CN203270588U - Mini-pile antiskid structure - Google Patents
Mini-pile antiskid structure Download PDFInfo
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- CN203270588U CN203270588U CN2013203033775U CN201320303377U CN203270588U CN 203270588 U CN203270588 U CN 203270588U CN 2013203033775 U CN2013203033775 U CN 2013203033775U CN 201320303377 U CN201320303377 U CN 201320303377U CN 203270588 U CN203270588 U CN 203270588U
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
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Abstract
The utility model relates to the field of landslide control, and provides a mini-pile antiskid structure. The mini-pile antiskid structure comprises a plurality of sets of mini-pile groups, copping beams paved on the slope face of a slide body, and anchor ropes. Pile bodies of the mini-piles penetrate through the slide body and enter a good ground, the upper end of each set of mini-pile group is fixedly connected with a section of copping beam, and the copping beams and the mini-pile groups are mutually matched. One ends of the anchor ropes are fixedly connected with the copping beams, the other ends of the anchor ropes penetrate through the slide body and are fixed in the good ground, and included angles are formed by the anchor ropes and the copping beams. The mini-pile antiskid structure has the advantages that arrangement of mini-pile bodies is flexible, disturbance on soil bodies is small, overall structure stressed conditions are effectively improved, and overall load-bearing capacity of the antiskid structure and self-bearing capacity of the ground can be fully reflected. The mini-pile antiskid structure has large lateral rigidity and moments of inertia both in the transverse direction and the longitudinal direction, and can effectively limit lateral deformation of the structure.
Description
Technical field
The utility model relates to the preventing land slide field, is specifically related to a kind of novel mini pile antiskid structure.
Background technology
China mountain area is more, and caving in easily appears after building railway or highway in some areas, cracking, the various landslide disaster accidents of the barricade changing of the relative positions, and all there are the limitation of self at present domestic landslide treatment technology commonly used such as antislide pile, prestress anchorage cable.Antislide pile is processed the landslide hand excavation of employing foundation ditch more, and the concrete casting workload is large, and difficulty of construction is very large on the abrupt slope, and has potential safety hazard, and when groundwater table was higher, construction cost was high, and the duration is wayward; And prestress anchorage cable need carry out stretch-draw several times and slip casting, complex process, and construction point to be distributed in whole reinforcing domatic, construction equipment removal of home difficulty etc.The open cut tunnel cost is high, difficulty of construction is large, and is long in time limit.
The utility model content
For above-mentioned technical problem, the utility model provides a kind of novel mini pile antiskid structure, by in conjunction with mini pile pile group and anchor cable, improves the Harnessing of Landslide effect, guarantees environment and traffic safety.
The utility model provides a kind of mini pile antiskid structure, comprises many group mini pile pile groups, is layed in the domatic capping beam of gliding mass and anchor cable.Be separated with a segment distance between between every group of mini pile pile group, the spacing of every two groups of pile groups is 5 ~ 10m, thereby reduces engineering quantity and cost.The pile body of mini pile passes gliding mass and enters in good ground, and the upper end of every group of mini pile pile group is fixedly connected with a joint capping beam, capping beam be shaped as cube, size is according to the profile adjustment of mini pile pile group.Capping beam pushes up mini pile stake on the same group and combines as a whole, and jointly bears lotus and cuts out.One end of anchor cable fixedly is connected with capping beam, the other end passes gliding mass and is fixed in good ground, anchor cable and capping beam form angle, angle between anchor cable and capping beam is 10 ~ 30 degree, make antiskid structure integral body have larger lateral rigidity, can effectively limit the lateral deformation of whole antiskid structure, improve the mini pile stress performance, enlarge range of application.
Described mini pile pile group is laid by at least three row's longitudinal separation mini piles in a row and is formed.A row in the middle of described mini pile pile group or two row's mini piles are Vertical Pile, and a middle row or two remaining many row's mini pile of row's mini pile both sides tilt outer successively, improve the pile group drag.Many rows mini pile of a middle row or two row's mini pile both sides tilts with the angle of 1 ~ 10 degree.Spacing by changing mini pile in pile group and arrange the demand that adapts to different engineerings improves the integrated carrying ability of mini pile pile group.During construction, adopt slip casing by pressure technique to form mini pile, mini pile consists of by inserting reinforcing bar in the stake hole and the slurry induration of pressure injection.
The utility model has the advantage of, mini pile pile body flexible arrangement, little to soil disturbance, the slip casing by pressure technology in work progress can make pile body be anchored in gliding mass reliably, and consolidation of sliding body, prevents the development in seepage flow crack in gliding mass.The mini pile pile body passes that gliding mass enters stabilized zone and massif forms compound soil-baffling structure.The part that compound soil-baffling structure bears or most of load, be delivered on the anchor soil body that is in the stability region by anchor cable, by anchoring body, the load that transmits is distributed in stable on every side soil layer again, improve the whole stress condition of antiskid structure, thereby can give full play to the whole load-bearing ability of structure and the self-supporting ability on stratum.Mini pile pile group and anchor cable join together by capping beam, make antiskid structure integral body all have larger side to rigidity and the moments of inertia horizontal and vertical, can effectively limit the lateral deformation of antiskid structure.The utility model has taken into full account the reasonable Arrangement of mini pile pile group and the pressure arch effect of the rear soil body of stake, the mini pile pile group is divided into groups to arrange, between every group of mini pile pile group, a determining deviation is set, can effectively save cost than the mini pile antiskid structure of arranging continuously in prior art, have larger economic benefit.The utility model construction equipment is simple, light, is not subjected to place and spatial constraints, and vibrations during construction, ground perturbation and noise are little, in the situation that environment and condition of work are relatively poor, having obvious advantage, is the effective measures of processing the landslide, has important promotional value.
Description of drawings
Fig. 1 is the utility model structural representation
Fig. 2 is that the utility model is arranged schematic diagram
Fig. 3 is the layout plan of mini pile under the single-unit capping beam
1-mini pile pile group, the 2-capping beam, the 3-anchor cable, the 4-gliding mass is domatic, 5-gliding mass, 6-good ground.
The specific embodiment
The below is further described the utility model according to Figure of description and specific embodiment:
The utility model provides a kind of mini pile antiskid structure, comprise many group mini pile pile groups 1 and the capping beam 2 that is layed in gliding mass domatic 4, be separated with a segment distance between between every group of mini pile pile group 1, the pile body of mini pile 1 passes gliding mass 5 and enters in good ground 6, and the upper end of every group of mini pile pile group 1 is fixedly connected with a joint capping beam 2.The utility model also comprises anchor cable 3, and an end of anchor cable 3 fixedly is connected with capping beam 1, and the other end passes gliding mass 5 and is fixed in good ground 6, and anchor cable 3 forms angle with capping beam 2.Angle between described anchor cable 3 and capping beam 2 is 10 ~ 30 degree.The spacing of every two groups of mini pile pile groups 1 is 5 ~ 10m.Mini pile pile group 1 is laid by at least three row's longitudinal separation mini piles in a row and is formed.A row in the middle of described mini pile pile group 1 or two row's mini piles are Vertical Pile, and a middle row or two remaining many row's mini pile of row's mini pile both sides tilt outer successively.Many rows mini pile of described centre one row or two row's mini pile both sides tilts with the angle of 1 ~ 10 degree.
Before construction, first go out the distribution mode of mini pile pile group 1 the best by calculation Design, concrete designing and calculating step is as follows:
1) calculate Thrust of Landslide;
2) by the equilibrium conditions of the arch ring soil body after comparison level thrust, ultimate resistance strength and stake, calculate the stability of Plastic flow of soil distortion between adjacent studs, determined the mini pile horizontal spacing, wherein drag is that anchoring effect by two adjacent mini piles provides;
3) horizontal component of structural horizontal thrust and structure skid resistance compared, calculate the stability against sliding of structure, determine the sum of mini pile;
4) suppose that the mini pile structure does as a whole acting in conjunction, overall structure is considered as a flexible retaining wall, calculated the maximum （normal） stress of every part in compound cross-section, and compare with its admissible value, complete the structural analysis of compound cross-section, determine the array pitch of mini pile;
5) calculate the bonding length of mini pile anchorage length and reinforcing bar and compression set beam, determine that the mini pile stake is long.As Fig. 1, shown in 2, miniature pile group packet layout in specific embodiment: every group of mini pile pile group 1 center to center distance is 8m; Every group of mini pile pile group 1 is provided with the mini pile of 40 pile footpath φ 0.13m.Every group of mini pile pile group 1 interior mini pile is divided into 5 rows, and longitudinal pitch 0.5m, horizontal spacing 0.43m are blossom type and arrange.Middle row's mini pile 11 is Vertical Pile, and is vertical with capping beam 2.With the angle inclination of 2 °, 4 °, the stake of single mini pile is long according to calculative determination respectively for all the other 4 row's mini piles 12 and mini pile 13, the every interior reinforcing bar of arranging 3 φ 28mm of mini pile stake.The stake of every group of mini pile pile group 1 is pushed up and is provided with a joint capping beam 2, and the long 4.05m of single-unit capping beam 2, wide 2.3m, thick 1.2m are provided with two anchor cables 3 on every joint capping beam 2, and anchor cable 3 is 15 ° with the angle of capping beam 2, and the design pulling force of anchor cable 3 is 600KN.
During the Harnessing of Landslide construction, the mini pile pile group 1 of first constructing.During 1 construction of mini pile pile group, answer the interval to carry out.At first adopt percussive drill, steady job stand behind the align piles position carries out pore-creating.The present embodiment adopts 100 type diesel oil small-sized drills to coordinate the Pneumatic down-the-hole drill pore-forming.100 type diesel oil small-sized drills provide enough power, have avoided the phenomenons such as bit freezing that cause because being short of power, conveniently execute brill because of the volume I simultaneously; Creep into Pneumatic down-the-hole drill, utilize gases at high pressure with the hole at the bottom of heavy quarrel blow out, exempted artificial clear hole, the collapse hole phenomenon occurs and also easily process, improve pore-forming efficiency.Because not adopting water circulation to creep into, the landslide of avoiding causing further is out of shape simultaneously.Overcome narrow space, the existing railway driving difficulty such as disturb, work under hard conditions.After pore-forming is complete, put into reinforcing cage, return the slip casting of slurry method at the bottom of adopting afterwards the hole.When in the concentration of slurry that overflows when the aperture and mixing drum, concentration of slurry is basic identical, stop slip casting.Injecting paste material is M30 cement bonded sand slurries, water ash mass ratio 0.7 ~ 1.0:1.First carry out the massif excavation before anchor cable 3 construction, rigging up begins anchor cable construction after cutting depth reaches construction requirement, and the boring of anchor cable 3, injecting paste material, grouting process are identical with mini pile.Construction capping beam 2 after anchor cable 3 slip castings are completed, capping beam 2 is made of the concrete that is poured into mini pile pile group 1 upper end.Reach 70% when above at capping beam 22 concrete strengths, then carry out anchor cable 3 stretching constructions.Anchor cable 3 stretch-draw are carried out at twice, and stretch-draw for the first time is by Pyatyi stretch-draw (be anchorage cable design tonnage 25%, 50%, 75%, 100%, 110%), front level Four 5min stabilization time, 15 minutes stabilization time of rear one-level; Carried out again for the first time single compensation stretch-draw after tensioning fixation in 6 ~ 10 days, the loss of prestress that causes with the lax and stratum of compensation anchor cable 3 factor such as creep.
Because mini pile stake footpath is less, the single pile performance a little less than, the utility model occurs with the form of mini pile pile group 1, and on the stake top, capping beam 2 is set, and on the same group mini pile stake top is combined as a whole, and jointly bears lotus and cuts out.During designing and calculating, can improve supporting capacity of the present utility model by spacing and the spread pattern that changes mini pile.Mini pile in the utility model is as a kind of novel soil-baffling structure form, when being used for the control landslide, its pile body flexible arrangement is little to soil disturbance, secondary splitting grouting technology in work progress can make pile body be anchored at reliably in the sliding bed soil body, can strengthen the intensity of a Zhou Yan (soil) body.Stake and the co-ordination of rock (soil) body form pile and soil complex, improve renovating effect and prevent the development in seepage flow crack in the soil body.Mini pile is as the reinforcement of on-the-spot ground simultaneously, and their spacing is generally less, and load is born jointly by pile and soil complex, status under loading is similar to reinforced concrete structure, be that foundation soil represents concrete and mini pile represents reinforcing bar, the lotus sanction is born in stake and earth cooperation work jointly.The reaction of 1 pair of load of mini pile pile group is integrally provided as one by pile and soil complex, so the destruction that occured by load is regarded as the destruction of whole pile and soil complex, is not the destruction of single stake.The mini pile slenderness ratio is very large, and the transmission of its load is almost completely the frictional force of pile body, and the bottom does not need any reaming mini pile quantity of reinforcement very large, is used for the axial load of supporting tension and pressurized, and the while is Bending stress also, and displacement is very little, dependable performance.Mini pile stake footpath is little, can reach the very large degree of depth, can pass various rocks and obstruction, even can accomplish any gradient, shown in when construction can select the mini-plant construction, simplify construction sequence, effectively control the duration.
Anchor cable 3 is set on capping beam 2, makes the utility model all have larger side to rigidity and the moments of inertia horizontal and vertical, effectively limit the lateral deformation of antiskid structure, improve the holistic resistant behavior of antiskid structure, enlarge range of application.Anchor cable 3 is the side direction prestress anchorage cable, a part or most of load that pile and soil complex is born, be delivered on the anchoring body that is in the stability region by anchor cable 3, by anchoring body, the load that transmits is distributed in stable on every side soil layer again, improve the whole stress condition of structure antiskid structure, give full play to the whole load-bearing ability of antiskid structure and the self-supporting ability on stratum.
Vibrations during the utility model construction, ground perturbation and noise are little, can be used for also being used for below groundwater table, and installing under the condition of difficulty more than groundwater table; In the situation that narrow space, discrepancy difficulty, environment and condition of work are relatively poor, demonstrate obvious advantage.
Obviously, those skilled in the art can carry out various changes and modification and not break away from spirit and scope of the present utility model the utility model.Like this, if within of the present utility model these are revised and modification belongs to the scope of the utility model claim and equivalent technologies thereof, the utility model 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 (6)
1. mini pile antiskid structure, comprise the capping beams (2) of organizing mini pile pile groups (1) and being layed in gliding mass domatic (4) more, be separated with a segment distance between between every group of mini pile pile group (1), in mini pile pile group (1), the pile body of each mini pile passes gliding mass and enters in good ground (6), the upper end of every group of mini pile pile group (1) is fixedly connected with a joint capping beam (2), characterized by further comprising anchor cable (3), one end of anchor cable (3) fixedly is connected with capping beam (2), the other end passes gliding mass (5) and is fixed in good ground (6), anchor cable (3) forms angle with capping beam (2).
2. mini pile antiskid structure according to claim 1, is characterized in that the angle between anchor cable (3) and capping beam (2) is 10 ~ 30 degree.
3. mini pile antiskid structure according to claim 1, the center distance that it is characterized in that every group of mini pile pile group (1) is 5 ~ 10m.
4. mini pile antiskid structure according to claim 1, is characterized in that mini pile pile group (1) is formed by the mini piles laying in a row of at least three row's longitudinal separations.
5. mini pile antiskid structure according to claim 4 is characterized in that a row in the middle of described mini pile pile group (1) or two rows' mini piles are Vertical Pile, and many rows mini pile of a middle row or two row's mini pile both sides tilts outer successively.
6. mini pile antiskid structure according to claim 5, in the middle of it is characterized in that, many rows mini pile of a row or two row's mini pile both sides tilts with the angle of 1 ~ 10 degree.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2013203033775U CN203270588U (en) | 2013-05-29 | 2013-05-29 | Mini-pile antiskid structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN2013203033775U CN203270588U (en) | 2013-05-29 | 2013-05-29 | Mini-pile antiskid structure |
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| CN203270588U true CN203270588U (en) | 2013-11-06 |
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| CN2013203033775U Expired - Lifetime CN203270588U (en) | 2013-05-29 | 2013-05-29 | Mini-pile antiskid structure |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106088110A (en) * | 2016-06-08 | 2016-11-09 | 中铁西北科学研究院有限公司勘察设计分公司 | A kind of miniature pile group of churning and implementation |
| CN110004948A (en) * | 2019-04-19 | 2019-07-12 | 贵州省交通规划勘察设计研究院股份有限公司 | A kind of landslide reinforcement system and its reinforcement means |
| CN113322982A (en) * | 2021-04-28 | 2021-08-31 | 西安工业大学 | Method for managing landslide of accumulation layer |
-
2013
- 2013-05-29 CN CN2013203033775U patent/CN203270588U/en not_active Expired - Lifetime
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106088110A (en) * | 2016-06-08 | 2016-11-09 | 中铁西北科学研究院有限公司勘察设计分公司 | A kind of miniature pile group of churning and implementation |
| CN110004948A (en) * | 2019-04-19 | 2019-07-12 | 贵州省交通规划勘察设计研究院股份有限公司 | A kind of landslide reinforcement system and its reinforcement means |
| CN110004948B (en) * | 2019-04-19 | 2024-05-07 | 贵州省交通规划勘察设计研究院股份有限公司 | Landslide reinforcement system and reinforcement method thereof |
| CN113322982A (en) * | 2021-04-28 | 2021-08-31 | 西安工业大学 | Method for managing landslide of accumulation layer |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20180403 Address after: 430063 Wuchang, Hubei, Yang Park, Peace Avenue, No. 745 Patentee after: GEOTECHNICAL ENGINEERING CO.,LTD. OF CHINA RAILWAY SIYUAN SURVEY AND DESIGN GROUP CO.,LTD. Address before: 430063 Wuchang, Hubei, Yang Park, Peace Avenue, No. 745 Patentee before: CHINA RAILWAY SIYUAN SURVEY AND DESIGN GROUP Co.,Ltd. |
|
| TR01 | Transfer of patent right | ||
| CP01 | Change in the name or title of a patent holder |
Address after: 430063 No. 745 Heping Avenue, Wuchang, Hubei, Wuhan Patentee after: China Railway Siyuan Group Engineering Construction Co.,Ltd. Address before: 430063 No. 745 Heping Avenue, Wuchang, Hubei, Wuhan Patentee before: GEOTECHNICAL ENGINEERING CO.,LTD. OF CHINA RAILWAY SIYUAN SURVEY AND DESIGN GROUP CO.,LTD. |
|
| CP01 | Change in the name or title of a patent holder | ||
| CX01 | Expiry of patent term |
Granted publication date: 20131106 |
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| CX01 | Expiry of patent term |