CN106088469A - Confined concrete splitting and the peg shear connector of splitting development - Google Patents
Confined concrete splitting and the peg shear connector of splitting development Download PDFInfo
- Publication number
- CN106088469A CN106088469A CN201610604260.9A CN201610604260A CN106088469A CN 106088469 A CN106088469 A CN 106088469A CN 201610604260 A CN201610604260 A CN 201610604260A CN 106088469 A CN106088469 A CN 106088469A
- Authority
- CN
- China
- Prior art keywords
- peg
- concrete
- steel
- stone concrete
- strength
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 239000004567 concrete Substances 0.000 title claims abstract description 173
- 238000011161 development Methods 0.000 title claims abstract description 15
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 78
- 239000010959 steel Substances 0.000 claims abstract description 78
- 239000004575 stone Substances 0.000 claims abstract description 55
- 238000003466 welding Methods 0.000 claims abstract description 30
- 238000010008 shearing Methods 0.000 claims abstract description 7
- 238000004873 anchoring Methods 0.000 claims description 20
- 230000003014 reinforcing effect Effects 0.000 claims description 20
- 239000004744 fabric Substances 0.000 claims description 11
- 239000000835 fiber Substances 0.000 claims description 10
- 241001016380 Reseda luteola Species 0.000 claims description 9
- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 claims description 8
- 229910052799 carbon Inorganic materials 0.000 claims description 8
- 238000000034 method Methods 0.000 claims description 5
- 239000002184 metal Substances 0.000 claims description 3
- 210000003205 muscle Anatomy 0.000 claims description 3
- 239000004033 plastic Substances 0.000 claims description 3
- 229920003023 plastic Polymers 0.000 claims description 3
- 210000004177 elastic tissue Anatomy 0.000 claims description 2
- 239000000155 melt Substances 0.000 claims description 2
- 238000000465 moulding Methods 0.000 claims description 2
- 230000008569 process Effects 0.000 claims description 2
- 238000007493 shaping process Methods 0.000 claims description 2
- 238000004804 winding Methods 0.000 claims description 2
- 238000009730 filament winding Methods 0.000 claims 1
- 238000013461 design Methods 0.000 abstract description 26
- 239000000463 material Substances 0.000 description 17
- 239000002131 composite material Substances 0.000 description 16
- 230000000694 effects Effects 0.000 description 14
- 230000002787 reinforcement Effects 0.000 description 14
- 238000010276 construction Methods 0.000 description 8
- 239000002689 soil Substances 0.000 description 8
- 230000009471 action Effects 0.000 description 6
- 238000005516 engineering process Methods 0.000 description 5
- 230000008901 benefit Effects 0.000 description 4
- 238000005345 coagulation Methods 0.000 description 4
- 238000010891 electric arc Methods 0.000 description 4
- 210000002219 extraembryonic membrane Anatomy 0.000 description 4
- 238000003776 cleavage reaction Methods 0.000 description 3
- 150000001875 compounds Chemical class 0.000 description 3
- 230000007017 scission Effects 0.000 description 3
- 238000012360 testing method Methods 0.000 description 3
- 229910000851 Alloy steel Inorganic materials 0.000 description 2
- 229910000954 Medium-carbon steel Inorganic materials 0.000 description 2
- 238000004364 calculation method Methods 0.000 description 2
- 239000003795 chemical substances by application Substances 0.000 description 2
- 230000015271 coagulation Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000009792 diffusion process Methods 0.000 description 2
- 239000003351 stiffener Substances 0.000 description 2
- 229920000049 Carbon (fiber) Polymers 0.000 description 1
- 240000002853 Nelumbo nucifera Species 0.000 description 1
- 235000006508 Nelumbo nucifera Nutrition 0.000 description 1
- 235000006510 Nelumbo pentapetala Nutrition 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 239000004917 carbon fiber Substances 0.000 description 1
- 238000005266 casting Methods 0.000 description 1
- 230000015556 catabolic process Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000001112 coagulating effect Effects 0.000 description 1
- 238000012937 correction Methods 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 238000007405 data analysis Methods 0.000 description 1
- 238000006731 degradation reaction Methods 0.000 description 1
- 239000012467 final product Substances 0.000 description 1
- 230000004927 fusion Effects 0.000 description 1
- 238000005288 gauge theory Methods 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000010297 mechanical methods and process Methods 0.000 description 1
- 230000005226 mechanical processes and functions Effects 0.000 description 1
- 238000002844 melting Methods 0.000 description 1
- 230000008018 melting Effects 0.000 description 1
- 238000010309 melting process Methods 0.000 description 1
- VNWKTOKETHGBQD-UHFFFAOYSA-N methane Chemical compound C VNWKTOKETHGBQD-UHFFFAOYSA-N 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/29—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures
- E04C3/293—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures the materials being steel and concrete
-
- 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
- E04B1/38—Connections for building structures in general
- E04B1/41—Connecting devices specially adapted for embedding in concrete or masonry
Abstract
Confined concrete splitting and the peg shear connector of splitting development, including for connecting steel beam flange and the peg on the armored concrete edge of a wing, described peg is connected with steel beam flange by the way of bolted-on and welding, and have a high-strength fine-stone concrete of circle peg outer rim is fixed-type, described high-strength fine-stone concrete intensity is more than the concrete strength on the armored concrete edge of a wing poured, apply once to encircle pulling force to high-strength fine-stone concrete and intraware thereof by encircling the tension unit of high-strength fine-stone concrete in its outer rim, simultaneously, it is additionally provided with spiral bar outside the tension unit of described high-strength fine-stone concrete, this spiral bar concentric ring is wound on outside high-strength fine-stone concrete and is molded in the armored concrete edge of a wing by pouring mode.The present invention can improve peg shearing resistance fitting longitudinal direction shear resistance capacity, improves its useful load of serviceability limit state in steel-concrete combination beam, thus solves the obstacle in the design application present situation of steel-concrete combination beam.
Description
Technical field
The present invention relates to widely used basic socket cap peg in the steel-concrete composite beam of technical field of buildings resist
Cut connector, be specially constraint concrete splitting and the peg shear connector of splitting development.
Background technology
Existing " Code for design of steel structures " (GB 50017-2003) 11.3 chapters and sections give socket cap in prior art
Weldering nail (peg) connector shear-carrying capacity formula: i.e.This formula is built upon bolt
The theory of " cutting sled " office pressure effect resisted by nail material property class 4 .6 level steel and peg in being directly embedded in Cast-in-place concrete flange plate
On the basis of experimental study, it it is the specification application to tradition peg bearing capacity calculation.But in actual application, due to bolt
Nail and the shearing resistance power transmission of concrete flange plate are similar to the cylindrical hinge of linear contact lay, the model of peg periphery 3d (d-is peg diameter)
Enclose office's pressure concentration effect that inner concrete flange plate " is cut sled " by peg, owing to there is no spiral in the range of 3d (d-is peg diameter)
Reinforcing bar and Indirect reinforcement constraint, unavoidably produce longitudinal splitting in concrete flange plate, and peg shear connector is longitudinally cut and held
Load power is limited by flange plate modulus of elasticity of concrete (EC) and comprcssive strength (fc), therefore, material property grade be 8.8 grades very
Cannot be widely applied in steel-concrete composite beam to 10.8 grades and above high strength steel as peg.
Further, this longitudinal splitting continues extension only when running into by " Technical Specification for Steel Structure of Tall Buildings " the
7.2.16,7.2.17 bar requires just to obtain at the abundant horizontal shear reinforcement of configuration the finite constraint of transverse steel.Herein
Horizontal shear reinforcement and concrete flange plate along the hogging moment meter at the concrete flange plate bearing of longitudinal shear directional spreding
Calculating required reinforcing bar can not be substituted for each other, after superposition, the reinforcing bar by the lateral arrangement caused in concrete slab is intensive to arranging
(especially pronounced in the design of the complete shear connections of steel-concrete composite beam), causes steel-concrete composite beam employing portion mostly
The design of point shear connections, and within the maximum span of the combination beam of this partial shear connection is also limited to 20m.
At present, this cleavage effect that cannot suppress of traditional peg shear connector exacerbates steel-concrete combination
Interface sliding between beam, this longitudinal splitting without operative constraint and interface sliding are always the heat that combination beam (structure) is studied
Point and difficult point, " Code for design of steel structures " is although giving the Stiffness degradation coefficient of combination beam in 11.4 chapters and sections, but formula is multiple
Miscellaneous and be not easy to application.Longitudinal splitting effect reduces the compound action in steel-concrete composite beam, reduces and normally uses pole
The useful load of limit state.The actual design application of steel-concrete composite beam is restricted by serviceability limit state, can only
Use the design of partial shear connection.Under serviceability limit state, the socket cap peg shearing resistance that steel-concrete composite beam is traditional
Connector is not improved, it is impossible to more gives full play to steel and the respective advantage of concrete material, constrains steel-concrete composite beam
And the wide popularization and application in other combinative structurees or mixed structure.
Summary of the invention
Technical problem solved by the invention is that the peg providing a class energy confined concrete splitting and splitting development resists
Cutting connector, this peg shear connector energy operative constraint limits the coagulation in the range of peg periphery 3d (d-is peg diameter)
Soil splitting and splitting development thereof, that improves under peg shearing resistance fitting longitudinal direction shear resistance capacity and serviceability limit state is effective
Load.Thus solve steel-concrete composite beam design application present situation in obstacle, promote steel-concrete composite beam and other
Combinative structure or the application of mixed structure.
Technical problem solved by the invention realizes by the following technical solutions:
Confined concrete splitting and the peg shear connector of splitting development, including for connecting steel beam flange and reinforcing bar
The peg on the concrete edge of a wing, this peg outer rim is fixed-type a high-strength fine-stone concrete of circle, and described high-strength fine-stone concrete intensity is more than watering
The concrete strength on the armored concrete edge of a wing built, comes high-strength fine-stone concrete by encircling the tension unit of high-strength fine-stone concrete in its outer rim
And intraware applies once to encircle pulling force, meanwhile, outside the tension unit of described high-strength fine-stone concrete, it is additionally provided with spiral
Muscle, this spiral bar concentric ring is wound on outside high-strength fine-stone concrete and is molded in the armored concrete edge of a wing by pouring mode.
Further defining that as technique scheme
Outside dimension is peg outside dimension three times of described high-strength fine-stone concrete, it is preferred to use C50～C80 high-intensity fine
Shi Tong, the nominal maximum aggregate size of this fine-stone concrete cobble is 10mm.
The internal diameter size of described spiral bar is six times of peg outside dimension.
Described tension unit is to be looped around the high tensile metal silk of high-strength fine-stone concrete outer cylinder or elastic fiber rope or height
Strong fabric, it is preferred to use 300g/m2Carbon fibre fabric closely connected be wound around parcel 2～3 weeks or high-tensile steel wires employing around
Silk method is molded on high-strength fine-stone concrete cylinder and it is carried out operative constraint and anchors.It addition, in order to reduce peg position
The probability of concrete splitting, it is also possible to high-strength fine-stone concrete is applied ring orientation prestress, and this ring orientation prestress is buried by one
The anchoring part entering high-strength fine-stone concrete realizes, and this anchoring part is a rectangular block architecture, is provided with some confessions being arranged in groups and in advance should
The hole that power steel wire passes, this some holes is used for spiral type stretch-draw and the anchoring of compressor wire, and being additionally operable to anchoring provides hoop in advance should
The anchoring clamping plate of power.This prestressed anchor lamps structure applies ring to the strong concrete cylinder in peg periphery core dimensions
To prestressing force, stop the splitting at peg periphery core dimensions inner concrete.Thus improve the bearing capacity of connector, significantly subtract
The little sliding produced due to splitting.
Described spiral bar preferably employs Φ 4 spiral bar, and the number of turns is no less than 4 circles, and spiral bar concentric ring is wound on high-strength fine-stone concrete
Outside is also molded in the armored concrete edge of a wing by pouring mode.
Described peg includes bolted-on and welds two kinds with the connected mode of steel beam flange.Wherein, welding manner is used
When being attached, the peg end in peg shear connector is provided with the contact portion of steel beam flange and welds root structure
Making, described weld root cage structure is realized by the annular inner die being sleeved on peg end, and in removing, fetal membrane and external mold can be
High-strength fine-stone concrete is formed the weld root cage structure that arc stud welding needs.Described weld root cage structure includes being sleeved on peg
The annular inner die that end part are embedded in high-strength fine-stone concrete, this annular inner die is plastics mould, and outside its underpart
Edge is set with one and prevents from welding the welded steel subring that molten steel is excessive, and this subring thickness is preferably 1mm.
Longitudinal shear capacity a larger increase of peg shear connector after developing in view of using operative constraint splitting
After, the cutting of peg levers up power in sledge action effect have a larger increase therewith, is poured into armored concrete at peg shear connector
Before in the edge of a wing, also should be symmetrical arranged in the armored concrete edge of a wing and anti-start reinforcing bar, these symmetrically arranged anti-start reinforcing bar with
Being symmetrical arranged centered by peg, these are anti-, and to start bar construction consistent, including the reinforcing bar of inverted U, and a length of six times of pegs in base
Diameter, and it is provided with horizontal welding section for welding with steel beam flange in dual-side edge, and symmetrically arranged inverted U
Parallel reinforced steel bar spacing is 2～3 times of peg diameter lengths, pours and is molded in the armored concrete edge of a wing.
" cutting sled " office pressure concentration effect of traditional peg shear connector, causes steel-concrete composite beam concrete flange plate
Longitudinal splitting, exacerbate interface sliding, its peg shear connector shear resistance capacity is limited by flange plate concrete elastic modulus EC
Being limited by concrete strength grade fc, the strength advantage limiting high-strength bolt plays, and reduces the effective of normal operating condition
Load, reduces compound action in combinative structure beam (structure).And use the carbon fibre fabric of high intensity effective in the present invention
Strong concrete cylinder in the core dimensions of constraint peg periphery 3d (d-is peg diameter), peg splitting within the range
Split and cleave development and cannot be extended by the carbon fibre fabric operative constraint of high intensity, thus be effectively improved the carrying energy of connector
Power.
Beneficial effect: the peg shear connector that the present invention uses is split by constrained peg peripheral extent inner concrete
Split and cleave development, improve peg shear connector longitudinal direction shear resistance capacity, improve effective lotus of serviceability limit state
Carrying, the material of peg can break through the gauge theory of 4.6 grades and limit.When using 8.8 grades of even 10.8 grade high-strength bolts, with steel
The connection on the edge of a wing can use the theory of pressure-bearing type high strength exploitation technology.Both can efficient application to long-span bridge girder construction
In, it is possible to be widely applied to Steel-concrete composite joist, concrete filled steel tube coupled column, combined steel and concrete column and various Tall Steel-
In concrete composite structure.
Accompanying drawing explanation
Fig. 1 is the cross sectional representation using the embodiment one being welded to connect in the present invention.
Fig. 2 is the Section A-A schematic diagram of the embodiment one of Fig. 1.
Fig. 3 is the site plan of embodiment one single connector assembling tailing edge girder steel axis direction.
Fig. 4 is the section B-B schematic diagram of the embodiment one of Fig. 3.
Fig. 5 is the anti-site plan starting reinforcing bar of embodiment one assembling.
Fig. 6 is the C-C schematic cross-section of the embodiment one of Fig. 5.
Fig. 7 is that the embodiment two liang row's connector using bolt to connect in the present invention assembles the flat of tailing edge girder steel axis direction
Face layout drawing.
Fig. 8 is the D-D schematic cross-section of the embodiment two of Fig. 7.
Fig. 9 be in the present invention for Shi Hanzhang anchoring part embodiment two high-strength fine-stone concrete part section overlook
Figure.
Figure 10 is that in the present invention, the section of high-strength fine-stone concrete part for the embodiment two of the anchoring part of Shi Hanzhang is faced upward
View.
Figure 11 is the structure front view of the prestressing force anchoring part of the embodiment two of Fig. 9.
Figure 12 is the E-E schematic cross-section of the embodiment two of Fig. 9.
Figure 13 is the F-F schematic cross-section of the embodiment two of Fig. 9.
Wherein: 1, steel beam flange；2, the armored concrete edge of a wing；3, peg；4, peg enlarged footing projection line；5, high-strength microlith
Concrete；6, carbon fibre fabric；7, spiral bar；8, welding of peg striking point；9, high-strength fine-stone concrete mould；10, welding subring；11、
Annular inner die；12, plate top transverse steel；13, plate bottom horizontal reinforcing bar；14, plate top longitudinal reinforcement；15, longitudinal reinforcement at the bottom of plate；
16, anti-reinforcing bar is started；17, anti-reinforcing bar flex point is started；18, high-strength bolt enlarged footing projection line；19, high-strength bolt；20, join
Set nut；21, flank is connected；22, compressor wire；23, compressor wire outer edge；24, compressor wire front penetrates
Hole；25, compressor wire back side punched out；26, compressor wire anchoring part.
Detailed description of the invention
For the technological means making the present invention realize, creation characteristic, reach purpose and be easy to understand with effect, below knot
Conjunction is specifically illustrating, and the present invention is expanded on further.
Embodiment one:
See the confined concrete splitting of Fig. 1～Fig. 6 and the embodiment one of the peg shear connector of splitting development, at this
In embodiment, peg shear connector is when making using peg 3 as connecting basis, and this peg 3 uses commercially available 16mm socket cap
Peg, fetal membrane 11 in the annular that dimensional structure is 3.5mmx10mm of the welding ends root suit plastic shaping of peg 3, this ring
Also be set with outside fetal membrane 11 in shape internal diameter be 23mm, the welding subring 10 of thick 1mm, and by welding of peg striking point 8
Expose die end center preformed hole.High-strength fine-stone concrete mould 9 concentric locking collar that internal diameter is 48mm is contained in the outside of peg 3, knot
Structure is shown as in figure 2 it is shown, pour the high intensity fine-stone concrete 5 of C50～C80, the high-intensity fine poured in high-strength fine-stone concrete mould 9
Cobble nominal maximum aggregate size in stone concrete 5 is 10mm.After concrete hardening, by related for peg 3 high intensity fine-stone concrete 5 from high-strength fine-stone concrete
Mould 9 splits out, maintenance 28 days, then use 300g/m2Carbon fibre fabric 6 as tension unit (its meet " concrete tie
Structure Design of Reinforcement specification " corresponding requirements of (GB 50367-2013) important component) paste at high intensity fine-stone concrete 5 cylinder side surface
Being wound around parcel 2～3 weeks, this tension unit is for lacking under concrete office pressure concentration effect in the range of peg 3 periphery 3d
Designed by falling into.So, the high intensity fine-stone concrete 5 on the one hand arranged by local improves anti-splitting ability, the most logical
Cross carbon fibre fabric 6 to provide as tension unit and encircle constraint, can operative constraint peg 3 outer rim concrete splitting and splitting send out
Exhibition, solves, from source, the problem that tradition steel-concrete combined structure, concrete is easily cleaved by peg.
Further, since fetal membrane 11 defines 3.5mmx5mm toroidal cavity at welding of peg root, in advance at stud in annular
In welding process, peg termination melts the annular overstriking section that can form 3.5mmx5mm at welding root.The peg of embodiment one resists
The peg cut in connector uses electric arc stud welding to be welded to connect with steel beam flange 1, melting of peg 3 as shown in Figure 2
Changing in length, welding subring 10 is pressed in toroidal cavity in the peg melting process of electric arc stud welding so that peg 3
Root detail structure after Welded-Stud Conectors arc stud welding welding can fully meet the welding requirements of related specifications, it is ensured that connector
Electric arc stud welding can be used to be welded in steel beam flange 1 by the requirement of current specifications.
And by the code requirement of electric arc stud welding, peg shear connector is being welded to steel beam flange, pouring reinforcement coagulation
Before soil, the outside concentric at high-strength fine-stone concrete 5 fixes Φ 4 spiral bar 7 that an internal diameter is 96mm, the winding number of turns of spiral bar 7
It is 4 circles, starts casting concrete after spiral bar 7 is fixing, and final molding is in armored concrete, the protective layer of peg enlarged footing
Thickness meets code requirement.
Now, the high-strength fine-stone concrete 5 in peg shear connector is molded in the armored concrete edge of a wing 2 and serves as steel-coagulation
Soil Interface shear connector, is knitted the operative constraint of 6 by carbon fiber outside it, office's pressure bearing capacity of its opposing peg is had
Effect improves.Office's pressure concentration effect of peg is after the anti-office of core of peg 3d periphery presses concrete diffusion, and (d-peg is straight to be delivered to 6d
Footpath) concrete local stress at scope is substantially reduced, and spiral bar 7 then diffuses to 6d (d-peg diameter) model for concrete opposing
Enclose the concrete local stress at place, it is to avoid the longitudinal splitting on the concrete edge of a wing 2 destroys.Carry out force analysis in conjunction with Fig. 3, Fig. 4 to understand, bolt
The peg of nail 3 " cuts sled ", and office's pressure effect causes concrete stress in the range of peg periphery 3d (being 16mm in embodiment one)
After splitting, after the booster action of high-strength fine-stone concrete 5 and the operative constraint of carbon fibre fabric 6, this splitting cannot be further
Outward expansion so that in the range of peg periphery 3d, concrete office pressure bearing capacity is greatly improved, and the pressure effect of peg office is through 3d
When anti-office presses the concrete diffusing to 6d (d-is peg diameter) scope of concrete, the office's pressure applied stress suffered by concrete is substantially reduced.
Meanwhile, the diffusion between two adjacent peg shear connectors of the longitudinal shear in the armored concrete edge of a wing 2 is also by interior
The spiral bar 7 of footpath 6d have force constraint so that also will not produce concrete longitudinal splitting crack between two adjacent Welded-Stud Conectors.
Substantially solve the armored concrete edge of a wing 2 and split by the longitudinal direction along peg 3 axis cutting generation due to peg shear connector
Crack.Therefore the crack that concrete flange plate hogging moment at bearing produces also can only produce peg 3 axis 3d with
Outward, the most substantially it is no longer necessary to configure more shear resisting board top transverse steel 12 and shear resisting board bottom horizontal reinforcing bar 13.
Meanwhile, in the structure of Fig. 4, it is in the case of the specification of single steel bar used and sectional dimension determine, plate
The quantity of top transverse steel 12 can be calculated by the hogging moment of concrete slab bearing and determine, the quantity of plate bottom horizontal reinforcing bar 13 is then
Calculated by the mid span moment of flange plate and determine, but be the necessity for the plate bottom horizontal reinforcing bar 13 of flange plate at bearing, according to plate
Top transverse steel 12 equally draws logical by tension reinforcement or anchors respectively by tension reinforcement.And in combination beam hogging moment area, reinforcing bar mixes
The solidifying soil edge of a wing 2 can be according to the rotation requirement of combination beam hogging moment tensile region and energy along the plate top longitudinal reinforcement 14 in longitudinal shear direction
Power calculates and determines.Under serviceability limit state, the calculating of combination beam (structure) Crack Width in Negative Moment Area, it is referred to combination
In beam (structure), froce ratio (Rp) correlation circumstance of hogging moment tensile region arrangement of reinforcement is equivalent by bending rigidity by combination beam (structure)
It is scaled reinforced concrete structure to check.Concrete flange plate can be by tension steel along longitudinal reinforcement 15 at the bottom of the plate in longitudinal shear direction
The requirement not less than 0.20% of the minimum steel ratio of muscle configures with the requirement being well connected with existing steel construction and concrete specification
Configuration, it is simple to be well connected with existing steel construction and concrete specification.
In embodiment one, it is contemplated that the peg shear connector of embodiment one structure has the most vertical being applied to some
When bearing capacity occasion (in the structures such as stayed-cable bridge), longitudinal shear capacity is bigger relative to having had under conventional force-bearing situation
After increase, in " cutting sledge " action effect of peg 3, " levering up power " has a larger increase simultaneously, thus is necessary in configuration such as Fig. 5, figure
The anti-reinforcing bar 16 that starts shown in 6 is as stiffener assembly.This stiffener assembly is centered by connector with steel beam flange junction point, vertical
Horizontal 2 direction balanced configurations have 2 inverted U-shaped bent-up bars, and bent-up bar top width takes six times of peg diameters, between bent-up bar
Away from taking three times of peg diameters, anti-to start the transfer angle at reinforcing bar flex point 17 be 60 °, anti-start reinforcing bar 16 bottom for and the girder steel wing
The flat segments of edge 1 welding, the fusion length of patch weldering meets the code requirement of anti-drag anchoring.This anti-area of section root starting reinforcing bar
Start power according to span centre maximum and calculate configuration.
Embodiment two:
Fig. 7～Figure 13 is embodiments of the invention two, the present embodiment, and peg 3 uses material property grade to be 10.8 grades
High strength steel peg, this peg 3 uses pressure-bearing type high strength exploitation technology to be attached, its height coordinated with peg 3
Strength bolts 19, matching nut 20, connect flank 21 force request and all should meet the corresponding requirements of related specifications, due to
In embodiment two, peg 3 have employed high strength steel peg cooperation matching nut 20 and the girder steel of a diameter of 16mm of 10.8 grades
The edge of a wing 1 is fixedly connected, thus the longitudinal shear on the armored concrete edge of a wing 2 is proposed more by this structure by shear connector
High requirement, with this understanding, if requiring, the core dimensions inner concrete substantially stopped at peg periphery 3d cleaves, can be to figure
High-strength fine-stone concrete 5 in the range of core space 48mm in 1 applies to point to the hoop of high-strength bolt enlarged footing projection line 18 and in advance should
The armored concrete edge of a wing 2 that power is come in operative constraint restriction peg periphery 3d core dimensions cleaves and cleaves development, makes high-strength
Degree steel are possibly realized as the application in combination beam of the peg shear connections.
In the present embodiment, the implementation of this structure is by the compressor wire anchor as set by Fig. 9～Figure 13
Seat 26 realizes, and in an embodiment, compressor wire anchoring part 26 is the cuboid bulk steel construction of a size of 20x20x86mm, and this is pre-
Stress wire anchoring part 26 is partly embedded in high-strength fine-stone concrete 5, and press in the left and right side of compressor wire anchoring part 26 Figure 12,13
Position is drilled with 4 groups of holes and penetrates hole 24 and compressor wire back side punched out 25 respectively as compressor wire front, it is ensured that
Spiral type stretch-draw and the anchoring of the ring orientation prestress steel wire 22 of 4 circles can be applied and keep compressor wire outer edge as depicted
23.In the present embodiment, compressor wire 22 and anchoring clamping plate are that QM prestressing force producer is customized.Location as shown in Fig. 9-13
With the high-strength fine-stone concrete 5 in the range of core space 3d pour integral after, just can use post stretching apply effective ring orientation prestress.
After Shi Hanzhang, the assembling mode getting final product analogy embodiment one is widely used.
In having stopped the core dimensions of peg periphery 3d due to the peg shear connector of the structure of embodiment two, reinforcing bar mixes
The splitting on the solidifying soil edge of a wing 2, can not consider the interface sliding that this factor causes in engineering.So, steel-concrete combination
The only remaining steel-coagulation caused due to concrete and the difference of the respective elastic modelling quantity of Steel material in beam (structure) interface sliding value
After interface sliding controlled between soil combination beam (structure), the calculating of the ultimate bearing capacity of combination beam (structure) more meets design rule
The calculation assumption of model.
In an embodiment, embodiment one in Fig. 1-13 and embodiment two all as a example by the peg of diameter 16mm, and
In actual mechanical process, the most all can make with 16,19,22, the peg of 25mm and other the nonstandard size peg that specification is conventional
For the steel structure connecting member part in connector, wherein, the dependency structure in embodiment one and assembling mode can be directly existing
Row traditional socket cap peg (material property performance rate is 4.6 grades) directly apply, and the dependency structure in embodiment two and
Assembling mode may insure that in the range of 3d (d-is peg diameter), concrete does not cleaves, and binding effect is more preferable, but needs
The corresponding prestressed anchor of prestressing force producer processing and fabricating applies effective ring orientation prestress.
The material property grade that existing socket cap peg uses is 4.6 grades of steel, and uses the mode that arc stud welds
Being connected with combination beam (structure), the detailed detail structure that embodiments of the invention one are given in figs. 1-6 and measure can meet existing
The welding requirements of the welding conditions of row, can directly apply at existing socket cap peg (material property performance is 4.6 grades), it is easy to
Existing combination beam (structure) engineering is extensively applied.
The structure of embodiment one and embodiment two all operative constraint can limit peg periphery 3d's (d-is peg diameter)
In the range of concrete splitting and splitting development, high strength steel also can be made in combination beam (structure) as peg shear connector
In application be possibly realized.And when peg uses material property grade to be 8.8 grades even 10.8 grades and above high strength steel,
And when using high strength exploitation technology, use the requirement of peg in similar Fig. 7-8 in embodiment two and connect screw thread
Force request compliant requirement；Corresponding " boring " requirement on the steel edge of a wing should meet the requirement of the related specifications of stress.
Shear connector is connection girder steel-concrete edge of a wing plate body in steel-concrete composite beam, and transmits interaction
Key member, its stress is complicated.The destruction of limit state is divided into 2 kinds: one to be concrete flange plate concrete cleavage fracture substantially,
Two for peg steel cut pull open bad.The ultimate shear design ultimate bearing capacity of the shear connector proposed in the present invention depends on mixing
The design ultimate bearing capacity of solidifying soil flange plate anti-office pressure splitting and peg steel cut the low value pulling open both bad design ultimate bearing capacity.
By the anti-office of concrete flange plate of the various typical case's shear connectors proposed in the present invention is pressed splitting, peg steel
The shearing resistance of material is pulled open bad bearing capacity design load and is carried out calculating contrast, the diameter without customization with conventional commercially available of specification
Be 16,19,22, as a example by the 10.8 grade high-strength bolts of the peg of 25mm and a diameter of 27,30mm, respectively steel peg is resisted
Held by the core concrete anti-office pressure after operative constraint in the range of cutting design ultimate bearing capacity and peg 0.5d～3d (d-is peg diameter)
Loading capability design load calculates, and this design load correction data is as shown in table 1.In Table 1, concrete flange plate is at concrete flange plate
The calculating standard of design ultimate bearing capacity of anti-office pressure splitting is: all takes and extends to 3d in the thick C30 concrete flange plate of 100mm (d-is
Peg diameter) time concrete flange plate anti-office pressure splitting design ultimate bearing capacity.After local stress diffuses to beyond 6d scope, office
Compressive stress has diffused to sufficiently small, uses spiral bar 7 and plate top transverse steel 12, plate bottom horizontal reinforcing bar 13, plate top longitudinal reinforcement
14, longitudinal reinforcement 15 at the bottom of plate and the anti-comprehensive function starting reinforcing bar 16, it is clear that the needs resisting this local stress can be met.
Table 1: agent on crack resistance of concrete office pressure and shear capacity of studs design load comparison sheet in typical case's connector
Data from table 1:
(1) all shear connectors in patent of the present invention, the design ultimate bearing capacity of concrete flange plate anti-office pressure splitting
All it is much larger than cutting of peg steel and pulls open bad design ultimate bearing capacity.
(2) compared with traditional peg shear connector (4.6 material), the shear connector operative constraint that patent proposes
Limit concrete splitting and splitting development thereof in the range of peg periphery 3d (d-is peg diameter), can drastically increase normal
The useful load of ultimate service state, improves the shear-carrying capacity design load of flange plate, widens the application model of major diameter connector
Enclose.
Can be drawn a conclusion from data rule: (1) is cut pull open bad time when connector stress is increased to peg steel, mixed
Coagulating soil flange plate does not the most occur office to press cleavage fracture, even if occurring, its splitting restriction also can reliably be limited in 3d, and (d-peg is straight
Footpath) in the range of, completely in the range of engineering allows.(2) the ultimate shear bearing capacity of the shear connector proposed in the present invention
Design load depends entirely on peg steel and cuts the ultimate bearing capacity pulling open bad time, again need not consider the splitting band of concrete
The random uncertain impact come.(3) the connection reliability of shear connector and safety coefficient depend entirely on peg steel and
Reliability and safety coefficient with the connected mode of steel beam flange.
Additionally: it is noted that above-mentioned 3 conclusions that table 1 data analysis shows, the typical shearing resistance in patent of the present invention
Connector actual shear-carrying capacity measured value the most completely can by the push out test of steel-concrete composite beam shear connector,
The test data obtained in beam test is proved.
At present, due to the development of welding for steel structure technology, modulate medium carbon steel, high strength steel 20MnTiB steel alloy etc. 8.8
The peg of level material property grade is welded on existing Q235B, Q345B agent structure steel the most increasingly to become reliably
Ripe.
The construction measure of two kinds of embodiments that the present invention proposes can be efficiently applied to modulate medium carbon steel, high strength steel
On the peg of the material properties (high intensity grade 8.8 grades) such as 20MnTiB steel alloy so that it is more the value of engineer applied is with front
Scape.Wherein, the construction measure of the related art scheme that the peg employing present invention of high-strength material proposes can mate high intensity grade
The peg of 8.8 grades, is effectively improved peg (weldering nail) connector shear-carrying capacity so that it is more currently commonly use 4.6 grades of materials
Peg can obtain bigger raising, so that combination beam (structure) shear connector shear-carrying capacity enough can't occur longitudinal direction
Splitting, it is ensured that realizing the design of complete shear connections, the reliability of steel peg material and connection also determines combination beam (structure)
The reliability of compound action, can be connected with existing steel construction and concrete specification, the design theory of combinative structure mutually
More succinct and easy to utilize.
This shear connector that the present invention proposes can be applicable in existing steel-concrete composite beam, also can extensively answer
Use steel one Combined concrete truss, concrete filled steel tube coupled column, combined steel and concrete column and various high-rise steel-concrete hybrid junctions
In structure, huge economic benefit of engineering and social benefit can be produced.
The content being more than shown and described illustrates the excellent of the ultimate principle of the present invention, principal character and the present invention
Point.Skilled person will appreciate that of the industry, the present invention is not restricted to the described embodiments, and retouches in above-described embodiment and description
The principle that the present invention is simply described stated, without departing from the spirit and scope of the present invention, the present invention also has various change
Changing and improve, these changes and improvements both fall within scope of the claimed invention.Claimed scope is by appended
Claims and equivalent define.
Claims (10)
1. confined concrete splitting and the peg shear connector of splitting development, it is characterised in that include for connecting the girder steel wing
Edge and the peg on the armored concrete edge of a wing, described peg is connected with steel beam flange by the way of bolted-on and welding, and
Having a high-strength fine-stone concrete of circle described peg outer rim is fixed-type, described high-strength fine-stone concrete intensity is more than the armored concrete poured
The concrete strength on the edge of a wing, executes high-strength fine-stone concrete and intraware thereof by encircling the tension unit of high-strength fine-stone concrete in its outer rim
Adding and once encircle pulling force, meanwhile, be additionally provided with spiral bar outside the tension unit of described high-strength fine-stone concrete, this spiral bar is concentric
It is looped around outside high-strength fine-stone concrete and is molded in the armored concrete edge of a wing by pouring mode.
Peg shear connector the most according to claim 1, it is characterised in that the outside dimension of described high-strength fine-stone concrete is
Three times of peg outside dimension, for C50～C80 high intensity fine-stone concrete, and the nominal maximum aggregate size of this fine-stone concrete cobble is 10mm.
Peg shear connector the most according to claim 1, it is characterised in that the internal diameter size of described spiral bar is peg
Six times of outside dimension.
Peg shear connector the most according to claim 1, it is characterised in that described tension unit for be looped around high-strength carefully
The high tensile metal silk of stone concrete outer cylinder or elastic fiber rope or high-intensity fiber fabric.
Peg shear connector the most according to claim 4, it is characterised in that described high-intensity fiber fabric is closely connected winding
The density being wrapped in high-strength fine-stone concrete outer cylinder 2～3 weeks is 300g/m2Carbon fibre fabric.
Peg shear connector the most according to claim 4, it is characterised in that described high tensile metal silk is for using filament-winding method
Molding is also anchored at the high-tensile steel wires on high-strength fine-stone concrete cylinder.
Peg shear connector the most according to claim 4, it is characterised in that described tension unit is to high-strength fine-stone concrete
Applying the structure of ring orientation prestress, this structure is an anchoring part imbedding high-strength fine-stone concrete, and described anchoring part is a rectangle agllutination
Structure, is provided with some holes passed for compressor wire being arranged in groups, and this some holes is for the spiral type of compressor wire
Stretch-draw and anchoring, be additionally operable to anchoring and provide the anchoring clamping plate of ring orientation prestress.
Peg shear connector the most according to claim 1, it is characterised in that described spiral bar is Φ 4 spiral bar, the number of turns
No less than 4 circles, spiral bar concentric ring is wound on outside high-strength fine-stone concrete and is molded in the armored concrete edge of a wing by pouring mode.
Peg shear connector the most according to claim 1, it is characterised in that peg and steel beam flange are for being welded to connect
Time, the peg end in peg shear connector is provided with weld root cage structure, institute with the contact-and-connection portion of steel beam flange
State weld root cage structure and in high-strength fine-stone concrete, form annular cavity, at stud by the annular inner die being sleeved on peg end
In welding process, peg termination melts the annular overstriking structure that can be formed at welding root, including being sleeved on peg end part
The annular inner die of the plastic shaping being embedded in high-strength fine-stone concrete, and annular inner die lower outer edge is set with one at this
Welded steel subring.
10. one kind anti-starts structure, it is characterised in that this is anti-starts structure and any peg shearing resistance in claim 1～9
Connector supports the use, and includes and anti-starts reinforcing bar, and this anti-reinforcing bar that starts is arranged with peg centrosymmetry, including the steel of inverted U
Muscle, a length of six times of peg diameters in base, and it is provided with horizontal welding section for carrying out with steel beam flange in dual-side edge
Weld, and symmetrically arranged inverted U parallel reinforced steel bar spacing is 2～3 times of peg diameter lengths, pours and is molded over armored concrete
In.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610604260.9A CN106088469B (en) | 2016-07-21 | 2016-07-21 | Confined concrete cleaves and the peg shear connector of splitting development |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610604260.9A CN106088469B (en) | 2016-07-21 | 2016-07-21 | Confined concrete cleaves and the peg shear connector of splitting development |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106088469A true CN106088469A (en) | 2016-11-09 |
| CN106088469B CN106088469B (en) | 2018-06-05 |
Family
ID=57478168
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610604260.9A Active CN106088469B (en) | 2016-07-21 | 2016-07-21 | Confined concrete cleaves and the peg shear connector of splitting development |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106088469B (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107366360A (en) * | 2017-07-31 | 2017-11-21 | 湖南大学 | A kind of compound shear connector of steel pipe ultra-high performance concrete |
| CN108677717A (en) * | 2018-08-06 | 2018-10-19 | 同济大学 | A kind of assembled weldering nail connector |
| CN108914781A (en) * | 2018-08-06 | 2018-11-30 | 同济大学 | A kind of connection construction technique for welding nail connector combination beam with assembled |
| CN109024907A (en) * | 2018-07-26 | 2018-12-18 | 广西大学 | Group nail arrangement assembled steel-precast slab combination beam connecting structure preparation and its construction method |
| CN109930466A (en) * | 2019-04-10 | 2019-06-25 | 西南交通大学 | Steel-ECC- concrete combination beam and preparation method thereof |
| CN111255256A (en) * | 2020-01-22 | 2020-06-09 | 同济大学建筑设计研究院(集团)有限公司 | Construction method for anti-bending reinforced floor slab structure |
| CN112378356A (en) * | 2020-11-12 | 2021-02-19 | 中建八局第三建设有限公司 | Device and method for measuring width of internal crack of concrete |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO1993022082A1 (en) * | 1992-05-06 | 1993-11-11 | Trw Inc. | Welding stud and method of forming same |
| CN1816672A (en) * | 2003-03-01 | 2006-08-09 | 查尔斯·T·布雷克特 | Wire bolt |
| US20060272251A1 (en) * | 2005-04-13 | 2006-12-07 | Michael Hatzinikolas | Composite floor system with fully-embedded studs |
| WO2007009160A1 (en) * | 2005-07-15 | 2007-01-25 | Fielders Australia Pty Ltd | Shear connector for use in a concrete and steel structure |
| CN103982506A (en) * | 2014-05-16 | 2014-08-13 | 深圳大学 | Stud shear key capable of effectively improving welding quality and ductile failure characteristic |
| CN105587075A (en) * | 2016-02-29 | 2016-05-18 | 北京工业大学 | Buckling constraint structure for longitudinal steel bar in plastic-hinge region of reinforced concrete member |
| CN205822588U (en) * | 2016-07-21 | 2016-12-21 | 曹华 | Confined concrete splitting and the peg shear connector of splitting development |
-
2016
- 2016-07-21 CN CN201610604260.9A patent/CN106088469B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO1993022082A1 (en) * | 1992-05-06 | 1993-11-11 | Trw Inc. | Welding stud and method of forming same |
| CN1816672A (en) * | 2003-03-01 | 2006-08-09 | 查尔斯·T·布雷克特 | Wire bolt |
| US20060272251A1 (en) * | 2005-04-13 | 2006-12-07 | Michael Hatzinikolas | Composite floor system with fully-embedded studs |
| WO2007009160A1 (en) * | 2005-07-15 | 2007-01-25 | Fielders Australia Pty Ltd | Shear connector for use in a concrete and steel structure |
| CN103982506A (en) * | 2014-05-16 | 2014-08-13 | 深圳大学 | Stud shear key capable of effectively improving welding quality and ductile failure characteristic |
| CN105587075A (en) * | 2016-02-29 | 2016-05-18 | 北京工业大学 | Buckling constraint structure for longitudinal steel bar in plastic-hinge region of reinforced concrete member |
| CN205822588U (en) * | 2016-07-21 | 2016-12-21 | 曹华 | Confined concrete splitting and the peg shear connector of splitting development |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107366360A (en) * | 2017-07-31 | 2017-11-21 | 湖南大学 | A kind of compound shear connector of steel pipe ultra-high performance concrete |
| CN107366360B (en) * | 2017-07-31 | 2019-04-05 | 湖南大学 | A kind of compound shear connector of steel pipe-ultra-high performance concrete |
| CN109024907A (en) * | 2018-07-26 | 2018-12-18 | 广西大学 | Group nail arrangement assembled steel-precast slab combination beam connecting structure preparation and its construction method |
| CN108677717A (en) * | 2018-08-06 | 2018-10-19 | 同济大学 | A kind of assembled weldering nail connector |
| CN108914781A (en) * | 2018-08-06 | 2018-11-30 | 同济大学 | A kind of connection construction technique for welding nail connector combination beam with assembled |
| CN109930466A (en) * | 2019-04-10 | 2019-06-25 | 西南交通大学 | Steel-ECC- concrete combination beam and preparation method thereof |
| CN111255256A (en) * | 2020-01-22 | 2020-06-09 | 同济大学建筑设计研究院(集团)有限公司 | Construction method for anti-bending reinforced floor slab structure |
| CN112378356A (en) * | 2020-11-12 | 2021-02-19 | 中建八局第三建设有限公司 | Device and method for measuring width of internal crack of concrete |
| CN112378356B (en) * | 2020-11-12 | 2022-02-11 | 中建八局第三建设有限公司 | Device and method for measuring width of internal crack of concrete |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106088469B (en) | 2018-06-05 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106088469B (en) | Confined concrete cleaves and the peg shear connector of splitting development | |
| CN107575257B (en) | The anchoring process of anchor tool system for fibre-reinforced high molecular material bar | |
| CN108193588A (en) | A kind of assembled steel-mixed bondbeam shear connector | |
| CN205822588U (en) | Confined concrete splitting and the peg shear connector of splitting development | |
| JP2008101325A (en) | Connected concrete column | |
| CN104514572A (en) | Rod body connecting device, anchor rod and manufacturing method thereof | |
| CN108396637A (en) | Based on short-line prefabrication assembly girder construction and its construction method | |
| CN207079628U (en) | A kind of open pore steel plate steel reinforced concrete assembling rectangle piping lane section | |
| CN108468379A (en) | A kind of novel precast prestressed continuous beam connecting node of assembly concrete | |
| CN107989190A (en) | A kind of H profile steel beam and the connecting node and the practice of circular section profile steel concrete column | |
| CN110485631A (en) | There is the pretensioned prestressing precast beam of anchor head in a kind of end | |
| CN106801428B (en) | Reinforced tensile-shear PHC pipe pile foundation structure and construction method thereof | |
| CN103924728B (en) | End soap-free emulsion polymeization variable strength reinforced beam | |
| CN210713525U (en) | High-strength wear-resistant slow-bonding prestressed steel strand | |
| CN208219389U (en) | Based on short-line prefabrication assembly girder construction | |
| CN214423121U (en) | Reinforced box girder and transverse series structure thereof | |
| CN202595623U (en) | Combined beam plate structure based on U-shaped channel steel | |
| CN206681260U (en) | A kind of multilayer steel-enclosed concrete members composite coupling beams | |
| CN112049026A (en) | Prefabricated beam section, high early strength UHPC wet joint and long-span beam bridge suspension splicing construction method thereof | |
| CN111910618A (en) | Solid precast pile with foundation pile joint inserted into section steel | |
| KR101585745B1 (en) | Segmental prestressed concrete girder | |
| CN205894491U (en) | Permanent template of ultra high performance concrete cylinder | |
| CA2548508A1 (en) | A structural element | |
| CN108374318A (en) | A kind of steel-ultra-high performance concrete adapter section and preparation method thereof | |
| CN216551907U (en) | Connecting piece for precast pile |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |