KR20090008072A - Segmental internally confined hollow concrete filled tube pier - Google Patents

Segmental internally confined hollow concrete filled tube pier Download PDF

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Publication number
KR20090008072A
KR20090008072A KR1020070071380A KR20070071380A KR20090008072A KR 20090008072 A KR20090008072 A KR 20090008072A KR 1020070071380 A KR1020070071380 A KR 1020070071380A KR 20070071380 A KR20070071380 A KR 20070071380A KR 20090008072 A KR20090008072 A KR 20090008072A
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KR
South Korea
Prior art keywords
steel pipe
hollow concrete
filled steel
segment
concrete filled
Prior art date
Application number
KR1020070071380A
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Korean (ko)
Inventor
백승덕
한만엽
Original Assignee
아주대학교산학협력단
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
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Application filed by 아주대학교산학협력단 filed Critical 아주대학교산학협력단
Priority to KR1020070071380A priority Critical patent/KR20090008072A/en
Publication of KR20090008072A publication Critical patent/KR20090008072A/en

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    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00Structural or constructional details of bridges
    • E01D19/02Piers; Abutments ; Protecting same against drifting ice
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00Methods or apparatus specially adapted for erecting or assembling bridges
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04CSTRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00Structural elongated elements designed for load-supporting
    • E04C3/30Columns; Pillars; Struts
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00Material constitution of bridges
    • E01D2101/20Concrete, stone or stone-like material
    • E01D2101/24Concrete
    • E01D2101/26Concrete reinforced
    • E01D2101/268Composite concrete-metal

Abstract

A prefabricated internally confined hollow concrete filled steel tube pier is provided to perform construction work rapidly using many pier segments, to increase load carrying capacity and earthquake resistance, and to solve the corrosion problem of a steel tube. A prefabricated internally confined hollow concrete filled steel tube pier is composed of an internally confined hollow concrete filled steel tube installed between a foundation(10) and a coping section(20), wherein the internally confined hollow concrete filled steel tube is divided into many segments(12,14,16), steel bar insertion holes(12d,14d,16d) are formed on each internally confined hollow concrete filled steel tube segment, and the upper part of the uppermost segment and the lower part of the lowermost segment among the internally confined hollow concrete filled steel tube segments are tapered.

Description

Segmental internally confined hollow concrete filled tube pier
The present invention relates to a prefabricated bridge piers, and more particularly, to a prefabricated hollow concrete filled steel pipe piers made to assemble the field by pier segments made of internally bound hollow concrete filled steel pipe to complete the bridge.
Piers, a key member for the construction of bridges, have been constructed using reinforced concrete since the invention of cement.
However, in recent years, as the height and load capacity of bridge piers have been increased, H (hollow) piers have been introduced and used in civil engineering fields, and concrete filled steel pipes (CFT: Concrete- Filled steel tube columns have been increasingly used.
Accordingly, H-CFT columns, which combine these two technologies, have also started to be used in civil engineering, where hollow concrete-filled steel pipe (H-CFT) columns are subjected to seismic lateral loads. As the concrete inside the hollow is easily destroyed, the seismic performance is deteriorated.
Accordingly, pillars or piers using internally confined hollow concrete-filled steel pipes in which steel pipes are inserted to suppress the deformation of concrete in the hollow inside the filling column are used. Internally Confined Hollow Concrete Filled Tube (ICH-CFT) is lighter in weight than other types of columns, has a higher load bearing capacity, and has excellent seismic performance. This type of bridge is a technology that is currently being evaluated in the laboratory and is still in the early stages of technology development.
Currently, all the processes such as reinforcing steel bars, assembling formwork, placing concrete, curing, etc. are performed in the field to construct pillars and piers. There are technical and economic difficulties due to the prolonged construction period.
Accordingly, in the developed countries, prefabricated bridge construction methods for converting piers into PCs and producing them in factories have recently been developed and used. In the prefabricated construction method of piers using PC segments, hollow piers are generally used to reduce weight during transportation and assembly, and steel bars are generally used for joining segments.
On the other hand, in the case of a pillar used in construction, in order to secure the internal space of the building, the concrete cross-sectional area of the pillar is minimized, and concrete-filled steel pipe columns in which the connection between beams and columns is easily solved by welding or bolts are widely used. In the case of concrete-filled steel pipe columns, assembling of steel pipes and filling of concrete are generally performed in the field, but recently, a prefabricated construction method using concrete-filled steel pipe columns has been attempted.
In the field of civil engineering, reinforced concrete bridge piers have a long construction period because of all work in the field, difficulty in outdoor work, and time required for curing. In addition, hollow reinforced concrete pier has the disadvantage of very complicated reinforcement and poor seismic performance, concrete-filled steel pipe is a technique that is mainly used in construction, there are few examples used in pier, and internally confined hollow concrete-filled steel pipe is used in pier Although recently started to be used, there is a problem that the internal steel pipe is corroded, it is difficult to solve when the corrosion occurs.
The present invention has been proposed to solve the above-described problems, and an object thereof is to provide a prefabricated hollow concrete-filled steel pipe piers that allow rapid construction using a plurality of pier segments.
Another object of the present invention is to provide a method for reinforcing the connection portion and the weak part of the pier, to provide a prefabricated hollow concrete filled steel pipe piers to increase the load capacity and seismic performance and solve the corrosion problem of the steel pipe.
In order to achieve the above object, the prefabricated hollow concrete filled steel pipe pier prefabricated according to a preferred embodiment of the present invention is a pier made of internally bound hollow concrete filled steel pipe installed between the base portion and the coping portion,
The internally confined hollow concrete filled steel pipe is segmented into a plurality of segments, and each of the internally confined hollow concrete filled steel pipe segments is characterized in that a steel rod insertion hole is formed.
According to the present invention of such a configuration, by forming a bridge using an internally-constrained hollow concrete filled steel pipe (ICH-CFT) segmented into a plurality of segments, it is easy to transport to the construction site, and the construction is quick, It is possible to build prefabricated bridges with high load resistance and excellent seismic performance and durability.
The reinforcement method of the segment connection part using the steel pipe, the cross sectional method of integrating the pillar support part in the segment, and the method of replacing the inner steel pipe with the corrosion resistant material are techniques applicable to all other pillar methods.
In addition, the prefabricated construction method of the pier according to the present invention can not only shorten the construction period, but also increase the efficiency of the work, it is possible to reduce the accident occurrence rate due to construction.
In addition, the present invention is a prefabricated piers that can be assembled in the field, it is possible to reinforce the connecting portion between the segment, reinforcing the connecting portion between the segment and the connecting member.
Hereinafter, with reference to the accompanying drawings illustrating a prefabricated hollow concrete filled steel pipe piers according to an embodiment of the present invention.
1 is an exploded perspective view of a prefabricated hollow concrete filled steel pipe piers prefabricated according to an embodiment of the present invention, Figure 2 is a plan view of the inner hollow hollow concrete filled steel pipe segment of Figure 1, Figure 3 is a state diagram of FIG.
The prefabricated hollow concrete filled steel pipe pier of the present invention is installed between the foundation portion 10 and the coping portion 20, and consists of an internally bound hollow concrete filled steel pipe segmented into a plurality of segments. In the embodiment of the present invention, the inner confined hollow concrete filled steel pipe segments are three, but the number may be added or subtracted. The inner confined hollow concrete-filled steel pipe segment may have a cylindrical shape, but may be a column having various shapes such as a polygon or an ellipse having an angle of square or more.
The upper surface of the base portion 10 is formed with a shear groove 10a into which the shear key 3 of the internally confined hollow concrete filled steel pipe segment 12 is fitted, and each of the shear grooves 10a has a steel bar 18 and A plurality of nuts 22 are installed for coupling.
A plurality of girders (not shown) are horizontally installed in the coping portion 20, and a shear key fitted into a front end groove 17 of the internally confined hollow concrete-filled steel pipe segment 18 on the bottom of the coping portion 20. Not shown). This facilitates or accurately selects the coupling position between the foundation portion 10 and the internally confined hollow concrete filled steel pipe segment 12 and the coping portion 20 and the internally constrained hollow concrete filled steel pipe segment 18. It is to help you. In addition, a shear groove 20a is formed on the upper surface of the coping portion 20, and a steel rod inserting hole (not shown) is vertically drilled in the shear groove 20a.
The internally confined hollow concrete filled steel pipe segments 12, 14, and 16 have a large diameter outer steel pipe 12a, 14a, 16a and a small diameter inner steel pipe 12b, inserted into the outer steel pipe 12a, 14a, 16a. A structure in which concretes 12c, 14c, and 16c are filled between 14b and 16b, wherein shear grooves 13, 15, and 17 are formed on the upper surface of the portion where the concretes 12c, 14c, and 16c are filled. In the shear grooves 13, 15, and 17, a plurality of steel rod insertion holes 12d, 14d, and 16d are vertically formed. Of course, you may form the steel rod insertion slots 12d, 14d, and 16d outside the front end grooves 13, 15, and 17. Then, shear keys 3, 5, and 7 are formed on the lower surface of the portion filled with the concrete 12c, 14c, and 16c.
The steel rod inserts 12d, 14d, and 16d are preferably formed vertically to penetrate the shear grooves 13, 15, 17 and the shear keys 3, 5, and 7, but the steel rod inserts 12d, 14d, 16d) does not have to be installed in the shear grooves 13, 15, and 17, so that the shear grooves 13, 15, 17 and shear keys 3, 5 depend on the installation form of the rod inserts 12d, 14d, 16d. , 7) does not have to penetrate.
In order to prevent corrosion, the inner steel pipes 12b, 14b, and 16b may be made of a non-corrosive material such as plastic, or a pipe made of a material resistant to corrosion, such as stainless steel.
Each of the internally confined hollow concrete filled steel pipe segments 12, 14, 16 is preferably manufactured beforehand around the factory or site and then transferred to the construction site according to the order.
In addition, in FIG. 1, four portions of the steel rod inserts 12d, 14d, and 16d are formed, and the positions and positions of the steel rod inserts 12d, 14d and 16d are variable, and the steel rod inserts ( 12d, 14d, and 16d) may be individually distributed throughout the cross section.
On the other hand, the shear grooves (13, 15, 17) and shear keys (3, 5, 7) provided on the upper and lower surfaces of each of the internally bound hollow concrete filled steel pipe segments (12, 14, 16) transfer the horizontal load between the segments. do. The shear grooves 13, 15, 17 and shear keys 3, 5, 7 are concave and convex to allow mutual coupling to the top and bottom surfaces of the respective internally confined hollow concrete filled steel pipe segments 12, 14, and 16. Is formed. In FIG. 1, a plurality of concave shear grooves 13, 15, and 17 are formed on an upper surface of each of the inner confined hollow concrete-filled steel pipe segments 12, 14, and 16. The convex fits into the bottom face of the hollow concrete filled steel pipe segments 12, 14, and 16 in the shear groove 10a of the foundation portion 10 facing the hollow concrete filled steel pipe segment and the shear grooves 13 and 15 of the top surface of the internally-constrained hollow concrete filled steel pipe segment. (Iii) A plurality of shear keys 3, 5, and 7 are formed. It is well known that the shape of the shear grooves 13, 15, 17 and the shear keys 3, 5, 7 are not limited to concave and convex shapes as long as they are coupled to each other.
Of course, the formation positions of the plurality of shear grooves 13, 15, 17 and shear keys 3, 5, 7 may be reversed. That is, shear keys 3, 5, and 7 are formed on an upper surface of each of the internally bound hollow concrete filled steel pipe segments 12, 14, and 16, and the respective internally bound hollow concrete filled steel pipe segments 12, 14, and 16 are formed. Shear grooves 13, 15, and 17 may be formed on the bottom surface of the head). In addition, the upper surface of the segment can be arranged so that the shear key and the shear groove is formed in a complex, the lower surface may have a shear groove and shear key that can be coupled thereto.
In particular, the internally confined hollow concrete filled steel pipe segment 12 is the lowest segment coupled to the foundation 10 and is the most vulnerable to vertical load. Therefore, in order to reinforce this, the lower portion of the outer steel pipe 12a of the inner confined hollow concrete-filled steel pipe segment 12 may be tapered so as to have a large cross-sectional area. Therefore, the cross section of the connection part with the base part 10 expands. Preferably, the height of the taper or taper from the height of the inner confined hollow concrete filled steel pipe segment 12 is variable.
On the other hand, the inner confined hollow concrete filled steel pipe segment 16 is the uppermost segment coupled with the coping portion 20, the inner confined hollow concrete filled steel pipe segment to enhance the load capacity of the connection portion with the coping portion 20 The upper part of the outer steel pipe 16a of 16 may form a segment so that a cross-sectional area may become large to taper. Therefore, the cross section of the connection part with the coping part 20 is expanded.
Referring to the procedure for constructing a prefabricated hollow concrete filled steel pipe piers according to an embodiment of the present invention configured as described above are as follows.
First, a part of a nut 22 to which a steel bar 18-not shown may be later protruded is installed in a plurality of shear grooves 10a formed on the upper surface of the foundation 10 so as to protrude, and the foundation is used by using a crane or the like. The inner confined hollow concrete-filled steel pipe segment 12 is coupled to the upper portion 10. That is, the shear key (3) of the bottom surface of the internally confined hollow concrete-filled steel pipe segment (12) is fitted into the shear groove (10a) of the upper surface of the base portion (10).
Thereafter, after sequentially joining the internally bound hollow concrete filled steel pipe segments 14 and 16 vertically, the shear key (not shown) of the bottom surface of the coping portion 20 is positioned at the top thereof. It is coupled to the shear groove 17 of the upper surface.
When the coupling between the inner confined hollow concrete-filled steel pipe segment 16 and the coping portion 20 is completed, a steel rod 18 having a column height at a steel rod insertion hole (ie, formed in the shear groove 20a) of the coping portion 20. ) Is inserted into the nut 22 installed in the shear groove 10a on the upper surface of the base 10. Thereafter, using a mechanism such as a hydraulic jack, the steel bar 18 connected to the nut 22 installed on the base portion 10 is tensioned and fixed at the upper surface of the coping portion 20. Then, the pier is finally completed as shown in FIG.
On the other hand, the internally bound hollow concrete filled steel pipe segments (12, 14, 16) are in contact with each other to reinforce the mutual connection when each of the internally bound hollow concrete filled steel pipe segments (12, 14, 16) The site may be modified as follows.
Figure 4a is an exploded cross-sectional view showing an example for reinforcing the connection between the interlocking hollow concrete-filled steel pipe segments of Figure 1, Figure 4b is an example for reinforcing the connection between the interlocking hollow concrete-filled steel pipe segments of Figure 1 4C is a perspective view illustrating a bottom state of the upper segment of FIG. 4B, and FIG. 4D is a cross sectional view of FIG. 4A. Figure 5a is an exploded cross-sectional view showing another example for reinforcing the connection between the interlocking hollow concrete filled steel pipe segments of Figure 1, Figure 5b is for reinforcing the connection between the interlocking hollow concrete filled steel pipe segments of Figure 1 Another example is an exploded perspective view showing, Figure 5c is a perspective view showing a bottom state of the upper segment of Figure 5b, Figure 5d is a cross-sectional view of the combination of Figure 5a.
First, as shown in FIGS. 4A to 4D, the reference numeral of the internally-contained hollow concrete filled steel pipe segment (abbreviated as the upper segment) positioned at the upper side is 30, and the internally-contained hollow concrete-filled steel pipe segment located at the lower side (bottom) Reference numeral 40 is referred to as a segment.
The lower end of the concrete 36 filled between the outer steel pipe 32 and the inner steel pipe 34 of the upper segment 30 protrudes a predetermined value, and a plurality of adhesive filling grooves 38 are formed on the outer surface of the concrete protrusion. It is formed vertically, the shear key 31 is formed on the bottom of the concrete projecting portion.
Then, the concrete 46 is filled between the outer steel pipe 42 and the inner steel pipe 44 of the lower segment 40, except the length of the concrete protrusion of the upper segment 30 is filled. In addition, a shear groove 41 into which the shear key 31 is fitted is formed on an upper surface of the filled concrete 46. If the shear key 31 is not present, the shear groove 41 may also be absent. In FIGS. 4A to 4D, the adhesive filling groove 38 is formed on the concrete protrusion of the upper segment 30, but may be formed on the inner circumferential surface of the outer steel pipe 42 of the lower segment 40.
The upper segment 30 and the lower segment 40 constructed as shown in FIGS. 4A-4C have a lower portion before the concrete protrusion of the upper segment 30 is coupled to the upper receiving portion of the lower segment 40 as in FIG. 4D. Applying an adhesive such as epoxy to the inside of the segment 40 and then combining the upper segment 30 and the lower segment 40 to allow the excess epoxy to leak into the epoxy filling groove of the upper and lower segments (30, 40) The bond can be perfected, and the strength of the bond can be increased by filling the top and bottom and sidewall surfaces between the upper and lower segments 30 and 40.
5A to 5D, the concrete 56 is completely filled between the outer steel pipe 52 and the inner steel pipe 54 of the upper segment 50, and the shear key 51 is disposed on the bottom surface of the filled concrete 56. Is formed, a plurality of adhesive filling grooves 58 are formed vertically in the lower outer surface of the outer steel pipe (52). Of course, although not shown in the figure, the adhesive filling groove 58 may be formed vertically on the lower inner surface of the inner steel pipe 54. In addition, a shear groove in which the concrete 66 is completely filled between the outer steel pipe 62 and the inner steel pipe 64 of the lower segment 60, and the shear key 51 is fitted to the upper surface of the filled concrete 66. 61 is formed. If the shear key 51 is not present, the shear groove 61 may also be absent. In addition, the auxiliary steel pipe 70 is welded to the upper portion of the outer surface of the outer steel pipe 62 of the lower segment 60 and the upper portion of the inner circumferential surface of the inner steel pipe 64 to protrude upward. Here, the length of the adhesive filling groove 58 is preferably the same as the protrusion height of the auxiliary steel pipe 70, but may be different to some extent. In FIGS. 5A to 5D, although the adhesive filling groove 58 is formed below the outer surface of the outer steel pipe 52 of the upper segment 50, the adhesive filling groove 58 may be formed above the inner surface of the auxiliary steel pipe 70.
The upper segment 50 and the lower segment 60 configured as in FIGS. 5A-5C have a lower portion prior to joining the lower portion of the upper segment 50 into the auxiliary steel pipe 70 of the lower segment 60 as in FIG. 5D. Applying an adhesive such as epoxy to the inside of the segment 60 and then combining the upper segment 50 and the lower segment 60 causes the excess epoxy to leak into the adhesive filling groove 58, so that the upper and lower segments 30, The coupling of 40 may be perfect, and the epoxy may be filled in the upper and lower surfaces and the sidewall surfaces between the upper and lower segments 30 and 40 to increase the strength of the coupling portion.
FIG. 6 is a view showing a modification of the coupling between the base 10 of FIG. 1 and the lowermost internally confined hollow concrete filled steel pipe segment 12. Compared with FIG. 1, the difference is that the lower portion of the internally confined hollow concrete-filled steel pipe segment 12 is formed at an upper surface of the foundation portion 10, and an insertion portion 80 is formed. The difference is that the lower portion of the internally confined hollow concrete filled steel pipe segment 12 is shaped to be inserted into its insert 80.
When configured as shown in FIG. 6, rather than the configuration of FIG. 1, the coupling between the base portion 10 and the internally-constrained hollow concrete-filled steel pipe segment 12 may be reinforced.
FIG. 7 is a view showing a modification of the coupling between the coping part 20 of FIG. 1 and the topmost internally confined hollow concrete filled steel pipe segment 16. Compared with FIG. 1, the difference is that the upper part of the internally confined hollow concrete-filled steel pipe segment 16 is formed at the bottom of the coping part 20, and an insertion part 90 may be inserted. The difference is that the upper portion of the inner confined hollow concrete filled steel pipe segment 16 is shaped to be inserted into its insert 90.
When configured as shown in FIG. 7, the coupling between the coping part 20 and the internally confined hollow concrete-filled steel pipe segment 16 may be reinforced rather than the configuration of FIG. 1.
On the other hand, the present invention is not limited only to the above-described embodiments and can be carried out by modifications and variations within the scope not departing from the gist of the present invention, and the technical spirit to which such modifications and variations are applied also belongs to the following claims. Must see
1 is an exploded perspective view of a prefabricated hollow concrete filled steel pipe piers according to an embodiment of the present invention,
Figure 2 is a plan view of the inner confined hollow concrete filled steel pipe segment of Figure 1,
3 is a combined state of FIG.
Figure 4a is an exploded cross-sectional view showing an example for reinforcing the connection between the segment of the inner hollow hollow concrete filled steel pipe segment of Figure 1,
Figure 4b is an exploded perspective view showing an example for reinforcing the connection between the segments of the inner hollow hollow concrete filled steel pipe segment of Figure 1,
4C is a perspective view illustrating a bottom state of the upper segment of FIG. 4B;
4D is a cross sectional view of FIG. 4A;
Figure 5a is an exploded cross-sectional view showing another example for reinforcing the connection between the segments of the inner hollow hollow concrete filled steel pipe segment of Figure 1,
5B is an exploded perspective view illustrating another example for reinforcing a connection portion between segments of hollow concrete filled steel pipe segments of FIG. 1;
5C is a perspective view illustrating a bottom state of the upper segment of FIG. 5B;
5D is a cross sectional view of FIG. 5A;
6 is a view showing a modification of the coupling between the base portion and the lowermost internally bound hollow concrete filled steel pipe segment of FIG.
7 is a view showing a modification of the coupling between the coping portion of Figure 1 and the topmost internally confined hollow concrete filled steel pipe segment.
<Description of Symbols for Major Parts of Drawings>
3, 5, 7: shear key 10: foundation
12, 14, 16: Internally bound hollow concrete filled steel pipe segments
13, 15, 17: shear groove 18: steel bar
20: coping part 22: nut
12a, 14a, 16a: outer steel pipe 12b, 14b, 16b: inner steel pipe
12c, 14c, 16c: Concrete 12d, 14d, 16d: Steel rod insert

Claims (6)

  1. Piers made of internally confined hollow concrete filled steel pipes installed between the foundation and the coping,
    The internally confined hollow concrete-filled steel pipe is segmented into a plurality of segments, each of the internally confined hollow concrete-filled steel pipe segment, prefabricated hollow concrete-filled steel pipe piers, characterized in that a steel rod insertion hole is formed.
  2. The method of claim 1,
    The prefabricated hollow concrete filled steel pipe piers, characterized in that the upper portion of the uppermost segment and the lower portion of the lowermost segment of the plurality of internally bound hollow concrete filled steel pipe segments tapered.
  3. The method according to claim 1 or 2,
    The heights of the inner steel pipes and the outer steel pipes constituting each of the inner hollow hollow concrete filled steel pipe segments and the height of the concrete filled between the inner steel pipes and the outer steel pipes are mutually differential, Prefabricated hollow concrete filled steel pipe piers, characterized in that the coupling help is formed to help the coupling.
  4. The method of claim 3, wherein
    The steel rod insertion hole is a prefabricated hollow concrete filled steel pipe piers, characterized in that the vertically penetrating the shear groove and the shear key of each of the inner hollow hollow concrete filled steel pipe segment.
  5. The method of claim 4, wherein
    Prefabricated hollow concrete filled steel pipe piers, characterized in that the connection portion between the inner hollow hollow concrete filled steel pipe segment is formed with an adhesive filling groove filled with a predetermined adhesive.
  6. The method of claim 4, wherein
    Prefabricated hollow concrete filled steel pipe piers, characterized in that the secondary steel pipe is padded on the connection portion between the inner concrete hollow concrete filled steel pipe segment, the adhesive filling groove is formed in the portion of the auxiliary steel pipe is padded with a predetermined adhesive .
KR1020070071380A 2007-07-16 2007-07-16 Segmental internally confined hollow concrete filled tube pier KR20090008072A (en)

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Cited By (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101105883B1 (en) * 2011-07-14 2012-01-16 서보산업 주식회사 Basic mat constructing method of high rise concrete structure
KR101245197B1 (en) * 2010-09-28 2013-03-19 주식회사 아앤시티 multi-column type modular pier
KR101359159B1 (en) * 2011-06-30 2014-02-06 주식회사 포스코 Jointing element for steel pipe support strut of retaining wall and joint structure using thereof
KR101389485B1 (en) * 2012-05-10 2014-04-25 (주) 에센스 The concrete pillar structure and the constructing method thereof
KR101403271B1 (en) * 2011-12-02 2014-06-11 재단법인 포항산업과학연구원 Jointing apparatus for steel pipe support strut and support strut using the same and support strut installation method
CN104790291A (en) * 2015-04-22 2015-07-22 上海市城市建设设计研究总院 Prefabricated type bridge pier column and connecting method thereof
CN106192729A (en) * 2016-07-14 2016-12-07 东南大学 Precast assembly bridge pier core shape joggle structure and construction method
CN106869569A (en) * 2017-04-09 2017-06-20 北京工业大学 A kind of core-added laminated post of raising underground frame structure system anti-seismic performance
CN108086140A (en) * 2018-01-31 2018-05-29 福建工程学院 A kind of assembled bridge pier structure of steel pipe socket
CN110886204A (en) * 2019-11-29 2020-03-17 重庆交通大学 Prefabricated segment pier of assembled
CN108570923B (en) * 2018-05-06 2020-11-27 北京工业大学 Reinforced concrete pier structure capable of being quickly repaired after earthquake

Cited By (13)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101245197B1 (en) * 2010-09-28 2013-03-19 주식회사 아앤시티 multi-column type modular pier
KR101359159B1 (en) * 2011-06-30 2014-02-06 주식회사 포스코 Jointing element for steel pipe support strut of retaining wall and joint structure using thereof
KR101105883B1 (en) * 2011-07-14 2012-01-16 서보산업 주식회사 Basic mat constructing method of high rise concrete structure
KR101403271B1 (en) * 2011-12-02 2014-06-11 재단법인 포항산업과학연구원 Jointing apparatus for steel pipe support strut and support strut using the same and support strut installation method
KR101389485B1 (en) * 2012-05-10 2014-04-25 (주) 에센스 The concrete pillar structure and the constructing method thereof
CN104790291A (en) * 2015-04-22 2015-07-22 上海市城市建设设计研究总院 Prefabricated type bridge pier column and connecting method thereof
CN106192729B (en) * 2016-07-14 2017-10-20 东南大学 Precast assembly bridge pier core shape joggle head structure and construction method
CN106192729A (en) * 2016-07-14 2016-12-07 东南大学 Precast assembly bridge pier core shape joggle structure and construction method
CN106869569A (en) * 2017-04-09 2017-06-20 北京工业大学 A kind of core-added laminated post of raising underground frame structure system anti-seismic performance
CN106869569B (en) * 2017-04-09 2019-04-30 北京工业大学 A kind of core-added laminated column improving underground frame structure system anti-seismic performance
CN108086140A (en) * 2018-01-31 2018-05-29 福建工程学院 A kind of assembled bridge pier structure of steel pipe socket
CN108570923B (en) * 2018-05-06 2020-11-27 北京工业大学 Reinforced concrete pier structure capable of being quickly repaired after earthquake
CN110886204A (en) * 2019-11-29 2020-03-17 重庆交通大学 Prefabricated segment pier of assembled

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