WO2020235981A1 - Appui de pont pour renforcement d'isolation antisismique et sismique, et procédé de construction pour remplacer un appui de pont - Google Patents

Appui de pont pour renforcement d'isolation antisismique et sismique, et procédé de construction pour remplacer un appui de pont Download PDF

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Publication number
WO2020235981A1
WO2020235981A1 PCT/KR2020/007203 KR2020007203W WO2020235981A1 WO 2020235981 A1 WO2020235981 A1 WO 2020235981A1 KR 2020007203 W KR2020007203 W KR 2020007203W WO 2020235981 A1 WO2020235981 A1 WO 2020235981A1
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WIPO (PCT)
Prior art keywords
anchor socket
seismic
support plate
bolt
abutment
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PCT/KR2020/007203
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English (en)
Korean (ko)
Inventor
윤필용
Original Assignee
Yoon Pil Yong
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.)
Filing date
Publication date
Priority claimed from KR1020190058051A external-priority patent/KR102088836B1/ko
Priority claimed from KR1020200028804A external-priority patent/KR102298199B1/ko
Priority claimed from KR1020200028819A external-priority patent/KR102298202B1/ko
Priority claimed from KR1020200037221A external-priority patent/KR102388121B1/ko
Application filed by Yoon Pil Yong filed Critical Yoon Pil Yong
Publication of WO2020235981A1 publication Critical patent/WO2020235981A1/fr

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    • 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
    • E01D19/04—Bearings; Hinges
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges

Definitions

  • the present invention even if the buried length of the anchor or anchor socket of the abutment device is insufficient for the normal horizontal and vertical loads applied to the bridge and the horizontal, vertical, and pull-out loads applied during an earthquake, the loads generated at all times and during an earthquake are sufficiently reduced. It relates to a seating device for reinforcing seismic and seismic isolation that can be supported, and a replacement method for the seating device.
  • the vertical load, wind load, earthquake load, and temperature load of the upper structure act on the supporting part of the bridge, and all these loads are transmitted alternately to the lower structure, that is, the bridge, through the abutment device.
  • the bearing part of the bridge is composed of the bridge bearing, concrete concrete, and non-shrinking mortar.
  • the structure of the bridge support consists of an upper plate, a bearing part, and a lower plate (including anchors or anchor sockets), and the bearing part is roughly divided into steel and rubber systems.
  • Supporting concrete is the concrete placed between the coping part of the bridge pier, which is the substructure of the bridge, and the abutment device for inspection and maintenance of the bridge seating system and securing the necessary space, and safety against acupressure stress, rupture stress, and split stress must be secured.
  • the non-shrinking mortar is used to integrate the lower plate and anchor or anchor socket of the abutment device and the supporting concrete with the bridge pier or abutment during the installation process of the abutment device, which is a bridge support.
  • the thickness of the cover placed on the outside of the reinforced concrete is classified according to the strength and environment of the concrete in order to prevent corrosion of the reinforcing bar inside the reinforced concrete. It is common for the piers to have a cover thickness of about 100mm for construction.
  • anchors or anchor sockets of the seating device for earthquakes are more than 100mm in length to accommodate the horizontal force caused by the earthquake, and the general seating device is replaced with a seating device for earthquakes or the seating device is replaced according to maintenance.
  • the reinforcement of the pier and the anchor or the anchor socket must interfere, so when the bridge is replaced with a seismic or seismic isolation abutment device, the anchor or the anchor socket or the reinforcement of the pier or abutment must be cut.
  • the bridge seating device can receive various loads and transmit it to the lower structure of the bridge only when the anchor or anchor socket is firmly supported.
  • the anchor or anchor socket is firmly supported by the non-shrinking mortar, but the anchor or the anchor socket of the abutment device cannot be stably supported due to the crack problem that is easily generated during construction and cyclic loads in the existing non-shrink mortar. .
  • the cracks In the non-shrinkable mortar, which is the role of integrating the bridge seating device and the pier, the cracks must be minimized so that vertical or horizontal loads can be stably transmitted to the pier or abutment. Cracks inevitably occur, and plastic shrinkage cracks and self shrinkage cracks also occur. In addition, air trapped inside the non-shrinkable mortar is generated during mixing and pouring, and the trapped air formed in this way moves upwards by bleeding and gravity to form a large void. This void is located at the bottom of the bottom plate and Reduce contact; Due to this, the support area is small and cracks are generated due to compression force, etc.
  • non-shrinkable mortar has a high strength of 60 MPa
  • cracks are generated around the anchor socket due to the constant vibration and impact due to the brittle nature that is weak to impact. It is a situation in which rupture cracks easily occur in the non-shrink mortar due to the acupressure stress generated by the vertical load transmitted to the lower plate.
  • the cracks generated in the construction process and the cracks generated during the work accelerate the damage of the shrinkage mortar through the mutual promoting action.
  • Patent Document 1' Korean Registered Utility No. 20-0238768
  • Patent Document 2 states that by fastening the rod part to a position eccentric from the center of the plate part, the anchor bolt can be inserted into the bolt hole to adjust the position so that it can be installed at an accurate position.
  • the formation of the air hole prevents the injection of mortar during construction. It provides anchor bolts for supporting the acrobatics that can be made smoothly.
  • Korean Patent 10-1904447 (hereinafter referred to as'Patent Document 3') has been proposed.
  • Patent Document 3 is a technology capable of improving the negative reaction force by welding a negative reaction force resistance plate to the lower portion of the bolt is inserted into the socket of the anchor to be coupled.
  • Patent Document 1 is a general configuration that increases the tensile strength against the negative reaction force through conical fracture when a negative reaction force, which is a tensile force, is generated by expanding the head portion and effectively shortening the length of the anchor only through the enlarged head. There was a difficult problem.
  • the shear strength of the portion where the cross-section is changed has a problem that the shear strength is significantly lowered because the small cross-section governs the shear force of the entire cross-section.
  • Patent Documents 2 and 3 as in Patent Document 1, there was a problem in reducing the length of the socket only with the proposed configuration.
  • the coupler of the rotatable reinforcing bar coupling portion has nodes and ribs in the reinforcing bar, so the coupler cannot be integrated with the reinforcing bar. Therefore, when a horizontal force is applied, the coupler and the reinforcing bar are not firmly fixed, and the coupler slides from the reinforcing bar, resulting in displacement in the anchor socket, which may weaken the resistance against the horizontal force.
  • the non-shrinkable mortar used has a high strength of 100 MPa or more, but the concrete under the coupler still has a strength of 40 MPa or less because the construction part is poured only up to the coupler.
  • the length of the anchor socket can be shortened when the concrete at the bottom of the anchor socket must be 100 MPa or more, the same as the non-shrink mortar.
  • the load acting on the anchor socket also affects the concrete under the anchor socket, and this depth is at least twice as deep as the length of the anchor socket, at least 1.5 times the edge distance. Therefore, according to Patent Document 3, the thrusting device cannot function properly due to the rupture and destruction of the shrinkage mortar due to shear.
  • the non-shrinkable mortar used in Patent Document 3 has high strength and strong characteristics against cracks, but naturally trapped air is generated inside the mortar during mixing and construction, and the trapped air accumulates in the lower plate of the seating device due to bleeding during curing. A void is formed that prevents the complete contact between the lower plate and the non-shrinkable mortar, which causes poor support of the seating device.
  • the replacement method of the abutment device and the abutment device removes concrete only to the upper side of the reinforcement muscle of the pier when the existing abutment device is removed, and the position where the U-shaped bolt is fastened.
  • the concrete of the bridge is selectively removed so that the reinforcement or main reinforcing bars of the coping part of the bridge or abutment are exposed, and after forming the abutment support plate to which the anchor socket fixing plate will be connected to the upper side of the reinforcement, the bridge is seated on the reinforcement or main reinforcement using U-shaped bolts.
  • the anchor socket of the abutment device is fixedly coupled with the anchor socket fixing plate, so that even if the length of the anchor socket of the abutment device is shortened by the load distribution effect of the U-shaped bolt, it plays a role of sufficient seismic and seismic isolation. Its purpose is to provide a seismic and seismic isolation reinforcement abutment device and a replacement method of abutting device that can be performed.
  • Another object of the present invention is to enable the abutment device to be replaced without cutting the reinforcing bars of the pier or the coping portion of the abutment when replacing the abutment device because it exhibits sufficient seismic and seismic isolation even if the length of the anchor socket of the abutment device is short. .
  • Another object of the present invention is to combine a new seating device in a state in which the rebars of the coping part and the seating support plate are integrated when the seating device is replaced. Therefore, when the seating device is replaced later, only the seismic mortar is removed, and then the seating device is removed or Since only the anchor socket fixing plate can be removed and a new seating device can be replaced, it is easy to replace, and even after replacement, even if the length of the anchor socket is short, sufficient seismic and seismic isolation can be exhibited.
  • Another object of the present invention is to arrange two or more U-shaped bolts so that the sliding of the abutment device does not occur when the U-shaped bolts that fix the abutment support plate to the reinforcing bar or the main reinforcing bar are combined. It is intended to prevent the sliding phenomenon of the seating device during action, thereby improving the resistance to horizontal force.
  • the concrete is removed only up to the upper side of the dorsal muscle of the pier, and the concrete at the position where the U-shaped bolt is to be fastened is selectively removed so that the dorsal or main reinforcing bar of the coping part of the pier or abutment is exposed.
  • a U-shaped bolt is used to fix the abutment support plate to the reinforcing bar or main reinforcing bar and integrated with the reinforcing bars. Even if the length of the anchor socket of the abutment device is shortened by the load distribution effect of the bolt, it can perform the role of sufficient seismic and seismic isolation.
  • the reinforcing bars of the coping part and the abutment support plate are integrated and the new abutment device is combined.
  • the abutment device later, only the seismic mortar is removed, and then the abrasion device is removed or only the abutment device and the anchor socket fixing plate are removed.
  • a new seating device can be replaced, so it is easy to replace, and even after the replacement, even if the length of the anchor socket is short, sufficient seismic and seismic isolation can be exhibited.
  • FIG. 1 is a state diagram showing the installation state of the seating device for seismic or seismic isolation according to the present invention.
  • Figure 2 is an exploded perspective view of the seating device for seismic or seismic isolation reinforcement in the present invention.
  • Figure 3 is a state diagram showing a step of removing the existing seating device in the present invention.
  • Figure 4 is a state diagram showing a step of arranging a seat support plate in the present invention.
  • Figure 5 is a state diagram showing the step of fixing the seat support plate in the present invention.
  • Figure 6 is a state diagram showing the anchor socket fixing plate coupling step in the present invention.
  • Figure 7 is a state diagram showing a seating device installation step in the present invention.
  • Figure 8 is a state diagram showing the arrangement of the U-shaped bolt in the present invention.
  • the present invention is to be disposed on a bridge, the upper side is coupled to the bridge top plate constituting the bridge, and the lower side is composed of a bridge seating device 10 coupled to the coping portion 1 of the bridge or abutment constituting the bridge.
  • the abutment device 10 has a bearing 12 formed between the upper and lower plates 11 and 13 for receiving a constant load or an earthquake load, as shown in FIGS. 1 to 2, and the lower plate 13
  • the anchor socket 14 may be an elastic support and other types of seating device 10.
  • the above-described bearing 12 will become a KS F 4420 “elastic support for bridge support” manufactured in the form of vulcanization bonding by alternately overlapping rubber and reinforcing steel plates.
  • the port support type it can be KS F 4424 ⁇ Port Support for Bridge Supporting ⁇ , and it may also be used for seismic isolation using lead and seismic isolation using lead and tin.
  • the anchor socket 14 is preferably formed in a total of four places under the lower plate (13).
  • the above-described anchor socket 14 can be manufactured in various shapes such as circular, L-shaped, I-shaped, c-shaped, and ⁇ -shaped.
  • the anchor socket fixing plate 20 has an anchor socket coupling hole 22 coupled to the anchor socket 14 constituting the above-described seating device 10 formed therein, and the anchor socket coupling hole 22 ) Is formed with a plurality of anchor socket fixing plate coupling holes 21 on which threads are formed.
  • anchor socket fixing plate 20 can be coupled to each of the anchor socket 14 constituting the abutment device 10, in particular, after coupling the anchor socket 14 to the anchor socket fixing plate 20, welding it It can also be fixedly coupled through.
  • a thread is formed inside the anchor socket coupling hole 22, and a thread is formed on the outer circumferential surface of the anchor socket 14 to be coupled, so that the anchor socket fixing plate 20 and the anchor socket 14 are threaded. It can also be fixed by welding after bonding.
  • the abutment support plate 30 is between the anchor socket fixing plate 20 and the reinforcement muscle 2 arranged in the bridge or alternating coping portion 1, more specifically, the lower side of the anchor socket fixing plate 20
  • the lower side is arranged so as to be in contact with the upper side of the reinforcement muscle (2) arranged in the coping part (1) of the pier or the alternation while the upper side is in contact with each other, and the bolt hole of the anchor socket fixing plate of the anchor socket fixing plate 20 ( 21) is formed in a position corresponding to the second abutment support bolt hole 32 so that it can be fixedly coupled by a normal bolt (B), and spaced apart from the bolt groove 32 for the abutment support plate.
  • a first U-shaped bolt coupling hole 31 is formed at the location.
  • the seating support plate 30 may be formed to be extended so that the two anchor sockets 14 constituting the seating device 10 can be coupled to one place of the seating support plate 30 at a time.
  • the socket 14 may be manufactured in a form capable of being coupled.
  • the first U-shaped bolt coupling hole 31 is preferably configured in the form of a perforated hole, and the bolt groove 32 for the abutment support plate is configured in a form in which a thread is formed so as to be coupled by a bolt (B). It is good to be.
  • connection bracket 70 is a configuration for the case where it is difficult to directly fix the reinforcement bar (2) or the main reinforcement bar (3) using a U-shaped bolt in the first U-shaped bolt coupling hole 31 of the seating support plate 30
  • the upper end 71 in contact with the upper side of the seating support plate 30 and the height adjusting part 72 that is bent downward from the upper part 71 and the height adjusting part 72 extend in the horizontal direction to The side is in contact with the reinforcement muscle (2) or the main reinforcement (3), and consists of a lower end (73) in which a second U-shaped bolt coupling hole (73a) is formed.
  • the U-shaped bolt is a configuration for fixing the above-described abutment support plate 30 to the reinforcement muscle (2) or the main reinforcement (3).
  • Such a U-shaped bolt may be made of any one of the integral U-shaped bolt 50 and the assembled U-shaped bolt 60.
  • the integral U-shaped bolt 50 is formed in a U-shaped overall shape, and both ends of the upper side consist of a bolt portion 51 having a threaded thread, and the first U-shaped bolt coupling hole of the seating support plate 30 ( 31) Or configured to be coupled to the second U-shaped bolt coupling hole (73a) of the connection bracket (70), the reinforcement bar (2) or the main reinforcing bar (3) arranged in the coping part (1) of the bridge or abutment
  • the other end of the bolt portion 51 is formed with a locking portion 52 so as to be coupled.
  • the assembly-type U-shaped bolt 60 is used when the combination of the above-described integral U-shaped bolt 50 is difficult, the bolt portion 61 consisting of first and second bolt portions 61a, 61b extending in the vertical direction. ) And a second bolt coupling hole 62b to which the second bolt portion 61b of the bolt portion 61 can be coupled is formed, and a locking portion 62 made of a nut block 62a is formed.
  • the above-described U-shaped bolt combines two or more places so that the abutment device 10 does not slide in the left and right directions when the abutment device 10 is fixed.
  • the present invention removes the existing abutment device and mortar installed between the bridge deck and the bridge pier or the coping part of the abutment, but removes the mortar so that the backing muscle constituting the bridge pier or the coping part of the abutment is exposed, and the bridge seat for seismic and seismic isolation reinforcement
  • the existing abutment device removal step of selectively removing the concrete at the location where the U-shaped bolts constituting the device's thrusting device will be placed can be exposed to the lower side of the reinforcement or main reinforcing bar, and the ship exposed after the removal of the existing abutment device.
  • the locking part constituting the U-shaped bolt is coupled to the backing bar or the main reinforcing bar, and the bolt part of the U-shaped bolt is inserted into the first U-shaped bolt coupling hole of the seat support plate. Tighten the nut to fix the seat support plate, and if it is not possible to connect the U-shaped bolt to the first U-shaped bolt coupling hole of the seat support plate, place it so that the lower side of the upper part constituting the connection bracket is in contact with the upper side of the seat support plate.
  • the lower side of the lower part is selectively placed in the position exposed by the reinforcement bar or main reinforcement bar in the step of removing the existing abutment device, and then the locking part constituting the U-shaped bolt is connected to the reinforcement bar or the main reinforcement bar, and the bolt part of the U-shaped bolt
  • a step of fixing the bridge seat support plate in which the bridge support plate is fixedly coupled to the reinforcing bar or the main reinforcing bar by welding the upper side of the connection bracket and the bridge support plate after inserting it into the second U-shaped bolt connection hole at the lower end of the connection bracket.
  • Anchor socket fixing plate coupling step of installing the fixing plate and after the anchor socket fixing plate coupling step, inserting and coupling the anchor socket of the seating device into the anchor socket coupling hole of the anchor socket fixing plate, and sequentially installing the lower plate, bearing and upper plate It consists of a step of installing a seating device and a construction completion step of completing construction by pouring and curing seismic mortar after the step of installing the seating device.
  • the seat support plate in the step of arranging the seat support plate is formed to extend in one direction so that the two anchor sockets constituting the seating device can be joined in one place, or the four anchor sockets can be combined with one seat support plate. It can be formed in any size.
  • the anchor socket of the abutment device may be fixedly coupled by welding after bonding to the anchor socket coupling hole of the anchor socket fixing plate.
  • a fixing thin plate is further installed in the anchor socket coupling hole of the anchor socket fixing plate. Leveling may be further included.
  • the seismic mortar in the construction completion step is composed of powder, mixing water, and hybrid fibers
  • the powder is composed of a binder, aggregate and admixture
  • the binder constituting the powder is one type of ordinary Portland cement 10 to 50% by weight , Arwin-based ultrafast cement 3 to 50% by weight, silica fume 5 to 40% by weight, fly ash 5 to 60% by weight, blast furnace slag 5 to 60% by weight
  • the aggregate constituting the powder is 100% by weight of the binder It consists of 100 to 140 parts by weight of fine aggregate, and the admixture of powder is 1 to 4 parts by weight of high-performance water reducing agent, 0.05 to 3 parts by weight of shrinkage reducing agent, 0.5 to 5 parts by weight of thickener, and setting retardant.
  • the hybrid fiber is based on the volume ratio including the powder and the blending water. It can be composed of 0.5 to 2.5% by volume.
  • This step is not shown in detail in the drawings, but is a step of removing the old bridge seating device that has been coupled to the existing bridge deck and the coping part 1 of the pier or abutment.
  • the bridge deck is raised using a bridge deck raising device to raise the bridge deck, and the upper plate and bearings coupled to the bridge deck are removed, while the existing coping part (1) of the bridge pier or abutment is removed.
  • the mortar must be blocked out to remove the lower plate and anchor socket.
  • the main reinforcing bar (3) is cut due to the installation or replacement of the previous abutment device when the existing mortar is blocked out, it is connected to the existing main reinforcing bar (3) with a steel material having a physical property equal to or greater than the diameter of the cut reinforcing bar,
  • a coupler (not shown in the drawings) should be used, or reinforcing bars should be connected through welding or overlapping joints, filling joints through metal or mortar.
  • This step is a step for installing the abutment support plate 30 on the alternate coping portion 1 as shown in FIGS. 1 to 2 and 4.
  • the abutment support plate 30 is disposed on the upper side of the reinforcement muscle 2 that is placed on the bridge or the coping portion 1 of the abutment at the position where the abutment device 10 is to be disposed.
  • the seating support plate 30 in the present invention is a single seating support plate 30, one place is a combination of two anchor sockets 14 constituting the seating device 10, or an anchor to one place of the seating support plate 30 Since all four sockets 14 can be combined, it must be arranged in a good position.
  • a U-shaped bolt 50 which will be described later, is used for the abutment device 10 by the reinforcement muscle 2 or the main reinforcing bar 3 It should be placed in consideration of that it will be placed in a position to prevent the sliding phenomenon.
  • This step is a step for fixing the abutment support plate 30 to the reinforcement muscle 2 or the main reinforcement bar 3 as shown in FIGS. 1 to 2 and 5.
  • the first U-shaped bolt coupling hole 31 of the bridge seat support plate 30 is integrated with the U-shaped bolt 50 or the prefabricated U-shaped bolt 60 and the nut (N). Is directly connected to the reinforcing bar (2) or the main reinforcing bar (3), or by using a connection bracket (70) and an integral U-shaped bolt (50) or a prefabricated U-shaped bolt (60), the abutment support plate (30) is connected to the reinforcing bar (2). ) Or to the main reinforcing bar (3).
  • the first U-shaped bolt formed on the abutment support plate 30 is combined with the bolt portion 51 of the integral U-shaped bolt 50 when directly connected to the abutment support plate 30 and the reinforcement muscle (2) or the main reinforcing bar (3). It is coupled to the hole 31, but the locking part 52 formed in the integral U-shaped bolt 50 is placed in contact with the reinforcement muscle 2 or the main reinforcing bar 3 to be fixed, and the arrangement is completed. If so, it is possible to complete this step by fastening the nut (N) to the bolt portion 51 of the integral U-shaped bolt.
  • connection bracket 70 is to be used because it is difficult to connect only with the seating support plate 30, the lower side of the upper end 71 constituting the connection bracket 70 is brought into contact with the upper side of the seating support plate 30, The lower side of the lower part 73 constituting the connection bracket 70 is disposed on the reinforcement muscle 2 or the main reinforcement bar 3 selectively exposed in the step of removing the existing abutment device.
  • the bolt portion 51 of the integral U-shaped bolt 50 is coupled to the second U-shaped bolt coupling hole 73a of the lower portion 73 constituting the connection bracket 70, but the integral U-shaped bolt ( The locking portion 52 formed on the 50) is arranged to a position where it can be fixed in contact with the reinforcement muscle 2 or the main reinforcing bar 3, and when the arrangement is completed, the bolt portion 51 of the integral U-shaped bolt 50 After fastening the nut (N) to ), this step can be completed by welding the upper end 71 of the connection bracket 70 and the seating support plate 30.
  • the second bolt (61b) of the bolt part 61 is combined with the second bolt.
  • the coupling may be achieved by coupling to the hole 62b.
  • the integral U-shaped bolt 50 or the assembled U-shaped bolt 60 is to be coupled at least one place per anchor socket 14 constituting the seating device 10, and in particular, the integral U-shaped bolt
  • the U-shaped bolt 50 should be arranged so as to contact the main reinforcing bar 3 so that the sliding of the seating device 10 does not occur.
  • the integrated U-shaped bolt 50 or the assembled U-shaped bolt 60 when the integral U-shaped bolt 50 or the assembled U-shaped bolt 60 is coupled to the position where any one anchor socket 14 is formed, the integrated U-shaped bolt 50 disposed on the left side.
  • the prefabricated U-shaped bolt (60) is in contact with the right side of the reinforcing bar (2) or the main reinforcing bar (3), and is disposed on the right side opposite to the integral U-shaped bolt (50) or the prefabricated U-shaped bolt (60 ) Can be constructed in a form that prevents the sliding phenomenon of the seating device 10 by contacting the left side of the reinforcement muscle 2 or the main reinforcement 3.
  • This step is a step for fixing and coupling the anchor socket fixing plate 20 to the seating support plate 30 as shown in FIGS. 1 to 2 and 6.
  • the anchor socket fixing plate 20 has an anchor socket coupling hole 22 formed therein, and an anchor socket fixing plate bolt hole 21 having a plurality of threads formed on the outer circumferential surface of the anchor socket coupling hole 22 is formed. It is possible to fix the anchor socket fixing plate 20 by using a common bolt (B) after adjusting and aligning the position of the bolt hole 32 for the seat finger plate, in which the thread of the seat support plate 30 is formed. .
  • the abutment support plate 30 and the anchor socket fixing plate 20 may be additionally fixedly coupled through welding.
  • the anchor socket fixing plate 20 may complete this step by combining four anchor sockets 14 of the abutment device 10 to the abutment support plate 30 as there are four.
  • the anchor socket 14 of the abutting device 10 is coupled to the anchor socket fixing plate 20 coupled to the abutment support plate 30.
  • the seating device 10 in the present invention has a bearing 12 coupled between the upper and lower plates 11 and 13, and the lower plate 13
  • the anchor socket 14 is combined, and in this step, the anchor socket 14 is seated in the anchor socket coupling hole 22 formed on the anchor socket fixing plate 20 to complete this step.
  • the anchor socket 14 coupled to the anchor socket coupling hole 22 of the anchor socket fixing plate 20 is welded. It could be fixed and combined.
  • a thread is formed inside the anchor socket coupling hole 22 and a thread is formed on the outer circumferential surface of the anchor socket 14 to be coupled, so that the anchor socket fixing plate 20 and the anchor socket 14 are screwed together. It can also be fixed through post-welding.
  • one or more retaining thin plates 80 may be inserted into the anchor socket coupling hole 22 of the anchor socket fixing plate 20 to adjust the horizontal position.
  • the seismic mortar 4 in the present invention can be poured in the form of shotcrete or self-filling with high fluidity.
  • the seismic mortar is composed of powder, blended water, and hybrid fibers
  • the powder is composed of a binder, aggregate, and admixture
  • the binder constituting the powder is one type of ordinary Portland cement 10 to 50% by weight, Arwin-based ultrafast diameter Cement 3 to 50% by weight, silica fume 5 to 40% by weight, fly ash 5 to 60% by weight, blast furnace slag 5 to 60% by weight
  • the aggregate constituting the powder is 100 parts by weight of the binder fine aggregate 100 It consists of ⁇ 140 parts by weight
  • the admixture in the powder is 1 to 4 parts by weight of a high-performance water reducing agent, 0.05 to 3 parts by weight of a shrinkage reducing agent, 0.5 to 5 parts by weight of a thickener, 0.1 to 0.5 parts by weight of a setting retardant, based on 100 parts by weight of the binder.
  • Sodium bicarbonate powder is composed of 0.5 to 10 parts by weight
  • the blending water is composed of 10 to 35 parts by weight based on 100 parts by weight of the binder constituting the powder
  • the hybrid fiber is 0.5 to 2.5% by volume based on the volume ratio including the powder and the blending water Consists of.
  • the binder constituting the powder is 1 type ordinary Portland cement 10 to 50% by weight, Arwin ultra-fast cement 3 to 50% by weight, silica fume 5 to 40% by weight, fly ash 5 to 60% by weight, blast furnace slag 5 It consists of-60% by weight.
  • the first type of ordinary Portland cement preferably has a powder of 2,800 to 5,000 g/cm 3 and a Ca/Si ratio of 2.5 or more.
  • Arwin-based ultra-fast-hard cement contains 30% or more of 3CaO ⁇ 3Al 2 O 3 ⁇ CaSO 4 , which is a stable hydrate with high hydration activity, and contains more than 15% of 3CaO ⁇ SiO 2, and its powderiness is 4,000 to 5,000 g/cm 3 It is desirable that the termination is within 30 minutes.
  • Arwin-based super-fast-hardening cement is also used to suppress the shrinkage of seismic mortar by rapid hardening and to promote physical strength, and the seismic mortar in the present invention has a low water-cement ratio and a large amount of bonding material, so that the hydrate is smaller than the reactant. It occurs and the maximum occurrence time of shrinkage is around 10 hours after mixing.
  • Arwin-based super-fast-hardening cement cancels the shrinkage by expanding the volume of the mortar hardened by the expansion reaction of etringite.
  • the hardening occurs within 2 hours after mixing, and the volume is fixed by fixing the volume to control the volume reduction due to self-contraction. .
  • the silica fume preferably has an average particle size of 2 ⁇ m or more, and SiO 2 is preferably 92% or more and less than 3% ignition loss.
  • silica fume is for expressing the compressive strength of the seismic mortar (4) of 80 to 300 MPa or more, and when it is mixed below the critical value, it is difficult to express more than the required compressive strength, and when it exceeds the critical value, there is no further effect.
  • fly ash has a powder of 3,000 to 6,000 g/cm2, and the ratio of Al/Si is 0.5 or more, and the loss on ignition is less than 3%, and in particular, fly ash with a particle size of 20 to 35 ⁇ m should be used. This is to control the fiber ball, which is the agglomeration phenomenon of steel fibers and synthetic fibers by increasing the viscosity of unhardened concrete.
  • the blast furnace slag has a powder of 3,000 to 6,000 g/cm 2, and the Ca/Si ratio is 0.9 or more, and the loss on ignition is preferably 3% or less.
  • the blast furnace slag has low initial hardening and excellent long-term strength, which improves the durability of the mortar, and when microcracking of the mortar occurs, unreacted blast furnace slag and calcium hydroxide, a hydrate of class 1 cement, reacts with H 2 O introduced through the microcrack. It is also used for the self-healing effect of filling the cracks through the hole.
  • the aggregate constituting the powder consists of 100 to 140 parts by weight of fine aggregate with respect to 100 parts by weight of the binder, the first fine aggregate with a density of 2.6 g/cm 3 and a particle diameter of 0.1 to 0.35 mm and a second fine aggregate with a particle diameter of 0.075 to 0.1 mm. Is used by mixing in a weight ratio of 1: 1.
  • the admixture constituting the powder is 1 to 4 parts by weight of a high-performance water reducing agent, 0.05 to 3 parts by weight of a shrinkage reducing agent, 0.5 to 5 parts by weight of a thickener, 0.1 to 0.5 parts by weight of a set retardant, and sodium bicarbonate based on 100 parts by weight of the binder. It consists of 0.5 to 10 parts by weight of powder.
  • the high-performance water reducing agent is a polycarboxylic acid-based, density 1.05g/cm3, specific gravity of 1.05 ⁇ 0.05 at 20°C, showing a dark brown powder form, and improves fluidity to give high workability in a small amount of W/B. -300 MPa or more is possible.
  • the shrinkage reducing agent acts to prevent shrinkage by reducing the surface tension of the pore water in the capillary after curing the seismic mortar 4 as a nonionic surfactant.
  • the shrinkage reducing agent is less than the threshold, it becomes difficult to control the shrinkage, and if it exceeds the threshold, the effect of more than that is not expressed.
  • CSA-based expanding agent is a product with a specific gravity of 2.8 ⁇ 2.9 and a Blaine specific surface area of 2,500 cm2/g or more. It is a 3CaO ⁇ 3Al 2 O 3 ⁇ expanding agent for cement manufactured by firing limestone, gypsum and alumina materials in a rotary kiln. It is composed of minerals such as CaSO 4 and CaO, and during the curing process, fine needle-shaped high sulfate hydrate (Ettringite) is produced, and this hydrate exerts the expansion force at the early age, making the structure of the hardened body compact and controlling self-contraction. Is done.
  • the thickener is a cellulose-based powder, it prevents separation of cements, aggregates, and fibers having different densities under high fluidity.
  • the seismic mortar of the present invention uses a high-performance water reducing agent to improve compressive strength, but the high-performance water reducing agent has too high fluidity, so the risk of material separation is relatively high when agitating materials with different specific gravity. Therefore, it is necessary to prevent material separation even under high fluidity through a thickener.
  • the setting retardant is used to suppress the rapid condensation of unhardened super-fast-hard cement, and powders such as ligni-based and tartaric-glycolic acid are used.
  • the delaying effect is insignificant, and when it exceeds the threshold, the initial strength decreases.
  • the sodium bicarbonate powder in the present invention is used by mixing 0.5 to 10 parts by weight based on 100 parts by weight of the binder.
  • Sodium bicarbonate is sodium in the water, and (Na +) Bicarbonate (HCO 3 -) in isolated and sodium induce rapid curing reaction in conjunction with fly ash or blast furnace slag, and bicarbonates (bicarbonate ion, HCO 3 -) are met and hydrogencarbonate (carbonic acid, H 2 CO 3 ) is generated to create entrained air bubbles in the mortar to provide excellent pumpability in the hose when placing shockcrete.When placing in the form of self-filling, the slump flow is unique with a high-performance water reducing agent over 500mm. Assimilated.
  • the blending water is composed of 5 to 35 parts by weight based on 100 parts by weight of the binder and is used without organic matter.
  • the hybrid fiber is used in a volume ratio of 0.5 to 2.5% by volume including the powder and water.
  • the hybrid fiber is composed of 1 to 2.5% by volume of the fiber for increasing tensile strength for inducing microcracks of concrete and 0.1% to 0.5% by volume of the fiber for preventing explosion in the volume ratio.
  • the fiber for improving the tensile strength for inducing microcracks one of high toughness polyvinyl alcohol, carbon fiber, aramid fiber, high toughness polyethylene fiber, and steel fiber is selected, and the fiber for preventing explosion is polyvinyl alcohol fiber, nylon fiber, acrylic fiber, poly Choose one of the propylene fibers.
  • high toughness polyvinyl alcohol, carbon fiber, aramid fiber, and high-strength polyethylene fiber have a tensile strength of 1,000 to 1600 MPa, a diameter of 20 to 40 ⁇ m, and a length of 5 to 15 mm.
  • Steel fibers have a tensile strength of 1,000 MPa ⁇ 3,500 MPa, diameter 0.2 ⁇ 0.9 mm, length 10 ⁇ 30 mm, and the material can be both general iron or alloy steel, but the lower plate 20 or anchor socket part 40 to prevent corrosion between different types of metals. It is more preferable to use the same material as.
  • the shape is preferably straight, and this is to induce debonding of the steel fibers first pulled out of the concrete as the adhesion strength between the matrix and the steel fibers decreases when the concrete is subjected to tensile force.
  • the fiber for preventing explosion is polyvinyl alcohol fiber, alkali glass fiber, nylon fiber, acrylic fiber, polypropylene fiber, cellulose fiber with a tensile strength of 10 to 500 MPa, diameter of 10 to 100 ⁇ m, length of 5 to 10 mm, and melting point of 200°C or less.
  • the fibers serve as a passage to lower the internal water vapor pressure, and are used to prevent explosion heat.
  • the seating device 100 for seismic and seismic isolation reinforcement which has been installed through the replacement method as described above, is a bridge seat on the reinforcement bar (2) or the main reinforcement bar (3) formed in the coping part (1) of the pier or abutment.
  • the anchor socket fixing plate 20 and the seating device 10 are sequentially fixedly coupled to the upper side of the seating support plate 30, so the seating device 10 ) Even if the length of the anchor socket 14 is short, sufficient support is formed to perform seismic and seismic isolation.
  • the present invention exhibits seismic and seismic performance even if the length of the anchor socket 14 is shortened as described above, even when the other abutting device 10 is replaced later, it is not necessary to cut the rebars of the coping unit 1 Even if the replacement work of the abutment device 10 is performed, the same seismic and seismic performance is maintained as in the first replacement of the abutment device 10, thereby reducing the load-bearing capacity due to the cutting of the rebars of the coping unit 1 during the replacement construction. It can be prevented.
  • an anchor coupled to the upper side of the abutment support plate 30 while the abutment support plate 30 is connected to the reinforcement muscle 2 or the main reinforcement bar 3 of the coping unit 1 Since the replacement of the abutment device 10 is made only by removing the anchor socket 14 of the abutment device 10 from the socket fixing plate 20 or replacing the anchor socket fixing plate 20, it is easy to replace and even after replacement. You can expect the same seismic and seismic isolation performance.
  • the abutment device 10 By arranging and fastening so that no sliding occurs, a sliding phenomenon of the seating device 10 can be prevented, thereby improving resistance against horizontal force.
  • the seismic mortar in the form of shotcrete or high-flow self-filling, voids are not generated in a confined space, and trapped air generated during mixing is removed by the compaction effect, thereby increasing the density of the seismic mortar. You can get it.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

La présente invention concerne un appui de pont pour un renforcement d'isolation antisismique et sismique et un procédé de construction pour remplacer un appui de pont, dans lequel, par rapport à des charges horizontales et verticales appliquées à un pont à des moments ordinaires et à des charges de traction horizontales, verticales et de traction appliquées à un pont pendant un tremblement de terre, l'appui de pont peut supporter de manière suffisante des charges générées à des moments ordinaires et pendant un tremblement de terre même lorsque la longueur d'enfoncement d'un ancrage ou d'une douille de l'appui de pont est courte. Le procédé de construction comprend les étapes consistant à retirer l'appui de pont existant, à placer une plaque de support de pont, à fixer une plaque de support de pont, à installer un support de pont, à accoupler une plaque de fixation de douille et à finir la construction en versant du mortier anti-sismique. La plaque de support de pont est fixée à des barres de fer d'une chape à intégrer aux barres de fer, puis le support de pont est remplacé. Par conséquent, des propriétés d'isolation antisismique et sismique peuvent être obtenues par une force de support suffisante même lorsque la longueur de la douille est courte, et même en outre, lorsque l'appui de pont est de nouveau remplacé, l'efficacité de la construction de remplacement peut être améliorée et une performance d'isolation antisismique et sismique suffisante peut être obtenue. De plus, le coulissement de l'appui de pont est empêché de façon à améliorer la résistance à la force horizontale, et la densité du mortier anti-sismique peut être augmentée par l'application du mortier anti-sismique.
PCT/KR2020/007203 2019-05-17 2020-06-03 Appui de pont pour renforcement d'isolation antisismique et sismique, et procédé de construction pour remplacer un appui de pont WO2020235981A1 (fr)

Applications Claiming Priority (8)

Application Number Priority Date Filing Date Title
KR1020190058051A KR102088836B1 (ko) 2019-05-17 2019-05-17 내진 및 면진 보강용 교좌장치 및 교좌장치의 교체공법
KR10-2019-0058051 2019-05-17
KR10-2020-0028804 2020-03-09
KR10-2020-0028819 2020-03-09
KR1020200028804A KR102298199B1 (ko) 2020-03-09 2020-03-09 내진 및 면진 보강용 교좌장치 및 교좌장치의 교체공법
KR1020200028819A KR102298202B1 (ko) 2020-03-09 2020-03-09 내진 및 면진 보강용 교좌장치 및 교좌장치의 교체공법
KR1020200037221A KR102388121B1 (ko) 2020-03-27 2020-03-27 내진 및 면진 보강용 교좌장치 및 교좌장치의 교체공법
KR10-2020-0037221 2020-03-27

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JP2001040620A (ja) * 1999-08-04 2001-02-13 Ozawa Concrete Industries Co Ltd プレキャストコンクリート製防音壁及びその施工法
KR200418585Y1 (ko) * 2006-03-22 2006-06-13 매크로드 주식회사 강재 받침판 및 이를 이용한 무파쇄 무진동 수평절단을통한 교량받침 교체방법
KR101471562B1 (ko) * 2014-03-27 2014-12-11 씨에스글로벌 주식회사 링크타입의 앵커를 구비한 교량용 지지장치 및 그의 설치공법
KR101904447B1 (ko) * 2017-11-15 2019-01-24 윤필용 내진 보강용 교좌장치 및 이의 시공공법
KR102088836B1 (ko) * 2019-05-17 2020-05-04 윤필용 내진 및 면진 보강용 교좌장치 및 교좌장치의 교체공법

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JP2000087362A (ja) * 1998-09-08 2000-03-28 Koichi Kimura 建築基礎工事用土台アンカーボルト
JP2001040620A (ja) * 1999-08-04 2001-02-13 Ozawa Concrete Industries Co Ltd プレキャストコンクリート製防音壁及びその施工法
KR200418585Y1 (ko) * 2006-03-22 2006-06-13 매크로드 주식회사 강재 받침판 및 이를 이용한 무파쇄 무진동 수평절단을통한 교량받침 교체방법
KR101471562B1 (ko) * 2014-03-27 2014-12-11 씨에스글로벌 주식회사 링크타입의 앵커를 구비한 교량용 지지장치 및 그의 설치공법
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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114481825A (zh) * 2022-03-04 2022-05-13 武汉桥之恒桥梁工程技术有限公司 一种具有大调高量的支座锚碇结构及调高方法

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