CN108412044A - The method for solving the carrying of concrete-filled steel tubular frame large eccentric pressuring node - Google Patents
The method for solving the carrying of concrete-filled steel tubular frame large eccentric pressuring node Download PDFInfo
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- CN108412044A CN108412044A CN201810478597.9A CN201810478597A CN108412044A CN 108412044 A CN108412044 A CN 108412044A CN 201810478597 A CN201810478597 A CN 201810478597A CN 108412044 A CN108412044 A CN 108412044A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 108
- 239000010959 steel Substances 0.000 title claims abstract description 108
- 239000004567 concrete Substances 0.000 title claims abstract description 85
- 238000000034 method Methods 0.000 title claims abstract description 19
- 230000002787 reinforcement Effects 0.000 claims abstract description 51
- 230000006835 compression Effects 0.000 claims description 17
- 238000007906 compression Methods 0.000 claims description 17
- 239000011150 reinforced concrete Substances 0.000 abstract description 12
- 230000009286 beneficial effect Effects 0.000 abstract description 3
- 239000004035 construction material Substances 0.000 abstract description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 8
- 210000003205 muscle Anatomy 0.000 description 7
- 238000004364 calculation method Methods 0.000 description 5
- 238000010276 construction Methods 0.000 description 5
- 235000013350 formula milk Nutrition 0.000 description 5
- 239000000463 material Substances 0.000 description 5
- 230000006378 damage Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 230000008569 process Effects 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 208000027418 Wounds and injury Diseases 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 208000014674 injury Diseases 0.000 description 2
- 239000010410 layer Substances 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 239000007787 solid Substances 0.000 description 2
- 238000006467 substitution reaction Methods 0.000 description 2
- 210000002435 tendon Anatomy 0.000 description 2
- 238000004458 analytical method Methods 0.000 description 1
- 230000008901 benefit Effects 0.000 description 1
- 238000000205 computational method Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
- 230000008719 thickening Effects 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
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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
- E04B1/30—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts being composed of two or more materials; Composite steel and concrete constructions
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Abstract
The invention belongs to concrete-filled steel tubular frame technical fields.The method for solving the carrying of concrete-filled steel tubular frame large eccentric pressuring node is to configure vertical reinforcement in column at the node of concrete-filled steel tubular frame structure, and the vertical reinforcement upper end extend into distance l more than Vierendeel girder beam face at nodeOnWith the floor height h on the upper layer at nodeOnIt should meet,The vertical reinforcement lower end extend into the distance l below of Vierendeel girder bottom at nodeUnderWith the floor height distance h of the lower layer at nodeUnderIt should meet,The beneficial effects of the present invention are：Give the method that concrete-filled steel tubular frame structure is applicable in large eccentric pressuring carrying, it allows concrete-filled steel tubular frame structure to be applicable in large eccentric pressuring to be possibly realized, construction material is greatly saved, cost is saved, the duration is substantially reduced compared to original reinforced concrete frame structure, saves time and great amount of investment.
Description
Technical field
The invention belongs to concrete-filled steel tubular frame technical fields, and in particular to solve concrete-filled steel tubular frame large eccentric pressuring
The method of node carrying.
Background technology
Existing " concrete filled steel tube technical specification (GB-50936-2014) " to the large eccentricity of concrete-filled steel tubular frame by
Compression leg carrying solution be by increase concrete-filled steel tubular frame diameter and thickened steel-tube column tube wall thickness method come
It realizes, but is increased the material utilization amount of steel pipe and concrete so that building cost greatly improves, and increases steel tube concrete
Earth pillar is taken up space, former some time China and foreign countries technical regulation all regulation steel core concrete columns be only applicable to axle center by
Pressure and small pieces eccentric bar, it is impossible to be used in large eccentric pressuring rod piece, but compare steel reinforced concrete frame in view of concrete-filled steel tubular frame
Frame has convenient for construction, can shorten the construction period, can save material and reduce investment outlay and wait many merits, as can existing
It is technically broken through, in the case where being not added with the diameter of large steel pipe concrete column and not thickening steel pipe column thickness of pipe wall so that steel
Pipe concrete frame can also bear the characteristics of large eccentric pressuring ability, then will greatly reduce engineering material and shorten the construction period.
Invention content
The present invention solves the problems, such as the carrying of concrete-filled steel tubular frame large eccentric pressuring node, and gives concrete filled steel tube
The computational methods of frame large eccentric pressuring node carrying.
First reference is can be used as in the case of no engineering precedent and without corresponding large eccentric pressuring calculating chart
In the case of, using concrete-filled steel tubular frame structure as on the problem of large eccentric pressuring rod piece, first having to carry out conceptual design
Feasibility analysis, it is compared with round reinforced concrete frame column thus, round reinforced concrete frame column can be born
Large eccentric pressuring load and there is calculation formula, and circular steel tube concrete frame column has closed steel pipe to do concrete-filled steel tubular frame
The outer wall of column, ductility and concrete strength are all higher than round reinforced concrete frame column；And globality is than round reinforced concrete
Native frame column is good；Steel pipe wall also functions to the effect of the vertical reinforcement and stirrup of round reinforced concrete frame column, in contrast
Steel tube concrete frame puncheon has more superior functions than round reinforced column, therefore draws a conclusion：Concrete filled steel tube
Frame column can bear large eccentric pressuring load completely as round reinforced concrete frame column.
Technical solution of the present invention is as follows：The method for solving the carrying of concrete-filled steel tubular frame large eccentric pressuring node, mainly arranges
It applies and configures vertical reinforcement in column exactly at the node of concrete-filled steel tubular frame structure, the vertical reinforcement upper end extend into section
Distance l at point more than Vierendeel girder beam faceOnWith the floor height h on the upper layer at nodeOnIt should meet,The vertical steel
Muscle lower end extend into the distance l below of Vierendeel girder bottom at nodeUnderWith the floor height distance h of the lower layer at nodeUnderIt should meet,The vertical bars upper end horizontal buckling of top node is mutually welded with girder steel or is mutually welded with the steel pipe inner wall at beam-ends, or anchors into steel
In Concrete Beam Reinforced.
The present invention is existed by increasing vertical reinforcement at the node of steel core concrete column to increase concrete-filled steel tubular frame
Intensity at node since the stress of the large eccentric pressuring of concrete-filled steel tubular frame is more concentrated at node, therefore only needs to increase
Intensity of the concrete-filled steel tubular frame at node, vertical reinforcement is plugged at the node of concrete-filled steel tubular frame can reach carrying
The purpose of large eccentric pressuring, although《Concrete filled steel tube technical specification》(GB50936-2014) vertical reinforcement is not mentioned,
But the present invention should meet actually plugging vertical reinforcement《Code for design of concrete structures》(GB50010-2010), by vertical steel
Muscle is arranged in protective layer, and the both ends of vertical reinforcement carry out being bent to form crotch, and specific operation process can refer to the specification.
The beneficial effects of the present invention are：Give the side that concrete-filled steel tubular frame structure is applicable in large eccentric pressuring carrying
Method allows concrete-filled steel tubular frame structure to be applicable in large eccentric pressuring and is possibly realized, construction material is greatly saved, has saved cost,
The duration is substantially reduced compared to original reinforced concrete frame structure, saves time and great amount of investment.
Description of the drawings
Fig. 1 is large eccentric pressuring node drawing.
Fig. 2 is the 1-1 diagrammatic cross-sections in Fig. 1.
Fig. 3 is circular cross-section eccentric compression steel core concrete column compressive load-carrying capacity of normal cross section calculation diagram.
Fig. 4 is rectangular section eccentric compression steel core concrete column compressive load-carrying capacity of normal cross section calculation diagram.
Fig. 5 is the rectangular section schematic diagram in Fig. 4.
Specific implementation mode
Embodiment 1
The steel core concrete column of the present embodiment concrete-filled steel tubular frame structure is circular cross-section, and 8 are equipped in concrete column
Vertical reinforcement, frame is a height of 65.3 meters total, calculates by above-mentioned formula and matches in the steel core concrete column at large eccentric pressuring node
Vertical reinforcement is set, warp knuckle Point Load Tests proof is very safe, which shifts to an earlier date half than common reinforced concrete frame engineering
Year completion, has saved great amount of investment.
The steel pipe column of the present embodiment concrete-filled steel tubular frame structure is circle, and the vertical reinforcement peripherally uniformly configures
In steel core concrete column, concrete-filled steel tubular frame structure compressive load-carrying capacity of normal cross section at node should meet following condition：
(1)
(2)
(3)αt=1.25-2 α
(4)ei=e0+ea
(5)
A：Circular cross-section is accumulated, and is calculated by radius r.
As：Steel pipe wall section entire area and the sum of the vertical reinforcement area uniformly configured.
r：The radius of outer wall of steel pipe.
rs：The radius of circumference, r where steel pipe wall and the resultant force of the vertical reinforcement configuredsEqualising torque method can be passed through
It calculates and solves.
e0：The eccentricity of axial compressive force pair cross-section center of gravity.
ea：Accidental eccentricity, by " Code for design of concrete structures (GB50010-2010) " the 6.2.5 articles determination.
α：The ratio of central angle (rad) and 2 π of corresponding compressive region concrete section area.
αt：Vertical tension steel pipe wall sectional area is plus the sum of vertical area of the pulled steel and whole steel pipe wall sectional areas
In addition the ratio of the sum of whole vertical reinforcement areas takes α as α >=0.625t=0.
M：Act on the moment of flexure at node.
N：Act on the axial compressive force at node.
fsc：Concrete filled steel tube solid circles compression strength design value.
f：The strength failure criterion of common iron.
It is very safe according to engineering practice and the results show, but in view of construction and material in terms of it is unpredictalbe because
The vertical reinforcement sectional area of result of calculation can be increased the vertical reinforcement that 15% carries out in column and configured by element and its influence, and design be answered
In accordance with each requirement in relation to technical specification.
Carry out substitution calculating according to actual numerical value, find out the sum of all vertical reinforcement sectional areas as a result, calculating process not
It is repeating.
Embodiment 2
The steel pipe column of the present embodiment steel tube concrete frame structure is rectangle, as shown in Figure 4.
Because the rigidity and stress condition of the steel core concrete column of rectangular section are good more than circular cross-section reinforcing bar concrete column
It is more, so the concrete-filled steel tubular frame of rectangular section is with more the advantage in structure.
The steel pipe column of the present embodiment concrete-filled steel tubular frame structure is rectangle, and the concrete-filled steel tubular frame structure is at node
Compressive load-carrying capacity of normal cross section should meet following condition：
The vertical reinforcement is symmetric reinforcement in column inner section at the node of concrete-filled steel tubular frame.
(6)N≤α1fsc(b-2t)x+fy'As'-σsAs-(σp0'-fpy')Ap'-σpAp
(7)Ne≤α1fsc(b-2t)(h0-t-x/2)+fy′As'(h0-as')-(σp0'-fpy')Ap'(h0-ap')
(8) e=ei+h/2-a
(9)ei=e0+ea
(10)x≤ξbh0
(11)x≥2a'
When being included in longitudinal compression regular reinforcement in calculating and steel pipe participates in the section tubular wall section calculated, depth of compressive zone
The condition of formula (11) should be met；When being unsatisfactory for this condition, compressive load-carrying capacity of normal cross section can be calculated as follows：
(12)Nes'≤fpyAp(h-ap-as')+fyAs(h-as-as')+(σp0'-fpy')Ap'(ap'-as')
N：Act on the axial compressive force at node.
t：Steel pipe wall thickness.
α1：Coefficient, when strength grade of concrete is no more than C50, α11.0 are taken, when strength grade of concrete is C80, α1
0.94 is taken, linear interpolation is pressed therebetween and determines.
fsc：Solid steel tube concrete compression strength design value.
b：The width of rectangular section.
h：The height of rectangular section.
h0：Effective depth of section.
As、As'：Tensile region, the vertical regular reinforcement of compressive region and steel pipe participate in the sum of section tubular wall sectional area calculated.
fy'、fpy'：Vertical regular reinforcement (including steel pipe wall), presstressed reinforcing steel compression strength design value, press " concrete knot
Structure design specification (GB50010-2010) " table 4.2.3-1, table 4.2.3-2 are used.
Ap、Ap'：Tensile region, compressive region longitudinal prestressing muscle sectional area.
as'、ap'：Compressive region longitudinal direction regular reinforcement participates in the Resultant force of the section tubular wall sectional area calculated with steel pipe, answers in advance
The distance at power adhesion of tendon and muscle after injury force to section compression edge.
a'：Compressive region whole longitudinal reinforcement (including steel tubing portions tube wall sectional area and presstressed reinforcing steel) Resultant force to section by
The distance of flanging edge, when longitudinal prestressing muscle or compressive region longitudinal prestressing muscle stress (σ is not configured in compressive regionp0'-fpy') it is to draw
When power, a' a in formula (11)s' replace.
σp0'：Compressive region longitudinal prestressing adhesion of tendon and muscle after injury force concrete normal stress is equal to presstressed reinforcing steel stress when zero.
a：Longitudinal tensile regular reinforcement, steel pipe participate in the resultant force of the section tubular wall sectional area calculated and tension presstressed reinforcing steel
It puts to the distance of section proximal edge.
as：Tensile region longitudinal direction regular reinforcement and steel pipe participate in the Resultant force of the section tubular wall sectional area calculated to section tension
The distance at edge.
ap：Tensile region presstressed reinforcing steel Resultant force to section tension edge distance.
σs：Longitudinal regular reinforcement (including steel pipe wall) of tight side or the smaller side that is pressurized longitudinal regular reinforcement (including
Steel pipe wall) stress.
σp：The stress of presstressed reinforcing steel.
e：Axial compressive force position to longitudinal tensile regular reinforcement and the steel pipe of tension participates in the section tubular wall section calculated
The distance of the Resultant force of product and tension presstressed reinforcing steel.
ei：Original eccentricity distance.
e0：The eccentricity of axial compressive force pair cross-section center of gravity, is taken as M/N, when need consider second-order effects when, moment M be by
The determining moment-curvature relationship of above-mentioned the 5.3.4 articles of Code for design of concrete structures (GB50010-2010), the 6.2.4 articles regulation.
ea：Accidental eccentricity, value should take larger in 1/30 the two of 20 millimeters and eccentric direction cross-sectional maximum dimension
Value.
x：Concrete compression area height.
H：Rectangle, rectangular steel tube tube wall both sides participate in the height calculated, and H=h/6, steel pipe wall is taken to participate in compression, tension
Calculating sectional area be (b+2H) t.
es'：Axial compressive force position to compressive region longitudinal direction regular reinforcement and steel pipe participates in the section tubular wall section calculated
The distance of Resultant force, i.e.,
fy：Regular reinforcement (including steel pipe wall) tensile strength design value, by above-mentioned specification (GB50010-2010) table
4.2.3-1 using.
When being calculated by the regulation of above-mentioned steel pipe rectangular section column, should still it meet the following requirements：
The stress σ of reinforcing bar and steel pipe wall sections、σpIt can be determined by following situations：
When ξ is not more than ξbWhen be compression member with large eccentricity, take σsFor fy、σpFor fpy, herein, ξ is relative height of compression zone,
It is taken as x/h0, ξbRelative limit depth of compressive zone when occurring simultaneously for longitudinal tensile reinforcement yielding and compressive region concrete destruction,
ξbBy the 6.2.7 articles determination of above-mentioned specification (GB50010-2010).
fpyFor presstressed reinforcing steel tensile strength design value.
When ξ is more than ξbWhen be compression member with small eccentricity, σs、σpNumerical value press above-mentioned specification (GB50010-2010) 6.2.8
The regulation of item is calculated.
For the concrete filled steel tube compression member with small eccentricity of rectangle, square section Asymmetric Reinforcement, when axial compressive force N is big
When the maximum pressure that concrete filled steel tube compressive region concrete can bear, the calculating of this respect can suitably adjust transformation for mula
It can be resolved, since the reinforced concrete frame column in generally rectangular section is all made of symmetric reinforcement, concrete filled steel tube frame
Trestle is also the vertical reinforcement at configuration node in column by the way of symmetric reinforcement, so the meter of which is not described herein again this respect
Calculate content.
It is very safe according to engineering practice and the results show, but in view of construction and material aspect unpredictable factor
And its influence, the vertical reinforcement sectional area of result of calculation can be increased to the vertical reinforcement that 15% carries out in column and configured, design should be abided by
Keep each requirement in relation to technical specification.
Carry out substitution calculating according to actual numerical value, find out the sum of all vertical reinforcement sectional areas as a result, calculating process not
It is repeating.
Other section steel pipe concrete compression member with large eccentricity also can refer to above round, rectangle the calculating content, carry out
Large eccentric pressuring calculates.
The beneficial effects of the present invention are：Give the side that concrete-filled steel tubular frame structure is applicable in large eccentric pressuring carrying
Method, and the method that vertical reinforcement can be configured in the concrete-filled steel tubular frame structure at large eccentric pressuring node by calculating,
It allows concrete-filled steel tubular frame structure to be applicable in large eccentric pressuring to be possibly realized, construction material is greatly saved, has saved cost, compares
Original reinforced concrete frame structure substantially reduces the duration, saves the time, saves great amount of investment.
Claims (5)
1. the method for solving the carrying of concrete-filled steel tubular frame large eccentric pressuring node, it is characterised in that：In concrete-filled steel tubular frame
Vertical reinforcement is configured at the node of structure in column.
2. the method according to claim 1 for solving the carrying of concrete-filled steel tubular frame large eccentric pressuring node, feature exist
In：The vertical reinforcement upper end extend into distance l more than Vierendeel girder beam face at nodeOnWith the floor height h on the upper layer at nodeOn
It should meet,The vertical reinforcement lower end extend into the distance l below of Vierendeel girder bottom at nodeUnderAt node
The floor height distance h of lower layerUnderIt should meet,
3. the method according to claim 2 for solving the carrying of concrete-filled steel tubular frame large eccentric pressuring node, feature exist
In：The steel pipe column of the concrete-filled steel tubular frame structure is circle, and the vertical reinforcement is peripherally uniformly configured in steel pipe
In concrete column, concrete-filled steel tubular frame structure compressive load-carrying capacity of normal cross section at node should meet following condition：
(1)
(2)
(3)αt=1.25-2 α
(4)ei=e0+ea
(5)
4. the method according to claim 3 for solving the carrying of concrete-filled steel tubular frame large eccentric pressuring node, feature exist
In：The quantity of the vertical reinforcement is no less than 6.
5. the method according to claim 2 for solving the carrying of concrete-filled steel tubular frame large eccentric pressuring node, feature exist
In：The steel pipe column of the concrete-filled steel tubular frame structure is rectangle, concrete-filled steel tubular frame structure normal section at node
Compression bearing should meet following condition：
Vertical reinforcement symmetric reinforcement on section at the node of concrete-filled steel tubular frame
(6)N≤α1fsc(b-2t)x+fy'As'-σsAs-(σp0'-fpy')Ap'-σpAp
(7)Ne≤α1fsc(b-2t)(h0-t-x/2)+fy'As'(h0-as')-(σp0'-fpy')Ap'(h0-ap')
(8) e=ei+h/2-a
(9)ei=e0+ea
(10)x≤ξbbh0
(11)x≥2a'
When being included in longitudinal compression regular reinforcement in calculating and steel pipe participates in the section tubular wall section calculated, depth of compressive zone should expire
Sufficient formula
(11) condition；When being unsatisfactory for this condition, compressive load-carrying capacity of normal cross section can be calculated as follows：
(12)Nes'≤fpyAp(h-ap-as')+fyAs(h-as-as')+(σp0'-fpy')Ap'(ap'-as')。
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Cited By (1)
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