WO2006038620A1 - 脚柱の接合部構造および接合方法 - Google Patents
脚柱の接合部構造および接合方法 Download PDFInfo
- Publication number
- WO2006038620A1 WO2006038620A1 PCT/JP2005/018357 JP2005018357W WO2006038620A1 WO 2006038620 A1 WO2006038620 A1 WO 2006038620A1 JP 2005018357 W JP2005018357 W JP 2005018357W WO 2006038620 A1 WO2006038620 A1 WO 2006038620A1
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- WO
- WIPO (PCT)
- Prior art keywords
- joining
- pile head
- cylindrical
- base structure
- steel shell
- Prior art date
Links
- 238000005304 joining Methods 0.000 title claims abstract description 80
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 title claims abstract description 23
- 238000000034 method Methods 0.000 title claims description 20
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 83
- 239000010959 steel Substances 0.000 claims abstract description 83
- 238000010008 shearing Methods 0.000 claims abstract description 21
- 230000003014 reinforcing effect Effects 0.000 claims description 27
- 238000003780 insertion Methods 0.000 claims description 9
- 230000037431 insertion Effects 0.000 claims description 9
- 230000002787 reinforcement Effects 0.000 abstract description 4
- 238000010276 construction Methods 0.000 description 33
- 238000012360 testing method Methods 0.000 description 11
- 238000010586 diagram Methods 0.000 description 7
- 238000006073 displacement reaction Methods 0.000 description 7
- 230000002093 peripheral effect Effects 0.000 description 7
- 238000009434 installation Methods 0.000 description 6
- 238000005452 bending Methods 0.000 description 5
- 238000013461 design Methods 0.000 description 5
- 238000005553 drilling Methods 0.000 description 5
- 230000002265 prevention Effects 0.000 description 5
- 230000005540 biological transmission Effects 0.000 description 4
- 239000000463 material Substances 0.000 description 4
- 230000015572 biosynthetic process Effects 0.000 description 3
- 238000009826 distribution Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000005192 partition Methods 0.000 description 3
- 230000006835 compression Effects 0.000 description 2
- 238000007906 compression Methods 0.000 description 2
- 238000007796 conventional method Methods 0.000 description 2
- 238000009415 formwork Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000011295 pitch Substances 0.000 description 2
- 230000000452 restraining effect Effects 0.000 description 2
- 239000003351 stiffener Substances 0.000 description 2
- 241000309551 Arthraxon hispidus Species 0.000 description 1
- 241000255925 Diptera Species 0.000 description 1
- 239000000853 adhesive Substances 0.000 description 1
- 230000001070 adhesive effect Effects 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 239000012535 impurity Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000007790 scraping Methods 0.000 description 1
- 238000009751 slip forming Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000000638 solvent extraction Methods 0.000 description 1
- 238000010998 test method Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
-
- 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
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/385—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with removal of the outer mould-pipes
Definitions
- the present invention relates to a junction structure and a joining method for a pedestal that joins concrete piles such as a three-dimensional crossing bridge, a viaduct, an elevated structure, a general bridge, and a railway bridge and steel legs.
- a joint of a bridge pier that joins a concrete pile (hereinafter referred to as an RC pile) driven into the ground and a steel pedestal is provided with a footing at the top of one or more RC piles
- a material for joining the base end portion of the pedestal to this footing is disclosed in publicly known document 1 (for example, Japanese Patent Application Laid-Open No. 9-71949, Japanese Patent Application Laid-Open No. 2004-68338).
- publicly known document 2 for example, JP-A-2004-68338
- a material to be joined by embedding a pedestal in an RC pile is known document 3 (for example, JP-A-200 1 348887).
- the present invention solves the above-mentioned problems, reduces the construction work period with a small occupation area for on-site construction, can reduce the construction cost, and can secure a sufficient resistance against joint joints.
- An object is to provide a joint structure and a joining method. Means for solving the problem
- the present invention relates to a pedestal connection structure for connecting a base of a steel cylindrical leg on a pile head of a concrete pile, and a base structure provided at the base of the cylindrical leg A cylindrical steel shell that is externally fitted to the outer periphery of the base structure, an extension that projects from the outer plate of the base structure and is connected and fixed to the cylindrical steel shell, and the pile head A joint having a joint reinforcing bar protruding into a cylindrical steel shell, and a concrete for joining which is placed in the cylindrical steel shell and joins the base structure, the extension, the joint reinforcing bar and the pile head.
- a unit is provided, and at least the outer plate of the base structure is formed with a number of anti-slip holes that transmit shear force from the base structure to the pile head via the joining concrete. .
- the cylindrical leg is a rectangular tube leg having a rectangular cross section, and the extension portion is formed by extending the outer plate cover of the base structure.
- the cylindrical leg is a cylindrical leg having a circular cross section, and the extension part projects in a radial direction from the outer plate of the base structure.
- an extra insertion portion for externally fitting the cylindrical steel shell to the top of the pile head is provided at a lower portion of the cylindrical steel shell, and the slip prevention hole is provided as a reinforcing rib for the base structure and the extension. Each part is formed.
- a slip prevention member is disposed in the slip prevention hole in the portion where the shearing force applied to the base structure is large.
- a base structure provided at the base of the cylindrical leg and a cylinder fitted around the outer periphery thereof
- a joining unit in which a steel shell is connected and fixed via an extension part projecting from the outer plate of the base structure and formed with a number of detent holes for transmitting shearing force to the pile head
- the cylindrical leg is arranged on the pile head via the joining unit, and the joining reinforcing bar protruding from the pile head is made in the cylindrical steel shell for joining in the cylindrical steel shell. Concrete is placed to join the base structure, the extension, the joining rebar, and the pile head to connect the pile head and the cylindrical leg.
- the cylindrical steel shell is placed on the top of the pile head.
- An extra insertion portion is formed to be externally fitted downward, and an anti-slip member is disposed in the anti-slip hole in a portion where a large shear force is applied.
- the cylindrical steel shell is displaced substantially in accordance with the behavior of the base structure, and the conventional socket Compared to the foundation, the bearing pressure and peeling force can be greatly reduced.
- the joining concrete uniformly with the circular steel shell, it is possible to prevent the splitting fracture of the joining concrete, restrain the strain of the joining concrete, and sufficiently exert the shear resistance by the anti-slip holes. .
- the shearing force can be well transmitted from the base structure to the concrete pile through the joining concrete, and crushing can be prevented. Therefore, the joint unit can reduce the occupation area, shorten the construction period, reduce the construction cost, and secure sufficient joint resistance.
- an extra insertion part that allows the lower part of the cylindrical steel shell to be externally fitted to the pile head is provided at the boundary part between the joining unit and the concrete pile, so that this connection part is only a reinforcing bar assembly with a protruding concrete pile force. It is possible to improve the horizontal shear resistance by reducing the stress concentration due to sudden change in cross section.
- the shear force shared by the stopper holes varies depending on the displacement of the individual stopper holes due to the rigidity of the steel plate. For this reason, the shear force can be improved by arranging the anti-slip member in the retaining hole with a large shearing force, and the shearing force can be satisfactorily transmitted from the base structure to the joining concrete. .
- an extra insertion part where the lower part of the cylindrical steel shell is externally fitted to the pile head alleviates stress concentration due to sudden change in cross section and improves horizontal shear strength.
- the shear force can be further improved by disposing a slip-preventing member in the retaining hole that has a large shearing force. Structure strength It can be transmitted well to the concrete piles through the joining concrete.
- FIG. 1 is a plan view of a joining unit installed state, showing Embodiment 1 of a joining portion of a pedestal column according to the present invention.
- FIG. 2 is a cross-sectional view taken along line AA shown in FIG.
- FIG. 3 is a cross-sectional view taken along the line C-C shown in FIG.
- FIG. 4 is a cross-sectional view taken along the line BB shown in FIG.
- FIG. 5 is a partially enlarged perspective view showing a stopper hole and a stopper member of the joint portion.
- FIG. 6 is a perspective view showing a joining unit in which a slip prevention member at the joint is omitted.
- FIG. 7 is a perspective view showing an installation state of the joining unit.
- FIG. 8 is an overall side view showing a viaduct using the joint.
- FIG. 9 An explanatory diagram showing the installation state of the earth retaining stand pipe in the on-site construction procedure of the joint.
- FIG. 10 An explanatory view showing the formation state of a drilling hole for a pile driving standpipe in the on-site construction procedure of the joint.
- FIG. 11 is an explanatory view showing an insertion state of a reinforcing bar assembly in the on-site construction procedure of the joint
- FIG. 12 is an explanatory diagram showing the formation state of RC piles in the on-site construction procedure for the joint.
- FIG. 13 is an explanatory diagram showing a state of scraping a deteriorated portion of the RC pile in the on-site construction procedure of the joint.
- FIG. 14 is an explanatory view showing a state where the joining unit is carried in the on-site construction procedure of the joint.
- FIG. 15 is an explanatory view showing a holding state of the joining unit in the on-site construction procedure of the joint.
- FIG. 16 is an explanatory view showing a state of placing concrete for joining in the on-site construction procedure of the joint.
- FIG. 17a is an explanatory diagram showing the shear force of the stopper hole when the stopper hole is formed in the rib attached to the main structure.
- FIG. 17b is an explanatory diagram showing the shearing force of the stopper hole when the stopper hole is formed in the steel plate as the main structure.
- FIG. 18 is a cross-sectional view of the installation state of the joining unit, showing a modification of the joint portion of the pedestal column of the first embodiment.
- FIG. 19a] is a plan view showing the first specimen.
- FIG. 19b] is a longitudinal sectional view showing the first specimen.
- FIG. 20a is a plan view showing a second specimen.
- FIG. 20b is a longitudinal sectional view showing a second specimen.
- FIG. 24 is a plan view of a joining unit installed state, showing Embodiment 2 of the joining portion of the pedestal column according to the present invention.
- FIG. 25 is a cross-sectional view taken along the line E-E shown in FIG. 24 with the joint unit installed.
- FIG. 26 is a cross-sectional view taken along the line F-F shown in FIG.
- FIG. 27 is a cross-sectional view taken along the line G-G shown in FIG. 25 with the joint unit installed.
- FIG. 28 is a cross-sectional view showing a state in which concrete for joining the joint unit in FIG. 25 is filled.
- FIG. 29 is a cross-sectional view taken along line H—H shown in FIG. 25 in a state where the joint unit is installed.
- ⁇ 30a] is an explanatory diagram showing bending moment and shearing force in a conventional socket foundation.
- [30b] It is an explanatory diagram showing the resultant force of bearing pressure and frictional force, bending moment, and shearing force in a conventional socket foundation.
- the span girder length L is, for example, related to the joint structure of the pier (limb) 2 of the three-dimensional crossing bridge 1 having a length of about 200 m.
- the bridge pier 2 is a pile head 3a of an RC pile (concrete pile) 3 and a rectangular tube leg 4 having a rectangular section made of steel joined via a joining unit (steel footing) 5.
- the RC pile 3 is inserted into the hole 44 formed in the ground by a drilling device 45 such as a screw auger at a predetermined position after the reinforcing bar assembly 7 is inserted. It is called a cast-in-place concrete pile formed by placing concrete. Since the upper end of the concrete of RC pile 3 is a deteriorated part with poor quality including air bubbles and impurities, the joining unit 5 is joined after removing the deteriorated part.
- a large number of joint reinforcing bars 8 integrally extended from the reinforcing bar assembly 7 protrude upward from the vicinity of the outer peripheral portion.
- These joining reinforcing bars 8 have a length corresponding to the height of the joining unit 5 and are arranged so that the web 11, the flange 12 and the extension plate 15 in the joining unit 5 can be sufficiently installed.
- the joining unit 5 includes a base structure 4b continuously formed on the base of the leg structure 4a of the rectangular tube leg 4, and a cylindrical steel shell that is externally fixed to the outer periphery of the base structure 4b. 21 and a base structure 4b and a concrete 31 for joining placed in the cylindrical steel shell 21.
- the base structure 4b of the square tube leg 4 is formed in a rectangular cross section by a pair of front and rear webs (outer plate) 11 and a pair of left and right flanges (outer plate) 12 which are integrally continuous from the leg structure 4a.
- the width of the web 11 is wider than the flange 12.
- the force flange 12 is wider than the web 11!
- a plurality of reinforcing plate-like ribs 13 and 14 are provided on the inner surfaces of the web 11 and the flange 12 so as to protrude in the vertical direction.
- extension plate 15 extends whose both side forces protrude outward and whose tip is connected and fixed to the inner surface of the cylindrical steel shell 21.
- extension plates 15 connect the base structure 4b and the cylindrical steel shell 21 so that the joining unit 5 is integrated.
- extension plates may be provided integrally from both sides of the web 11, and two extensions that are continuous to both the flange 12 and the web 11 at each corner. Even if the board is installed at right angles,
- the pile head 3a of the RC pile 3 is directly or installed on the block.
- a mounting base plate 17 is provided to be seated via (for example, an H-shaped steel force is also used as shown in FIG. 14).
- a partition plate 18 for partitioning the leg structure 4a and the base structure 4b is attached to the upper end of the cylindrical steel shell 21, and an opening 18a is formed at the center thereof.
- the web 11, the flange 12, the plate-like ribs 13, 14 and the extension 15 are each formed with a number of anti-slip holes (also referred to as perforated steel plate gibber: PBL) 16 at predetermined pitches. Loads such as axial force, bending moment and shearing force from the square tube legs 4 are transmitted to the RC pile 3 via the concrete 31 for bonding. Transmission of the shearing force to the joining concrete 31 by these slip preventing holes 16 is more effectively performed by the cylindrical steel shell 21 that uniformly restrains the joining concrete 31 from the outer peripheral side.
- PBL perforated steel plate gibber
- the features of the anti-slip hole 16 are as follows: a) Since the shear resistance per unit area is large, there is no need to install as many studs as the anti-slip stud, and the structure can be simplified. b) Fatigue durability and sufficient toughness to prevent slippage. c) Design method has been established and it has been put on road bridges.
- stiffeners can be omitted, and e) the load of the detent is directly applied to the square tube leg 4 It can be transmitted to the web 11 and the flange 12 and the transmission (flow) of the load or stress is clarified, and the problem such as fatigue cracks occurring in the welded portion with the stiffener does not occur.
- the formation of the stopper holes 16 in the web 11 and the flange 12 which are structural bodies may reduce the rigidity of the square tube legs 4 and reduce the tensile strength of the steel sheet.
- the interval of 16 and the hole diameter it is possible to prevent a decrease in the tensile strength of the steel sheet.
- the plate thickness of the web 11 and the flange 12 and the interval between the stopper holes 16 are set appropriately, and the hole cross section of the stopper holes 16 is determined.
- each anti-slip hole c is equally displaced as a hole on the rigid body, so that each anti-slip hole c has almost the same shear resistance.
- FIG. 17b when the shear hole e is formed in the steel plate as the main structure d, when a tensile load is applied, the rigidity of the steel plate makes it difficult to The amount of displacement is different.
- the shearing force shared by each is different, and it is impossible to design that all the detent holes e share the shearing force equally.
- the main structure d is a steel plate and a plurality of locking holes e are formed in the vertical direction, as shown in the figure, the locking holes e support when an upward tensile force is applied to the main structure d.
- the distribution becomes smaller as the shearing force goes downward as the load force also moves away. Since this distribution changes depending on the rigidity of the steel plate, the elastic modulus of the concrete, etc., it is necessary to perform an analysis in advance to confirm the shear resistance.
- a locking member (proof member) 19 is arranged in the upper locking hole 16 having a large shearing force. It is location.
- a reinforcing bar is used as the anti-slip member 19, and a specific support jig is not required by inserting between the anti-slip holes 16 formed at positions opposed to each other in the horizontal direction.
- These anti-slip members 19 are here provided in the anti-slip holes 16 between the webs 11 and 11, between the flanges 12 and 12, between the ribs 13 and 13, between the ribs 14 and 14, and between the extension plates 15 and 15, respectively. Each is arranged.
- the cylindrical steel shell 21 is formed to have the same or larger inner diameter as the pile head 3a of the RC pile 3, and a plurality of studs 22 for preventing concrete peeling in the radial direction are provided on the inner surface at predetermined intervals. This is planted.
- the anti-slip hole 16 has a high shear resistance of 2 to 3 times compared to a stud planted for anti-slipping, and exhibits excellent anti-slipping properties. This is because the tensile strain is prevented at the interface between the steel plate and the concrete where the anti-slip hole 16 is formed and the tensile strain is restrained, and it is joined to prevent the concrete in the anti-slip hole 16 from breaking apart. It is necessary to constrain the strain of concrete 31 for use. This For this reason, in the present invention, a cylindrical steel shell 21 is adopted that can constrain the concrete evenly in the circular cross section and the outer peripheral force, and this cylindrical steel shell 21 is installed to obtain a restraining effect with an RC pile or the like.
- Fig. 30a and Fig. 30b show a conventional socket foundation.
- M is the bending moment
- Q is the shearing force
- P is the resultant force of the support pressure
- T is the resultant force of the frictional force
- L is the length of the pedestal U embedded in the socket S.
- the supporting pressure P acts dominantly between the pedestal U and the socket S to form a load-bearing structure.
- the base structure 4b and the cylindrical steel shell 21 are integrally connected and fixed via the extension plate 15, the cylindrical steel shell 21 is displaced substantially in accordance with the behavior of the base structure 4b.
- a small-diameter pile driving stand pipe 43 is installed in the earth retaining stand pipe 42, and a drilling hole 44 is formed in the ground from the pile driving stand pipe 43 by the drilling device 45 [ Figure 10].
- FIGs. 2 and 4 the force for installing the base structure 4b directly on the top surface of the pile head 3a via the mounting base plate 17 is shown in Fig. 14. Between 3a and H type steel An installation block 46 may be arranged. By this installation block 46, the unevenness of the chipped surface of the pile head 3a can be absorbed.
- the joining unit 21 is held at a predetermined height position by a jack or a supporting member to form an extra insertion portion 23, and the opening 18a of the partition plate 18, the base structure 4b, and the cylindrical steel shell 21
- the concrete 31 for joining is poured from between the two, and the RC pile 3 and the square leg 4 are joined via the joining unit 5 [Fig. 4, Fig. 15].
- test results obtained by manufacturing a test body including the joining unit 21 having the above structure will be described with reference to FIGS.
- first specimen 81 and second specimen 82 of 1Z5 of actual pier joints were manufactured.
- a major earthquake is a “Level 2 ground motion” as defined in the “Road Bridge Specification and Description V (Aseismic Design)”. Although it has a low probability of occurring during the in-service period, it is a strong ground motion, and refers to ground motion due to plate boundary type large-scale earthquakes and inland earthquakes.
- the first specimen 81 has a partial structure in which the joint head 5 of the pile head 3a of the RC pile 3 and the steel square tube leg 4 is taken out.
- 82 is a partial structure that considers the strength characteristics of joint unit 5 including the characteristics of RC pile 3.
- the anti-slip hole (perforated steel plate gibber: PBL) 16 has a diameter of 70 mm at the actual pier joint, and when it is scaled to 1Z5, it becomes a force of 14 mm in diameter.
- stopper hole 16 is 35 mm, which has a large amount of published test data.
- the number of stop holes 16 was adjusted.
- the first specimen 81, the actual compression strength of RC piles 3 and junction concrete in the second specimen 82 is a 45NZmm 2
- the upper hydraulic jack 83 applies a vertical load to the first test body 81 and the second test body 82 as well as an upward force to the square tube leg 4 via the intermediate member, respectively.
- the horizontal hydraulic jack 85 causes the first specimen 81 and 81 to be In addition, positive and negative alternating horizontal loads were applied to the second specimen 82, respectively.
- Fig. 22 shows the horizontal load (vertical axis) and horizontal displacement (horizontal axis) when positive and negative alternating loads were applied to the first specimen 81
- Fig. 23 shows positive and negative alternations on the second specimen 82.
- the horizontal load (vertical axis) and horizontal displacement (horizontal axis) when the load is applied are shown.
- Pa is the design load
- Py is the horizontal load (yield load) when the reinforcing bar 8 at the outermost edge on the tension side yields
- Pu is the fracture and compression side of the reinforcing bar 8 on the tension side.
- This is the horizontal load (final load) when the horizontal load shows the maximum value just before the concrete collapse occurs.
- the joint reinforcement 8 at the cross-section change part between the pile head 3a of the RC pile 3 and the lower end of the square tube leg 4 yielded, but in the second specimen 82, the RC pile 3 Reinforcing bar 8 of the pile head 3a yielded and broke and reached its end.
- the yield load Py of both the first test body 81 and the second test body 82 was a value with a margin of about twice the design load Pa. Furthermore, since there was no displacement between the RC pile 3 and the square tube leg 4 in both the first test body 81 and the second test body 82, it was determined that the breakage of the detent hole 16 in the joining unit 5 was strong. It was.
- the base unit 4b is joined with the cylindrical steel shell 21 through the extension plate 15, and the joining unit 5 is integrated into the formwork and layout at the construction site.
- the line work can be omitted, the construction period of the construction site can be shortened compared to the conventional method, and the construction cost can be reduced.
- FIG. 18 shows a modification of the first embodiment.
- the outer peripheral portion of the pile head 3a is shaved by a height corresponding to the extra insertion portion 23 to obtain a step portion 9 Is formed.
- This step 9 makes it easy to form a play (margin) between the pile head 3a and the circular steel shell 21 and to fit the joint 5 to the pile head 3a, and to improve the dimensional accuracy during construction. Can be relaxed
- the pedestal in the first embodiment is a cylindrical leg 51 having a circular cross section. Note that the same members as those in the first embodiment are denoted by the same reference numerals and description thereof is omitted.
- This joint portion joins the pile head 3 a of the RC pile (concrete pile) 3 and the steel cylindrical leg 51 having a circular cross section via a joining unit (steel footing) 52.
- a base structure 51b provided at the base of the leg structure 51a of the cylindrical leg 51 includes a cylindrical outer plate 53 formed continuously from the cylindrical leg structure 51a, and an inner portion of the cylindrical outer plate 53.
- a longitudinal inner reinforcing face plate 54 that is joined at 90 ° in the axial direction at the center, and four protruding in the radial direction at the extended position continuous with the inner reinforcing face plate 54 on the outer surface of the cylindrical outer plate 53.
- the joining unit 52 includes the base structure 51b, a cylindrical steel shell 21 that is externally fitted to the base structure 5 lb and connected and fixed via an extension plate 15, and the base structure 51b and the cylindrical steel shell 21. It is equipped with jointing concrete 31 placed inside.
- the extension plate 15 connects the base structure 51b and the cylindrical steel shell 21 so that the joining unit 52 is integrated.
- a mounting base that is seated directly on the pile head 3a of the RC pile 3 or via an installation block (for example, H-type steel force) 46 Plate 17 is installed.
- a partition plate 18 having an opening 18a formed at the center is attached to the boundary between the leg structure 51a of the cylindrical leg 51 and the base structure 51b corresponding to the upper end of the cylindrical steel shell 21.
- Each of the cylindrical outer plate 53, the inner reinforcing face plate 54, the plate-like rib 55, and the extension plate 15 has a large number of detent holes 16 (also referred to as perforated steel plate gibber: PBL) at a predetermined pitch.
- detent holes 16 also referred to as perforated steel plate gibber: PBL
- the axial force, bending moment and shearing force from the cylindrical leg 51 are transmitted to the RC pile 3 via the connecting concrete 31. Transmission of the shearing force to the joining concrete 31 by the slip preventing holes 16 is effectively performed by the cylindrical steel shell 21 that uniformly restrains the joining concrete 31 from the outer peripheral side.
- the cylindrical outer plate 53, the inner reinforcing face plate 54, the plate-like rib 55, and the extension plate 15 have an upper shear hole 16 having a large shear force.
- a stiffening prevention member 19 for reinforcement is arranged.
- These detent members 19 are made of, for example, reinforcing bars, which are inserted between the detent holes 16 formed at positions opposite to each other in the horizontal direction, and spanned in a cross, radial or arc shape as shown in the figure. Therefore, no specific support jig is required.
- the joint structure and joining method of the pedestals according to the present invention are narrow, the occupation area of the construction, and when it is necessary to perform the construction in a short period of time, It is suitable for connecting the base of a steel cylindrical leg with sufficient joint resistance, and can be used for three-dimensional bridges, viaducts, elevated structures, general bridges, railway bridges, etc.
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Abstract
Description
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Applications Claiming Priority (2)
Application Number | Priority Date | Filing Date | Title |
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JP2004-292031 | 2004-10-05 | ||
JP2004292031A JP4691690B2 (ja) | 2004-10-05 | 2004-10-05 | 脚柱の接合部構造および接合方法 |
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WO2006038620A1 true WO2006038620A1 (ja) | 2006-04-13 |
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PCT/JP2005/018357 WO2006038620A1 (ja) | 2004-10-05 | 2005-10-04 | 脚柱の接合部構造および接合方法 |
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CN108360370A (zh) * | 2018-05-11 | 2018-08-03 | 重庆大学 | 一种预制钢管约束钢筋混凝土桥墩与承台连接节点 |
CN108918233A (zh) * | 2018-09-25 | 2018-11-30 | 山东科技大学 | 一种用于模袋混凝土圆柱偏压试验的柱头加筋定位装置及使用方法 |
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JP4912030B2 (ja) * | 2006-05-02 | 2012-04-04 | 日立造船株式会社 | 橋脚と杭との接合部構造 |
JP2010216075A (ja) * | 2009-03-13 | 2010-09-30 | Daiwa House Industry Co Ltd | 鉄筋コンクリート柱・鉄骨梁の接合構造 |
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JP7233295B2 (ja) * | 2019-05-07 | 2023-03-06 | 日本製鉄株式会社 | 杭頭部の接合構造および基礎構造 |
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JP2008045370A (ja) * | 2006-08-21 | 2008-02-28 | Ihi Corp | 鋼製橋脚と杭の定着方法及び装置 |
CN101831867A (zh) * | 2010-05-11 | 2010-09-15 | 天津市市政工程设计研究院 | 钢主塔或钢主拱的钢-混凝土结合段的结构 |
KR101191742B1 (ko) | 2010-11-16 | 2012-10-15 | 재단법인 포항산업과학연구원 | 구조용 강판 철근 및 이를 이용한 기둥 구조 |
CN104080977A (zh) * | 2012-02-23 | 2014-10-01 | 日立造船株式会社 | 钢制桥墩与混凝土制桩基的接合结构 |
CN104080977B (zh) * | 2012-02-23 | 2016-03-23 | 日立造船株式会社 | 钢制桥墩与混凝土制桩基的接合结构 |
CN107532398A (zh) * | 2015-05-08 | 2018-01-02 | 日立造船株式会社 | 支柱下端部与混凝土桩的刚性连接构造体 |
CN107532398B (zh) * | 2015-05-08 | 2020-08-07 | 日立造船株式会社 | 支柱下端部与混凝土桩的刚性连接构造体 |
CN108360370A (zh) * | 2018-05-11 | 2018-08-03 | 重庆大学 | 一种预制钢管约束钢筋混凝土桥墩与承台连接节点 |
CN108360370B (zh) * | 2018-05-11 | 2019-11-12 | 重庆大学 | 一种预制钢管约束钢筋混凝土桥墩与承台连接节点 |
CN108918233A (zh) * | 2018-09-25 | 2018-11-30 | 山东科技大学 | 一种用于模袋混凝土圆柱偏压试验的柱头加筋定位装置及使用方法 |
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