CN107119699A - A kind of friction pile and its construction method based on the beam of uniform strength - Google Patents
A kind of friction pile and its construction method based on the beam of uniform strength Download PDFInfo
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- CN107119699A CN107119699A CN201710402164.0A CN201710402164A CN107119699A CN 107119699 A CN107119699 A CN 107119699A CN 201710402164 A CN201710402164 A CN 201710402164A CN 107119699 A CN107119699 A CN 107119699A
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- 238000010276 construction Methods 0.000 title claims abstract description 30
- 239000002689 soil Substances 0.000 claims abstract description 24
- 239000011435 rock Substances 0.000 claims abstract description 22
- 230000000694 effects Effects 0.000 claims abstract description 13
- 230000002787 reinforcement Effects 0.000 claims description 14
- 229910000831 Steel Inorganic materials 0.000 claims description 11
- 239000004567 concrete Substances 0.000 claims description 11
- 239000010959 steel Substances 0.000 claims description 11
- 238000000034 method Methods 0.000 claims description 8
- 210000001364 upper extremity Anatomy 0.000 claims description 4
- 238000009412 basement excavation Methods 0.000 claims description 3
- 210000000481 breast Anatomy 0.000 claims description 3
- 238000005056 compaction Methods 0.000 claims description 3
- 238000012423 maintenance Methods 0.000 claims description 3
- 238000004519 manufacturing process Methods 0.000 claims description 3
- 239000011148 porous material Substances 0.000 claims description 3
- 230000008569 process Effects 0.000 claims description 3
- 239000011150 reinforced concrete Substances 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 238000004873 anchoring Methods 0.000 claims description 2
- 238000009434 installation Methods 0.000 claims description 2
- 238000005452 bending Methods 0.000 abstract description 9
- 230000005484 gravity Effects 0.000 abstract description 3
- 238000010586 diagram Methods 0.000 description 4
- 238000009826 distribution Methods 0.000 description 4
- 238000010008 shearing Methods 0.000 description 4
- 230000008901 benefit Effects 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- 238000007654 immersion Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 208000020442 loss of weight Diseases 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 230000010412 perfusion Effects 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
- E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/36—Concrete or concrete-like piles cast in position ; Apparatus for making same making without use of mouldpipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/48—Piles varying in construction along their length, i.e. along the body between head and shoe, e.g. made of different materials along their length
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2200/00—Geometrical or physical properties
- E02D2200/16—Shapes
- E02D2200/1628—Shapes rectangular
- E02D2200/1635—Shapes rectangular made from single element
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
Abstract
A kind of friction pile based on the beam of uniform strength, including it is embedded in the pile body of gliding mass and basement rock；Pile body is presented variable cross-section form along its length, and maximum through the position Shi Zhuan sections of sliding surface, pile body enters rock-soil layer from gliding mass position, through sliding surface after in embedded basement rock, the 1/3 of anchorage depth L0 depth >=long L of total stake of pile body；Predeformation packed layer is also filled between pile body and gliding mass.A kind of friction pile and its construction method based on the beam of uniform strength that the present invention is provided, the problems such as operating difficulties, cost are high, anti-skid effect is not good can be solved, utilize the theory of the beam of uniform strength, can give full play to after stake and before stake the gravity pressure of Rock And Soil, the anti-pressure ability of good ground and the stake of base expanding and base expanding section anti sliding with load function, pile body is effectively improved by force intensity, bending resistance and the shear resistance of friction pile are improved, while having the effect of anti-slide mass concurrently.
Description
Technical field
The present invention relates to field of civil engineering, especially a kind of friction pile and its construction method based on the beam of uniform strength.
Background technology
Current harnessing landslide, the measure of side slope mainly have draining, supporting and retaining system, anchoring, loss of weight and back-pressure etc..Wherein friction pile branch
Gear measure has the advantages that big rigidity, preferable self-stability energy, easy construction, consolidation effect are obvious due to its own, is controlled on landslide
Extensive use is able in reason and side slope protection engineering.Friction pile operation principle is mainly to be used by the embedding making of fixed section Rock And Soil
The Thrust of Landslide or side slope soil pressure of free segment Rock And Soil are balanced with passive resisting force, while by Rock And Soil between stake and stake both sides
Frictional resistance formation soil arching effect, prevent stake between Rock And Soil between stake extrude so that landslide or side slope keep balance or stably.
In the design of existing friction pile single pile, pile body is all generally vertical pile structure, fails to take into full account Rock And Soil before and after stake
The spatial distribution characteristic of comprehensive utilization and bending and shearing.When Thrust of Landslide or larger side slope soil pressure, often
The measures such as prestress anchorage cable are set using increase quantity of reinforcement or in pile body, to improve the anti-skid ability of friction pile itself, reached flat
The purpose of the Thrust of Landslide that weighs or side slope soil pressure.Increasing the measures such as quantity of reinforcement, not only quantities is big, treatment cost is high, easily causes
Engineering is wasted, and when by land red-line or existing construction of structures space constraint, site operation difficulty is larger, limits biography
The effective of system friction pile uses；Pile body sets prestress anchorage cable measure, because anchor cable cost is higher, working procedure is cumbersome, and anchor
Rope prestressing force, which is increased over time, easily produces relaxation loss, for permanent landslide or Reinforcement Works of Rock Slopes its reliability
It is substantially not enough.As can be seen here, the comprehensive utilization of Rock And Soil and the stress characteristic of friction pile pile body before and after stake how are taken into full account, is closed
The section form and build of reason design friction pile, are particularly significant to cost-effective improvement major landslip and high steep vertical side slope
's.
The content of the invention
The technical problems to be solved by the invention are to provide a kind of friction pile based on the beam of uniform strength and its construction method, can
To solve the problems such as operating difficulties, cost are high, anti-skid effect is not good, using the theory of the beam of uniform strength, can give full play to after stake and
The anti sliding with load function of the gravity pressure of Rock And Soil, the anti-pressure ability of good ground and the stake of base expanding and base expanding section, is effectively improved stake before stake
Experience force intensity, improve bending resistance and the shear resistance of friction pile, while having the effect of anti-slide mass concurrently, effectively saved by section optimal
Save construction investment.
In order to solve the above technical problems, the technical solution adopted in the present invention is：A kind of friction pile based on the beam of uniform strength,
Pile body including being embedded in gliding mass and basement rock；
Pile body is presented variable cross-section form along its length, and maximum through the position Shi Zhuan sections of sliding surface,
Pile body enters rock-soil layer from gliding mass position, through sliding surface after in embedded basement rock, anchorage depth L0 depth >=total stake of pile body
The 1/3 of long L；
Predeformation packed layer is also filled between pile body and gliding mass.
Pile body is that the pile body being made is poured by armored concrete.
Horizontal stroke, the vertical sectional shape of pile body are rectangle, and the stake top and stake basal cross section width B1 of pile body are identical, the side of pile body
Length H1 keeps constant, and the width B2 through the position Shi Zhuan sections of sliding surface is 1.5-2 times of B1.
Predeformation packed layer is preferably soil layer.
A kind of construction method of the above-mentioned friction pile based on the beam of uniform strength, this method comprises the following steps：
Step 1：Pile body pore-forming：Using artificial vertical digging mode one is often excavated in gliding mass and basement rock in pore-forming, pore forming process
Section pours one section of reinforced concrete core-tube, circulation construction to pile body floor design absolute altitude；
Step 2：Pile body fabrication of reinforcing cage is installed：Pile body steel reinforcement cage is welded using usual manner outside stake holes, pile body stirrup
2 meters of scopes are encrypted above and below the joint through sliding surface, are extremely excavated pile body reinforcing bar cage hoisting using crane after completing
Stake holes in it is fixed；
Step 3：Pile body steel reinforcement cage concreting；
Step 4：Fill predeformation packed layer：Treat that pile body is poured to complete and after maintenance completion, banket to hole before pile body
Compacting, forms predeformation packed layer, pile body is produced a certain amount of deformation to landslide upper limb, to one antiskid of gliding mass pre-add
Power, while friction pile deflection to landslide lower edge under the effect of later stage stand under load can be reduced,
Complete the construction of the friction pile based on the beam of uniform strength.
In step 1, the circulation construction is as follows：Every section of vertical cut is deep-controlled between 0.5 ~ 1 meter, breast wall concrete
Using C25 concrete, thickness can carry out next section of excavation after the completion of being not less than 20 centimetres, the preceding paragraph panelling construction.
A kind of friction pile and its construction method based on the beam of uniform strength that the present invention is provided, have the beneficial effect that：
1st, material is saved, the utilization rate of material is improved to greatest extent；The bearing capacity of structure is improved, makes structure safer；Section
Save space, reduction deadweight, improves the applicability of structure.
2nd, with reference to friction pile force modes and the spatial distribution characteristic of bending and shearing, the theory of the beam of uniform strength is utilized
Given full play to after stake and before stake the gravity pressure of Rock And Soil, the anti-pressure ability of good ground and base expanding and base expanding pile body anti sliding with load work(
Can, pile body is effectively improved by force intensity, bending resistance and the shear resistance of friction pile is improved, while having the effect of anti-slide mass concurrently.
3rd, anti-slide pile structure form is simple, anti-skid performance is relatively strong, be easy to construction, is not only suitable for high gradient slope or pattern foundation pit supporting structure
Engineering, is also applied for major landslip harnessing project.
4th, citation form uses the construction method of artificial digging pile, its advantage is inherited, with bending resistance and shear resistance
Compared with it is strong, construction technology is simple, reliability is high, low cost the advantages of.
5th, the problems such as operating difficulties, cost are high, anti-skid effect is not good can be solved.
Brief description of the drawings
The invention will be further described with reference to the accompanying drawings and examples：
Fig. 1 is the structural representation of friction pile of the present invention；
Fig. 2 is the front view of friction pile pile body of the present invention；
Fig. 3 is the left view of friction pile pile body of the present invention；
Fig. 4 is the shearing distribution schematic diagram of friction pile pile body of the present invention；
Fig. 5 is the Bending moment distribution schematic diagram of friction pile pile body of the present invention；
Fig. 6 is friction pile construction procedure schematic diagram of the present invention.
In figure：1- pile bodies, 2- bottoms, 3- stake tops, 4- gliding masses, 5- sliding surfaces, 6- basement rock, 7- predeformation packed layers, 8- stake holes, 9-
Body steel reinforcement cage.
Embodiment
Embodiment one
As Figure 1-3, a kind of friction pile based on the beam of uniform strength,
Pile body 1 including being embedded in gliding mass 4 and basement rock 6；
Pile body 1 is presented variable cross-section form along its length, and maximum through the position Shi Zhuan sections of sliding surface 5,
Pile body 1 enters rock-soil layer from the position of gliding mass 4, through sliding surface 5 after in embedded basement rock 6, the anchorage depth L0 depth of pile body 1 >=
The 1/3 of the long L of total stake；
Predeformation packed layer 7 is also filled between pile body 1 and gliding mass 4.
Pile body 1 is that the pile body being made is poured by armored concrete.
Horizontal stroke, the vertical sectional shape of pile body 1 are rectangle, and the stake top 3 and the cross-sectional width B1 of stake bottom 2 of pile body 1 are identical, pile body 1
Side length H1 keep constant, the width B2 through the position Shi Zhuan sections of sliding surface 5 is 1.5-2 times of B1；
B1 length range is 2 ~ 3 meters, and H1 length range is 2 ~ 3 meters, and B2 length range is 3 ~ 4 meters.
The preferably soil layer, or gravelly soil of predeformation packed layer 7.
As Figure 1-5, operation principle is：According to the theory of the beam of uniform strength, i.e.,：In order that the bending stress in each section
It is identical, then it should correspondingly change sectional dimension with the size of moment of flexure, to keep the beam of same intensity.Antiskid as shown in Figure 5
The bending moment diagram of stake pile body is visible, and moment of flexure of the friction pile at sliding surface is maximum, and male type is presented in shape, therefore of the invention by sliding surface
The friction pile section increase at place, the effect of Thrust of Landslide is reasonably resistant to this.Meanwhile, this patent has the work of anti-slide mass concurrently
With that is,：The landslide slip of character weakness relatively is replaced with concrete material, the shearing strength of sliding surface is improved, so as to play anti-skid work
With, it is ensured that come down the stable security slided along geology slide strips.And friction pile pile concrete pour and conserve completion after,
Fill compaction is carried out to hole before stake, pile body is produced a certain amount of deformation to landslide upper limb, to one antiskid of gliding mass pre-add
Power, while friction pile deflection to landslide lower edge under the effect of later stage stand under load can be reduced.
Embodiment two
As shown in fig. 6, a kind of construction method of the above-mentioned friction pile based on the beam of uniform strength, this method comprises the following steps：
Step 1：The pore-forming of pile body 1：Often excavated in pore-forming, pore forming process in gliding mass 4 and basement rock 6 using artificial vertical digging mode
One section pours one section of reinforced concrete core-tube, circulation construction to pile body floor design absolute altitude；
Step 2：The fabrication and installation of pile body steel reinforcement cage 9：Pile body steel reinforcement cage 9 is welded using usual manner outside stake holes 8, pile body hoop
Muscle 2 meters of scopes above and below the joint through sliding surface are encrypted, and are lifted pile body steel reinforcement cage 9 to opening using crane after completing
It is fixed in the stake holes 8 of digging；
Step 3：The concreting of pile body steel reinforcement cage 9；Poured and often connected in friction pile pile body 1, casting process using pump concrete
Continuous 0.5~0.7 meter of perfusion, using immersion vibrator vibration compacting 1 time, mouth and coagulation under immersion vibrator tumbling barrel or conduit
The distance that soil pours face is preferably controlled between 1~3 meter
Step 4：Fill predeformation packed layer 7：Treat that pile body 1 is poured to complete and after maintenance completion, fill out hole before pile body 1
Soil pressure is real, forms predeformation packed layer 7, pile body 1 is produced a certain amount of deformation to landslide upper limb, to 4 pre-add of gliding mass one
Skid resistance, while friction pile deflection to landslide lower edge under the effect of later stage stand under load can be reduced,
Complete the construction of the friction pile based on the beam of uniform strength.
In step 1, the circulation construction is as follows：Every section of vertical cut is deep-controlled between 0.5 ~ 1 meter, breast wall concrete
Using C25 concrete, thickness can carry out next section of excavation after the completion of being not less than 20 centimetres, the preceding paragraph panelling construction.
Refer to before the pile body 1 referred in embodiment two close to the side of landslide free face.
It may cause stress concentration in view of right angle base expanding and base expanding, chamfered can be carried out in construction.
Claims (6)
1. a kind of friction pile based on the beam of uniform strength, it is characterised in that：
Including being embedded in gliding mass（4）And basement rock（6）Pile body（1）；
Pile body（1）Variable cross-section form is presented along its length, and through sliding surface（5）Position Shi Zhuan sections it is maximum,
Pile body（1）From gliding mass（4）Position enters rock-soil layer, through sliding surface（5）Basement rock is embedded in afterwards（6）It is interior, pile body（1）Anchoring it is deep
Spend the 1/3 of L0 depth >=long L of total stake；
Pile body（1）With gliding mass（4）Between be also filled with predeformation packed layer（7）.
2. a kind of friction pile based on the beam of uniform strength according to claim 1, it is characterised in that：Pile body（1）For by reinforcing bar
The pile body that concreting is made.
3. a kind of friction pile based on the beam of uniform strength according to claim 1, it is characterised in that：Pile body（1）Horizontal, vertical cut
Face shape is rectangle, pile body（1）Stake top（3）And stake bottom（2）Cross-sectional width B1 is identical, pile body（1）Side length H1 protect
Hold constant, through sliding surface（5）The width B2 in position Shi Zhuan sections be 1.5-2 times of B1.
4. a kind of friction pile based on the beam of uniform strength according to claim 1, it is characterised in that：Predeformation packed layer（7）
For soil layer, or gravelly soil, compaction in layers.
5. a kind of construction method of the friction pile based on the beam of uniform strength any one of the claims 1-4, its feature
It is that this method comprises the following steps：
Step 1：Pile body（1）Pore-forming：Using artificial vertical digging mode in gliding mass（4）And basement rock（6）In interior pore-forming, pore forming process
Often excavate one section and pour one section of reinforced concrete core-tube, circulation construction to pile body floor design absolute altitude；
Step 2：Pile body steel reinforcement cage（9）Fabrication and installation：Pile body steel reinforcement cage（9）Using usual manner in stake holes（8）It is outer to be welded,
Pile body stirrup 2 meters of scopes above and below the joint through sliding surface are encrypted, and crane is used after completing by pile body steel reinforcement cage（9）
The stake holes that lifting is extremely excavated（8）Interior fixation；
Step 3：Pile body steel reinforcement cage（9）Concreting；
Step 4：Fill predeformation packed layer（7）：Treat pile body（1）Pour and complete and after maintenance completion, to pile body（1）Preceding hole
Banketed, compaction in layers forms predeformation packed layer（7）, make pile body（1）A certain amount of deformation to landslide upper limb is produced,
To gliding mass（4）One skid resistance of pre-add, while friction pile deflection to landslide lower edge under the effect of later stage stand under load can be reduced,
Complete the construction of the friction pile based on the beam of uniform strength.
6. the construction method of the friction pile according to claim 5 based on the beam of uniform strength, it is characterised in that in step 1, institute
State circulation construction as follows：Every section of vertical cut is deep-controlled between 0.5 ~ 1 meter, and breast wall concrete uses C25 concrete, thickness
Next section of excavation can be carried out not less than 20 centimetres, after the completion of the preceding paragraph panelling construction.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201710402164.0A CN107119699A (en) | 2017-06-01 | 2017-06-01 | A kind of friction pile and its construction method based on the beam of uniform strength |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201710402164.0A CN107119699A (en) | 2017-06-01 | 2017-06-01 | A kind of friction pile and its construction method based on the beam of uniform strength |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108487268A (en) * | 2018-06-04 | 2018-09-04 | 华东交通大学 | A kind of square hollow ladder reducing anti-slide pile structure and construction method |
| CN109629582A (en) * | 2019-01-16 | 2019-04-16 | 河南省交通规划设计研究院股份有限公司 | A kind of abnormity draining friction pile and its construction method |
| CN109914440A (en) * | 2019-03-14 | 2019-06-21 | 中铁二院工程集团有限责任公司 | The anti-skid structure of the big ability of w type and construction method |
| CN110472313A (en) * | 2019-07-29 | 2019-11-19 | 西南石油大学 | The calculation method of the anti-skid width of isotropic rock mass before a kind of friction pile stake |
| CN113605411A (en) * | 2021-07-20 | 2021-11-05 | 重庆交通大学 | Slope combined reinforcing structure and slope reinforcing construction method |
| CN115162377A (en) * | 2022-07-28 | 2022-10-11 | 四川公路桥梁建设集团有限公司 | Variable-section combined slide-resistant pile with upper part and lower part being circular and construction method thereof |
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| JPH03206212A (en) * | 1990-01-05 | 1991-09-09 | Ichitaro Torii | Construction method of earth support in tubular pile and tubular pile |
| CN103046541A (en) * | 2013-01-09 | 2013-04-17 | 中国地质大学（武汉） | Anti-slide pile with I-shaped cross section |
| CN203475420U (en) * | 2013-08-20 | 2014-03-12 | 长江勘测规划设计研究有限责任公司 | Three-segment variable cross-section slide-resistant pile |
| CN205152961U (en) * | 2015-10-23 | 2016-04-13 | 中铁西安勘察设计研究院有限责任公司 | Prestressing force variable cross section friction pile |
| CN105714769A (en) * | 2016-03-17 | 2016-06-29 | 中国水利水电第十一工程局有限公司 | Construction method for anti-sliding cast-in-place pile |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| JPH03206212A (en) * | 1990-01-05 | 1991-09-09 | Ichitaro Torii | Construction method of earth support in tubular pile and tubular pile |
| CN103046541A (en) * | 2013-01-09 | 2013-04-17 | 中国地质大学（武汉） | Anti-slide pile with I-shaped cross section |
| CN203475420U (en) * | 2013-08-20 | 2014-03-12 | 长江勘测规划设计研究有限责任公司 | Three-segment variable cross-section slide-resistant pile |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108487268A (en) * | 2018-06-04 | 2018-09-04 | 华东交通大学 | A kind of square hollow ladder reducing anti-slide pile structure and construction method |
| CN109629582A (en) * | 2019-01-16 | 2019-04-16 | 河南省交通规划设计研究院股份有限公司 | A kind of abnormity draining friction pile and its construction method |
| CN109629582B (en) * | 2019-01-16 | 2024-01-30 | 河南省交通规划设计研究院股份有限公司 | Special-shaped drainage slide-resistant pile and construction method thereof |
| CN109914440A (en) * | 2019-03-14 | 2019-06-21 | 中铁二院工程集团有限责任公司 | The anti-skid structure of the big ability of w type and construction method |
| CN109914440B (en) * | 2019-03-14 | 2023-09-22 | 中铁二院工程集团有限责任公司 | Construction method of w-type high-capacity anti-slip structure |
| CN110472313A (en) * | 2019-07-29 | 2019-11-19 | 西南石油大学 | The calculation method of the anti-skid width of isotropic rock mass before a kind of friction pile stake |
| CN113605411A (en) * | 2021-07-20 | 2021-11-05 | 重庆交通大学 | Slope combined reinforcing structure and slope reinforcing construction method |
| CN115162377A (en) * | 2022-07-28 | 2022-10-11 | 四川公路桥梁建设集团有限公司 | Variable-section combined slide-resistant pile with upper part and lower part being circular and construction method thereof |
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Application publication date: 20170901 |