CN206693220U - Artificial digging pile resistance to plucking structure - Google Patents
Artificial digging pile resistance to plucking structure Download PDFInfo
- Publication number
- CN206693220U CN206693220U CN201720554228.4U CN201720554228U CN206693220U CN 206693220 U CN206693220 U CN 206693220U CN 201720554228 U CN201720554228 U CN 201720554228U CN 206693220 U CN206693220 U CN 206693220U
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- Prior art keywords
- pile
- pile body
- artificial digging
- resistance
- prestress anchorage
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- 239000011435 rock Substances 0.000 claims abstract description 13
- 230000015572 biosynthetic process Effects 0.000 claims abstract description 7
- 230000002708 enhancing effect Effects 0.000 claims abstract description 7
- 238000005755 formation reaction Methods 0.000 claims abstract description 7
- 239000002689 soil Substances 0.000 claims description 12
- 230000003014 reinforcing effect Effects 0.000 claims description 8
- 239000004570 mortar (masonry) Substances 0.000 claims description 4
- 230000010412 perfusion Effects 0.000 claims description 4
- 238000010276 construction Methods 0.000 abstract description 5
- 238000005266 casting Methods 0.000 abstract description 2
- 230000011218 segmentation Effects 0.000 abstract description 2
- 238000004873 anchoring Methods 0.000 description 16
- 230000006835 compression Effects 0.000 description 7
- 238000007906 compression Methods 0.000 description 7
- 230000000694 effects Effects 0.000 description 6
- 238000000034 method Methods 0.000 description 5
- 241000208340 Araliaceae Species 0.000 description 1
- 235000005035 Panax pseudoginseng ssp. pseudoginseng Nutrition 0.000 description 1
- 235000003140 Panax quinquefolius Nutrition 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 230000001112 coagulating effect Effects 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000000605 extraction Methods 0.000 description 1
- 238000007667 floating Methods 0.000 description 1
- 235000008434 ginseng Nutrition 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 230000001568 sexual effect Effects 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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- Piles And Underground Anchors (AREA)
Abstract
The utility model discloses a kind of artificial digging pile resistance to plucking structure, the prestress anchorage cable of more than one including pile body and the axial withdrawal resistance of enhancing, the axial prestress anchor cable is arranged in pile body, and upper end is anchored in the pile crown of pile body by fixture, lower end is anchored in pile body surrounding formations radially across pile body side wall；In artificial digging pile pile body casting concrete and after reaching design strength, by stretch-draw prestressing force anchor cable to strengthen the withdrawal resistance of artificial digging pile, pile body durability and anti-pulling capacity can greatly improve.The structure construction is simple, segmentation is carried out, it is quality controllable, during for artificial digging pile by upward pulling capacity, particularly with the relatively low artificial digging pile of mountain area embedded rock pile side friction, the structure and its construction method can effectively improve the breakout capacity of artificial digging pile, greatly strengthen the durability of artificial digging pile pile body.
Description
Technical field
A kind of uplift pile is the utility model is related to, more particularly to a kind of artificial digging pile resistance to plucking structure.
Background technology
Artificial digging pile be widely used in science of bridge building, railway engineering, highway engineering, power engineering, hydraulic engineering and
The pile foundation pore-forming of Geological Engineering.The pile foundation of artificial digging pile typically bears Compression, but under some special stressing conditions,
Artificial digging pile bears upward pulling capacity, grouser in such as suspension bridge, the electric power pylon pile foundation biased.In clay stratum
And in the lithostratigraphy of part, artificial digging pile lateral frictional force is relatively low, and pile body quilt is easily made in the presence of pull out force is pulled up
Extract, cause huge engineering accident.In order to increase artificial digging pile withdrawal resistance, typically added in engineering practice using pile body side wall
Solid method, or the method using stake top pressurization, but the increased withdrawal resistance of these methods is limited, and resistance to plucking effect is simultaneously paid no attention to
Think.
Utility model content
In view of this, the purpose of this utility model is to provide a kind of artificial digging pile resistance to plucking structure, improves manually digging hole
Stake withdrawal resistance and enhancing uplift pile pile body durability, construction is simple, quality controllable, be particularly suitable for use in the side such as mountain area embedded rock pile frictional resistance
The relatively low artificial digging pile of power.
Artificial digging pile resistance to plucking structure of the present utility model, include more than one of pile body and enhancing pile body axial direction withdrawal resistance
Prestress anchorage cable, the prestress anchorage cable is vertically to being arranged in pile body, and upper end is anchored in the pile crown of pile body, and lower end is radially
Pile body surrounding formations are anchored in through pile body side wall；
Further, the prestress anchorage cable in pile body is uniform along pile body radial multilayer；
Further, the prestress anchorage cable outside pile body is vertically uniform to multilayer along pile body periphery ground；
Further, the pile body External prestressed anchor cable and the angle for forming 30-45 ° of pile body side wall；
Further, the prestress anchorage cable is sheathed in disrance sleeve；
Further, the slip casting of perfusion mortar fixation prestress anchorage cable is provided with along the pile body side wall to periphery soil layer
Hole, reinforcing bar is provided with the pile body side wall；
Further, the vertical anchor cable of the anchored end of the prestress anchorage cable sets end plate；
Further, the prestress anchorage cable is anchored in pile body surrounding formations with lower inclined pull type and applies prestressing force.
The beneficial effects of the utility model：Artificial digging pile resistance to plucking structure of the present utility model, in artificial digging pile pile body
On the basis of, apply prestress anchorage cable, the withdrawal resistance of artificial digging pile, pile body durability and resistance to plucking are strengthened by the tensioning of anchor cable
Bearing capacity can be greatly improved, construction is simple, and segmentation is carried out, quality controllable, during for artificial digging pile by upward pulling capacity,
Particularly with the relatively low artificial digging pile of the side frictions such as mountain area embedded rock pile, the structure and its construction method can effectively improve
The breakout capacity of artificial digging pile, strengthen uplift pile pile body durability.
Brief description of the drawings
The utility model is further described with reference to the accompanying drawings and examples：
Fig. 1 is uplift pile of the prior art；
Fig. 2 cross-sectional views of the present utility model；
Fig. 3 is the structural representation enlarged drawing of prestress anchorage cable and disrance sleeve.
Embodiment
Fig. 1 is uplift pile of the prior art；The cross-sectional view of Fig. 2 present invention；Fig. 3 be prestress anchorage cable with every
From the structural representation enlarged drawing of sleeve pipe.As shown in the figure：The prestress anchorage cable manually digging hole uplift pile of the present embodiment, including pile body 1 '
With prestress anchorage cable 2 ＇, the ＇ of prestress anchorage cable 2 of more than one of enhancing pile body axial direction withdrawal resistance vertically to being arranged at pile body
1 ' is interior, and the pile crown 3 of pile body 1 ' is fixed in upper end, and lower end is anchored in the periphery of pile body 1 ' rock stratum radially across the side wall of pile body 1 '；
The ＇ of prestress anchorage cable 2 forms anchoring section between the side wall of pile body 1 ' 4 and surrounding formations, in artificial digging pile pile body casting concrete
And after reaching design strength, by the ＇ of prestress anchorage cable 2 tensioning to strengthen the withdrawal resistance of artificial digging pile, while pile body is resistance to
Long property and anti-pulling capacity can greatly improve.
In the present embodiment, the interior ＇ of prestress anchorage cable 2 of pile body 1 ' is uniform along the radial multilayer of pile body 1 '；Outer pre- of pile body 1 ' should
The ＇ of power anchor cable 2 is vertically uniform to multilayer along the periphery of pile body 1 ' ground；Layering anchoring is carried out in the outer Rock And Soil of pile body 1 ', is anchored
Section forms similar " tree root " structure, improves the bearing capacity and breakout capacity of pile body 1 ', and in use, prestressed application will
Allow pile body concrete compression in advance, compression (generally 10~20MPa) is produced on pile body.When there is uplift force, uplift force
Caused tension, which needs to offset, arrives compression of the prestressing force to concrete, then just allows pile concrete tension, therefore, in advance should
The presence of power is to assisting pile body tension to have important contribution.
In the present embodiment, the ＇ of the External prestressed of pile body 1 ' anchor cable 2 and the angle for forming 30-45 ° of the side wall of pile body 1 ' 4, stake
The withdrawal resistance of body is maximum.
In the present embodiment, the ＇ of prestress anchorage cable 2 is sheathed in disrance sleeve；Prevent anchor cable gets rusty from being corroded.
In the present embodiment, it is provided with perfusion mortar to periphery soil layer along the side wall of pile body 1 ' 4 and fixes prestressed anchor
The ＇ of rope 2 injected hole 6, reinforcing bar is provided with the side wall of pile body 1 ' 4；Perfusion after the ＇ of prestress anchorage cable 2 is positioned in injected hole 6
Cement mortar added with accelerator, strengthen the intensity of anchoring section, further improve the bearing capacity and breakout capacity of pile body 1 ', stake
Reinforcing bar in the side wall of body 1 ' 4 is used for the reinforcement to the side wall of pile body 1 ' 4, avoids the ＇ of stretch-draw prestressing force anchor cable 2 and by upward
To the damage of the side wall of pile body 1 ' 4 during pulling capacity.
In the present embodiment, the 5 vertical anchor cable of anchored end of the ＇ of prestress anchorage cable 2 sets end plate (anchoring piece)；From anchoring
The fixation at end 5, increase anchor force.
In the present embodiment, the ＇ of prestress anchorage cable 2 is anchored in the surrounding formations of pile body 1 ' and applied with lower inclined pull type in advance should
Power；Not only it is easy to anchor but also is easy to apply effective withdrawal resistance to pile body 1 '.
By the prestress anchorage cable manually digging hole uplift pile of above-mentioned the present embodiment compared with traditional uplift pile：
It is as follows usually by the way of routinely anchoring in order to increase the anti-floating of foundation structure and uplift effect in engineering
Shown in Fig. 1.Due to " Multi anchorage effect ", the bottom of pile body 1 ' anchor cable 2 can't be excessive in Practical Project setting, otherwise each anchor cable
Anchor force between 2 will influence each other, and so as to reduce its anchoring ability, therefore 4 typically be taken in Practical Project.
And the present invention announces a kind of resistance to plucking artificial digging pile for being similar to " tree root ", as shown in Fig. 2 its anchoring depth is
L, anchoring section inclination angle are α, can arrange 4 along stake in same layer, n-layer (n >=2) is arranged along pile body.
(1) in terms of the extraction-resistant behavior of enhancing stake
For the resistance to plucking effect of both quantitative contrasts, hypothesis below is done：
1. Fig. 1 and Fig. 2 anchoring section is in identical stratum, anchoring depth is l, and the girth of anchor hole is u；
2. the two is using the fast hardening concrete mortar of same strength grade, the resistance to plucking limit side of anchoring section and surrounding Rock And Soil
Resistance criteria value is qsik；
3. the diameter of the two uplift pile is consistent with depth.
As it is assumed that 3. the diameter of the two uplift pile is consistent with depth, and therefore, the resistance to plucking that Fig. 1 and Fig. 2 pile bodies are provided
Power is equal.Here contribution of the anchor cable to withdrawal resistance is only considered.
As shown in Figure 1：Stake 4, bottom anchor cable, injected hole 6 weeks a length of u, anchoring depth l, resistance to plucking ultimate frictional resistance standard
Value is qsik, therefore, the ultimate pullout capacity of the single anchor cables of Fig. 1 is Tuk1：
Tuk1=ulqsik
The ultimate pullout capacity of 4 anchor cables is Tuk, then,
Tuk=4Tuk1=4ulqsik
As shown in Figure 2：Its anchoring depth is l, and anchoring section inclination angle is α, 4 can be arranged along stake in same layer, along stake
Body arranges n-layer.According to Fig. 1 result of calculations, the ultimate pullout capacity of single anchor cable is ulq under Vertical Load effectsik, that is to say, that
The ultimate pullout capacity of the single anchor cables of Fig. 2 is Tuk2=ulqsik/ cos α, every layer is arranged 4 anchor cables, altogether n-layer, and therefore, Fig. 2 owns
Anchor cable ultimate pullout capacity is Tuk2=4nulqsik/cosα
Therefore, Tuk2/Tuk1=n/cos α, it is assumed that n=3, α=45 °, then Tuk2/Tuk1=4.24；Assuming that n=4, α=45 °,
Then Tuk2/Tuk1=5.65；Assuming that n=5, α=45 °, then Tuk2/Tuk1=7.07, with n increase, Tuk2/Tuk1Ratio can get over
Come bigger, therefore, Fig. 2 enhancing effect is significantly stronger than Fig. 1.
(2) in terms of pile body durability is strengthened
Anchorage cable anchoring in Fig. 1 is at stake bottom, to assisting pile concrete resistance to plucking there is no any effect, so, when
When pile body is by uplift force, pile concrete tension immediately, because the power resistance strength of concrete is extremely low, when above pull out stress exceed it is mixed
Pile concrete can be caused to ftracture after coagulating the tensile strength of soil, thus expose the reinforcing bar in pile body.In underground water and other corrosion
The reinforcing bar in pile body will be corroded in the presence of sexual factor, causing the bearing capacity of stake gradually reduces, and serious influences the durable of stake
Property.
And each anchor cable is applied with downward prestressing force in Fig. 2, prestressed application will allow concrete compression in advance, in pile body
Upper generation compression (generally 10~20MPa).When there is uplift force, tension caused by uplift force, which needs to offset, arrives prestressing force
To the compression of concrete, pile concrete tension is then just allowed, it is therefore, prestressed to exist to assisting pile body tension that there is weight
The contribution wanted.
(3) present invention and the comparison of stake week Rock And Soil consolidation effect
The all Rock And Soils of stake are reinforced, and such as the methods of grouting and reinforcing, although the shearing strength of Rock And Soil can be improved, increase ground
The resistance to plucking ultimate frictional resistance standard value of body and pile body, but it is limited (all in the range of kPa levels) that the intensity of Rock And Soil, which improves,
Therefore, it is very limited amount of to the withdrawal resistance for improving pile body using the method for reinforcing pile week Rock And Soil.
Using the ＇ schemes of prestress anchorage cable 2, because prestress strength is high, the general ＇ tensile strength of prestress anchorage cable 2 design
Value can reach 510~1390MPa, be far longer than the raising (kPa levels) of Rock And Soil intensity around, therefore use Fig. 2 scheme,
The withdrawal resistance of pile body can not only be improved, but also the durability of pile body can be strengthened.
Finally illustrate, above example is only unrestricted to illustrate the technical solution of the utility model, although ginseng
The utility model is described in detail according to preferred embodiment, it will be understood by those within the art that, can be to this
The technical scheme of utility model is modified or equivalent substitution, without departing from the objective and model of technical solutions of the utility model
Enclose, it all should cover among right of the present utility model.
Claims (8)
- A kind of 1. artificial digging pile resistance to plucking structure, it is characterised in that：One including pile body and enhancing pile body axial direction withdrawal resistance with On prestress anchorage cable, the prestress anchorage cable is vertically to being arranged in pile body, and upper end is anchored in the pile crown of pile body, lower end footpath Pile body surrounding formations are anchored in through pile body side wall.
- 2. artificial digging pile resistance to plucking structure according to claim 1, it is characterised in that：Prestress anchorage cable in pile body is along stake Body radial multilayer is uniform.
- 3. artificial digging pile resistance to plucking structure according to claim 1, it is characterised in that：Prestress anchorage cable outside pile body is along stake Body periphery ground is vertically uniform to multilayer.
- 4. artificial digging pile resistance to plucking structure according to claim 3, it is characterised in that：The pile body External prestressed anchor cable with The angle for forming 30-45 ° of pile body side wall.
- 5. the artificial digging pile resistance to plucking structure according to Claims 2 or 3, it is characterised in that：The prestress anchorage cable is arranged In disrance sleeve.
- 6. artificial digging pile resistance to plucking structure according to claim 5, it is characterised in that：Along the pile body side wall to periphery rock Soil layer is provided with the injected hole that perfusion mortar fixes prestress anchorage cable, and reinforcing bar is provided with the pile body side wall.
- 7. artificial digging pile resistance to plucking structure according to claim 6, it is characterised in that：The anchored end of the prestress anchorage cable Vertical anchor cable sets end plate.
- 8. artificial digging pile resistance to plucking structure according to claim 7, it is characterised in that：The following oblique pull of prestress anchorage cable Formula is anchored in pile body surrounding formations and applies prestressing force.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720554228.4U CN206693220U (en) | 2017-05-18 | 2017-05-18 | Artificial digging pile resistance to plucking structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720554228.4U CN206693220U (en) | 2017-05-18 | 2017-05-18 | Artificial digging pile resistance to plucking structure |
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| Publication Number | Publication Date |
|---|---|
| CN206693220U true CN206693220U (en) | 2017-12-01 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201720554228.4U Expired - Fee Related CN206693220U (en) | 2017-05-18 | 2017-05-18 | Artificial digging pile resistance to plucking structure |
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| Country | Link |
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| CN (1) | CN206693220U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111576396A (en) * | 2020-05-14 | 2020-08-25 | 三峡大学 | Anchor rod type manual hole digging pile and construction method thereof |
| CN112609685A (en) * | 2020-12-08 | 2021-04-06 | 江苏大学 | Concrete pipe pile system suitable for soft soil foundation and construction method thereof |
| CN117449336A (en) * | 2023-10-17 | 2024-01-26 | 中国长江三峡集团有限公司 | L-shaped micro pile foundation, anchor system device and construction method |
-
2017
- 2017-05-18 CN CN201720554228.4U patent/CN206693220U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111576396A (en) * | 2020-05-14 | 2020-08-25 | 三峡大学 | Anchor rod type manual hole digging pile and construction method thereof |
| CN111576396B (en) * | 2020-05-14 | 2022-03-08 | 三峡大学 | Anchor rod type manual hole digging pile and construction method thereof |
| CN112609685A (en) * | 2020-12-08 | 2021-04-06 | 江苏大学 | Concrete pipe pile system suitable for soft soil foundation and construction method thereof |
| CN117449336A (en) * | 2023-10-17 | 2024-01-26 | 中国长江三峡集团有限公司 | L-shaped micro pile foundation, anchor system device and construction method |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20171201 |