Bi、Ci、Di- i ∈ [Isosorbide-5-Nitrae], with the conversion depth of stake
And the influence function value of different m methods, wherein band subscript h2Represent pile bottom values.
6. a kind of Anti-sliding Pile according to claim 5 administers the Optimization Design of parameter, it is characterised in that described
In step 5 under the conditions of long equal, the sectional dimension identical of stake, the superior distance of adjacent two positions is determined by formula (6):
In formula, sop- adjacent two position superior distances, m;Ks- safety coefficient;Gross thrust suffered by P- friction piles, i.e. friction pile always resist
Sliding power, kN.
7. a kind of Anti-sliding Pile according to claim 6 administers the Optimization Design of parameter, it is characterised in that described
The optimization of step 6 pile post internal force calculating parameter is calculated as follows:
In formula, My、QyThe moment of flexure in the arbitrary section of-anchoring section pile body, kNm, shearing, kN;xA、φA、MA、QAStake at-sliding surface
Displacement, m, corner, rad, moment of flexure, kNm, shearing, kN;
When stake bottom is free end, MA、QA、xA、φATried to achieve by formula (8):
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CN201611222773.XA CN106650118B (en) | 2016-12-27 | 2016-12-27 | Optimization design method for governing parameters of side slope slide-resistant pile |
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CN109977575A (en) * | 2019-04-03 | 2019-07-05 | 中铁西南科学研究院有限公司 | Tilt sliding surface landslide anti-slide pile anchoring depth calculation method |
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CN111305286A (en) * | 2020-03-02 | 2020-06-19 | 山东大学 | Monitoring and verifying system and method for soil-rock double-element slope overall failure mode |
CN112883459A (en) * | 2021-01-17 | 2021-06-01 | 北京市政路桥股份有限公司 | Tunnel-landslide body-anti-slide pile system stability coupling analysis method |
CN113221207A (en) * | 2021-04-02 | 2021-08-06 | 中铁第四勘察设计院集团有限公司 | Method and device for determining stability of rigid pile composite foundation |
CN116484484A (en) * | 2023-06-21 | 2023-07-25 | 贵州正业工程技术投资有限公司 | Coordinated design method and device for hinge supporting and retaining structure of anti-slide pile and diagonal bracing steel pipe pile |
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CN108978687A (en) * | 2018-09-03 | 2018-12-11 | 南华大学 | It is a kind of landslide and slope treatment non-straight vertical anti-slide pile structure and installation method |
CN109977575A (en) * | 2019-04-03 | 2019-07-05 | 中铁西南科学研究院有限公司 | Tilt sliding surface landslide anti-slide pile anchoring depth calculation method |
CN110674553A (en) * | 2019-09-30 | 2020-01-10 | 河南大学 | Calculation method for embedded pile of prestressed anchor cable |
CN111305286B (en) * | 2020-03-02 | 2022-02-11 | 山东大学 | Monitoring and verifying system and method for soil-rock double-element slope overall failure mode |
CN111305286A (en) * | 2020-03-02 | 2020-06-19 | 山东大学 | Monitoring and verifying system and method for soil-rock double-element slope overall failure mode |
CN112883459A (en) * | 2021-01-17 | 2021-06-01 | 北京市政路桥股份有限公司 | Tunnel-landslide body-anti-slide pile system stability coupling analysis method |
CN112883459B (en) * | 2021-01-17 | 2024-02-23 | 北京市政路桥股份有限公司 | Tunnel-landslide body-slide-resistant pile system stability coupling analysis method |
CN113221207A (en) * | 2021-04-02 | 2021-08-06 | 中铁第四勘察设计院集团有限公司 | Method and device for determining stability of rigid pile composite foundation |
CN113221207B (en) * | 2021-04-02 | 2022-05-13 | 中铁第四勘察设计院集团有限公司 | Method and device for determining stability of rigid pile composite foundation |
CN116484484A (en) * | 2023-06-21 | 2023-07-25 | 贵州正业工程技术投资有限公司 | Coordinated design method and device for hinge supporting and retaining structure of anti-slide pile and diagonal bracing steel pipe pile |
CN116484484B (en) * | 2023-06-21 | 2023-09-01 | 贵州正业工程技术投资有限公司 | Coordinated design method and device for hinge supporting and retaining structure of anti-slide pile and diagonal bracing steel pipe pile |
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