CN115288289A - Large eccentric beam column reinforcing node without armpit and design method - Google Patents
Large eccentric beam column reinforcing node without armpit and design method Download PDFInfo
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- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 21
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- 230000002787 reinforcement Effects 0.000 claims description 25
- 229910000831 Steel Inorganic materials 0.000 claims description 19
- 239000010959 steel Substances 0.000 claims description 19
- 238000010008 shearing Methods 0.000 claims description 16
- 238000004873 anchoring Methods 0.000 claims description 8
- 238000005452 bending Methods 0.000 claims description 6
- 239000011150 reinforced concrete Substances 0.000 claims description 6
- 230000035939 shock Effects 0.000 claims description 6
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/21—Connections specially adapted therefor
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
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- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
Abstract
The invention relates to a big eccentric beam column reinforcing node without armpit and a design method thereof. The beam-column joint without the armpit comprises a joint core area and a non-joint core area, column stirrups and column longitudinal bars are arranged in the joint core area and the non-joint core area, meanwhile, cross diagonal bars or cross hidden struts are additionally arranged in the middle of the joint core area, and the additional cross diagonal bars or the cross hidden struts are fixedly bound with the column longitudinal bars at two end parts of the additional cross diagonal bars or the cross hidden struts. After the beam column reinforced node provided by the invention is effectively adopted from the stress mechanism, the shear-resistant bearing capacity calculation formula and the section of the core area of the eccentric beam column node, the shear-resistant bearing capacity and the seismic ductility of the core area of the node are greatly improved; the beam column reinforcing node and the shear-resistant bearing capacity calculation method provided by the invention can be applied to the condition that the eccentricity is greater than 1/4 of the column width, and fill the blank of the current design specification standard.
Description
Technical Field
The invention relates to the field of building structures, in particular to a large eccentric beam-column reinforcing node without an armpit and a design method.
Background
In order to meet the building function requirements and guarantee the indoor decoration effect as much as possible in the super high-rise apartment, the frame columns are usually long rectangles, and the side beams need to be flush with the outer sides of the frame columns, so that the center line of the beam columns is eccentric and large. Under the action of horizontal earthquake and wind load, the eccentric beam-column joint is subjected to the action of bending moment, shearing force and axial force and is also subjected to the action of additional torque and additional bending moment generated by the frame beam. The stress state of the node core area is very complex, the effective width of the node core area is reduced due to the eccentricity of a beam column, the shearing bearing capacity of the node is reduced, and the damage phenomenon of the eccentric node core area occurs in multiple earth earthquakes at home and abroad.
The beam width of a beam end is increased by generally adopting a beam end horizontal haunching mode in engineering design, the shearing range of a node is enlarged, the effective width of the node is increased, and the strength, ductility and energy dissipation capacity of an eccentric node core area are improved. However, for super high-rise apartment projects, horizontal haunching of beam ends is not accepted by buildings and owners, the influence of the large eccentricity on beam-column joints is neglected during structural design, certain potential safety hazards are formed for the joint, and the influence of the large eccentricity of the beam-column on the bearing capacity of the joints is not neglected. The current national standard provides a detailed algorithm for checking the shearing resistance and bearing capacity of the section of a core area of a beam-column node, but a calculation formula of the effective width of an eccentric beam-column node cannot completely reflect the influence of the eccentricity of a beam-column, a corresponding calculation method cannot be provided for the condition that the distance between central lines of the beam-column is greater than 1/4 column width, and the standard formula cannot be directly applied to check the shearing resistance and bearing capacity of the node during structural design. Based on the problems, the invention provides the armless large eccentric beam-column reinforcing node and the corresponding shear-resistant bearing capacity calculation method, the problem of insufficient shear-resistant bearing capacity when the node is stressed greatly is effectively solved, and the structural design can also be directly subjected to shear-resistant bearing capacity checking calculation by adopting the calculation formula provided by the invention.
Disclosure of Invention
The invention aims to provide a large eccentric beam-column reinforced node without an armpit and a design method thereof, and solves the problems that the effective width of the section of a core area of the node is reduced and the shearing-resistant bearing capacity is insufficient due to large eccentricity of a beam-column node. Meanwhile, a shear-resistant bearing capacity calculation formula for reinforcing the node and a node core area width value taking method are provided, the method is used for the condition that the beam-column eccentricity is greater than 1/4 of the column width, and the blank of the existing design standard is filled.
In order to achieve the purpose, the invention provides a big eccentric beam column reinforcing node without an armpit. The non-axillary large eccentric beam column node comprises a node core area and a non-node core area; the column hooping and the column longitudinal rib are arranged in the node core area and the non-node core area, meanwhile, the crossed diagonal rib or the crossed concealed bracing is additionally arranged in the middle of the node core area, and the added crossed diagonal rib or the crossed concealed bracing longitudinal rib is fixedly bound with the column longitudinal rib at the two end parts of the added crossed diagonal rib or the crossed concealed bracing longitudinal rib.
The invention also provides a design method of the armless large eccentric beam-column reinforced node, which comprises the following steps:
column stirrups and column longitudinal bars are arranged in the node core area and the non-node core area, meanwhile, crossed diagonal bars or crossed hidden struts are additionally arranged in the middle of the node core area, and the added crossed diagonal bars or the added longitudinal bars of the crossed hidden struts are bound and fixed with the column longitudinal bars at the two end parts of the added crossed diagonal bars or the added longitudinal bars of the crossed hidden struts;
further, the area of the steel bar of the column stirrup 4 in the checking and calculating direction of the node core area and the area of the steel bar of the crossed diagonal bar or the crossed hidden-supported longitudinal bar 1 of the node core area in the beam width range are calculated according to the following formulas (1) and (2):
in the formula:V ｊ designing a shearing force design value for a large eccentric beam column node without an armpit;V ｊu the node shear bearing capacity of the large eccentric beam column without the armpit is realized;η ｊ constraint influence coefficients of the orthogonal beams on the nodes are obtained;Nthe axial pressure at the bottom of the upper column of the node;b c the column section width in the checking direction;b j is the width of the node core region, called effective width for short；h c The height of the column section in the checking direction;h b0 is the effective height of the node area;A svj checking the area of the column stirrup steel bar in the direction of the node core area;sthe distance between the column hooping ribs is set;a' s the distance from the resultant point of the longitudinal tension steel bar of the beam to the near side of the section;sthe distance between the column hooping ribs is set;A sb the area of the crossed diagonal bars or the crossed hidden-supported longitudinal bars in the beam width range in the node core area is defined;αthe included angle between the crossed inclined ribs or the crossed hidden braces and the vertical line is formed;f t the tensile strength of the concrete in the node area;f y tensile strength of the joint area column stirrup;f yv the tensile strength of the crossed oblique ribs or the crossed hidden supporting longitudinal ribs;γ RE the shock resistance adjustment coefficient of the bearing capacity.
Furthermore, the cross inclined ribs or the cross hidden struts are arranged in the node core area except for the beam width according to the structure, the diameter of the longitudinal ribs is not less than 14mm, and the horizontal distance is not more than 150mm; the anchoring length of the crossed oblique rib or the crossed hidden support longitudinal rib outside the beam-column joint is not less thanL aE And is not less than 600mm, and the thickness of the film,L aE the length of the tension steel bar for earthquake-proof anchoring is set;
the longitudinal bars of the crossed concealed bracing are bound into a whole by adopting rectangular stirrups or spiral stirrups, the diameter of each rectangular stirrup or spiral stirrup is not smaller than 8mm, and the stirrup spacing of each rectangular stirrup or spiral stirrup is not larger than 150mm;
furthermore, column stirrups of the non-axillary large eccentric beam column reinforcing node in the non-node core area and column stirrups of the node core area perpendicular to the checking and calculating direction are arranged according to the standard structural requirements, and the total areas of all stirrups of the node core area and the non-node core area meet the standard volume reinforcement ratio requirement; the areas of the column longitudinal bar reinforcements in the node core area and the non-node core area are determined by calculation according to the bending moments of the upper column end and the lower column end of the beam-column node, and meanwhile, the longitudinal bars meet the requirement of the standard reinforcement ratio;
when the eccentricity of the beam-column joint without armpit is greater than 1/4 of the column width, the width of the core area of the jointb j The values are as follows:
when the beam edge is flush with the column edge:b j =b b +0.2h c
when the beam edge is not flush with the column edge:b j =b b +0.2h c +X
in the formula:h c the height of the column section in the checking direction;b b is the beam width;Xthe distance between the eccentric side beam edge and the column edge isX>0.25h c When it is takenX=0.25h c 。
Furthermore, the eccentric beam-column node is a large eccentric beam-column node with the eccentricity greater than 1/4 of the column width, or a small eccentric beam-column node with the eccentricity not greater than 1/4 of the column width; when the beam-column node is a small eccentric beam-column node with eccentricity not greater than 1/4 of the column width, the width of the core region of the node is larger than that of the beam-column nodeb j Take value according to standard
The invention effectively solves the problem of insufficient shearing resistance bearing capacity when the node is stressed greatly, and solves the problems of reduced effective width of the section of the core area of the node and insufficient shearing resistance bearing capacity caused by large eccentricity of the beam column node. Meanwhile, a shear-resistant bearing capacity calculation formula for reinforcing the node and a node core area width value taking method are provided, the method is used for the condition that the beam-column eccentricity is greater than 1/4 of the column width, and the blank of the existing design standard is filled. The structural design can also directly adopt the calculation formula provided by the invention to carry out the checking calculation of the shearing resistance and the bearing capacity.
Drawings
FIG. 1 is an elevational schematic view of a beam-column reinforcing node of the present invention;
FIG. 2 isbase:Sub>A cross-sectional view A-A of FIG. 1 with the beam edge flush with the column edge;
FIG. 3 isbase:Sub>A cross-sectional view A-A of FIG. 1 when the beam edge is not flush with the column edge;
the labels in the figure are: 1. the cross diagonal rib or the cross hidden support longitudinal rib of the node core area in the beam width range, 2, the cross diagonal rib or the cross hidden support longitudinal rib of the node core area except the beam width range, 3, when the cross hidden support is adopted, the cross hidden support hoop rib, 4, the column hoop rib of the node core area checking and calculating direction, 5, the column hoop rib of the non-node core area and the column hoop rib of the node core area vertical to the checking and calculating direction, 6, the column longitudinal rib of the node core area and the non-node core area, 7, the node core area, 8, the non-node core area.
Detailed Description
The invention is further described below with reference to the accompanying drawings.
Referring to fig. 1, 2 and 3, a big eccentric beam column reinforcing node without armpit comprises a reinforced concrete beam, a big eccentric beam column node without armpit between the reinforced concrete column and the beam column, wherein the big eccentric beam column node without armpit comprises a node core area 7 and a non-node core area 8, column stirrups 4/5 and column longitudinal reinforcements 6 are arranged in the node core area 7 and the non-node core area 8, meanwhile, a cross diagonal reinforcement or a cross hidden support is additionally arranged in the middle of the node core area 7, and the longitudinal reinforcements 1/2 of the additionally arranged cross diagonal reinforcement or cross hidden support are bound and fixed with the column longitudinal reinforcements 6 at two end parts; the area of a column stirrup 4 steel bar in the checking calculation direction of the node core area and the area of a cross diagonal bar or a cross concealed bracing longitudinal bar 1 steel bar of the node core area in the beam width range are calculated according to the following formulas (1) and (2):
in the formula:V ｊ designing a shearing force design value for a large eccentric beam column node without an armpit;V ｊu the node shear bearing capacity of the large eccentric beam column without the armpit is realized;η ｊ constraint influence coefficients of the orthogonal beams on the nodes are obtained;Nthe axial pressure at the bottom of the upper column of the node;b c the column section width in the checking direction;b j the width of a node core region is called as effective width for short;h c the height of the column section in the checking direction;h b0 is the effective height of the node area;A svj checking the area of the column stirrup steel bar in the direction of the node core area;sthe distance between the column hoops is set;a' s is longitudinally tensioned to the beamThe distance from the resultant point of the reinforcing steel bar to the near side of the section;sthe distance between the column hooping ribs is set;A sb the area of the crossed oblique rib or the crossed hidden-supported longitudinal rib steel bar in the beam width range of the node core area is defined;αthe included angle between the crossed inclined ribs or the crossed hidden braces and the vertical line is formed;f t the tensile strength of the concrete in the node area;f y the tensile strength of the column stirrup at the node area;f yv the tensile strength of the crossed diagonal ribs or the crossed hidden support longitudinal ribs;γ RE the shock resistance adjustment coefficient of the bearing capacity.
The crossed oblique ribs or crossed hidden struts are arranged in the node core area 7 according to the structure except for the beam width, the diameter of the longitudinal ribs is not less than 14mm, and the horizontal spacing is not more than 150mm; the anchoring length of the 1/2 of the crossed oblique rib or the crossed hidden support in the area outside the beam-column joint is not less thanL aE And is not less than 600mm, and the thickness of the film,L aE the length of the tension steel bar for earthquake-proof anchoring.
The beam column reinforcing node can adopt crossed diagonal bars or crossed hidden struts; when adopting alternately to secretly prop, the muscle 1/2 that indulges that alternately secretly props adopts rectangle stirrup or spiral stirrup ligature as an organic whole, and rectangle stirrup or spiral stirrup diameter are not little 8mm, and rectangle stirrup or spiral stirrup's stirrup interval is not more than 150mm.
The column stirrup 5 of the non-node core region 8 and the column stirrup 5 of the node core region perpendicular to the checking direction of the non-axillary large eccentric beam column reinforcing node are arranged according to the standard construction requirement, and the total area of all stirrups 4/5 of the node core region 7 and the non-node core region 8 meets the standard volume reinforcement ratio requirement; the areas of the steel bars of the column longitudinal bars 6 in the node core area 7 and the non-node core area 8 are determined by calculation according to the bending moments of the upper column end and the lower column end of the beam-column node, and meanwhile, the longitudinal bars meet the requirement of the standard reinforcement ratio.
The reinforcing node of the beam column without the armpit can be used for a large eccentric beam column node with the eccentricity greater than 1/4 of the column width and can also be used for a small eccentric beam column node with the eccentricity not greater than 1/4 of the column width; when the eccentricity of the node of the beam-column without armpit is greater than 1/4 of the column width, the width of the core area of the node is larger than that of the columnb j The values are as follows:
when the beam edge is flush with the column edge:b j =b b +0.2h c
when the beam edge is not flush with the column edge:b j =b b +0.2h c +X
in the formula:h c the height of the column section in the checking direction;b b is the beam width;Xthe distance between the eccentric side beam edge and the column edge isX>0.25h c When it is takenX=0.25h c 。
When the eccentricity of the node of the beam column without the armpit is not more than 1/4 of the column width, the width of the core area of the node is not more than 1/4 of the column widthb j Taking values according to the specification.
The node core area refers to an area where beam-column members are intersected, and is a specific length in the column section height taking the length as a checking calculation direction and the column section width taking the width as a checking calculation directionb j The height is a cuboid area in the beam height range; the non-node core region is a region of the column in the cuboid in the height range of the beam except the node core region; node core region widthb j Section effective checking width of node core area in corresponding specificationb j 。
Example of the embodiment
The long rectangular reinforced concrete column of a certain super high-rise apartment building has the cross-sectional dimension of 900 multiplied by 2700, the reinforced concrete beam has the cross-sectional dimension of 400 multiplied by 1000, the beam edge is flush with the column edge, the eccentricity is 1350mm, the eccentricity is larger than 1/4 of the column width, the column is a big eccentric beam column node without armpit, the concrete strength grade of the column is C40, the reinforcing steel bar adopts HRB400,a' s =75mm，h b0 =925mm，b c =2700mm，h c =900mm，f t =1.71MPa，f yv =360MPa，f y =360MPa，η ｊ =1.0，γ RE =0.85, design value of column bottom axial force on nodeN=20000kN, node core region shear force design valueV ｊ =3850kN. The invention provides a large eccentric beam column reinforced node without armpit and a design method thereof, and the width of a core area of the nodeb j =b b +0.2h c =400+0.2 × 900=580mm, and the core area hooping of the column node is C14/12@100 (long 6-limb hoop, C14-limb hoop 100, short 16-limb hoop, C12-limb hoop 100) configuration, and column hoop reinforcement area in the checking and calculating direction of node core areaA svj =470mm 2 The node core area is additionally provided with crossed diagonal bars, the crossed diagonal bars are arranged in the beam width range of the node core area at 16C25 (4 multiplied by 4), the area structure of the area of the node core area except the beam width range is provided with 8C14 (4 multiplied by 2), and the area of the longitudinal bar steel bars of the crossed diagonal bars of the node core area in the beam width rangeA sb =7840mm 2 Angle between crossing diagonal and verticalα=35 °. The shear bearing capacity of the large eccentric beam column node without the addition of the armpit can be obtained according to the calculation formula (1) provided by the inventionV ｊu =3925kN，V ｊ =3850kN<V ｊu =3925kN, which meets the requirement of formula (1); 0.2V ｊ =1540kN<
=1143kN<0.4V ｊ And (5) 1540kN, which meets the requirement of the formula (2). The beam column node of the project adopts the large eccentric beam column reinforcing node without the armpit, the shearing resistance bearing capacity and the shock resistance ductility of the node core area are greatly improved, the problems that the effective width of the section of the node core area is reduced and the shearing resistance bearing capacity is insufficient due to large eccentricity of the beam column node are solved, and the problem that the shock resistance ductility of the node is reduced due to large shearing force and excessive stirrup configuration of the node core area is also solved.
Claims (7)
1. The utility model provides a node is strengthened to big eccentric beam column that does not add armpit, includes that the big eccentric beam column node district that does not add the armpit between reinforced concrete roof beam, reinforced concrete column and the beam column, its characterized in that: the beam-column joint without the armpit comprises a joint core area and a non-joint core area, column stirrups and column longitudinal ribs are arranged in the joint core area and the non-joint core area, meanwhile, cross diagonal ribs or cross hidden struts are additionally arranged in the middle of the joint core area, and the added cross diagonal ribs or cross hidden struts are fixedly bound with the column longitudinal ribs at the two end parts of the added cross diagonal ribs or cross hidden struts; the area of the column hoop reinforcement in the checking direction of the node core area and the area of the cross diagonal reinforcement or cross concealed bracing longitudinal reinforcement of the node core area in the beam width range are calculated according to the following formulas (1) and (2):
in the formula:V ｊ designing a shearing force design value for a large eccentric beam column node without an armpit;V ｊu the node shear bearing capacity of the large eccentric beam column without the armpit is realized;η ｊ constraint influence coefficients of the orthogonal beams on the nodes are obtained;Nthe axial pressure at the bottom of the upper column of the node;b c the width of the cross section of the column in the checking direction;b j the width of a node core region is called as effective width for short;h c the height of the column section in the checking direction;h b0 is the effective height of the node area;A svj checking the area of the column stirrup steel bar in the direction of the node core area;sthe distance between the column hoops is set;a' s the distance from the resultant point of the longitudinal tensile steel bar of the beam to the near side of the section;sthe distance between the column hoops is set;A sb the area of the crossed oblique rib or the crossed hidden-supported longitudinal rib steel bar in the beam width range of the node core area is defined;αthe included angle between the crossed oblique ribs or the crossed hidden supports and the vertical line is formed;f t the tensile strength of the concrete in the node area;f y tensile strength of the joint area column stirrup;f yv the tensile strength of the crossed diagonal ribs or the crossed hidden support longitudinal ribs;γ RE the shock resistance adjustment coefficient of the bearing capacity.
2. The underarm-free large eccentric beam-column reinforcing node according to claim 1, wherein: the cross inclined ribs or the cross hidden struts are arranged in the node core area according to the structure except the beam width, the diameter of the longitudinal ribs is not less than 14mm, and the horizontal distance is not more than 150mm; the crossed oblique rib or the crossed hidden support longitudinal rib is arranged at the beam column jointThe anchoring length of the outer region is not less thanL aE And is not less than 600mm, and,L aE the length of the tension steel bar for earthquake-proof anchoring.
3. The underarm-free large eccentric beam-column reinforcing node according to claim 1, wherein: the vertical bars of the crossed concealed bracing are bound into a whole by adopting rectangular stirrups or spiral stirrups, the diameters of the rectangular stirrups or the spiral stirrups are not smaller than 8mm, and the stirrup intervals of the rectangular stirrups or the spiral stirrups are not larger than 150mm.
4. A non-axillary large eccentric beam-column reinforcement node according to claim 1, characterized in that: the column stirrups of the non-axillary large eccentric beam column reinforcing node in the non-node core area and the column stirrups of the node core area perpendicular to the checking and calculating direction are arranged according to the standard structural requirement, and the total areas of all the stirrups of the node core area and the non-node core area meet the standard volume reinforcement ratio requirement; the areas of the column longitudinal bar reinforcements in the node core area and the non-node core area are determined by calculating the bending moments of the upper column end and the lower column end of the beam-column node, and the longitudinal bars meet the requirement of the standard reinforcement ratio.
5. A non-axillary large eccentric beam-column reinforcement node according to claim 1, characterized in that: the beam-column joint without armpit and large eccentricity is suitable for the condition that the eccentricity is greater than 1/4 of the column width, and the width of the core area of the jointb j The values are as follows:
when the beam edge is flush with the column edge:b j =b b +0.2h c
when the beam edge is not flush with the column edge:b j =b b +0.2h c +X
in the formula:h c the height of the column section in the checking direction;b b is the beam width;Xthe distance from the outer edge of the eccentric side beam of the node to the eccentric side column edge of the node isX>0.25h c When it is takenX=0.25h c 。
6. The underarm-free large eccentric beam-column reinforcing node according to claim 1, wherein: the eccentric beam-column node is a large eccentric beam-column node with the eccentricity larger than 1/4 column width, or a small eccentric beam-column node with the eccentricity not larger than 1/4 column width; when the beam-column node is a small eccentric beam-column node with eccentricity not greater than 1/4 of the column width, the width of the core region of the node is larger than that of the beam-column nodeb j Taking the value according to the standard.
7. The design method of a large eccentric beam-column reinforced joint without armpit as claimed in claim 1, comprising the following steps:
1) Column stirrups and column longitudinal bars are arranged in the node core area and the non-node core area, meanwhile, crossed diagonal bars or crossed hidden struts are additionally arranged in the middle of the node core area, and the added crossed diagonal bars or the added longitudinal bars of the crossed hidden struts are bound and fixed with the column longitudinal bars at the two end parts of the added crossed diagonal bars or the added longitudinal bars of the crossed hidden struts;
2) The area of the column hoop reinforcement in the checking direction of the node core area and the area of the crossed diagonal reinforcement or the crossed hidden-supported longitudinal reinforcement in the beam width range of the node core area are calculated according to the following formulas (1) and (2):
in the formula:V ｊ designing a shearing force design value for a large eccentric beam column node without an armpit;V ｊu the shear bearing capacity of the large eccentric beam column node without armpit is resisted;η ｊ constraint influence coefficients of the orthogonal beams on the nodes are obtained;Nthe axial pressure at the bottom of the upper column of the node;b c the column section width in the checking direction;b j the width of the node core region is called as effective width for short;h c the height of the column section in the checking direction;h b0 is the effective height of the node area;A svj checking the area of the column stirrup steel bar in the direction of the node core area;sthe distance between the column hoops is set;a' s the distance from the resultant point of the longitudinal tensile steel bar of the beam to the near side of the section;sthe distance between the column hooping ribs is set;A sb the area of the crossed diagonal bars or the crossed hidden-supported longitudinal bars in the beam width range in the node core area is defined;αthe included angle between the crossed inclined ribs or the crossed hidden braces and the vertical line is formed;f t the tensile strength of the concrete in the node area;f y the tensile strength of the column stirrup at the node area;f yv the tensile strength of the crossed oblique ribs or the crossed hidden supporting longitudinal ribs;γ RE the shock resistance adjustment coefficient of the bearing capacity;
3) The cross inclined ribs or the cross hidden struts are arranged in the node core area according to the structure except for the beam width, the diameter of the longitudinal ribs is not less than 14mm, and the horizontal spacing is not more than 150mm; the anchoring length of the cross inclined rib or the cross hidden support longitudinal rib outside the beam column joint is not less thanL aE And is not less than 600mm, and,L aE the length of the tension steel bar for earthquake-proof anchoring;
4) The longitudinal bars of the crossed concealed bracing are bound into a whole by adopting rectangular stirrups or spiral stirrups, the diameter of each rectangular stirrup or spiral stirrup is not smaller than 8mm, and the stirrup spacing of each rectangular stirrup or spiral stirrup is not larger than 150mm;
5) The column stirrups of the non-axillary large eccentric beam-column reinforcing node in the non-node core area and the column stirrups of the node core area perpendicular to the checking and calculating direction are arranged according to the standard construction requirement, and the total areas of all the stirrups of the node core area and the non-node core area meet the standard volume reinforcement ratio requirement; the areas of the column longitudinal bar reinforcements in the node core area and the non-node core area are determined by calculation according to the bending moments of the upper column end and the lower column end of the beam-column node, and meanwhile, the longitudinal bars meet the requirement of the standard reinforcement ratio;
6) When the eccentricity of the beam-column node without the armpit is larger than 1/4 of the column width, the width of the core area of the nodeb j The values are as follows:
when the beam edge is flush with the column edge:b j =b b +0.2h c
when the beam edge is not flush with the column edge:b j =b b +0.2h c +X
in the formula:h c the height of the column section in the checking direction is calculated;b b is the beam width;Xthe distance between the eccentric side beam edge and the column edge isX>0.25h c When it is takenX=0.25h c ；
When the eccentricity is not more than 1/4 of the column width, the node core region widthb j Taking values according to the specification.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210835042.1A CN115288289A (en) | 2022-07-16 | 2022-07-16 | Large eccentric beam column reinforcing node without armpit and design method |
Applications Claiming Priority (1)
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