CN104499572A - Earthquake-resistant wall and steel beam connecting node - Google Patents

Earthquake-resistant wall and steel beam connecting node Download PDF

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Publication number
CN104499572A
CN104499572A CN201410571942.5A CN201410571942A CN104499572A CN 104499572 A CN104499572 A CN 104499572A CN 201410571942 A CN201410571942 A CN 201410571942A CN 104499572 A CN104499572 A CN 104499572A
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steel
angle
web
column
plate
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刘坚
周观根
高玥
陈凡
潘澎
高奎
于志伟
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Guangzhou University
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Guangzhou University
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Abstract

The invention discloses an earthquake-resistant wall and steel beam connecting node which comprises a floor slab, an earthquake-resistant wall with a steel column, a steel beam, end plates flush with each other, top angle steel, bottom angle steel, left web angle steel and right wed angle steel, wherein the horizontal surfaces of the top angle steel are connected with the upper flanges of the steel beam through friction-type high-strength bolts; the horizontal surfaces of the bottom angle steel are connected with the lower flanges of the steel beam through friction-type high-strength bolts; the first vertical surface of the left web angle steel and the first vertical surface of the right web angle steep clamp the webs of the steel beam and are connected with the webs through friction-type high-strength bolts; the vertical surfaces of the top angle steel are connected with the flanges of the steel beam through friction-type high-strength bolts; the vertical surfaces of the bottom angle steel are connected with the flanges of the steel beam through friction-type high-strength bolts; the second vertical surface of the left web angle steel and the end plates flush with each other are connected with the flanges of the steel beam through friction-type high-strength bolts; and the floor slab is laid on the steel beam. The connecting node provided by the invention has high initial stiffness, high yield strength, a full hysteretic curve and remarkable earthquake resistance.

Description

A kind of seismic structural wall, earthquake resistant wall and steel beam connecting joint
Technical field
The present invention relates to one and belong to Structural Engineering long strands field, particularly a kind of seismic structural wall, earthquake resistant wall and steel beam connecting joint.
Technical background
Before the eighties in last century, the highrise building of China adopts reinforced concrete structure form mostly, but along with height and the increase of the number of plies, the use of building function is also increasingly sophisticated, and single form of structure can not meet the requirement of using function.In the face of high-rise, high-rise huge challenge, steel work is more and more applied in high building structure.But adopt the highrise building cost of pure steel structure too high at present, most employing steel-concrete mixed structure system, especially, steel frame-inner concrete seismic wall structure system is the most general.
In recent ten years, China the is newly-built in a large number highrise building of combination construction, some also build Anti-Seismic Region in.But what in above-mentioned steel frame-concrete anti-earthquake wall construction system, seismic structural wall, earthquake resistant wall adopted is concrete anti-earthquake wall, and common concrete anti-earthquake wall ductility is bad.Wherein typical steel structural beams and steel column entirely weld steel when being rigidly connected or welding and become fragile.Be rigidly connected for bolt weldering mixing, the upper and lower edge of a wing of girder steel and the post edge of a wing adopt complete melt-through weld to be connected, and steel beam web plate and the steel column edge of a wing adopt high-strength bolt friction-type connection.Although this rigid joint rigidity is large, bearing capacity is high, there is certain ductility and toughness, but the complex structure of node, difficulty of construction is larger, under violent earthquake effect, adopt complete melt-through weld to be connected on the upper and lower edge of a wing of beam and the post edge of a wing, because steel during welding become fragile, easily there is brittle fracture phenomenon in bean column node.
The U.S. in 1994 the earthquake of northern ridge and nineteen ninety-five Japan Osaka-Kobe earthquake in, the destruction situation of steel work bolt weldering hybrid junction node is very serious, seimic disaster census shows, easily there is mass defect in weld seam, and crack is a lot of starts from bottom flange weld, the bottom flange weld seam at this place interrupts, and not easily carries out ultrasonic examination, and in contrast, high-strength bolt varied rigid link steel-structure beam-column node then seldom destroys.
The framework that steel-concrete combination beam and steel column form becomes composite steel frame.In composite steel frame, between girder steel and profiled sheet concrete slab composite floor, be provided with the peg of sufficient amount, form overall co-operation effect.Due to the compound action of profiled sheet concrete slab composite floor, not only save the consumption of girder steel steel, profiled sheet concrete slab composite floor can also suppress the cripling unstability of girder steel effectively simultaneously, improves the ductility of component.Steel-concrete combination beam is compared with clean steel beam, and its bearing capacity, rigidity improve a lot, and can reduce deck-molding and floor structure height.
In prior art, publication number is the patent of invention of CN 102587495A, disclose one " girder steel---the semi-rigid full bolt connection node of concrete wall ", its structure is relatively reasonable, but the initial stiffness of its node is in succession smaller, and yield strength is lower, hysteresis loop is full not, and anti-seismic performance performance is remarkable not enough.
Summary of the invention
The object of the invention is, connection for traditional wall and beam arranges built-in fitting inside wall, be inconvenient to construct, easily drop during earthquake thus the easy defect occurring to destroy, there is provided a kind of seismic structural wall, earthquake resistant wall and steel beam connecting joint, and this connected node initial stiffness is large, yield strength is high, hysteresis loop is full, and anti-seismic performance is outstanding.
The technical solution adopted for the present invention to solve the technical problems is as follows:
A kind of seismic structural wall, earthquake resistant wall and steel beam connecting joint, comprise floor, be with seismic structural wall, earthquake resistant wall, the girder steel of steel column, flush end plate, top angle steel, bottom angle steel, left web-angle and right web-angle, wherein,
Described steel column is positioned at the newel post of seismic structural wall, earthquake resistant wall, and the edge of a wing of steel column has some bolts hole, and steel column is H profile steel, is provided with stirrup in seismic structural wall, earthquake resistant wall,
The upper bottom flange of described girder steel has some bolts hole, and girder steel is H profile steel,
The described end plate that flushes has some bolts hole, and the height flushing end plate is identical with steel depth of beam,
2 faces of described top angle steel, bottom angle steel, left web-angle and right web-angle all have some bolts hole,
The horizontal plane of described top angle steel is connected by friction type high strength bolt with the top flange of girder steel, the bottom horizontal plane of angle steel is connected by friction type high strength bolt with the bottom flange of girder steel, first vertical plane of left web-angle is clipped the web of girder steel with the first vertical plane of right web-angle and is connected by friction type high strength bolt, the vertical plane of top angle steel is connected by friction type high strength bolt with the steel column edge of a wing, the vertical plane of bottom angle steel is connected by friction type high strength bolt with the steel column edge of a wing, second vertical plane of left web-angle, flush end plate to be connected by friction type high strength bolt with the steel column edge of a wing, second vertical plane of right web-angle, flush end plate to be connected by friction type high strength bolt with the steel column edge of a wing, floor is laid on girder steel.
Described floor comprises profiled sheet, concrete, grid steel mesh and peg, and peg is fixedly welded on the recess edge of profiled sheet, and grid steel mesh is placed on profiled sheet, and concreting is on grid steel mesh.
Described steel column is with the reinforcing rib of twice level in connected node territory, and the position of twice reinforcing rib is concordant with the upper bottom flange of girder steel.
Compared with prior art, the present invention has following advantage:
(1) anti-seismic performance is good, and deformation performance is superior.There is shear strain in steel framed structure, seismic wall structure is occuring bending and deformation under horizontal force action under horizontal force action.The structural system of two kinds of different components composition, carries out collaborative work by the contact of each floor plate, and this is by the maximum relative storey displacement of each floor of top drift and bottom that significantly reduces structure.End plate and steel column punch together with the edge of a wing fits tightly in addition, hole is relative, do not adopt any welding procedure, thus improve the ductility of node, make structure have good plastic strain and energy dissipation capacity under geological process, and adopt high strength friction-type bolt to connect, node transmits external force by the frictional force on steel plate Contact surface, stress concentration phenomenon in joint improves, and improves the anti-fatigue performance of connector.
(2) reasonable stress, material use is abundant.Due to the compound action of profiled sheet concrete slab composite floor, not only save the consumption of girder steel steel, profiled sheet concrete slab composite floor can also suppress the cripling unstability of girder steel effectively simultaneously, improves the ductility of component.Seismic structural wall, earthquake resistant wall of the present invention and steel beam connecting joint, compared with existing node, its bearing capacity is high, and initial stiffness is large, and yield strength is high, and hysteresis loop is full, and anti-seismic performance is outstanding, and can reduce deck-molding and floor structure height.
Accompanying drawing explanation
Fig. 1-Fig. 2 is a kind of seismic structural wall, earthquake resistant wall of embodiment and the structure chart of steel beam connecting joint.Wherein, Fig. 1 is stereogram, and Fig. 2 is longitudinal sectional view.
Fig. 3 is the low all CYCLIC LOADING system figure loaded embodiment two kinds of connecting joint structures.The M-θ curve comparison of two kinds of connected nodes, in figure, solid line is Novel connection node, and dotted line is cover plate dog bone formula node.
Fig. 4 is the FEM (finite element) model figure of connecting joint structure of the present invention.
Fig. 5 is that Fig. 4 hides concrete structure chart.
Fig. 6 is the stress and strain model figure of Fig. 4.
Fig. 7 is the FEM (finite element) model figure of the connected node of the patent of invention of CN 102587495A.
Fig. 8 is the node global finite element illustraton of model that Fig. 7 adds floor.
Fig. 9 is the stress and strain model figure of Fig. 8.
Figure 10 is the CYCLIC LOADING Stress Map (in order to the stress distribution of the parts such as clear display steel column girder steel, concealing floor) of Fig. 4.
Figure 11 is the slab stress cloud atlas (band H profile steel hole) of Fig. 4.
Figure 12 is the profiled sheet Stress Map of Fig. 4.
Figure 13 is the floor reinforced bar mesh Stress Map of Fig. 4.
Figure 14 is the seismic structural wall, earthquake resistant wall stirrup Stress Map of Fig. 4.
Figure 15 is the seismic structural wall, earthquake resistant wall Stress Map (in order to show body of wall internal stress distribution, cutting and hiding 1/4th bodies of wall) of Fig. 4.
Figure 16 is the CYCLIC LOADING Stress Map (in order to the stress distribution of the parts such as clear display steel column girder steel, concealing floor) of Fig. 7.
Figure 17 is the M-θ curve comparison figure of the connecting joint structure of Fig. 4 and the connecting joint structure of Fig. 7.Larger than the initial stiffness of full bolt connection node with the initial stiffness of steel beam connecting joint by the visible seismic structural wall, earthquake resistant wall of upper figure, yield strength is higher.
Figure 18 is the hysteresis loop of the connecting joint structure of Fig. 4.
Figure 19 is the hysteresis loop of the connecting joint structure of Fig. 7.
Figure 20 is the superimposing correlation figure of Figure 18 and Figure 19.
Figure 21 flushes end plate size and bolt hole drawing of site.
Figure 22 is the M-θ correlation curve of two kinds of connected nodes, and in figure, solid line is Novel connection node, and dotted line is cover plate dog bone formula node.
Detailed description of the invention
Seismic structural wall, earthquake resistant wall as depicted in figs. 1 and 2 and steel beam connecting joint, comprise floor 1, be with seismic structural wall, earthquake resistant wall 3, the girder steel 4 of steel column 2, flush end plate 5, top angle steel 6, bottom angle steel 7, left web-angle 8 and right web-angle, wherein,
Steel column 2 is positioned at the newel post of seismic structural wall, earthquake resistant wall 3, the edge of a wing of steel column 2 has 8 bolts hole, steel column 2 is H profile steel, be provided with stirrup in seismic structural wall, earthquake resistant wall 3, the upper bottom flange of girder steel 4 respectively has 2 bolts hole, and girder steel 4 is H profile steel, flush end plate 5 and have 4 bolts hole, the height flushing end plate 5 is identical with the height of girder steel 4, and 2 faces of top angle steel 6, bottom angle steel 7, left web-angle 8 and right web-angle (being blocked by girder steel in figure) all have 2 bolts hole
The horizontal plane of top angle steel 6 is connected by friction type high strength bolt with the top flange of girder steel 4, the horizontal plane of bottom angle steel 7 is connected by friction type high strength bolt with the bottom flange of girder steel 4, first vertical plane of left web-angle 8 is clipped the web of girder steel 4 with the first vertical plane of right web-angle and is connected by friction type high strength bolt, the vertical plane of top angle steel 6 is connected by friction type high strength bolt with steel column 2 edge of a wing, the vertical plane of bottom angle steel 7 is connected by friction type high strength bolt with steel column 2 edge of a wing, second vertical plane of left web-angle 8, flush end plate 5 to be connected by friction type high strength bolt with steel column 2 edge of a wing, second vertical plane of right web-angle, flush end plate 5 to be connected by friction type high strength bolt with steel column 2 edge of a wing, floor 1 is laid on girder steel 4.
Floor 1 comprises profiled sheet 9, concrete 10, grid steel mesh 11 and peg 12, and peg 12 is fixedly welded on the recess edge of profiled sheet 9, and grid steel mesh 11 is placed on profiled sheet 9, and concrete 10 is cast on grid steel mesh 11.
Steel column 2 is with the reinforcing rib 13 of twice level in connected node territory, and the position of twice reinforcing rib 13 is concordant with the upper bottom flange of girder steel 4.
Processing and the construction of this connected node are as follows:
(1) steel column punches two side wing edges are penetrating;
On girder steel, bottom flange all needs to punch;
Flush end plate to punch;
Two faces of 4 angle steel all punch.
(2) first high strength exploitation is passed through in bottom flange on top angle steel and bottom angle steel and girder steel;
(3) web of left web-angle and right web-angle and girder steel passes through high strength exploitation;
(4) left web-angle, right web-angle and flush end plate connection steel column, top angle steel and bottom Bolted angle connection steel column.
(5) on girder steel, profiled sheet is laid, and lattice steel mesh of filling a prescription, peg is set and forms shear key, afterwards concreting, form profiled sheet concrete slab composite floor.
This connected node, in connection process, is noted ensureing hole aligning, should also be noted that and just twist and twist operating procedure eventually when installing high-strength bolt.
In the connecting joint structure FEM (finite element) model of the present embodiment and background technology, publication number is that the contrast test of the connecting joint structure FEM (finite element) model of CN102587495A is as follows:
1, specimen Design
A, sample specimens are a kind of seismic structural wall, earthquake resistant wall and the steel beam connecting joint of above-described embodiment;
B, reference substance test specimen are the semi-rigid full bolt connection node of girder steel-concrete wall of CN 102587495A by publication number, for it adds the floor identical with the present invention.
2, FEM (finite element) model is built
Test specimen and the real size and the detail structure that contrast test specimen, adopt large-scale general finite element software ABAQUS, conventionally build the FEM (finite element) model of sample specimens and reference substance test specimen respectively per sample.
Below the main points of structure two FEM (finite element) model are briefly described.
2.1 specimen Design
According to " Code for design of steel structures " (GB50017), " seismic design provision in building code " (GB50011), " Technical Specification for Steel Structure of Tall Buildings " (JGJ99) and " Steel Portal Frames tecnical regulations " (CECS102), and with reference to pertinent literature, carry out size design from aspect alignment flush endplate nodes such as bolt, end plate, nodes domains and detailing requiments.
The steel column beam cross-section size selected is respectively HN250 × 125 × 6 × 9, HW200 × 200 × 8 × 12, wherein beam length 1.1m, post height 1.8m, and beam column all adopts Q345 level steel.Bolt specification selects M20,10.9 grades of frictional high-strength bolts; Column web arranges reinforcing rib.4 angle steel Cai Yong ∟ 80 × 10, profiled sheet adopts YX70-200-600.
(1) steel all adopt Q345 level, and yield strength is f y=345N/mm 2, tensile strength is f u=600N/mm 2, elastic modulus E=2.06 × 10 5n/mm 2, tangent modulus E t=0.03E.Bolt adopts 10.9 grades of M20 frictional high-strength bolts, and yield strength is f y=940N/mm 2, f u=1040N/mm 2, E t=0.02E.Stirrup adopts HRB335 level.Steel structure material poisson's ratio is all taken as 0.3, adopts Von Mises yield criterion, adopts kinematic hardening criterion after material yield.
Concrete floor adopts Plastic Damage constitutive model, and strength grade is C30 level, E=3.00 × 10 4n/mm 2, poisson's ratio is 0.3, and divergence cone angle is 35, and eccentricity is 0.1, and the ratio of initial equivalent biaxial compression yield stress and initial uniaxial compressive yield stress is 1.16, k=0.667, and the coefficient of viscosity is 0.0001.Concrete material parameter sees the following form:
Note: seismic structural wall, earthquake resistant wall concrete strength is C40, and springform measures E c=3.25 × 10 4mPa, poisson's ratio gets 0.2; Floor strength is C30, and springform measures E c=3.00 × 10 4mPa, poisson's ratio gets 0.3.
(2) in order to make result of the test more objective and accurate, identical material selected by the component of two kinds of connected nodes.
2.1.1 bolt design
1. tension design
The design of bolt tension should meet following formula
n t N t b γ RE ≥ N fb - - - ( 2 - 1 )
And n t N tu b ≥ β A fb f u - - - ( 2 - 2 )
In formula, n t---flange of beam both sides first row tension bolt sum;
---single bolt tensile bearing capacity design load, namely p is bolt pretension;
N fb---beam-ends edge of a wing equivalent axis power design load;
---the Ultimate Tensile bearing capacity of single bolt, wherein A efffor bolt thread place effective cross-sectional area, it is the ultimate tensile strength minimum value of bolt;
γ rE---nodes domains bearing capacity antidetonation regulation coefficient, get 0.75;
β---consider the regulation coefficient of prying force effect, have during reinforcing rib and get 1.2, without time get 1.3;
A fb, f u---beam-ends single edge of a wing effective cross-sectional area and ultimate tensile strength minimum value thereof.
2. shear Design
nN v b γ RE ≥ V - - - ( 2 - 3 )
And n ( N vu b , N cu b ) min ≥ 0.58 h wb t wb f u - - - ( 2 - 4 )
In formula, n---bolt sum;
---the shear-carrying capacity design load of single bolt, wherein, N t=N fb/ n t, μ is friction factor;
V---Shear force within the beam end design load;
---bolt is cut ultimate bearing capacity,
---the ultimate bearing pressure of institute's attaching plate elements, wherein d is bolt diameter, t minfor comparatively sheet member thickness in institute's attaching plate elements, for plate ultimate pressure capacity intensity, be similar to and get 1.5f u;
F u---the ultimate tensile strength minimum value of plate;
H wb, t wb---the height of web and thickness.
3. bolt layout
The alignment placement of bolt should simply standardized, make every effort to compact, constructability.Because the existence of bolt hole can produce certain weakening effect to member section, therefore in bolt, distance should not be too small.But pitch of bolts from excessive can be again contact surface defective tightness, easily make moisture infiltrate gap in plate and produce corrosion.
Pitch of bolts designs by following formula,
(1.5d 0,35mm)≤e f≤3d 0(2-5a)
(2d 0,e f)≤e t≤(4d 0,8t min) (2-5b)
3d 0≤e b≤(8d 0,12t min) (2-5c)
(1.5d 0,35mm)≤e w≤(3d 0,0.4b fb) (2-5d)
1.5d 0≤e s≤(4d 0,8t min) (2-5e)
In formula, d 0for diameter of bolt hole, t minfor comparatively sheet member thickness in institute's attaching plate elements, all the other letter representation pitch, particular location signal as shown in figure 21.
2.1.2 end plate design
1. height and width
According to bolt alignment placement, and the factors such as composite beam section size, opposite end plate height presses following formula design
End plate height, h ep=h b+ 2 (e t+ e f) (2-6)
End plate width, b ep=t wb+ 2 (e s+ e w) (2-7)
And b fb≤ b ep≤ b fc(2-8)
2. thickness
End plate thickness adopts both sides support class and design according to the following formula
t ep ≥ 6 e f e w N t 1 [ e w b ep + 2 e f ( e f + e w ) ] f / γ RE - - - ( 2 - 9 )
And t ep ≥ 4 e f e w N t 2 [ e w b ep + 2 e f ( e f + e w ) ] f u - - - ( 2 - 10 )
In formula, t ep---end plate thickness;
N t1---the single bolt tension force calculated by beam-ends moment-curvature relationship, N t1=M/ (n th 1);
N t2---single bolt tension force N corresponding when forming plastic hinge by beam t2=1.2 β M pb/ (n th 1), 1.2 is ultimate bearing capacity of joints regulation coefficient, M pbfor beam section plastic moment;
F, f u---the tensile strength design load of end plate and ultimate tensile strength minimum value thereof.
2.2 forcing checking
The node web region that in " Code for design of steel structures ", it is border that defining node territory refers to the post edge of a wing and web transverse stiffener.It is unit comparatively weak in whole steel structure system, and its stressing conditions is also comparatively complicated.The strength and stiffness of stress performance to whole framework of nodes domains all have a great impact.China's existing " Code for design of steel structures " and " seismic design provision in building code " are all illustrated the design of nodes domains.
1. nodes domains shear strength and surrender bearing capacity
(1) regulation of " Code for design of steel structures "
τ = M b 1 + M b 2 V P ≤ 4 3 f v - - - ( 2 - 11 )
In formula, M b1, M b2---node both sides beam-ends moment-curvature relationship;
V p---nodes domains web volume, H profile steel gets V p=h c× t w× h b;
F v---steel shear strength design load;
H c, t w, h b---be respectively the height of the height of column web, thickness and web.
(2) regulation of " seismic design provision in building code "
ψ ( M pb 1 + M pb 2 ) V P ≤ 4 3 f yv - - - ( 2 - 12 )
In formula, M pb1, M pb2---be respectively the overall plastic shape bend-carrying capacity of nodes domains two curb girder;
F yv---the surrender shear strength of steel, is 0.58 times of steel yield strength;
ψ---reduction coefficient, three, level Four gets 0.6, I and II gets 0.7.
2. the post edge of a wing
In order to prevent occurring punching shear failure around the bolt hole on the post edge of a wing, its bearing capacity is calculated as follows
P 1.85 πdt fc ≤ f v γ RE - - - ( 2 - 13 )
And πdt fc ≥ β A fb n t - - - ( 2 - 14 )
In formula, symbol is identical with aforementioned definitions.
3. column web stiffening rib
( b ep - t wc ) 2 ≤ b s ≤ ( b fc - t wc ) 2 - - - ( 2 - 15 )
t s≥t fb(2-16)
Be b in formula s, t sfor width and the thickness of stiffening rib.
4. strong column and weak beam checking computations
" seismic design provision in building code " also should meet the regulation of " strong column and weak beam " to the checking of bearing capacity at Column Joint place, namely
ΣW pc(f yc-N/A c)≥ηΣW pbf yb(2-17)
In formula, W pc, W pb---
F yc, f yb---be respectively the steel yield strength of post and beam;
The axial compression design load of N---post;
A c---the section area of post;
η---Strong column factor is respectively by one-level 1.15, and secondary 1.10, chooses for three grade 1.05.
2.3 finite element modeling
Carry out the modeling of ABAQUS finite element solid, beam, post, flush the parts such as end plate, reinforcing rib, angle steel, high-strength bolt and all adopt Solid (entity) form.Concrete building plate member adopts Solid (entity) form, reinforcing bar then adopts Wire (line) form, except high-strength bolt adopts Revolution mode to launch to be formed except 3D model, remaining part all adopts Extrusion mode to carry out three-dimensional modeling, shaped steel, concrete floors etc. adopt C3D8R unit, stirrup adopts T3D2 truss element, model adopts 8 node hexahedron Reduced Integral solid elements, the shear lo cking problem that this type of unit can avoid complete integral unit easily to occur, and unit that complete integral unit may cause can be reduced and crossed just and calculated the problems such as amount of deflection is less than normal, unit algorithm adopts Medial axis axis algorithm, and the cell configuration of this algorithm is more regular and computational speed is faster.
Contact in the following ways:
(1) supposition type Steel concrete is collaborative work, does not consider slippage therebetween.Therefore, when carrying out numerical simulation, with the contact of bind (Tie) analogue type Steel concrete, no longer shear connector is created.
(2) annexation between the steel mesh reinforcement embedding connecting analog Reinforcement and stirrup composition and concrete is adopted.
(3) for ease of stress and strain model, adopt the pre-stressed bolt of round end nut, wherein nut with flush end plate, the connection of angle steel adopts implicit algorithm plane-plane contact mode (Surface-to-surface contact).Select light face screw rod, ignore the impact of screw thread on component, screw rod with flush end plate, angle steel, the steel column edge of a wing and steel beam flange web contact select bind to be connected (Tie).
In order to draw objective and accurate experimental result, nodal finite element modeling of the present invention and the modeling of contrast piece nodal finite element adopt same procedure.
3, test loads
(1) according to the relevant regulations of " building aseismicity test method code " (JGJ101), beam end displacement control mode is adopted to load.Before formal loading calculation is carried out to model, in advance prestrain tentative calculation is carried out to test specimen backup model, determine the yield displacement of test specimen.When carrying out CYCLIC LOADING, maximum beam end displacement is set to 100mm, by the step-length multistage loadings according to 2mm before beam end displacement 20mm, according to the step-length multistage loadings of 5mm after 20mm, stops when being loaded on 100mm, and totally 26 load step.
(2) when carrying out low all CYCLIC LOADING, before test specimen surrender, point level Four loads, and every grade circulates one week, according to yield displacement Δ after surrender ymultiple multistage loadings, every grade circulation two weeks.Low all CYCLIC LOADING systems of test specimen model as shown in Figure 3.
Figure 10 is the CYCLIC LOADING Stress Map (in order to the stress distribution of the parts such as clear display steel column girder steel, concealing floor) of Fig. 4.
Figure 11 is the slab stress cloud atlas (band H profile steel hole) of Fig. 4.
Figure 12 is the profiled sheet Stress Map of Fig. 4.
Figure 13 is the floor reinforced bar mesh Stress Map of Fig. 4.
Figure 14 is the seismic structural wall, earthquake resistant wall stirrup Stress Map of Fig. 4.
Figure 15 is the seismic structural wall, earthquake resistant wall Stress Map (in order to show body of wall internal stress distribution, cutting and hiding 1/4th bodies of wall) of Fig. 4.
Figure 16 is the CYCLIC LOADING Stress Map (in order to the stress distribution of the parts such as clear display steel column girder steel, concealing floor) of Fig. 7.
Conclusion:
In Figure 17, solid line is the M-θ curve of connected node of the present invention, and dotted line is the M-θ curve of existing connected node, and the initial stiffness of visible connected node of the present invention is larger than the initial stiffness of existing connected node, and yield strength is higher.
Figure 18 is the hysteresis loop of connecting joint structure of the present invention, Figure 19 is the hysteresis loop of existing connecting joint structure, and Figure 20 is the superimposing correlation figure of Figure 18 and Figure 19, and the hysteresis loop of visible connected node of the present invention is full, compared with existing connected node, anti-seismic performance performance is more remarkable.

Claims (3)

1. seismic structural wall, earthquake resistant wall and a steel beam connecting joint, is characterized in that, comprises floor, is with seismic structural wall, earthquake resistant wall, the girder steel of steel column, flushes end plate, top angle steel, bottom angle steel, left web-angle and right web-angle, wherein,
Described steel column is positioned at the newel post of seismic structural wall, earthquake resistant wall, and the edge of a wing of steel column has some bolts hole, and steel column is H profile steel, is provided with stirrup in seismic structural wall, earthquake resistant wall,
The upper bottom flange of described girder steel has some bolts hole, and girder steel is H profile steel,
The described end plate that flushes has some bolts hole, and the height flushing end plate is identical with steel depth of beam,
2 faces of described top angle steel, bottom angle steel, left web-angle and right web-angle all have some bolts hole,
The horizontal plane of described top angle steel is connected by friction type high strength bolt with the top flange of girder steel, the bottom horizontal plane of angle steel is connected by friction type high strength bolt with the bottom flange of girder steel, first vertical plane of left web-angle is clipped the web of girder steel with the first vertical plane of right web-angle and is connected by friction type high strength bolt, the vertical plane of top angle steel is connected by friction type high strength bolt with the steel column edge of a wing, the vertical plane of bottom angle steel is connected by friction type high strength bolt with the steel column edge of a wing, second vertical plane of left web-angle, flush end plate to be connected by friction type high strength bolt with the steel column edge of a wing, second vertical plane of right web-angle, flush end plate to be connected by friction type high strength bolt with the steel column edge of a wing, floor is laid on girder steel.
2. a kind of seismic structural wall, earthquake resistant wall according to claim 1 and steel beam connecting joint, it is characterized in that, described floor comprises profiled sheet, concrete, grid steel mesh and peg, peg is fixedly welded on the recess edge of profiled sheet, grid steel mesh is placed on profiled sheet, and concreting is on grid steel mesh.
3. a kind of seismic structural wall, earthquake resistant wall according to claim 1 and steel beam connecting joint, is characterized in that, described steel column is with the reinforcing rib of twice level in connected node territory, and the position of twice reinforcing rib is concordant with the upper bottom flange of girder steel.
CN201410571942.5A 2014-10-23 2014-10-23 Earthquake-resistant wall and steel beam connecting node Pending CN104499572A (en)

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Cited By (7)

* Cited by examiner, † Cited by third party
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CN105604188A (en) * 2016-01-28 2016-05-25 中原工学院 T-shaped beam-column joint of bolt-connected aluminum alloy framework structure and mounting method of T-shaped beam-column joint
CN106759885A (en) * 2016-12-05 2017-05-31 西南科技大学 Cold formed steel structure house inner wall structural system
CN109779115A (en) * 2019-01-17 2019-05-21 中铁建设集团北京工程有限公司 A kind of steel bar girder construction method
CN110552444A (en) * 2019-09-23 2019-12-10 华北理工大学 Connection node structure of assembled composite wall panel and girder steel
CN112064791A (en) * 2020-07-31 2020-12-11 福州大学 Column-beam connecting node of GFRP pipe-concrete-I-steel combined column
CN112359860A (en) * 2020-10-30 2021-02-12 中国一冶集团有限公司 Construction method for non-support type open caisson capping
CN112922210A (en) * 2021-01-27 2021-06-08 江苏海洋大学 Connecting device for self-resetting anti-side frame and floor slab

Cited By (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN105604188A (en) * 2016-01-28 2016-05-25 中原工学院 T-shaped beam-column joint of bolt-connected aluminum alloy framework structure and mounting method of T-shaped beam-column joint
CN106759885A (en) * 2016-12-05 2017-05-31 西南科技大学 Cold formed steel structure house inner wall structural system
CN106759885B (en) * 2016-12-05 2019-01-29 西南科技大学 Cold formed steel structure house inner wall structural system
CN109779115A (en) * 2019-01-17 2019-05-21 中铁建设集团北京工程有限公司 A kind of steel bar girder construction method
CN109779115B (en) * 2019-01-17 2020-11-24 中铁建设集团北京工程有限公司 Construction method of steel bar truss
CN110552444A (en) * 2019-09-23 2019-12-10 华北理工大学 Connection node structure of assembled composite wall panel and girder steel
CN110552444B (en) * 2019-09-23 2020-10-27 华北理工大学 Connection node structure of assembled composite wall panel and girder steel
CN112064791A (en) * 2020-07-31 2020-12-11 福州大学 Column-beam connecting node of GFRP pipe-concrete-I-steel combined column
CN112359860A (en) * 2020-10-30 2021-02-12 中国一冶集团有限公司 Construction method for non-support type open caisson capping
CN112922210A (en) * 2021-01-27 2021-06-08 江苏海洋大学 Connecting device for self-resetting anti-side frame and floor slab

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