CN103306295A - Rigid frame pile supporting and blocking structure - Google Patents
Rigid frame pile supporting and blocking structure Download PDFInfo
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- CN103306295A CN103306295A CN2013102857058A CN201310285705A CN103306295A CN 103306295 A CN103306295 A CN 103306295A CN 2013102857058 A CN2013102857058 A CN 2013102857058A CN 201310285705 A CN201310285705 A CN 201310285705A CN 103306295 A CN103306295 A CN 103306295A
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Abstract
The invention relates to the construction field of abrupt slope square sections and provides a rigid frame pile supporting and blocking structure which comprises a plurality of h-type piles distributed parallelly, wherein each h-type pile comprises an outer anchoring pile, an inner anchoring pile and a beam, the pile tops of the inner anchoring piles and the pile bodies of the outer anchoring piles are connected through the beams, adjacent outer anchoring piles are connected through earth blocking plates, the outer anchoring piles penetrate a rock-soil body to be anchored in a stable foundation, the inner anchoring piles and the beams are all embedded in the rock-soil body, the outer anchoring piles are arranged on the outer side of an abrupt slope, and the inner anchoring piles are arranged on the inner side of the abrupt slope. The rigid frame pile supporting and blocking structure optimizes the existing h-type pile design, has high rigidity and good horizontal resistance, can bear high soil pressure or sliding force on highfill sections of the abrupt slope, has high safety and reliability and effectively solves the problem of difficult supporting of highfills of the abrupt slope.
Description
Technical field
The present invention relates to railway, highway and high embankment location, other piece of smooth land abrupt slope engineering construction field, be specifically related to a kind of rigid frame stake retaining structure for the high made ground section in abrupt slope.
Background technology
When building the engineerings such as railway, highway, the piece of smooth land in the mountain area, be subjected to the factor affecting such as landform, line style, station, ground attachment, be difficult to avoid occurring the abrupt slope high-fill roadbed.Under the factor effects such as load, precipitation, steep slope subgrade very easily occurs along the phenomenon of slope sliding failure.For guaranteeing the stable of steep slope subgrade, many in retaining structures reinforcings such as embankment outside employing antislide pile, anchored pile, H type stake, anchored bolt retaining walls during construction.Yet abrupt slope highly filled road soil pressure or sliding force are huge, and still there are some problems in above-mentioned retaining structure: antislide pile suspended wall end is during greater than 8m, and structure is born moment of flexure and increased sharply, and causes a sectional dimension large, and the structural reinforcement rate is high; Reinforced concrete structure is adopted in the H type stake, the crossbeam pressurized, safety of structure and good endurance, but have that outside pile length is large, crossbeam is with shortcomings such as upper suspending wall end length are large, prior art generally overcomes above-mentioned shortcoming by the tie point absolute altitude that improves crossbeam and stake, but outside stake, the crossbeam situation of basseting can occur, affect structure attractive in appearance; Anchored bolt retaining wall, anchored pile etc. utilize the opposing horizontal forces such as reinforcing bar, steel hinge line, although given full play to the tensile strength of steel, but because the engineering design life-span is generally greater than 50 years, steel are under the many factors such as air, underground water and temperature Change, especially the tip position with the concrete structure cohesion easily produces corrosion, even affects structural safety.
Summary of the invention
For above-mentioned technical problem, the invention provides a kind of rigid frame stake retaining structure, carried out optimal design on the basis of in the prior art H type stake, its reliability of Effective Raise when reducing the retaining structure size.
The invention provides a kind of rigid frame stake retaining structure, comprise the H type stake that arrange a plurality of lateral separations, the H type stake comprises outside anchor pile, inboard anchor pile and crossbeam, and the stake top of inboard anchor pile is connected by crossbeam with the pile body of outside anchor pile, and adjacent outside anchor pile is connected by breast boards.Outside anchor pile passes anchoring in rock and soil in firm ground, and inboard anchor pile and crossbeam all are embedded in the Rock And Soil, long can significantly minimizing of stake of inboard anchor pile, and the obvious improvement of carbonization environment condition has beautified environment simultaneously.Outside anchor pile is arranged at the outside on abrupt slope, inboard anchor pile is arranged at the inboard on abrupt slope, outside anchor pile connects the position of the fulcrum degree of freedom with crossbeam larger, under inboard anchor pile horizontal force action, moment of flexure, shearing and the displacement of outside anchor pile effectively reduce, it is more reasonable that internal force distributes, and reinforcement ratio reduces greatly, and reasonable structure is more excellent.
Described breast boards is arranged at the inboard of the above part pile body of outside anchor pile above-ground route.Described breast boards is arranged at the outside of outside anchor pile by spud pile.Described breast boards and outside anchor pile form the stake slab-wall structure.
The rear side of the front side of described rigid frame stake retaining structure front end H type stake or the H type stake of rear end is provided with barricade or stake board wall.The embankment that has an inapplicable H type stake when the vertical fore-and-aft direction in high embankment location, abrupt slope adopts the retaining structures such as stake board wall or barricade as transition rank gear structure during than segment.
The anchoring section degree of depth of described outside anchor pile is that stake is long by 1/2 ~ 1/3,1.5 ~ 5 times of the stake footpath, make outside anchor pile stable anchorage in firm ground, guarantee the stability of rigid frame stake retaining structure.
The cantilever end length of described outside anchor pile is not more than 15m, brings larger engineering risk when rigid frame stake outside height is excessive, and simultaneously pile foundation length, sectional dimension increase etc. also become uneconomical, needs with the control of cantilever end length within the specific limits.
The above free-ended length of the crossbeam of described outside anchor pile is not less than 2.5 ~ 3m(and determines according to different Subgrade bed design standards), be not more than 6m, reduce stake moment of flexure in the outside when guaranteeing not invade foundation bed structure, give full play to the rigid frame advantage.
The pile body cross section of described outside anchor pile is rectangle, and the pile body cross section of inboard anchor pile is rectangle or trapezoidal.When the abrupt slope is comprised of rock, can give full play to its shear strength, inboard anchor pile significantly to be shortened, do in echelon in the cross section, but the decrease engineering cost.The pile body sectional dimension of inboard anchor pile is not less than the pile body sectional dimension of outside anchor pile, and inboard anchor pile is pressed same isohypse in conjunction with the landform flexible arrangement according to the stake top mark is high.
The present invention optimizes the design of existing H type stake, have higher rigidity and good horizontal resist forces, higher soil pressure or sliding force can be born in high embankment location on the abrupt slope, have higher safety and reliability, efficiently solve the difficult problem of puzzlement abrupt slope high embankment retaining structure difficulty.The present invention mainly adopts reinforced concrete structure, has better durability with respect to anchor cable (bar) structure, anchor cable anti-slide pile structure etc.Inboard anchor pile of the present invention is arranged in the Rock And Soil, effectively reduces the stake meropodium and approximately obviously improves the carbonization environment condition when cost.Inboard anchor pile and Rock And Soil acting in conjunction are given full play to the shear strength of Rock And Soil itself, the rigidity of raising retaining structure itself.When the abrupt slope is rock, be trapezoidal with the Cross section Design of inboard anchor pile, further reduce engineering cost.Because the horizontal force that inboard anchor pile provides, outside anchor pile is connected the selectable scope degree of freedom of position of the fulcrum with crossbeam larger, can effectively reduce moment of flexure, shearing and the displacement of outside stake, internal force is distributed more reasonable, and reinforcement ratio reduces greatly.The present invention further improves the horizontal drag of retaining structure by at the adjacent outside anchor pile breast boards being set.In the position that the abrupt slope embankment is not suitable for installing the H-shaped shape barricade is set or a stake board wall is held in the mouth mark structure as transition, improves the reliability of retaining structure.Inboard anchor pile and crossbeam all are embedded in the Rock And Soil, have eliminated in the prior art stake of the H type pilework outside and have basseted with crossbeam and affect engineering problem attractive in appearance.
Description of drawings
Fig. 1 is schematic diagram of the present invention
Fig. 2 is lateral view of the present invention
Wherein, 1-outside anchor pile, the inboard anchor pile of 2-, 3-crossbeam, 4-breast boards, 5-barricade, 6-stake board wall, 7-anchor pile.
The specific embodiment
The invention will be further described below with reference to Figure of description and specific embodiment:
The invention provides a kind of rigid frame stake retaining structure, comprise that a plurality of lateral separations become the H type stake of row, the H type stake comprises outside anchor pile 1, inboard anchor pile 2 and crossbeam 3, the stake top of inboard anchor pile 2 is connected by crossbeam 3 with the pile body of outside anchor pile 1, adjacent outside anchor pile 1 is connected by breast boards 4, outside anchor pile 1 passes anchoring in rock and soil in firm ground, inboard anchor pile 2 and crossbeam 3 all are embedded in the Rock And Soil, outside anchor pile 1 is arranged at the outside on abrupt slope, and inboard anchor pile 2 is arranged at the inboard on abrupt slope.Breast boards 4 is arranged at the inboard of the above part pile body of outside anchor pile 1 above-ground route.Breast boards 4 is arranged at the outside of outside anchor pile 1 by spud pile.The front side of rigid frame stake retaining structure front end H type stake or the H type stake rear side of rear end are provided with barricade 5 or stake board wall 6.The anchoring section degree of depth of outside anchor pile 1 be that stake is long by 1/2 ~ 1/3, directly 1.5 ~ 5 times of stake.The cantilever end length of outside anchor pile 1 is not more than 15m.The outside anchor pile 1 crossbeam more than 3 free-ended length be not less than 2.5 ~ 3m, be not more than 6m.The pile body cross section of outside anchor pile 1 is rectangle, and the pile body cross section of inboard anchor pile 2 is rectangle or trapezoidal, and the pile body sectional dimension of inboard anchor pile 2 is not less than the pile body sectional dimension of outside anchor pile 1.
Before the construction, at first carry out the modelling of rigid frame pilework.The bearing load of location, abrupt slope rigid frame stake mainly contains train load, a cubic metre of earth evenly distributed load, dead load, soil pressure, gliding mass sliding force, geological process etc. are filled in the rigid frame top.Be convenience of calculation, soil pressure can adopt the Lang Ken soil pressure to calculate in principle, can adopt coulomb soil pressure to calculate when the interface is complicated.Rigid frame stake outside anchor pile 1 passes anchoring in rock and soil in firm ground, and inboard anchor pile 2 all is embedded in the Rock And Soil scope, and the two adopts crossbeam 3 to connect, and adopts in principle the plane framework model to calculate.The solid pile foundation anchoring section of the inside and outside side anchor in general location is all considered (adopt except the stub inboard, rock location) by beam on elastic foundation, and stake end constraints can be selected free end or hinge support according to Rock Conditions.Soil ground is pressed the m method and is calculated, and more complete rock foundation is pressed the K method and calculated.
Consider from present engineering application, safety, visual appearance equal angles, bring larger engineering risk when rigid frame stake outside height is excessive, simultaneously pile foundation length, sectional dimension increase etc. also become uneconomical.The above analysis, outside anchor pile 1 cantilever end length in principle should not be greater than 15m.Outside anchor pile 1 must be anchored in the stable ground, and the anchoring section degree of depth be that stake is long by 1/2～1/3 in principle, directly 1.5～5 times of stake.For giving full play to the drag of inboard anchor pile 2, inboard anchor pile 2 should be embedded in below ground in principle, and stake is long according to all Rock Conditions of stake, the whole stressing conditions calculative determination of rigid frame.The rock location can take full advantage of shear strength of rock, thereby the stake of significantly shortening inboard anchor pile 2 is long, and stake is long can be determined according to COMPREHENSIVE CALCULATING such as shear strength of rock, orographic condition, soil pressure or sliding forces.Simultaneously inboard anchor pile 2 need according to the stake top mark high under same isohypse in conjunction with the landform flexible arrangement.
The design of rigid frame stake retaining structure should take into full account the impact of railway, highway foundation bed structure, does not invade in principle foundation bed structure.When rigid frame stake retaining structure was applied to the railway steep slope subgrade, crossbeam 3 above free end length generally should not be determined according to different Subgrade bed design standards less than 2.5～3m().For reducing outside anchor pile 1 moment of flexure, give full play to the advantage of H type stake simultaneously, crossbeam 3 above free end length also should not be greater than 6m.Crossbeam 3 width should be consistent with outside anchor pile 1, with convenient construction.Crossbeam 3 bearing loads are less, and deck-molding should satisfy the structure requirement.Location, abrupt slope pile foundation construction is main mainly with manually digging hole, and the pile body sectional dimension of outside anchor pile 1 and inboard anchor pile 2 is in principle take the square-section as main; The inboard anchor pile 2 in rock location can adopt the trapezoid cross section, gives full play to the shear strength of Rock And Soil self, with the common bearing load of H type stake.The sectional dimension of inboard anchor pile 2 in principle should not be less than the sectional dimension of outside anchor pile 1.The concrete structure size of each pile body is determined with the conduct control parameters such as displacement that crossbeam connection 3 connects Nodes according to 2 tops of inboard anchor pile, outside anchor pile 1.
During construction, at first dig step on the abrupt slope, the layering building of crossbeam below 3 is set, the more outside assigned address of side anchor pile 1 boring.Mounting design is put into reinforcing cage after requiring to finish pore-creating in the hole, slip casting is to the bottom surface absolute altitude of crossbeam 3 again, and the assigned address of side anchor pile 1 is installed breast boards 4 outside simultaneously.Then railway embankment using is to the end face absolute altitude of crossbeam 3, and overseas side arranges temporary lining in the packing area of crossbeam 3.Then in the assigned address boring of inboard anchor pile 2, mounting design is put into reinforcing cage after requiring to finish pore-creating in the hole, and slip casting is to the bottom surface absolute altitude of crossbeam 3 again.Then in the assigned address grooving of crossbeam 3, finish the pouring construction of crossbeam 3.Then finish the construction of outside anchor pile 1, namely finish 1 of the anchor pile in the outside and push up to the construction of the part pile body of crossbeam 3 end faces, at the assigned address of this part outside anchor pile 1 breast boards 4 is installed simultaneously.Finish crossbeam 3 above part fillers, i.e. the layering building of crossbeam more than 3.If the vertical fore-and-aft direction of rigid frame stake retaining structure exists embankment than segment, adopt the retaining structures such as stake board wall 6, barricade 5 as transition rank gear structure, stake board wall 6 is made of jointly anchor pile 7 and breast boards 4.As shown in the figure, an end of rigid frame stake retaining structure arranges barricade 5, and the other end is disposed with a board wall 6 and barricade 5.Anchor pile 7 and 1 acting in conjunction of outside anchor pile form stake board wall 6 with breast boards 4, prevent that the soil body between the pile body from skidding off.Embankment end face at rigid frame stake retaining structure arranges the related facilities such as gutter at last, namely finishes the construction that shelves are propped up in the rigid frame stake.
Obviously, those skilled in the art can carry out various changes and modification to the present invention and not break away from the spirit and scope of the present invention.Like this, if of the present invention these are revised and modification belongs within the scope of claim of the present invention and equivalent technologies thereof, then the present invention also is intended to comprise these changes and modification interior.The content that is not described in detail in this manual belongs to the known prior art of this area professional and technical personnel.
Claims (8)
1. rigid frame stake retaining structure, comprise the H type stake that arrange a plurality of lateral separations, the H type stake comprises outside anchor pile (1), inboard anchor pile (2) and crossbeam (3), the stake top of inboard anchor pile (2) is connected by crossbeam (3) with the pile body of outside anchor pile (1), adjacent outside anchor pile (1) is connected by breast boards (4), it is characterized in that outside anchor pile (1) passes anchoring in rock and soil in firm ground, inboard anchor pile (2) and crossbeam (3) all are embedded in the Rock And Soil, outside anchor pile (1) is arranged at the outside on abrupt slope, and inboard anchor pile (2) is arranged at the inboard on abrupt slope.
2. rigid frame stake retaining structure according to claim 1 is characterized in that breast boards (4) is arranged at the inboard of the above part pile body of outside anchor pile (1) above-ground route.
3. rigid frame stake retaining structure according to claim 1 is characterized in that breast boards (4) is arranged at the outside of outside anchor pile (1) by spud pile.
4. rigid frame stake retaining structure according to claim 1 is characterized in that the front side of rigid frame stake retaining structure front end H type stake or the rear side of rear end H type stake are provided with barricade (5) or stake board wall (6).
5. rigid frame stake retaining structure according to claim 1, the anchoring section degree of depth that it is characterized in that outside anchor pile (1) for stake long 1/2 ~ 1/3,1.5 ~ 5 times of the stake footpath.
6. rigid frame stake retaining structure according to claim 5 is characterized in that the cantilever end length of outside anchor pile (1) is not more than 15m.
7. rigid frame stake retaining structure according to claim 6 is characterized in that the above free-ended length of crossbeam (3) of outside anchor pile (1) is not less than 2.5 ~ 3m, is not more than 6m.
8. rigid frame stake retaining structure according to claim 1, the pile body cross section that it is characterized in that outside anchor pile (1) is rectangle, the pile body cross section of inboard anchor pile (2) is rectangle or trapezoidal, and the pile body sectional dimension of inboard anchor pile (2) is not less than the pile body sectional dimension of outside anchor pile (1).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013102857058A CN103306295A (en) | 2013-07-08 | 2013-07-08 | Rigid frame pile supporting and blocking structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013102857058A CN103306295A (en) | 2013-07-08 | 2013-07-08 | Rigid frame pile supporting and blocking structure |
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| CN103306295A true CN103306295A (en) | 2013-09-18 |
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| CN2013102857058A Pending CN103306295A (en) | 2013-07-08 | 2013-07-08 | Rigid frame pile supporting and blocking structure |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105350547A (en) * | 2015-11-30 | 2016-02-24 | 中航勘察设计研究院有限公司 | Method applicable to inter-pile soil support of slope protection pile |
| CN106245673A (en) * | 2016-10-08 | 2016-12-21 | 核工业西南勘察设计研究院有限公司 | A kind of rib stake formula peg board retaining wall and construction method thereof |
| CN106638675A (en) * | 2017-01-11 | 2017-05-10 | 重庆建工住宅建设有限公司 | Reverse structural steel and bamboo splint soil retaining construction method |
| CN107841908A (en) * | 2017-11-30 | 2018-03-27 | 中铁第四勘察设计院集团有限公司 | For eliminating the road structure of the high embankment lateral variation sedimentation in high-speed railway abrupt slope |
| CN110820800A (en) * | 2019-11-19 | 2020-02-21 | 中航勘察设计研究院有限公司 | Chair type retaining wall |
| CN111218873A (en) * | 2020-03-04 | 2020-06-02 | 中铁二院工程集团有限责任公司 | Steep slope supporting stress type roadbed structure and construction method |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105350547A (en) * | 2015-11-30 | 2016-02-24 | 中航勘察设计研究院有限公司 | Method applicable to inter-pile soil support of slope protection pile |
| CN106245673A (en) * | 2016-10-08 | 2016-12-21 | 核工业西南勘察设计研究院有限公司 | A kind of rib stake formula peg board retaining wall and construction method thereof |
| CN106638675A (en) * | 2017-01-11 | 2017-05-10 | 重庆建工住宅建设有限公司 | Reverse structural steel and bamboo splint soil retaining construction method |
| CN107841908A (en) * | 2017-11-30 | 2018-03-27 | 中铁第四勘察设计院集团有限公司 | For eliminating the road structure of the high embankment lateral variation sedimentation in high-speed railway abrupt slope |
| CN110820800A (en) * | 2019-11-19 | 2020-02-21 | 中航勘察设计研究院有限公司 | Chair type retaining wall |
| CN111218873A (en) * | 2020-03-04 | 2020-06-02 | 中铁二院工程集团有限责任公司 | Steep slope supporting stress type roadbed structure and construction method |
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Application publication date: 20130918 |
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