CN208328968U - A kind of upper stake suitable for large-scale cyclic load is casted anchor novel foundation - Google Patents

A kind of upper stake suitable for large-scale cyclic load is casted anchor novel foundation Download PDF

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Publication number
CN208328968U
CN208328968U CN201820951244.1U CN201820951244U CN208328968U CN 208328968 U CN208328968 U CN 208328968U CN 201820951244 U CN201820951244 U CN 201820951244U CN 208328968 U CN208328968 U CN 208328968U
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anchor
hollow pile
stake
rock
cushion cap
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CN201820951244.1U
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东元·王
李敬
韩莹
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Southwest Jiaotong University
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Southwest Jiaotong University
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Abstract

It casts anchor novel foundation the utility model discloses a kind of upper stake suitable for large-scale cyclic load, including rock soil medium, the cushion cap being arranged in rock soil medium, it further include the hollow pile of several open at both ends, the bottom end of the hollow pile is located in rock soil medium, the top of the hollow pile is located in cushion cap, reaming hole hole is set in the rock soil medium, and the reaming hole hole is connected to hollow pile, and the internal diameter in reaming hole hole is greater than the internal diameter of hollow pile;Prestress anchorage cable is passed through in the hollow pile, the lower end of the prestress anchorage cable connects lower anchor head, and the lower anchor head is located in reaming hole hole, and the upper end of the prestress anchorage cable connects upper anchor head, and the upper anchor head is fixedly connected with cushion cap;Concrete is filled in the reaming hole hole.The utility model is excessively high to solve large foundation enormous size, cost in weak soil in the prior art, and the problem that versatility in engineering is limited, realizes the purpose for reducing cost, improving link performance, improving versatility.

Description

A kind of upper stake suitable for large-scale cyclic load is casted anchor novel foundation
Technical field
The utility model relates to engineering foundation fields, and in particular to a kind of upper stake suitable for large-scale cyclic load is casted anchor newly Type basis.
Background technique
Wind energy project or other heavy construction facilities need to build infrastructure engineering, these bases are often born huge Compression load, transfer to load, moment of flexure, fatigue load, and these loads that there is cyclic load property, and according to engineering project Property difference have different technical requirements, such as bearing capacity, settle, rigidity, top lateral displacement, fatigue strength etc..This The cost of a little foundation engineerings can be huge to entire Effects on Engineering, even critical.In the prior art, different type of foundation One or two technical requirements can generally be met, while meeting these technical points, will lead to difficult or basic ruler It is very little huge, it is high to will lead to project cost in this way.For example, engineering of the previous large fan gravity foundation of mesh in weak soil property Cost can reach 100~1,500,000 RMB, and a wind power plant have 100~200 as basis, therefore its work The height of journey cost is apparent;It is some presently, there are PILE-ANCHORED FOUNDATION otherwise only Single Pile foundational system or be rock anchor The concept on bar basis, or the different stresses for having obscured stake and anchor pole and the different function in foundational system, can lead Cause serious engineering defect.Therefore, large foundation in the prior art enormous size, cost in weak soil is excessively high, and in work Versatility in journey is limited.
Utility model content
It casts anchor novel foundation the purpose of this utility model is to provide a kind of upper stake suitable for large-scale cyclic load, with solution Certainly large foundation enormous size, cost in weak soil is excessively high in the prior art, and versatility in engineering is limited asks Topic realizes the purpose for reducing cost, improving link performance, improving versatility.
The utility model is achieved through the following technical solutions:
A kind of upper stake suitable for large-scale cyclic load is casted anchor novel foundation, including rock soil medium, is arranged in rock soil medium On cushion cap, further include the hollow pile of several open at both ends, the bottom end of the hollow pile is located in rock soil medium, the hollow pile Top be located in cushion cap, reaming hole hole is set in the rock soil medium, and the reaming hole hole is connected to hollow pile, and reaming hole hole is interior Diameter is greater than the internal diameter of hollow pile;Prestress anchorage cable is passed through in the hollow pile, the lower end of the prestress anchorage cable connects lower anchor head, The lower anchor head is located in reaming hole hole, and the upper end of the prestress anchorage cable connects upper anchor head, the upper anchor head and the fixed company of cushion cap It connects;Concrete is filled in the reaming hole hole.
For large foundation in the prior art, enormous size, cost are excessively high in weak soil, and in engineering general Property limited problem, cast anchor novel foundation the utility model proposes a kind of upper stake suitable for large-scale cyclic load, cushion cap setting In rock soil medium, preferably reinforced concrete pile cap, several hollow piles are distributed in cushion cap as pile foundation, the bottom end of hollow pile In rock soil medium, the top of the hollow pile is located in cushion cap, and reaming hole hole, the reaming hole hole and sky are arranged in rock soil medium Heart stake connection, and the internal diameter in reaming hole hole is greater than the internal diameter of hollow pile, passes through prestress anchorage cable, the prestress anchorage cable in hollow pile Lower end connect lower anchor head, the lower anchor head is located in reaming hole hole, and anchor head is gone up in the upper end connection of the prestress anchorage cable, it is described on Anchor head is fixedly connected with cushion cap.The concrete filled in reaming hole hole is injected wherein by grouting mode, such as directly out of hollow pile Portion is injected into reaming hole hole, slip casting preferred high strength cement slurry, to ensure the intensity of concrete, due to filling for concrete It fills out, lower anchor head is sufficiently coated by concrete, is anchored in rock soil medium to will be built on the rock.It is greater than hollow pile by internal diameter Reaming hole hole, greatly improve the breakout capacity of prestress anchorage cable.By hollow pile, load is effectively passed in rock soil medium Portion depths, effectively reducing requirement of the basis to cushion cap bottom rock-soil medium bearing capacity can be complete when hollow pile intensity is enough It is supported entirely by pile foundation, so that the requirement to cushion cap bottom rock-soil medium bearing capacity greatly solves weak soil close to zero The problem of basis instrument enormous size in matter.Further, since the internal diameter in reaming hole hole is greater than the internal diameter of hollow pile, therefore work progress In will do it in hollow pile bottom base-extending deposited, further improve the bearing capacity of pile foundation.Furthermore the utility model is due to entire Structure is goed deep into inside rock soil medium, and the technical requirements such as sedimentation, rigidity, top lateral displacement are all easily met, compared to existing Have in technology for Single Pile foundational system, versatility has great raising.The utility model is suitable for the ground of various buried depths Medium, various loads and various construction projects are particularly suitable for having hard formation basement rock under soft layer, bear to recycle lotus under big moment of flexure Foundation engineering under carrying.Concrete in this programme can also be filled with high-strength cement mortar.
Preferably, the rock soil medium includes rock stratum, the soil layer above rock stratum, and the bottom end of the hollow pile is located at institute It states in rock stratum, the reaming hole hole is located in the rock stratum.This programme is directed under soft layer the geological organisations for having hard formation basement rock, firmly Layer basement rock is then rock stratum, by being arranged the bottom end of hollow pile in rock stratum, reaming hole hole is arranged in rock stratum, so that casting anchor Head and the concrete for wrapping up lower anchor head are also all located inside rock stratum, so that load is directly delivered to rock by hollow pile Layer further reduced basis to the requirement for bearing capacity of cushion cap bottom solum, so that this programme under weak soil layer especially suitable for having Foundation engineering under hard formation basement rock, the big moment of flexure of receiving under cyclic load.
Preferably, the hollow pile is located at the depth in the rock stratum more than or equal to 1m, and the hollow pile is interior to be located at rock Part in layer also fills concrete.This programme guarantees that hollow pile sufficiently gos deep into inside rock stratum, improves to sedimentation, rigidity, top The satisfaction degree of the conditions such as lateral displacement.Reaming hole hole can also be goed deep into inside rock stratum simultaneously, therefore can further improve pile foundation Bearing capacity, reduce to the requirement for bearing capacity of soil layer, to adapt to the infrastructure of more Soft Soil Layer.
Further, screed-coat is arranged in the rock soil medium upper surface, and the cushion cap is arranged on screed-coat, described hollow Stake passes through the screed-coat.This programme be directed to rock soil medium upper surface it is uneven when use, mentioned by screed-coat for cushion cap For smooth setting environment, it is ensured that the overall structure of the utility model is stablized.
Preferably, the screed-coat is levelling by plain concrete or coarse aggregate, screed-coat with a thickness of 0.1~1m.
Preferably, the lower anchor head includes anchor pole, and anchor pole one end is fixedly connected with anchor head body, and be slidingly connected anchor ring on anchor pole, Also set up fastener on anchor pole, the fastener for preventing anchor ring moving along anchor pole, the anchor ring be located at fastener and anchor head body it Between;Circumferentially uniform hinged several steel leaves on the anchor ring, every steel leaf all passes through a supporting element and connect with anchor head body, described The both ends of supporting element are hinged with steel leaf, anchor head body respectively;The prestress anchorage cable is connected with anchor ring.Lower anchor head in this programme is A kind of to expand formula anchor head certainly, specifically, anchor ring can be moved along anchor head body top anchor pole, when anchor ring is moved to least significant end, steel leaf is received It rises.Prestress anchorage cable is fixed on anchor ring, and when squeezing into anchor head, anchor ring is packed up without stress, steel leaf, will not hinder beating for lower anchor head Enter.Instantly after anchor head is squeezed into reaming hole hole, to prestressed anchor cable stretching, anchor ring is moved upwards up at fastener, in the process steel leaf Start to strut, and penetrate stratum, form resistance, greatly improve the anti-pulling ability of lower anchor head, improves the stability of lower anchor head, To improve the integrally-built stability of the utility model.
Further, the top of the hollow pile connects isolated tube, and the isolated tube is located inside cushion cap, the top of isolated tube End is located at cushion cap upper surface, and the upper anchor head is located at the top of isolated tube.The isolated tube is used to that prestress anchorage cable and cushion cap to be isolated, To form non-bonded anchorage cable system, so that anchor force is more directly passed to cushion cap and slip casting part.
Preferably, the hollow pile is steel-pipe pile or PHC tubular pole.
Preferably, the reaming hole hole is in up-small and down-big pyramidal structure.Improve lower anti-pulling energy of the anchor head in reaming hole hole Power.
Preferably, further include column that bottom end is located in the cushion cap, the column bottom end is fixed by anchor slab, described Cushion cap upper surface outside column is set as face of slope of the gradient less than 2%.Support post as heavy construction facility uses.
The utility model compared with prior art, has the following advantages and benefits:
1, a kind of upper stake suitable for large-scale cyclic load of the utility model is casted anchor novel foundation, is greater than by internal diameter hollow The reaming hole hole of stake, greatly improves the breakout capacity of prestress anchorage cable.By hollow pile, load is effectively passed to rock soil medium Deep inside effectively reduces requirement of the basis to cushion cap bottom rock-soil medium bearing capacity, can be with when hollow pile intensity is enough It is supported completely by pile foundation, so that the requirement to cushion cap bottom rock-soil medium bearing capacity greatly solves weakness close to zero The problem of basis instrument enormous size in soil property.Further, since the internal diameter in reaming hole hole is greater than the internal diameter of hollow pile, therefore constructed It will do it in hollow pile bottom base-extending deposited in journey, further improve the bearing capacity of pile foundation.Furthermore the utility model is due to whole A structure is goed deep into inside rock soil medium, and the technical requirements such as sedimentation, rigidity, top lateral displacement are all easily met, compared to In the prior art for Single Pile foundational system, versatility has great raising.The utility model is suitable for the rock of various buried depths Soil-structure interactions, various loads and various construction projects are particularly suitable for having hard formation basement rock under soft layer, bear to recycle under big moment of flexure Foundation engineering under load.
2, a kind of upper stake suitable for large-scale cyclic load of the utility model is casted anchor novel foundation, and lower anchor head is squeezed into reaming hole After in hole, to prestressed anchor cable stretching, anchor ring is moved upwards up at fastener, and steel leaf starts to strut in the process, and penetrates stratum, shape At resistance, the anti-pulling ability of lower anchor head is greatly improved, improves the stability of lower anchor head, to improve the utility model entirety Anchor force.
Detailed description of the invention
Attached drawing described herein is used to provide to further understand the utility model embodiment, constitutes the one of the application Part does not constitute the restriction to the utility model embodiment.In the accompanying drawings:
Fig. 1 is the structural schematic diagram of the utility model specific embodiment;
Fig. 2 is the structural schematic diagram of lower anchor head in the utility model specific embodiment.
Label and corresponding parts title in attached drawing:
1- screed-coat, 2- cushion cap, 3- hollow pile, 4- prestress anchorage cable, 5- reaming hole hole, anchor head under 6-, 61- anchor pole, 62- anchor Head body, 63- anchor ring, 64- fastener, 65- steel leaf, 66- supporting element, the upper anchor head of 7-, 8- concrete, the rock stratum 9-, 10- soil layer, 11- every From pipe, 12- column, 13- anchor slab.
Specific embodiment
For the purpose of this utility model, technical solution and advantage is more clearly understood, below with reference to embodiment and attached drawing, The utility model is described in further detail, and the exemplary embodiment and its explanation of the utility model are only used for explaining this Utility model is not intended to limit the scope of the present invention.
Embodiment 1:
A kind of upper stake suitable for large-scale cyclic load as shown in Figure 1 is casted anchor novel foundation, including rock soil medium, setting Cushion cap 2 in rock soil medium, further includes the hollow pile 3 of several open at both ends, and the bottom end of the hollow pile 3 is located at rock soil medium Interior, the top of the hollow pile 3 is located in cushion cap 2, and reaming hole hole 5, the reaming hole hole 5 and hollow pile are arranged in the rock soil medium 3 connections, and the internal diameter in reaming hole hole 5 is greater than the internal diameter of hollow pile 3;Pass through prestress anchorage cable 4 in the hollow pile 3, it is described pre- to answer The lower end of power anchor cable 4 connects lower anchor head 6, and the lower anchor head 6 is located in reaming hole hole 5, in the upper end connection of the prestress anchorage cable 4 Anchor head 7, the upper anchor head 7 are fixedly connected with cushion cap 2;Concrete eight is filled in the reaming hole hole 5.It is wherein clear in order to illustrate in Fig. 1 Chu is filled with concrete eight in one reaming hole hole 5, unfilled in another reaming hole hole 5.The present embodiment is greater than hollow by internal diameter The reaming hole hole 5 of stake 3, greatly improves the breakout capacity of prestress anchorage cable.By hollow pile 3, load is effectively passed to ground Media interior depths effectively reduces requirement of the basis to 2 bottom rock-soil medium bearing capacity of cushion cap, enough in 3 intensity of hollow pile When, it can be supported completely by pile foundation, so that the requirement to 2 bottom rock-soil medium bearing capacity of cushion cap is close to zero, Maximal solution The problem for the basis instrument enormous size in weak soil property of having determined.Further, since the internal diameter in reaming hole hole 5 is greater than the internal diameter of hollow pile 3, Therefore it will do it in 3 bottom of hollow pile in work progress base-extending deposited, further improve the bearing capacity of pile foundation.Furthermore this is practical It is novel since total is goed deep into inside rock soil medium, it is all easily full for technical requirements such as sedimentation, rigidity, top lateral displacements Foot, compared to the prior art in for Single Pile foundational system, versatility has great raising, and compared to the prior art in For engineering foundation in weak soil property, project cost reduces by 10%~30%.
Embodiment 2:
A kind of upper stake suitable for large-scale cyclic load as shown in Figure 1 is casted anchor novel foundation, on the basis of embodiment 1 On, the rock soil medium includes rock stratum 9, the soil layer 10 above rock stratum 9, and the bottom end of the hollow pile 3 is located at the rock stratum 9 Interior, the reaming hole hole 5 is located in the rock stratum 9.The hollow pile 3 is located at the depth in the rock stratum 9 more than or equal to 1m, institute It states the part in hollow pile 3 in rock stratum 9 and also fills concrete eight.Screed-coat 1 is arranged in the rock soil medium upper surface, described Cushion cap 2 is arranged on screed-coat 1, and the hollow pile 3 passes through the screed-coat 1.The screed-coat 1 is by plain concrete or coarse aggregate It is levelling, screed-coat 1 with a thickness of 0.1~1m.The top of the hollow pile 3 connects isolated tube 11, and the isolated tube 11, which is located at, to be held Inside platform 2, the top of isolated tube 11 is located at 2 upper surface of cushion cap, and the upper anchor head 7 is located at 11 top of isolated tube.The hollow pile 3 For steel-pipe pile or PHC tubular pole.The reaming hole hole 5 is in up-small and down-big pyramidal structure.It further include that bottom end is located in the cushion cap 2 Column 12,12 bottom end of column are fixed by anchor slab 13, and 2 upper surface of cushion cap outside the column 12 is set as the gradient and is less than 2% face of slope.
Embodiment 3:
Lower anchor head as shown in Figure 2 is used in any of the above-described embodiment, including anchor pole 61,61 one end of anchor pole are fixed Anchor head body 62 is connected, be slidingly connected anchor ring 63 on anchor pole 61, fastener 64 is also set up on anchor pole 61, the fastener 64 is for preventing anchor Ring 63 is moved along anchor pole 61, and the anchor ring 63 is between fastener 64 and anchor head body 62;On the anchor ring 63 circumferentially uniformly Hinged several steel leaves 65, every steel leaf 65 are all connect by a supporting element 66 with anchor head body 62, the both ends of the supporting element 66 It is hinged with steel leaf 65, anchor head body 62 respectively;The prestress anchorage cable 4 is connected with anchor ring 63.Anchor ring 63 can be along anchor in this programme Head body top anchor pole 61 is mobile, and when anchor ring 63 is moved to least significant end, steel leaf 65 is packed up.Prestress anchorage cable is fixed on anchor ring 63, When squeezing into anchor head, anchor ring 63 is packed up without stress, steel leaf 65, will not hinder squeezing into for lower anchor head.Instantly anchor head is squeezed into reaming hole hole After interior, to 4 tensioning of prestress anchorage cable, anchor ring 63 is moved upwards up at fastener 64, and steel leaf 65 starts to strut in the process, and penetrates ground Layer, forms resistance, greatly improves the anti-pulling ability of lower anchor head, improves the stability of lower anchor head, so that it is practical new to improve this The integrally-built stability of type.
Above-described specific embodiment, to the purpose of this utility model, technical scheme and beneficial effects carried out into One step is described in detail, it should be understood that being not used to limit the foregoing is merely specific embodiment of the present utility model Determine the protection scope of the utility model, within the spirit and principle of the utility model, any modification for being made equally is replaced It changes, improve, should be included within the scope of protection of this utility model.

Claims (10)

  1. The novel foundation 1. a kind of upper stake suitable for large-scale cyclic load is casted anchor, including rock soil medium, setting are in rock soil medium Cushion cap (2), which is characterized in that further include the hollow pile (3) of several open at both ends, the bottom end of the hollow pile (3) is located at rock In soil-structure interactions, the top of the hollow pile (3) is located in cushion cap (2), reaming hole hole (5) is arranged in the rock soil medium, the expansion Eyelet (5) is connected to hollow pile (3), and the internal diameter of reaming hole hole (5) is greater than the internal diameter of hollow pile (3);It is worn in the hollow pile (3) It crosses prestress anchorage cable (4), the lower end of the prestress anchorage cable (4) connects lower anchor head (6), and the lower anchor head (6) is located at reaming hole hole (5) in, the upper end of the prestress anchorage cable (4) connects upper anchor head (7), and the upper anchor head (7) is fixedly connected with cushion cap (2);Institute It states in reaming hole hole (5) and fills concrete (8).
  2. The novel foundation 2. a kind of upper stake suitable for large-scale cyclic load according to claim 1 is casted anchor, which is characterized in that The rock soil medium includes rock stratum (9), the soil layer (10) above rock stratum (9), and the bottom end of the hollow pile (3) is located at described In rock stratum (9), the reaming hole hole (5) is located in the rock stratum (9).
  3. The novel foundation 3. a kind of upper stake suitable for large-scale cyclic load according to claim 2 is casted anchor, which is characterized in that The hollow pile (3) is located at the depth in the rock stratum (9) more than or equal to 1m, and the hollow pile (3) is interior to be located in rock stratum (9) Part also fill concrete (8).
  4. The novel foundation 4. a kind of upper stake suitable for large-scale cyclic load according to claim 1 is casted anchor, which is characterized in that Screed-coat (1) is arranged in the rock soil medium upper surface, and the cushion cap (2) is arranged on screed-coat (1), and the hollow pile (3) is worn Cross the screed-coat (1).
  5. The novel foundation 5. a kind of upper stake suitable for large-scale cyclic load according to claim 4 is casted anchor, which is characterized in that The screed-coat (1) is levelling by plain concrete or coarse aggregate, screed-coat (1) with a thickness of 0.1~1m.
  6. The novel foundation 6. a kind of upper stake suitable for large-scale cyclic load according to claim 1 is casted anchor, which is characterized in that The lower anchor head (6) includes anchor pole (61), and anchor pole (61) one end is fixedly connected anchor head body (62), and be slidingly connected anchor on anchor pole (61) Ring (63) is also set up fastener (64) on anchor pole (61), the fastener (64) for preventing anchor ring (63) along the movement of anchor pole (61), The anchor ring (63) is located between fastener (64) and anchor head body (62);Circumferentially uniform hinged several steel leaves on the anchor ring (63) (65), every steel leaf (65) is all connect by a supporting element (66) with anchor head body (62), the both ends point of the supporting element (66) It is not hinged with steel leaf (65), anchor head body (62);The prestress anchorage cable (4) is connected with anchor ring (63).
  7. The novel foundation 7. a kind of upper stake suitable for large-scale cyclic load according to claim 1 is casted anchor, which is characterized in that The top of the hollow pile (3) connects isolated tube (11), and the isolated tube (11) is located at cushion cap (2) inside, isolated tube (11) Top is located at cushion cap (2) upper surface, and the upper anchor head (7) is located at the top of isolated tube (11).
  8. The novel foundation 8. a kind of upper stake suitable for large-scale cyclic load according to claim 1 is casted anchor, which is characterized in that The hollow pile (3) is steel-pipe pile or PHC tubular pole.
  9. The novel foundation 9. a kind of upper stake suitable for large-scale cyclic load according to claim 1 is casted anchor, which is characterized in that The reaming hole hole (5) is in up-small and down-big pyramidal structure.
  10. The novel foundation 10. a kind of upper stake suitable for large-scale cyclic load according to claim 1 is casted anchor, feature exist In, it further include the column (12) that bottom end is located in the cushion cap (2), column (12) bottom end is fixed by anchor slab (13), Cushion cap (2) upper surface of the column (12) outside is set as face of slope of the gradient less than 2%.
CN201820951244.1U 2018-06-20 2018-06-20 A kind of upper stake suitable for large-scale cyclic load is casted anchor novel foundation Active CN208328968U (en)

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Application Number Priority Date Filing Date Title
CN201820951244.1U CN208328968U (en) 2018-06-20 2018-06-20 A kind of upper stake suitable for large-scale cyclic load is casted anchor novel foundation

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN111155547A (en) * 2019-12-25 2020-05-15 湖北瑞宏新能源设备有限公司 Rock anchor rod foundation

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN111155547A (en) * 2019-12-25 2020-05-15 湖北瑞宏新能源设备有限公司 Rock anchor rod foundation

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