Source: https://patents.google.com/patent/US7823356?oq=5579430
Timestamp: 2018-03-19 19:04:30
Document Index: 493149859

Matched Legal Cases: ['art 12', 'art 11', 'art 11', 'art 11', 'art 11', 'art 12', 'art 12', 'art 11', 'art 13', 'art 12', 'art 13', 'art 11', 'arts 13', 'art 13', 'art 11', 'art 13', 'art 11', 'arts 13', 'arts 13', 'art 24', 'art 24']

US7823356B2 - Shearing force reinforced structure and member - Google Patents
US7823356B2
US7823356B2 US10588499 US58849905A US7823356B2 US 7823356 B2 US7823356 B2 US 7823356B2 US 10588499 US10588499 US 10588499 US 58849905 A US58849905 A US 58849905A US 7823356 B2 US7823356 B2 US 7823356B2
US10588499
US20070175127A1 (en )
The present invention relates to a shearing force reinforced structure and member (this means “reinforced structure and member for resisting a shearing force”) of a reinforced concrete structure object with respect to a structure object of an existing reinforced concrete (hereinafter a reinforced concrete may be referred to as “RC” in some case) where the shearing force acts.
In various establishments such as a subway and a water and sewerage purifying establishment designed and constructed before the Great Hanshin Earthquake, it is clarified that a reinforced concrete structure object (hereinafter referred to as referred to as “RC structure body” in some case) such as a side wall, bottom slab, intermediate wall, and intermediate slab of a box culvert and underground embedded structure object of an RC structure constituting a structure object skeleton of the various establishments; and a wall type bridge pier is poor in shear force capacity with respect to a seismic vibration of a level 2 as a result of various aseismatic diagnoses: thus a necessity for speedily performing an aseismatic reinforcement is pointed out.
However, in the reinforcement method, because the predetermined steel plate is merely inserted in the slits, a new problem that a sufficient rigidity (a magnitude of a pulling-out resistance against a pulling-out force, hereinafter referred to as “pulling-out rigidity”) cannot be obtained results in occurring when the pulling-out force is generated in the steel plate.
Consequently, the inventor has made a progress of a research and development to cope with the conventional technical problems, and attained to originate the invention. In other words, one aspect of the invention is to provide a shearing force reinforced structure of an existing RC structure body (hereinafter simply referred to as “shearing force reinforced structure”) and a shearing force reinforced member that make it possible to simply and surely ensure a predetermined pulling-out rigidity.
Here, an objective member of a reinforcement by the present invention is a member, where a shearing force reinforcement is requested; is applicable to any one of a face material (such as a wall) and existing slab material (such as a bottom slab, an intermediate slab, and a roof slab) (hereinafter referred to as “RC structure face/slab material”) of existing various reinforced concrete structure objects; and with respect to an execution objective, does not request a kind such as a cast-in-place and a pre-cast concrete product.
In addition, in a shearing force reinforced member, if fixation members (a base end fixation member and a top end fixation member) of which section shapes are larger than a shearing force reinforcing bar of a wire rod are provided at a base end or base end and top end of the shearing force reinforced reinforcing bar, it is enabled to enhance a fixation effect of the shearing force reinforced member, and to more effectively improve shear force capacity and a toughness performance by a tensile resistance of the shearing force reinforcing bar and a compression stress occurring inside concretes of the fixation members. Here, a wire rod is not limited to a reinforcing bar, and all wire rods such a carbon rod, a steel bar, and a PC (Prestressed Concrete) tendon are applicable. In addition, in the description a “width size” of a fixation member is assumed to be unified into a diagonal length if a shape of the fixation member is a rectangle or a polygon; a diameter if it is a circle; and a long axis length if it is an ellipse. In addition, in an explanation below, when “base end fixation member” and a “top end fixation member” are not distinguished, they are simply called a “fixation member” in some case.
Accordingly, if a first base end fixation member of a first shearing force reinforced member that is a shearing force reinforced member in a vicinity where a plastic hinge occurs (hereinafter referred to as “first area” in some case) is formed of a plate form member having a width of around ten to 15 folds of the shearing force reinforcing bar (first wire rod), it is preferably enabled to constrain an outer face concrete rather than the first base end fixation member and to more effectively improve a toughness performance. Furthermore, if a fiber sheet is integrally adhered to surfaces of a plate form first base end fixation member and an RC structure object, it is enabled to more effectively improve a toughness performance because a peel-off of a concrete is prevented. Here, a wire rod is not limited to a deformed reinforcing bar and a round steel reinforcing bar, and all wire rods such a carbon rod, a steel bar, and a PC tendon are applicable.
Here will be described preferred embodiments of a reinforcement method of the present invention in detail, referring to drawings. Meanwhile, below will be described a case of reinforcing a side wall or intermediate wall of an existing reinforced concrete structure object embedded in ground G inside the earth. Meanwhile, in an explanation below a same symbol will be used for a same element, and a duplicated explanation will be omitted. Here, in the description an “outer face” means a face of a side fronting the earth of a face material or slab material of an RC structure body; an “inner face” means a face of a side opposing the face material or slab material of the RC structure body and not fronting the earth.
In addition, each of the reinforced member insertion holes 10 comprises a general part 12 having an inner diameter larger than a reinforcing bar diameter of the shearing force reinforcing bar 21 and an outer diameter of the ring head 22, and smaller than a width of the plate head 23; and a base end width broadening part 11 formed at a base end of the hole 10 and having an inner diameter larger than the width of the plate head 23. Here, in the description a “width” of a fixation member is assumed to be unified as: a diagonal length if a shape of the fixation member is a rectangle or a polygon; a diameter if the shape is a circle; and a long axis length if the shape is an ellipse.
In addition, as a ring head 22 c shown in FIG. 4C, performing at the top end the shearing force reinforcing bar 21 a friction-pressure joining A of a circular steel plate of which a thickness is 30% to 80% of the diameter of the reinforcing bar 21, and a width is 140% to 200% of the diameter of the reinforcing bar 21, the head 22 c may also be manufactured. In addition, as ring heads 22 d and 22 e shown in FIGS. 4D and 4E, they may also be respectively manufactured from a polygonal steel plate of which a thickness is 30% to 80% of the diameter of the shearing force reinforcing bar 21, and a width is 140% to 200% of the diameter of the reinforcing bar 21, and an elliptical steel plate (including an oval shape and such a shape where side parts of a circle is cut off) of which a thickness is 30% to 80% of the diameter of the reinforcing bar 21, and a long axis is 140% to 200% of the diameter of the reinforcing bar 21. Thus because a gap is formed between the reinforced member insertion hole 10 and the ring heads 22 d and 22 e, it is enabled to reduce an insertion resistance due to the filler 30 filled in the hole 10, and to insert the shearing force reinforced member 20 without air remaining in rearward of the ring heads 22 d and 22 e.
In addition, providing any one of the circular steel plate, the polygonal steel plate, and the elliptical steel plate with holes h, a ring head 22 f may also be configured to reduce an insertion resistance due to the filler 30 and to insert the shearing force reinforced member 20 without air remaining in rearward of the ring head 22 f (see FIG. 4F). Furthermore, as shown in FIG. 4G, a ring head 22 g may also be configured to reduce an insertion resistance by making a joined face with the shearing force reinforcing bar 21 of the ring head 22 g and an opposite side face thereof a convex spherical shape.
In other words, although if the out-of-plane shearing force S acts on the side wall W, the oblique cracks c attempt to occur, a tensile force acts on each of the shearing force reinforced members 20, and thereby, a pulling-out force ft acts on the ring head 22 and the plate head 23 at respective ends of the member 20. Therefore, a supporting pressure acts on a concrete (hereinafter referred to as “internal concrete”) existing inside the ring head 22 and the plate head 23 as a reaction force, and thus a field of compression forces fc is formed in the internal concrete. In other words, the internal concrete receives a lateral constraint and results in increasing a resistance force for an oblique tension. Therefore, an out-of-plane shear force capacity of the side wall W is increased by the shearing force reinforced member 20 having the ring head 22 and the plate head 23 at respective ends of the member 20; and the compression forces fc are generated (the compression stress field is formed) in the internal concrete, and thereby a toughness performance of the side wall W is also increased.
In addition, in a case of performing a reinforcement related to the first embodiment, because the ring head 22 and the plate head 23 exist, a fixation portion increases. One example of results is shown in FIGS. 6A and 6B, wherein pulling-out tests were respectively performed in order to investigate the fixation effect for the shearing force reinforcing bar 21 having the plate head 23 and for a shearing force reinforcing bar (hereinafter referred to as “comparison example”) where a semicircular hook was formed at an end. FIG. 6A is a graph of a relationship between a tensile stress and pulling-out displacement, wherein the relationship was derived in a case of: using a deformed reinforcing bar (D16); drilling a reinforced member insertion hole of a diameter of 25 mm in an RC member; inserting the shearing force reinforcing bar 21 having the plate head 23 of a circular shape of which a thickness was 9 mm and a diameter was 35 mm, and the comparison example; and filling and hardening the filler 30.
Meanwhile, “left” and “right” in an explanation will be unified in directions shown in FIG. 9B.
Thereafter, broadening a drill hole diameter of the reinforced member insertion hole 10 is performed (hereinafter a portion where the drill hole diameter is broadened is referred to as “width broadening part 11”) so that respective peripheral edges of the base end plate head 43 (base end fixation member) attached to the base end (distal part) of the shearing force reinforced member 40 and the top end plate head 42 (top end fixation member) attached to the top end of the member 40 are hooked (see FIG. 10C), using the drilling means. Meanwhile, a drilled depth of the width broadening part 11 is requested to be made a value where a cover concrete thickness is added to a thickness of the top end plate head 42 and that of the base end plate head 43. In other words, in a state of the shearing force reinforced member 40 being arranged in the reinforced member insertion hole 10, the top end plate head 42 and the base end plate head 43 ensure the cover concrete thickness equivalent to that of the major reinforcing bar R1. Meanwhile, a diameter of the width broadening part 11 is assumed to be a value where a slight margin is anticipated in respective widths (diameters in a case of a circular shape) of the top end plate head 42 and the base end plate head 43. Hereinafter, in the reinforced member insertion hole 10, a portion where broadening a drilled hole diameter is not performed is referred to as the general part 12.
Here, in the top end plate head 42 related to the third embodiment, as shown in FIG. 11A, is formed the female thread 42 a at center of a rectangular steel plate of which a thickness size is 80% to 120% of the reinforcing bar diameter of the shearing force reinforcing bar 41 and a width size is 200% to 300% the reinforcing bar diameter of the reinforcing bar 41, and it is enabled to screw the male thread 41 a in the female thread 42 a. Meanwhile, the shape of the top end plate head 42 is not limited to a rectangle; other polygons, a circle, and an ellipse (including an oval shape and such a shape where side parts of a circle is cut off) are also available. In addition, the shape of the joining part between the top end plate head 42 and the shearing force reinforcing bar 41 is not also limited; as a top end plate head 42′ shown in 11C, a configuration is also available that fixes a cylindrical member 42 a′ where a female thread is formed on an inner face, matching the top end shape of the reinforcing bar 41. In this case a nut can be used as the cylindrical member 42 a′.
In addition, although the shearing force reinforcing bar 41 is assumed to be made by joining the male member 41 a at the top end of a deformed reinforcing bar by the friction pressure joining A, it is not limited thereto; for example, as shown in FIG. 11B, a shearing force reinforcing bar 41′ may also be used where the male member 41 a is processed at the top end of a deformed reinforcing bar; and as shown in FIG. 11C, as a shearing force reinforcing bar 41″ may also be used a thread reinforcing bar.
In other words, although if the out-of-plane shearing force S acts on the intermediate wall W′, the oblique cracks c attempt to occur, a tensile force acts on each of the shearing force reinforced members 40; therefore, the pulling-out force ft acts on the top end plate head 42 and the base end plate head 43. Therefore, a supporting pressure acts on a concrete (hereinafter referred to as “internal concrete”) existing inside the top end plate head 42 and the base end plate head 43 as a reaction force, and the field of compression forces fc is formed in the internal concrete. In other words, the internal concrete receives a lateral constraint and results in increasing a resistance force for an oblique tension. Therefore, the out-of-plane shear force capacity of the intermediate wall W′ is increased by the shearing force reinforced member 40 having the top end plate head 42 and the base end plate head 43 at respective ends of the member 40; and the compression forces fc are generated (compression stress field is formed) in the internal concrete, and thereby the toughness performance of the intermediate wall W′ is also increased.
In addition, in a case of performing a reinforcement related to the embodiment, because the top end plate head 42 and the base end plate head 43 exist, a fixation portion increases. One example of results are shown in FIGS. 13A and 13B, wherein pulling-out tests are respectively performed in order to investigate the fixation effect for the shearing force reinforcing bar 41 having the base end plate head 43 and for a shearing force reinforcing bar (hereinafter referred to as “comparison example”) where a semicircular hook is formed at an end.
In addition, each of the reinforced member insertion holes 10 comprises the general part 12 having an inner diameter larger than a reinforcing bar diameter of the shearing force reinforcing bar21 and an outer diameter of the top end protrusion 22, and smaller than a width of the plate head 23; the base end width broadening part 11 formed at the base end of the hole 10 and having an inner diameter larger than the width of the plate head 23; and a top end width broadening part 13 formed at the base end of the hole 10 and having an inner diameter larger than the inner diameter of the general part 12. Here, in the description a “width” of a fixation member is assumed to be unified as: a diagonal length if a shape of the fixation member is a rectangle or a polygon; a diameter if the shape is a circle; and a long axis length if the shape is an ellipse.
As the filler 30 is used a fiber reinforced cementitious composite material (hereinafter referred to as “high strength fiber filler 30”) composed by blending a fiber, of which a diameter is 0.05 mm to 0.3 mm and a length is 8 mm to 16 mm, by around 1% to 4% for a volume of a cementitious matrix obtained by mixing: cement; an aggregate of which a maximum particle diameter is not more than 2.5 mm; a silica fume of a high activity pozzolan reaction particle of which a particle size is 0.01 to 0.5 μm and; a blast furnace slug or a fly ash of a low activity pozzolan reaction particle of which a particle size is 0.1 to 15 μm; at least one kind of super plasticizer; and water: In the high strength fiber filler 30 a compression strength is 200 N/mm2, a bending tensile strength is 40 N/mm2, and an adhesion strength for a deformed bar is 60 to 80 N/mm2, and thus a fixation effect of a higher rigidity has been realized.
In other words, although if the out-of-plane shearing force S acts on the side wall W, the oblique cracks c attempt to occur, a tensile force acts on each of the shearing force reinforced members 20, and thereby, the pulling-out forces ft act on the top end protrusion 22 and the plate head 23 at both ends of the member 20. The top end protrusion 22 and the plate head 23 are respectively integrated with the top end width broadening part 13 and the base end width broadening part 11, and achieve a sufficient constraint effect with respect to the pulling-out forces ft by the high strength fiber filler 30 of an ultra-high strength filled in the both parts 13, 11. Therefore, a supporting pressure acts on a concrete (hereinafter referred to as “internal concrete”) existing inside the top end protrusion 22 and the plate head 23 as a reaction force of the pulling-out forces ft, and a field of the compression forces fc is formed in the internal concrete. In other words, the internal concrete receives a lateral constraint and results in increasing a resistance force for an oblique tension. Therefore, an out-of-plane shear force capacity of the side wall W is increased by the shearing force reinforced member 20 having the top end protrusion 22 and the plate head 23 at the respective ends of the member 20; and the top end width broadening part 13 and the base end width broadening part 11, and thus the compression forces fc are generated (a compression stress field is formed) in the internal concrete, and thereby a toughness performance of the side wall W is also increased.
In a case of performing a reinforcement according to the shearing force reinforced structure 6 related to the sixth embodiment, because there exist the base end width broadening part 13 and the top end width broadening part 11 in the reinforced member insertion hole 10, the fixation effect of the shearing force reinforced member 20 is increased. Results are shown in FIGS. 20A and 20B, wherein pulling-out tests are respectively performed in order to investigate the fixation effect for the shearing force reinforced member 20 according to the reinforced member insertion hole 10 having the width broadening parts 13, 11 at the ends and for the shearing force reinforced member 20 (hereinafter referred to as “comparison example”) according to the reinforced member insertion hole 10 not having the parts 13, 11.
As shown in FIG. 21, a shearing force reinforced structure 7 related to the seventh embodiment comprises a box culvert B of an existing reinforced concrete structure; first shearing force reinforced members 20′ arranged inside first reinforced member insertion holes 10′ formed in a position (see FIGS. 24C), where a plastic hinge is assumed to occur due to a seismic force, and first areas I of a vicinity of the position; second shearing force reinforced members 25 arranged inside second reinforced member insertion holes 15 formed in a second area II of other areas; and fillers 30. Hereinafter, in a case that “first reinforced member insertion hole 10′”, and “second reinforced member insertion hole 15” are not distinguished, these are called “reinforced member insertion hole 10”, in some case. In addition, in a case that “first shearing force reinforced members 20′” and “second shearing force reinforced member 25” are not distinguished, these are called “shearing force reinforced member 20” in some case.
In addition, the protrusion part 24 is formed, as shown in FIG. 22B, into a width of 120% to 130% of the reinforcing bar diameter of the first shearing force reinforcing bar21′ by pressing or striking the top end of the reinforcing bar 21′ in a state of being heated. Here, in the description a “width” of a fixation member such as the plate head 23 and the protrusion part 24 is assumed to be unified into a diagonal length if a shape of the fixation member is a rectangle or a polygon; a diameter if it is a circle; and a long axis length if it is an ellipse
Here, the first shearing force reinforcing bar21′ and the second shearing force reinforcing bar26 (hereinafter, in a case that “first shearing force reinforcing bar21′” and “second shearing force reinforcing bar26” are not distinguished, these are simply called “shearing force reinforced reinforcing bars 21′, 26” in some case) related to each shearing force reinforced member 20 are not limited to a reinforcing bar; anything bringing out a function of a linear reinforced material, for example, such as a thread reinforcing bar, a steel bar, a PC tendon, and a carbon rod may also be used.
In the filler 30 is used a fiber reinforced cementitious composite material (hereinafter referred to as “high strength fiber filler 30”) composed by blending a fiber, of which a diameter is 0.05 mm to 0.3 mm and a length is 8 mm to 16 mm, by around 1% to 4% for a volume of a cementitious matrix obtained by mixing cement; an aggregate of which a maximum particle diameter is not more than 2.5 mm; a silica fume of a high activity pozzolan reaction particle of which a particle size is 0.01 to 0.5 μm; a blast furnace slug or a fly ash of a low activity pozzolan reaction particle of which a particle size is 0.1 to 15 μm; at least one kind of super plasticizer; and water: In the high strength fiber filler 30 a compression strength is 200 N/mm2, a bending tensile strength is 40 N/mm2, and an adhesion strength for a deformed bar is 60 to 80 N/mm2, and thus a fixation effect of a higher rigidity has been realized. In addition, the filler 30 has a plasticity, and a property of not flowing down even if it is filled upward.
25. The shearing force reinforced member according to claim 20, wherein in the base end fixation member, at a base end of the wire rod is fixed a steel plate of which a shape is a circle or a polygon, a thickness size is 30% to 120% of a diameter of the wire rod, and a width size is 130% to 300% of a diameter of the wire rod.
US10588499 2004-08-18 2005-01-13 Shearing force reinforced structure and member Expired - Fee Related US7823356B2 (en)
JP2004-237999 2004-08-18
JP2004-238763 2004-08-18
JP2004238814A JP4195686B2 (en) 2004-08-18 2004-08-18 Shear reinforcement structure
JP2004-238760 2004-08-18
JP2004-238814 2004-08-18
JP2004238763A JP4157510B2 (en) 2004-08-18 2004-08-18 Shear reinforcement structure
JP2004237999A JP3700980B1 (en) 2004-08-18 2004-08-18 METHOD shear reinforcement, shear reinforcement structure and shear reinforcement member
JP2004238760A JP3668490B1 (en) 2004-08-18 2004-08-18 Shear force reinforcement structure
PCT/JP2005/000296 WO2006018908A8 (en) 2004-08-18 2005-01-13 Shearing force reinforcing structure and shearing force reinforcing member
US20070175127A1 true US20070175127A1 (en) 2007-08-02
US7823356B2 true US7823356B2 (en) 2010-11-02
ID=35907305
US10588499 Expired - Fee Related US7823356B2 (en) 2004-08-18 2005-01-13 Shearing force reinforced structure and member
US (1) US7823356B2 (en)
KR (1) KR20070083474A (en)
WO (1) WO2006018908A8 (en)
US8656685B2 (en) 2005-03-08 2014-02-25 City University Of Hong Kong Structural members with improved ductility
CN102149886B (en) * 2008-06-30 2014-04-02 波·布罗维斯特 Unstayed composite mast
DE112008004128A5 (en) * 2008-11-28 2012-05-31 Desimir Kitic A method for creating a structure and masonry-anchor system
KR101013088B1 (en) * 2010-09-16 2011-02-14 (주)매일 Shear reinforcing method and bending and shear simultaneously reinforcing method of a concrete structure
JP5596529B2 (en) * 2010-12-22 2014-09-24 株式会社奥村組 Mounting structure of the reinforcing rebar
JP5596530B2 (en) * 2010-12-22 2014-09-24 株式会社奥村組 Rebar hanging reinforcement equipment
DE102011102825B4 (en) * 2011-05-30 2016-04-14 Prof. Feix Research & Development Gmbh & Co. Kg Connecting assembly and method for producing a punching fuse
CN103009469A (en) * 2012-12-26 2013-04-03 中南建设（沈阳）建筑产业有限公司 Shear key reserved block of prefabricated and assembled integral shear wall
JP6110711B2 (en) * 2013-04-03 2017-04-05 株式会社ケー・エフ・シー Concrete skeleton, used its seismic strengthening method, and this method jig
DE102015213869A1 (en) * 2015-07-22 2017-01-26 Prof. Feix Research & Development Gmbh & Co. Kg Reinforcing member for reinforcing a building element, reinforcement assembly including such a reinforcement member and method of reinforcing a structural member
CN106193607A (en) * 2016-08-31 2016-12-07 哈尔滨达城绿色建筑技术开发股份有限公司 Wall reinforcement passing method and reinforcement passing tool for prefabricated construction of block buildings
CN106193616A (en) * 2016-08-31 2016-12-07 哈尔滨达城绿色建筑技术开发股份有限公司 Limiting type rebar penetrating device for agglomerated building and rebar penetrating method using rebar penetrating device
JPH07238690A (en) 1994-02-28 1995-09-12 Toshiharu Osaka Wall repaired to prevent falling of mortar layer, method for repairing same, and anchor pin
JP2002137952A (en) 2000-10-25 2002-05-14 Taiheiyo Cement Corp Hydraulic composition
JP2003003556A (en) 2001-06-25 2003-01-08 Ohbayashi Corp Shear reinforcement method of culvert
JP2003113673A (en) 2001-10-04 2003-04-18 East Japan Railway Co Reinforcing method of concrete structure and culvert structure
US20040074183A1 (en) * 2001-08-30 2004-04-22 Schneider Walter G. M. Wood deck connection system and method of installation
US20040161305A1 (en) * 2003-02-19 2004-08-19 F.M. Locotos Co., Inc. Radially deformed anchorage bolt
KR20070083474A (en) 2007-08-24 application
WO2006018908A8 (en) 2006-09-08 application
US20070175127A1 (en) 2007-08-02 application
WO2006018908A1 (en) 2006-02-23 application
CN2797476Y (en) 2006-07-19 Mixed jointing node of assembled concrete frame structure beam column
CN1458345A (en) 2003-11-26 Combined pile section with reinfored horizontal bending strength and rigidity and its construction method
JP2000273881A (en) 2000-10-03 Aseismatic reinforcing construction method for existing structure foundation
US20070175127A1 (en) 2007-08-02 Shearing force reinforced structure and member
JPH1018608A (en) 1998-01-20 Earthquake resisting reinforcing method of existing reinforced concrete construction building
CN2320663Y (en) 1999-05-26 Panel joint of reinforced concrete column and combined reinforced column beam column
JP2001214534A (en) 2001-08-10 Anchor structure and its work execution method
JP2006132150A (en) 2006-05-25 Seismic response control column and its construction method
KR100666678B1 (en) 2007-01-19 Micro-pile having a end supporting round-plate
KR100713690B1 (en) 2007-05-04 A set bridge post using unit filled concrete with internally confined hollow and a method for construction
JPH07247556A (en) 1995-09-26 Structure for fixing base of column in steel column member
CN202611012U (en) 2012-12-19 Assembly type concrete shear wall edge member connection structure
CN2821036Y (en) 2006-09-27 Frame beam hogging moment reinforced structure
JP2005171488A (en) 2005-06-30 Connection structure between steel wall and reinforced concrete plate
JPH0913321A (en) 1997-01-14 Reinforced structure of bridge pier column
JP2001254519A (en) 2001-09-21 Reinforcing construction and reinforcing method using steel plate with joint bar
CN203654308U (en) 2014-06-18 Anchor jacked pile reinforced bearing platform structure for reinforcing deformed bridge pile
Owner name: KONINKLIKJE PHILIPS ELECTRONICS, N.V., NETHERLANDS
Free format text: ASSIGNMENT OF ASSIGNORS INTEREST;ASSIGNORS:CHEN, NINGLIANG;BRULS, FONS;ZENG, YONGPIN;AND OTHERS;REEL/FRAME:017942/0522
Free format text: ASSIGNMENT OF ASSIGNORS INTEREST;ASSIGNOR:TANAKA, YOSHIHIRO;REEL/FRAME:018192/0433