CN101985835A - Supporting structure for separated pile sheet wall of side slope - Google Patents
Supporting structure for separated pile sheet wall of side slope Download PDFInfo
- Publication number
- CN101985835A CN101985835A CN 201010522657 CN201010522657A CN101985835A CN 101985835 A CN101985835 A CN 101985835A CN 201010522657 CN201010522657 CN 201010522657 CN 201010522657 A CN201010522657 A CN 201010522657A CN 101985835 A CN101985835 A CN 101985835A
- Authority
- CN
- China
- Prior art keywords
- antislide pile
- retaining wall
- antislide
- pile
- side slope
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Abstract
The invention discloses a supporting structure for a separated pile sheet wall of a side slope, which is characterized in that a slide pile and a retaining wall are in separated structures; the retaining wall is arranged at a cut slope of a slope body; the slide pile is arranged at the upper side of the retaining wall, and a space distance is reserved between the slide pile and the retaining wall; the slide pile is embedded inside the slope body and penetrates into a stable layer of the side slope; and the slide pile is connected with the retaining wall through a steel draw bar. The invention also discloses a method for determining parameters based on the above structure. The invention has the beneficial effects that the slide pile and the retaining wall are in the separated structures and are stressed in a segmented mode, thereby greatly reducing borne stress, saving the section areas of the retaining wall and the slide pile and significantly lowering the number of masonry; and the slide pile is arranged in the slope body so that the space beyond the supporting structure is not occupied.
Description
Technical field
The present invention relates to a kind of hazards control technology, relate in particular to a kind of side slope separate type stake board wall retaining structure.
Background technology
Along with the high speed development of industries such as China city, traffic, mine, environmental protection, limit (cunning) slope is administered and is become a more and more important engineering.Just inevitably run into the excavation natural slope in building constructure (or structure) process, more and more manually cutting the slope needs to administer.Manually cutting main barricade or the antislide pile of adopting in slope at present reinforces, but the retaining wall cross section is big, bricklaying quantity is big, construction speed is slow, and antislide pile directly places domatic go up (as the Fig. 1) of cutting of sliding mass, the sectional dimension of antislide pile is bigger, cause huge waste, antislide pile has taken certain domatic external space simultaneously, and building of sloping External building thing (or structure) impacted.Therefore, study, introduce and promote novel, light-duty retaining structure is the main contents of geotechnical engineering technician in engineering practice always.
Summary of the invention
The present invention proposes a kind of side slope separate type stake board wall retaining structure, comprise antislide pile and retaining wall, its improvement is: antislide pile and retaining wall are separate type, retaining wall is arranged on the domatic place of cutting of sliding mass, antislide pile is arranged on the distance of having living space between the upside of retaining wall and the retaining wall apart, antislide pile is imbedded sliding mass inside and is deep into the stability of slope layer, connects by reinforcing pull rod between antislide pile and the retaining wall.
Described retaining wall is provided with vertical rib post, and the rib post is corresponding one by one with antislide pile, and the reinforcing pull rod two ends are connected with antislide pile with the rib post respectively.
Described retaining wall is provided with a plurality of spilled water holes.
Be provided with loaded filter between the surperficial soil body of described retaining wall and sliding mass.
Antislide pile is arranged on the gliding mass thrust minimum position place of sliding mass inside.
Reinforcing pull rod adopts indented bars, the indented bars two ends respectively with the lengthways main steel bar welding of rib post and antislide pile, and the length that indented bars is wrapped by the concrete on rib post or the antislide pile is greater than 30cm.
The position, junction of reinforcing pull rod and retaining wall is lower than reinforcing pull rod and position, antislide pile junction.
The invention allows for antislide pile determination method for parameter based on aforesaid side slope separate type stake board wall retaining structure, its step is as follows: the embedded location of 1) determining antislide pile: the predeterminated position of choosing several antislide piles, adopt the Thrust of Landslide of Strength Reduction of FEM calculating, choose the embedded location of the position of Thrust of Landslide minimum as antislide pile at the sliding mass of diverse location; 2) determine the antislide pile position after, it is long to choose a plurality of antislide pile stakes, adopt Strength Reduction of FEM to calculate the long coefficient of stability of different antislide pile stakes, with stake long to reduce safety factor a bit pairing stake length before beginning sharply to descend long for the stake of determining.
Useful technique effect of the present invention is: antislide pile and retaining wall are separate type, and the two segmentation is stressed, have reduced suffered stress greatly, thereby have saved the sectional area of retaining wall and antislide pile, and bricklaying quantity also significantly reduces thereupon; Antislide pile is arranged in the gliding mass, does not take retaining structure space in addition.
Description of drawings
Fig. 1, conventional piles slab-wall structure vertical view;
Fig. 2, conventional piles slab-wall structure elevational view;
Fig. 3, side slope separate type stake board wall retaining structure vertical view of the present invention;
Fig. 4, side slope separate type stake board wall retaining structure elevational view of the present invention.
In the accompanying drawing, antislide pile 1, reinforcing pull rod 2, retaining wall 3, rib post 4, sliding mass 5, stability of slope layer 6, slide plane 7.
The specific embodiment
Referring to Fig. 1,2, the conventional piles slab-wall structure with antislide pile 1 and retaining wall 3 integral arrangement in sliding mass 5 bottoms, whole stress of sliding mass 5 are born jointly by the two, the sectional area of antislide pile 1 and retaining wall 3 all needs quite big, could guarantee stability of structure, simultaneously also just make bricklaying quantity very huge, and need take the big quantity space beyond the sliding mass 5; And traditional stake slab-wall structure does not carry out the optimal design of antislide pile 1 position, does not utilize the drag of sliding mass 5, does not make full use of the antiskid potentiality of the soil body, and Thrust of Landslide suffered on the antislide pile 1 is big.
At foregoing problems, the present invention proposes a kind of side slope separate type stake board wall retaining structure, it still adopts antislide pile 1 and retaining wall 3, but antislide pile 1 and retaining wall 3 are separate type, referring to Fig. 4, retaining wall 3 is arranged on the domatic place of cutting of sliding mass 5, antislide pile 1 be arranged on retaining wall 3 upside, and retaining wall 3 between the distance of apart having living space, antislide pile 1 is imbedded sliding mass 5 inside and is deep into stability of slope layer 6, connects by reinforcing pull rod 2 between antislide pile 1 and the retaining wall 3.
Side slope separate type stake board wall retaining structure of the present invention, its greatest feature is that antislide pile 1 is separated with retaining wall 3, the retaining effect is propped up in antislide pile 1 performance in advance, improve the effective rate of utilization of antislide pile 1, reduce retaining wall 3 suffered stress, the soil body behind the antislide pile 1 is by the tension pull out force of retaining wall 3 and antislide pile 1(antislide pile 1) provide jointly and prop up retaining stress, antislide pile 1 and retaining wall 3 segmentations are stressed, with respect to prior art, can dwindle the sectional area of antislide pile 1 and retaining wall 3 greatly, also make bricklaying quantity significantly reduce, save construction costs.
When adopting side slope separate type stake board wall retaining structure of the present invention, need make being connected firmly of antislide pile 1, reinforcing pull rod 2 and retaining wall 3 threes stable, referring to Fig. 3, many vertical rib posts 4 can be set on retaining wall 3, rib post 4 is corresponding one by one with antislide pile 1, rib post 4 and antislide pile 1 are in the both sides of retaining wall 3, and many reinforcing pull rod 2 two ends are connected with antislide pile 1 with rib post 4 respectively.Sliding mass 5 soil pressures that retaining wall 3 is born are delivered on the rib post 4, provide opposition by antislide pile 1 and reinforcing pull rod 2 for rib post 4.But rib post 4 and retaining wall 3 integral manufacturings, only at the opposite side of reinforcing pull rod 2 junctions thickening retaining wall 3, the retaining wall of having thickeied 3 promptly forms rib post 4.
In the side slope separate type stake board wall retaining structure of the present invention, the Position Design of antislide pile 1 and global stability analysis all adopt Strength Reduction of FEM, Strength Reduction of FEM has the various advantages of numerical analysis method, can calculate the various geotechnical engineerings of complicated landforms, geological conditions, not be subjected to inhomogeneous etc. the restriction of geometry, fringe conditions and the material of engineering.Can be used for the calculating of homogeneous soil slope stability and obtain the shape of sliding surface and position, the search of many sliding surfaces, three-dimensional Analysis of Slope Stability, the analysis of rock side slope structural plane.
Calculating the software that adopts is FEM software ANSYS commercial version.Calculating is set up model according to plane strain problems, geotechnical body adopts 8 nodal plane unit PLANE183 simulation, antislide pile 1 usefulness beam element BEAM3 unit simulation, the sectional area of antislide pile 1, moment of inertia etc. can define in its corresponding real constant, and this unit can output shaft power, moment of flexure, shearing etc.When antislide pile 1 and reinforcing pull rod 2 are united use as the supporting and protection structure of side slope, adopt FEM (finite element) calculation to take into full account the acting in conjunction of reinforcing pull rod 2, antislide pile 1 and rock soil medium.
In Strength Reduction of FEM, do not need to suppose in advance the position and the shape of slope sliding face 7.The yield criterion that adopts is the Mohr-Coulomb criterion under the plane strain associated flow condition.Adopt the ANSYS commercial programs, this program has only the circumscribed circle Drucker-Prager criterion (DP4) of Mohr-Coulomb.When adopting the DP4 criterion, need with the intensity parameter c of sliding mass 5 and slide plane 7,
The DP4 criterion of value is changed, just the c that can obtain to proofread and correct,
Value.
For the More-Coulomb materials that extensively adopts in the ground, strength degradation safety factor
Can be expressed as:
So have:
,
Constantly reduce in the side slope ground shear strength in the FEM (finite element) calculation till reaching collapse state.Program obtains destroying slide plane 7 automatically according to result of finite element, and acquisition intensity is stocked safety factor.Its step can be summed up as follows:
1) determines the embedded location of antislide pile 1: choose the predeterminated position of several antislide piles 1, adopt Strength Reduction of FEM to calculate Thrust of Landslide, choose the embedded location of the position of Thrust of Landslide minimum as antislide pile 1 at the sliding mass 5 of diverse location; 2) determine antislide pile 1 position after, it is long to choose 1 of a plurality of antislide pile, adopt Strength Reduction of FEM to calculate 1 long coefficient of stability of different antislide piles, with stake long to reduce safety factor a bit pairing stake length before beginning sharply to descend long for the stake of determining.
The design procedure of concrete structural parameters is:
1, overall calculation
1) adopt Strength Reduction of FEM to calculate antislide pile 1 under the diverse location situation, the Thrust of Landslide of sliding mass makes the stake position of antislide pile 1 determine thrust minimum position in sliding mass 5;
2) behind definite good antislide pile 1 position, adopt Strength Reduction of FEM to calculate 1 long coefficient of stability of different antislide piles: reduce with stake is long, before safety factor begins sharply to descend a bit to be taken as stake long;
3) FEM (finite element) calculation is determined the moment of flexure design load and the shearing design load of antislide pile 1
, reinforcing pull rod 2 length
With the pulling force design load
, the moment of flexure design load of rib post 4
With the shearing design load
, the moment of flexure design load of retaining wall 3
With the shearing design load
, with this basis as design antislide pile 1, reinforcing pull rod 2, rib post 4 and retaining wall 3.
2, antislide pile 1 design
In the formula:
-antislide pile moment of flexure design load;
-coefficient when strength grade of concrete is no more than C50, gets 1.0; When strength grade of concrete is C80, get 0.94 remaining linear interpolation;
-concrete axial compressive strength design load (GB50010) is shown 4.1.4 by " Code for design of concrete structures " and is adopted;
The width of-square-section;
-concrete compression district height;
-effective depth of section;
Concrete compression district height is calculated as follows:
In the formula:
-plain bars tensile strength design load (GB50010) is shown 4.2.3-1 by " Code for design of concrete structures " and is adopted;
The section area of the vertical plain bars in-tensile region.
In addition, concrete compression district height also should meet following condition:
Relative height of compression zone when longitudinal tensile reinforcement yielding and pressure zone concrete destruction take place simultaneously
Be calculated as follows:
Wherein,
In the formula:
-coefficient when strength grade of concrete is no more than C50, gets 0.8; When strength grade of concrete C80, get 0.74; Remaining linear interpolation;
-reinforcing bar modulus of elasticity (GB50010) is shown 4.2.4 by " Code for design of concrete structures " and is adopted;
-characteristic value of cubic concrete compressive strength is pressed " Code for design of concrete structures " (GB50010) 4.1.1 bar regulation.
The flexural member of square-section, it is cut the cross section should meet following condition:
When
The time,
When
The time,
When
The time, determine by linear interpolation;
In the formula:
Maximum shear design load on the-member sloping section;
-concrete strength influence coefficient;
When strength grade of concrete is no more than C50, get
When strength grade of concrete is C80, get
Determine by linear interpolation therebetween.
In the antislide pile 1 diagonal bar should not be set, can adopt the measures such as diameter, spacing and pile body sectional dimension of adjusting stirrup, satisfy the shear strength of sloping section.When only disposing stirrup, being cut bearing capacity and should be met the following requirements of its cross section:
In the formula:
-be configured in the gross section area of each limb of stirrup in the same cross section;
-limb the number of stirrup in same cross section;
The section area of-single hoop muscle;
-along the stirrup spacing of member length direction;
-stirrup tensile strength design load.
3, rib post 4 designs
Rib post 4 is pressed the flexural member design according to the internal force that overall calculation drew, and presses the single reinforcement rectangular beam during arrangement of reinforcement and considers.Rib post 4 cross sectional shapes are rectangle, and its normal section is subjected to curved bearing capacity formula as follows:
In the formula:
-rib post 4 moment of flexure design loads;
-coefficient when strength grade of concrete is no more than C50, gets 1.0; When strength grade of concrete is C80, get 0.94 remaining linear interpolation;
-concrete axial compressive strength design load (GB50010) is shown 4.1.4 by " Code for design of concrete structures " and is adopted;
The width of-square-section;
-concrete compression district height;
-effective depth of section;
Concrete compression district height is calculated as follows:
In the formula:
-plain bars tensile strength design load (GB50010) is shown 4.2.3-1 by " Code for design of concrete structures " and is adopted;
The section area of the vertical plain bars in-tensile region.
Concrete compression district height also should meet following condition:
Relative height of compression zone when longitudinal tensile reinforcement yielding and pressure zone concrete destruction take place simultaneously
Be calculated as follows:
Wherein,
In the formula:
-coefficient when strength grade of concrete is no more than C50, gets 0.8; When strength grade of concrete C80, get 0.74; Remaining linear interpolation;
-reinforcing bar modulus of elasticity (GB50010) is shown 4.2.4 by " Code for design of concrete structures " and is adopted;
-characteristic value of cubic concrete compressive strength is pressed " Code for design of concrete structures " (GB50010) 4.1.1 bar regulation.
The flexural member of square-section, it is cut the cross section should meet following condition:
When
The time,
When
The time,
When
The time, determine by linear interpolation
In the formula:
Maximum shear design load on the-rib post sloping section;
-concrete strength influence coefficient;
When strength grade of concrete is no more than C50, get
When strength grade of concrete is C80, get
Determine by linear interpolation therebetween.
In the rib post 4 diagonal bar should not be set, can adopt the measures such as diameter, spacing and pile body sectional dimension of adjusting stirrup, satisfy the shear strength of sloping section.When only disposing stirrup, being cut bearing capacity and should be met the following requirements of its cross section:
In the formula:
-be configured in the gross section area of each limb of stirrup in the same cross section;
-limb the number of stirrup in same cross section;
The section area of-single hoop muscle;
-along the stirrup spacing of member length direction;
-stirrup tensile strength design load.
4, retaining wall 3 designs
Retaining wall 3 is pressed the flexural member design according to the internal force that overall calculation drew, and presses the single reinforcement rectangular beam during arrangement of reinforcement and considers.Retaining wall 3 cross sectional shapes are rectangle, and its normal section is subjected to curved bearing capacity formula as follows:
In the formula:
-retaining wall moment of flexure design load;
-coefficient when strength grade of concrete is no more than C50, gets 1.0; When strength grade of concrete is C80, get 0.94 remaining linear interpolation;
-concrete axial compressive strength design load (GB50010) is shown 4.1.4 by " Code for design of concrete structures " and is adopted;
The width of-square-section;
-concrete compression district height;
-effective depth of section;
Concrete compression district height is calculated as follows:
In the formula:
-plain bars tensile strength design load (GB50010) is shown 4.2.3-1 by " Code for design of concrete structures " and is adopted;
The section area of the vertical plain bars in-tensile region.
Concrete compression district height also should meet following condition:
Relative height of compression zone when longitudinal tensile reinforcement yielding and pressure zone concrete destruction take place simultaneously
Be calculated as follows:
Wherein,
In the formula:
-coefficient when strength grade of concrete is no more than C50, gets 0.8; When strength grade of concrete C80, get 0.74; Remaining linear interpolation;
-reinforcing bar modulus of elasticity (GB50010) is shown 4.2.4 by " Code for design of concrete structures " and is adopted;
-characteristic value of cubic concrete compressive strength is pressed " Code for design of concrete structures " (GB50010) 4.1.1 bar regulation.
5, reinforcing pull rod 2 designs
Here mainly consider the diameter of reinforcing pull rod 2, reinforcing pull rod 2 diameters should be calculated as follows according to the allowable tensile stress of reinforcing pull rod 2 design pulling force and steel:
In the formula:
Be reinforcing pull rod 2 diameters (cm);
Be reinforcing pull rod 2 design pulling force (kN);
Allowable tensile stress (kPa) for the steel of making reinforcing pull rod 2; 0.2 be the safety stock (cm) of considering that the steel corrosion increases.
By setting up antislide pile 1, pile body internal force is declined to a great extent, and the soil pressure at retaining wall 3 metope places also significantly reduce in best position.
Described retaining wall 3 is provided with a plurality of spilled water holes.
Be provided with loaded filter between the surperficial soil body of described retaining wall 3 and sliding mass 5.
Consider to reduce bricklaying quantity, antislide pile 1 is arranged on the gliding mass thrust minimum position of sliding mass 5 inside, can effectively reduce the volume of antislide pile 1.
Reinforcing pull rod 2 adopts indented barss, the indented bars two ends respectively with the lengthways main steel bar welding of rib post 4 and antislide pile 1, and the length that indented bars is wrapped by the concrete on rib post 4 or the antislide pile 1 is greater than 30cm.When making reinforcing pull rod 2, reduce structural stability thereby apply pulling capacity upwards to antislide pile 1 for fear of reinforcing pull rod 2, should make the reinforcing pull rod 2 and the position, junction of retaining wall 3 be lower than reinforcing pull rod 2 and position, antislide pile 1 junction.
Claims (8)
1. side slope separate type stake board wall retaining structure, comprise antislide pile (1) and retaining wall (3), it is characterized in that: antislide pile (1) and retaining wall (3) are separate type, retaining wall (3) is arranged on the domatic place of cutting of sliding mass (5), antislide pile (1) be arranged on retaining wall (3) upside, and retaining wall (3) between the distance of apart having living space, antislide pile (1) is imbedded sliding mass (5) inside and is deep into stability of slope layer (6), connects by reinforcing pull rod (2) between antislide pile (1) and the retaining wall (3).
2. side slope separate type stake board wall retaining structure according to claim 1, it is characterized in that: described retaining wall (3) is provided with vertical rib post (4), rib post (4) is corresponding one by one with antislide pile (1), and reinforcing pull rod (2) two ends are connected with antislide pile (1) with rib post (4) respectively.
3. side slope separate type stake board wall retaining structure according to claim 1, it is characterized in that: described retaining wall (3) is provided with a plurality of spilled water holes.
4. side slope separate type stake board wall retaining structure according to claim 1 is characterized in that: be provided with loaded filter between the surperficial soil body of described retaining wall (3) and sliding mass (5).
5. side slope separate type stake board wall retaining structure according to claim 1 is characterized in that: antislide pile (1) is arranged on the inner gliding mass thrust minimum position place of sliding mass (5).
6. side slope separate type stake board wall retaining structure according to claim 2, it is characterized in that: reinforcing pull rod (2) adopts indented bars, the indented bars two ends respectively with the welding of the lengthways main steel bar of rib post (4) and antislide pile (1), and the length that indented bars is wrapped by the concrete on rib post (4) or the antislide pile (1) is greater than 30cm.
7. side slope separate type stake board wall retaining structure according to claim 1 is characterized in that: reinforcing pull rod (2) is lower than reinforcing pull rod (2) and antislide pile (1) position, junction with the position, junction of retaining wall (3).
8. side slope separate type stake board wall retaining structure antislide pile determination method for parameter as claimed in claim 1, it is characterized in that: the embedded location of 1) determining antislide pile (1): the predeterminated position of choosing several antislide piles (1), adopt the Thrust of Landslide of Strength Reduction of FEM calculating, choose the embedded location of the position of Thrust of Landslide minimum as antislide pile (1) at the sliding mass (5) of diverse location; 2) determine antislide pile (1) position after, it is long to choose a plurality of antislide piles (1) stake, adopt Strength Reduction of FEM to calculate the long coefficient of stability of different antislide piles (1) stake, with stake long to reduce safety factor a bit pairing stake length before beginning sharply to descend long for the stake of determining.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201010522657 CN101985835A (en) | 2010-10-28 | 2010-10-28 | Supporting structure for separated pile sheet wall of side slope |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201010522657 CN101985835A (en) | 2010-10-28 | 2010-10-28 | Supporting structure for separated pile sheet wall of side slope |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN101985835A true CN101985835A (en) | 2011-03-16 |
Family
ID=43710226
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201010522657 Pending CN101985835A (en) | 2010-10-28 | 2010-10-28 | Supporting structure for separated pile sheet wall of side slope |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101985835A (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102733354A (en) * | 2012-07-19 | 2012-10-17 | 陈洪凯 | Pile-wall combined anti-sliding support managing structure |
| CN102797259A (en) * | 2012-09-01 | 2012-11-28 | 中铁二院工程集团有限责任公司 | Block structure for earth filled in roadbeds at end parts of joints of roads and bridges in steep slope sections |
| CN103306295A (en) * | 2013-07-08 | 2013-09-18 | 中铁第四勘察设计院集团有限公司 | Rigid frame pile supporting and blocking structure |
| CN106777520A (en) * | 2016-11-24 | 2017-05-31 | 中国人民解放军后勤工程学院 | A kind of method for designing of Anti-slide Pile |
| CN110205889A (en) * | 2019-06-11 | 2019-09-06 | 兰州铁道设计院有限公司 | The method that the wide transformation of existing line base side is carried out using Combined piling slab-wall structure |
| CN113216216A (en) * | 2021-03-24 | 2021-08-06 | 云南省交通规划设计研究院有限公司 | Active reinforcing method for built-in anti-slide pile suitable for unstable slope |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201144422Y (en) * | 2007-12-25 | 2008-11-05 | 中铁二院工程集团有限责任公司 | Antiskid supporting and retaining device |
| CN201172810Y (en) * | 2008-03-28 | 2008-12-31 | 中交第一航务工程勘察设计院有限公司 | Separate unloading type sheet pile bulkhead structure |
| CN201232180Y (en) * | 2008-07-22 | 2009-05-06 | 大连三川建设集团股份有限公司 | Novel sheet-pile wall |
-
2010
- 2010-10-28 CN CN 201010522657 patent/CN101985835A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201144422Y (en) * | 2007-12-25 | 2008-11-05 | 中铁二院工程集团有限责任公司 | Antiskid supporting and retaining device |
| CN201172810Y (en) * | 2008-03-28 | 2008-12-31 | 中交第一航务工程勘察设计院有限公司 | Separate unloading type sheet pile bulkhead structure |
| CN201232180Y (en) * | 2008-07-22 | 2009-05-06 | 大连三川建设集团股份有限公司 | Novel sheet-pile wall |
Non-Patent Citations (5)
| Title |
|---|
| 《岩石力学与工程学报》 20060228 雷文杰等 沉埋桩的有限元设计方法探讨 第2924-2929页 8 第25卷, 2 * |
| 《岩石力学与工程学报》 20070731 袁从华等 高速公路膨胀土边坡整治 第3073-3078页 1-8 第26卷, 2 * |
| 《水利水运工程学报》 20091231 郑颖人等 有限元强度折减法在涉水岸坡工程中的应用 第1-8页 8 , 第4期 2 * |
| 《焦作工学院学报》 20040331 鲁绪文等 某边坡支护的优化设计方案探讨" 第131-135页 1-8 第23卷, 第2期 2 * |
| 《西部探矿工程》 20081231 邓后龙 彬州廖家湾后山滑坡事故分析与处理 第8-10页 1-8 , 第10期 2 * |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102733354A (en) * | 2012-07-19 | 2012-10-17 | 陈洪凯 | Pile-wall combined anti-sliding support managing structure |
| CN102733354B (en) * | 2012-07-19 | 2014-07-02 | 陈洪凯 | Pile-wall combined anti-sliding support managing structure |
| CN102797259A (en) * | 2012-09-01 | 2012-11-28 | 中铁二院工程集团有限责任公司 | Block structure for earth filled in roadbeds at end parts of joints of roads and bridges in steep slope sections |
| CN103306295A (en) * | 2013-07-08 | 2013-09-18 | 中铁第四勘察设计院集团有限公司 | Rigid frame pile supporting and blocking structure |
| CN106777520A (en) * | 2016-11-24 | 2017-05-31 | 中国人民解放军后勤工程学院 | A kind of method for designing of Anti-slide Pile |
| CN110205889A (en) * | 2019-06-11 | 2019-09-06 | 兰州铁道设计院有限公司 | The method that the wide transformation of existing line base side is carried out using Combined piling slab-wall structure |
| CN110205889B (en) * | 2019-06-11 | 2021-03-02 | 兰州铁道设计院有限公司 | Method for carrying out existing line roadbed slope width transformation by adopting combined pile slab wall structure |
| CN113216216A (en) * | 2021-03-24 | 2021-08-06 | 云南省交通规划设计研究院有限公司 | Active reinforcing method for built-in anti-slide pile suitable for unstable slope |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101985835A (en) | Supporting structure for separated pile sheet wall of side slope | |
| CN106049511B (en) | A kind of composite reinforcement method suitable for non-coal open-pit slope landslide control | |
| CN103388341A (en) | Large-sized piled raft foundation structure and construction method | |
| AU2013273463B2 (en) | Ribbed foundation for superstructures and method for producing the foundation | |
| CN203782684U (en) | Anti-skid pile provided with crossbeam | |
| CN112252342B (en) | Steel wire grid net protection and construction method for rock slope broken rock mass | |
| CN103343548B (en) | Foundation type for power transmission tower and bearing capacity calculation method for same | |
| CN104018490A (en) | Z-shaped rectangular-section anti-skidding pile and construction method thereof | |
| CN205776241U (en) | A kind of truss-like Double-row Piles Support system | |
| CN201605594U (en) | Self-balancing cross base of iron tower for power transmission line | |
| CN203383223U (en) | Large piled raft foundation structure | |
| CN105887807B (en) | A kind of precast reinforced concrete pile of three-dimensional draining and construction method | |
| CN202730749U (en) | Prefabricated reinforced concrete H-shaped support pile | |
| CN203284795U (en) | Buttressed retaining wall with anchor board | |
| CN109339078A (en) | A kind of rectangular pile is inscribed in the Combined Anti-sliding stake of round stake | |
| CN203475289U (en) | Pile type continuous rigid frame bridge | |
| CN103510458B (en) | Pile type continuous rigid frame bridge and construction method thereof | |
| CN210766863U (en) | Multi-arch rib anchoring plate retaining wall | |
| CN104234063A (en) | Structure of steel-reinforced concrete slide-resistant pile | |
| CN108487268B (en) | Square hollow stepped reducing anti-slide pile structure and construction method | |
| CN105696701A (en) | Along-slope shear wall building development platform and construction method thereof | |
| CN202989942U (en) | Wall foundation structure for soft soil or high backfill soil area | |
| CN102286971A (en) | Concrete-filled steel tube core column socketed pile | |
| CN105569073B (en) | Suspension type change wall thickness ellipse is inverse to be made vertical shaft and its becomes wall thickness setting method | |
| CN205276289U (en) | Prestressed concrete beam formula double row pile struts system |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C12 | Rejection of a patent application after its publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20110316 |