CN203603029U - Shearing force connecting piece and composite beam with same - Google Patents

Shearing force connecting piece and composite beam with same Download PDF

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Publication number
CN203603029U
CN203603029U CN201320693689.1U CN201320693689U CN203603029U CN 203603029 U CN203603029 U CN 203603029U CN 201320693689 U CN201320693689 U CN 201320693689U CN 203603029 U CN203603029 U CN 203603029U
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CN
China
Prior art keywords
steel
bolt
slab
concrete slab
embedded
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CN201320693689.1U
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Chinese (zh)
Inventor
于洋
严锐
邓青儿
顾静忠
汤岳飞
张燕
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上海市政工程设计研究总院(集团)有限公司
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Priority to CN201320693689.1U priority Critical patent/CN203603029U/en
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Publication of CN203603029U publication Critical patent/CN203603029U/en

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Abstract

The utility model provides a shearing force connecting piece and a composite beam with the shearing force connecting piece and relates to the technical field of supporting beams in roads, bridges and buildings. The problems that according to an existing composite beam, when prepressing stress is applied to a concrete slab, additional stress is also applied to a shearing force connecting piece, the burden of a steel beam is increased, the application effect of prepressing stress is reduced, and the interface position, of connection of different materials, of the composite beam is poor in stress performance, or a channel is corroded are solved. The shearing force connecting piece comprises an embedded steel plate, wherein at least one high-strength bolt connecting pair is arranged on the embedded steel plate, the high-strength bolt connecting pair at least comprises a bolt, a first clamp nut and a second clamp nut, the first clamp nut is connected to the fixed end of the bolt, the second clamp nut is connected to the free end of the bolt, the composite beam comprises a concrete slab and a plurality of shearing force connecting pieces connected to the bottom of the concrete slab, the fixed end of the bolt is arranged on a steel beam top plate, and the free end of the bolt penetrates through the steel beam top plate and theembedded steel plate and is embedded into the concrete slab. The shearing force connecting piece and the composite beam with the shearing force connecting piece are especially applicable to construction of the supporting beams in the roads, the bridges and the buildings.

Description

A kind of shear connector and containing the compound beam of this shear connector
Technical field
The utility model relates to support beam structure technical field in road and bridge and building, especially a kind of shear connector and the compound beam containing this shear connector.
Background technology
Combining structure is the structure that same cross section or each rod member are made by two or more material, and it,, because of reasonable utilization of materials, the advantage such as convenient of constructing, is able to extensive use in road and bridge and building field.In recent years, the advantages such as combining structure continuous beam is comfortable because driving a vehicle, building height is little, good integrity replace simply supported beam gradually, become the main expression-form of combining structure beam bridge.
But, the concrete in tension of combining structure continuous beam hogging moment area is easy to crack, for head it off, adopt in design at present two kinds of method processing: a kind of method is the concrete slab cracking allowing in structure, but limit its crack width, the reinforcement ratio that normally increases structure makes concrete slab under normal service condition, meet the limit value of crack width, it is strong arrangement of reinforcement method, strong arrangement of reinforcement method relies on the interior a large amount of reinforcing bar bearing tension of the concrete of hogging moment area, allows concrete slab cracking Restricted Crack Width; Another kind method is not allow the concrete slab cracking in structure or allow its few cracking, conventionally adopt the method that applies compressive pre-stress reduce or avoid concrete slab to occur tensile stress, as preloading method, support displacement method, presstressed reinforcing steel method, rear conjugative bridge panel presstressed reinforcing steel method etc.
Wherein, strong arrangement of reinforcement method is only applicable to the construction of Short/Medium Span Bridge while use separately, because of its long-term work with cracking, durability is existed to adverse effect.
Preloading method is that the positive bending moment district of continuous composite beam is first carried out to pouring concrete, and at positive bending moment district layout prefabricating load, to introduce compressive pre-stress in the concrete flange plate of hogging moment area, make the girder steel part of compound beam produce the distortion of equidirectional when becoming bridge, then concreting is carried out in hogging moment area, the compressive pre-stress that removal applies girder steel after concrete reaches design strength, utilizes the restoring force of girder steel to apply prestressing force to concrete, thereby prevents compound beam concrete slab cracking.
Support displacement method is to utilize the vertical displacement of statically-indeterminate structure system central bearing point to come change structure internal force and stress, and then hogging moment area concrete slab is applied to compressive pre-stress, before concreting, the girder steel of intermediate support is carried out to jacking, then concreting, after concrete reaches design strength, fall intermediate support after rise, make hogging moment area concrete slab produce compressive stress.
General presstressed reinforcing steel method has and adopts presstressed reinforcing steel to carry out integral tension to full bridge structure, also has the concrete slab of pair hogging moment area to carry out localized tendon, and this method for stretching carries out after girder steel and concrete slab formation overall structure.
All structures of the compound beam based on conventional of preloading method, support displacement method, general presstressed reinforcing steel method, refer to accompanying drawing 1, this compound beam comprises girder steel 10, cast-in-situ concrete bridge deck 11, socket cap weldering nail shear connector 12, under this structural form, when reaching design strength, concrete slab 11 is just connected to become entirety with girder steel 10, in the time that concrete slab 11 is applied to compressive pre-stress, inevitably also girder steel 10 is applied to subsidiary stress, not only increase the burden of girder steel 10, also weakened the effect of the compressive pre-stress that concrete slab 11 is applied.
Refer to accompanying drawing 2, conjugative bridge panel presstressed reinforcing steel method after adopting, first welding group nail shear connector 22 on girder steel 20, ater-casting 23 is set in concrete slab 21, concrete slab 21 is reached after design strength first with girder steel 20 in released state, only concrete slab 21 is applied to prestressing force, then follow closely the special nothing contraction of the ater-casting 23 places cast high-strength mortar at shear connector 22 places group, make concrete slab 21 and girder steel 20 combinations form combining structure, the later stage of participation structure is stressed.Although this compound beam can be realized, concrete slab 21 is applied separately to compressive pre-stress, and girder steel 20 does not bear any load, but, high-strength mortar and concrete interface are because material and the length of time is different, must leave stressed weak link, and, still can not apply prestressing force to the screed at 23 places, ater-casting.
Refer to accompanying drawing 3, adopt the connector of high-strength bolt 42 as concrete slab 41 and girder steel 40, although can save ater-casting, realize the full section of concrete slab 41 is applied to prestressing force, but it is not tight owing to being connected with the part of girder steel 40 top contacts at concrete slab 41, stay the anticorrosion disadvantageous corrosion passage of girder steel 40, and along with concrete shrinkage and creep, the pretightning force of high-strength bolt 42 is by further loss, the final connection that affects girder steel 40 and concrete slab 41, the method is detected in document, has no practical application.
Summary of the invention
For existing combined beam structure, when concrete slab is applied to compressive pre-stress, inevitably also shear connector is applied to subsidiary stress, not only increase the burden of girder steel, also weakened the effect of the compressive pre-stress that concrete slab is applied, avoided the subsidiary stress to shear connector though ater-casting is set, mortar and concrete linkage interface adhesion strength are poor; And compound beam exists again the problem of stressed weak link or corrosion passage at the linkage interface place of unlike material, the purpose of this utility model is to provide a kind of shear connector and the compound beam containing this shear connector, is particularly useful for compound beam hogging moment area.
The utility model solves the technical scheme that its technical problem adopts: shear connector comprises a pre-embedded steel slab; Described pre-embedded steel slab is provided with at least a set of high strength bolt connection pairs; Described high strength bolt connection pairs at least comprises a bolt, is connected to the clamp nut one of described bolt fixed end, and is connected to the free-ended clamp nut two of described bolt.
Further, the free end of described bolt is also connected with an anchoring nut.
Further, it also comprises a girder steel, and described pre-embedded steel slab is connected with described girder steel by described high strength bolt connection pairs.
The width of described pre-embedded steel slab is greater than the width of the top board of described girder steel.
Preferably, described girder steel is shaped steel, i iron, steel case beam or steel truss girder.
The present invention also provides a kind of technical scheme of the compound beam that contains above-mentioned shear connector, and it comprises a concrete slab; Some described shear connectors that are connected in described concrete slab bottom; In described shear connector, the fixed end of described bolt is positioned at the top board of described girder steel, and the free end of described bolt passes top board and the described pre-embedded steel slab of described girder steel and is embedded in described concrete slab.
Further, the free end of described bolt is also connected with an anchoring nut.
Further, it also comprises some socket cap weldering nails of being located on described pre-embedded steel slab.
In described concrete slab, be provided with prestressed strand.
The edge of the top board contact surface of described pre-embedded steel slab and described girder steel is provided with weld seam.
Effect of the present utility model is:
One, compound beam of the present utility model, in work progress, concrete slab reaches design strength and after the length of time, be closely linked with pre-embedded steel slab, in the time that clamp nut one is not tightened, concrete slab is not connected with girder steel, therefore, can apply prestressing force to concrete slab separately, and girder steel does not bear any imposed load, prestress application efficiency is high.
Two, compound beam of the present utility model, does not need to arrange ater-casting, and the integrated poured moulding of concrete slab can either realize the full section of concrete slab is applied to prestressing force, guarantees concrete slab prestressed stretch-draw effect, has improved again efficiency of construction.
Three, compound beam of the present utility model, aspect material antiseptic, the surface contacting with concrete slab on pre-embedded steel slab adopts machine power polishing, make concrete and the seamless combination of pre-embedded steel slab of cast, other surfaces of pre-embedded steel slab adopt the anticorrosive coating system identical with girder steel external surface, and each joint face of compound beam different materials has all carried out reliable preservative treatment.
Material stressed aspect, concrete slab, pre-embedded steel slab and the girder steel of cast closely connects into an entirety by shear connector, can jointly resist the vertical equity shearing producing under the effect of concrete slab outer load.Concrete slab does not directly contact with girder steel, compare with the compound beam that the top board of girder steel directly contacts with existing concrete slab, in compound beam of the present utility model, only pre-embedded steel slab participates in the prestressed stretch-draw of concrete slab, girder steel can not bear subsidiary stress, has optimized the stress of girder steel.
Four, shear connector of the present utility model adopts high strength bolt connection pairs to connect, anchoring nut thread for increasing shear strength is connected on bolt, high and the welding of the each member bonding strength of shear connector, connector anti-fatigue performance excellence, and constructing operation convenient, easily control.
Accompanying drawing explanation
Fig. 1 is the structural representation of existing socket cap weldering nail shear connector;
Fig. 2 is the structural representation of existing group's nail shear connector;
Fig. 3 is the structural representation of existing another shear connector;
Fig. 4 is the structural representation of the utility model embodiment mono-;
Fig. 5 is the structural representation of the utility model embodiment bis-;
Fig. 6 is one of structural representation of the utility model embodiment tri-;
Fig. 7 be the utility model embodiment tri-structural representation two;
Fig. 8 is longitudinally structural representation when subsection setup not of pre-embedded steel slab in compound beam;
Fig. 9 is structural representation when pre-embedded steel slab longitudinal divisions arranges in compound beam;
Figure 10 a~10d is the schematic diagram of the utility model compound beam construction method;
Figure 11 a~11d is the schematic diagram of another construction method of the utility model compound beam.
The specific embodiment
Be described in further detail to a kind of shear connector the utility model proposes and containing the compound beam of this shear connector below in conjunction with the drawings and specific embodiments.According to the following describes and claims, advantage of the present utility model and feature will be clearer.It should be noted that, accompanying drawing all adopts very the form of simplifying and all uses non-ratio accurately, only in order to convenient, the object of aid illustration the utility model embodiment lucidly.
Embodiment mono-: shear connector 200 of the present utility model is described in conjunction with Fig. 4, it is mainly used in combining structure continuous beam hogging moment area, and it comprises that a pre-embedded steel slab 201, pre-embedded steel slab 201 are provided with the high strength bolt connection pairs 100 that some covers can be connected with girder steel.Above-mentioned high strength bolt connection pairs 100 comprises a bolt 102, be threaded on bolt 102 and be positioned at clamp nut 1 and the clamp nut 2 104 of pre-embedded steel slab 201 both sides, and is sheathed on pad 1 and the pad 2 107 on bolt 102.Wherein, pad 1 is between clamp nut 1 and pre-embedded steel slab 201, and pad 2 107 is between clamp nut 2 104 and pre-embedded steel slab 201.The fixed end of bolt 102 is positioned on girder steel, and the free end of bolt 102 is through the top board of girder steel and the part Transducers Embedded in Concrete plate of pre-embedded steel slab 201.Concrete slab, pre-embedded steel slab 201 and girder steel closely link together by high strength bolt connection pairs 100.
Preferably, in the time that shear connector 200 bears larger pulling capacity, can set up anchoring nut 105 at the free end of the bolt of Transducers Embedded in Concrete plate 102, to increase the pulling test strength of high strength bolt connection pairs 100.
Bolt 102 in high-strength bolt auxiliary connection 100 is big hexagon head bolt or torsional shear type bolt, bolt strength grade is 8.8 grades or 10.9 grades, and the processing such as zinc-plated or phosphatization are all carried out to strengthen its antiseptic power in bolt 102, clamp nut 1 and clamp nut 2 104 surfaces.
Embodiment bis-: shear connector 300 of the present utility model is described in conjunction with Fig. 5, different from embodiment mono-is, the shear connector 300 of the present embodiment also comprises a girder steel 301, and pre-embedded steel slab 201 is connected with girder steel 301 by some cover high strength bolt connection pairs 100.
Further, the width D 1 of pre-embedded steel slab 201 is greater than the width D 2 of girder steel 301 top boards, and pre-embedded steel slab 201 support faces are large, and girder steel 301 upper surfaces are stressed evenly.
Girder steel 301 is shaped steel, i iron, steel case beam or steel truss girder etc.
Further, pre-embedded steel slab 201 adopts and meets the anticorrosive coating system that rubbing surface requires with the top board contact surface of girder steel 301.
Embodiment tri-: in conjunction with Fig. 6 and Fig. 7, the compound beam that contains shear connector 400 of the present utility model is described, it comprises a concrete slab 401, and some shear connectors 300 that is positioned at concrete slab 401 bottoms.In shear connector 300, the fixed end of bolt 102 is positioned at girder steel 301 top board bottom surfaces and is tightened fixingly by clamp nut 1, and the free end of bolt 102 is through girder steel 301 top boards and pre-embedded steel slab 201 be embedded in concrete slab 401.The drilling precision of pre-embedded steel slab 201 and girder steel 301 bolts hole, with high-strength bolt drilling requirement, in the time that compound beam 400 is longer, can suitably be amplified bolt hole according to the longitudinal strain of concrete slab 401.
As shown in Figure 6, the end face of pre-embedded steel slab 201 is close to the bottom surface of concrete slab 401.The surface contacting with concrete slab 401 on pre-embedded steel slab 201 adopts machine power polishing, and other surfaces of pre-embedded steel slab 201 adopt the anticorrosive coating system identical with girder steel 301 external surfaces.In addition, as shown in Figure 7, according to structure needs, pre-embedded steel slab 201 also can be embedded in concrete slab 401, and the bottom surface of pre-embedded steel slab 201 is concordant with the bottom surface of concrete slab 401.
Preferably, as shown in Figure 6, pre-embedded steel slab 201 is provided with weld seam 302 with the edge of the top board contact surface of girder steel 301, while being subject to larger pulling capacity because of shear connector 300, may cause bolt 102 pretightning force losses, rubbing surface frictional force reduces, and therefore, increases weld seam 302 be connected to improve bonding strength between pre-embedded steel slab 201 and girder steel 301 top boards according to force request.
Preferably, be embedded with prestressed strand 402 in concrete slab 401, prestressed strand 402 can adopt the conventional prestressed material such as bar reinforcement, steel strand, and supporting bellows and ground tackle.
Further, as shown in Figure 8 (in figure, A part represents the hogging moment area of compound beam 400), pre-embedded steel slab 201 can adopt the longitudinally form of not segmentation, and pre-embedded steel slab 201 is made up of monoblock steel plate at hogging moment area A, when hogging moment area A length hour, should adopt above-mentioned not segmentation form; Otherwise in the time that the length of hogging moment area A is larger, as shown in Figure 9, pre-embedded steel slab 201 should adopt the form of longitudinal divisions, is convenient to the making of pre-embedded steel slab 201.
Further, as shown in Figure 9, owing to only needing to consider to bear two shearings between member being connected of pre-embedded steel slab 201 and girder steel 301 top boards, and being connected of pre-embedded steel slab 201 and concrete slab 401 born two shearings between member except considering, also require shear connector that enough rigidity is provided.Therefore, can some socket cap weldering nails 302 connectors such as grade be set at pre-embedded steel slab 201 end faces, socket cap weldering nail 302 arranges with bolt 102 intervals, to increase shear stiffness.Simultaneously, bolt 102 horizontal spacings, bolt 102 all should meet bolt 102 and socket cap weldering nail 302 related request separately with distance, the bolt 102 of concrete slab 401 ends with the back gauge of girder steel 301, this designing requirement is prior art content, repeats no more herein.
In conjunction with the construction method of Figure 10 a to Figure 10 d explanation the utility model compound beam 400, the present embodiment is the situation that girder steel casing is larger, and step is as follows:
One, as shown in Figure 10 a, pre-embedded steel slab 201 and high strength bolt connection pairs 100 are installed on girder steel 301, the clamp nut 1 of high strength bolt connection pairs 100 is not tightened (not shown), the part of the not Transducers Embedded in Concrete plate to screw rod 102 is protected, spillage while preventing from operating because of pouring concrete, and affect the connection of clamp nut 1;
Two, as shown in Figure 10 b, set up template 300, make the upper surface of template 300 concordant with the upper surface of pre-embedded steel slab 201, and in template 300 upper end fluid concrete plates 401; As shown in Figure 10 c, treat that concrete slab 401 reaches the design strength after date of reaching the required age, stripping 300, carries out prestressed stretch-draw to concrete slab 401;
Three, as shown in Figure 10 d, connect and tighten clamp nut 1 and pad 1, complete the installation of compound beam 400.
The prestressed stretch-draw operation prior art content of knowing known to those skilled in the art in above-mentioned steps two, therefore be not described in detail.
Further, can set up anchoring nut 105 in the end of the bolt of Transducers Embedded in Concrete plate 401 102, to increase the pulling test strength of high strength bolt connection pairs 100.
Further, compound beam 400 also comprises some socket cap weldering nails 302 that are welded on pre-embedded steel slab 201 end faces.
The end face of pre-embedded steel slab 201 is close to the bottom surface of concrete slab 401, or the bottom surface of pre-embedded steel slab 201 is concordant with the bottom surface of concrete slab 401.The surface contacting with concrete slab 401 on pre-embedded steel slab 201 adopts machine power polishing, and other surfaces of pre-embedded steel slab 201 adopt the anticorrosive coating system identical with girder steel 301 external surfaces.
In above-mentioned steps two, before prestressed stretch-draw, in concrete slab 401, bury prestressed strand 402 underground.
In above-mentioned steps three, according to stressed needs, can, after compound beam 400 installations, weld at pre-embedded steel slab 201 and the edge of the top board contact surface of girder steel 301.
The compound beam construction method of the present embodiment, concrete slab 401 reaches design strength and after the length of time, be closely linked with pre-embedded steel slab 201, in the time that clamp nut 1 is not tightened, concrete slab 401 is not connected with girder steel 301, therefore, can apply prestressing force to concrete slab 401 separately, and girder steel 301 does not bear any imposed load, prestress application efficiency is high.After concrete slab 401 prestressing force pulling process complete, tightening clamp nut 1, that girder steel 301 and concrete slab 401 are connected into is as a whole, jointly participates in stressed.
In conjunction with the construction method of Figure 11 a to Figure 11 d explanation the utility model compound beam 500, the present embodiment is that girder steel casing is less, cannot set up the situation of falsework, compound beam 500 beam bodies can be inverted and be constructed, and step is as follows:
One, as shown in Figure 11 a, first, at prefabricated place concreting plate 501, and will need bolt 102, clamp nut 2 104, pad 2 107 and anchoring nut 105 in Transducers Embedded in Concrete plate 501 to position, one 103(be not shown for clamp nut) do not tighten;
Two,, as shown in Figure 11 b, treat that concrete slab 501 reaches the design strength after date of reaching the required age, and carries out prestressed stretch-draw to concrete slab 501;
Three, as shown in Figure 11 c, girder steel 1 is inverted, make the bolt hole of girder steel one 503 top boards corresponding with bolt 102, tighten clamp nut 1 and pad 1, complete the installation of girder steel 1; As shown in Figure 11 d, the beam body of flip vertical compound beam 500 also completes construction.
Other structure and parameters of the present embodiment are identical with embodiment tetra-, repeat no more herein.
The compound beam construction method of the present embodiment, be the less situation in space in grooved section and case for girder steel 503, adopt the inverted construction method of beam body, can apply prestressing force to concrete slab 501 separately, and girder steel 503 does not bear any imposed load, prestress application efficiency is high, and, the inverted construction method of beam body has been saved the work of setting up case inner support template, easy to operate, quick.
Foregoing description is only the description to the utility model preferred embodiment; the not any restriction to the utility model scope; any change, modification that the those of ordinary skill in the utility model field does according to above-mentioned disclosure, all belong to the protection domain of claims.

Claims (10)

1. a shear connector, is characterized in that, it comprises:
One pre-embedded steel slab;
Described pre-embedded steel slab is provided with at least a set of high strength bolt connection pairs;
Described high strength bolt connection pairs at least comprises a bolt, is connected to the clamp nut one of described bolt fixed end, and is connected to the free-ended clamp nut two of described bolt.
2. shear connector according to claim 1, is characterized in that: the free end of described bolt is also connected with an anchoring nut.
3. shear connector according to claim 1 and 2, is characterized in that: it also comprises a girder steel, and described pre-embedded steel slab is connected with described girder steel by described high strength bolt connection pairs.
4. shear connector according to claim 3, is characterized in that: the width of described pre-embedded steel slab is greater than the width of the top board of described girder steel.
5. shear connector according to claim 3, is characterized in that: described girder steel is shaped steel, i iron, steel case beam or steel truss girder.
6. a compound beam that contains the shear connector described in the arbitrary claim of claim 3 to 5, is characterized in that, it comprises:
One concrete slab;
Some described shear connectors that are connected in described concrete slab bottom;
In described shear connector, the fixed end of described bolt is positioned at the top board of described girder steel, and the free end of described bolt passes top board and the described pre-embedded steel slab of described girder steel and is embedded in described concrete slab.
7. compound beam according to claim 6, is characterized in that: the free end of described bolt is also connected with an anchoring nut.
8. compound beam according to claim 6, is characterized in that: it also comprises some socket cap weldering nails of being located on described pre-embedded steel slab.
9. compound beam according to claim 6, is characterized in that: in described concrete slab, be provided with prestressed strand.
10. compound beam according to claim 6, is characterized in that: the edge of the top board contact surface of described pre-embedded steel slab and described girder steel is provided with weld seam.
CN201320693689.1U 2013-11-05 2013-11-05 Shearing force connecting piece and composite beam with same CN203603029U (en)

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Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103590322A (en) * 2013-11-05 2014-02-19 上海市政工程设计研究总院(集团)有限公司 Shear force connecting part, combination beam comprising same and construction method of combination beam
CN105040880A (en) * 2015-08-06 2015-11-11 中国华西企业股份有限公司 Roof steel structure and construction method thereof
CN105064210A (en) * 2015-08-25 2015-11-18 中铁大桥勘测设计院集团有限公司 Steel-concrete combined structure having corrosion resistant performance and construction method thereof
CN105256713A (en) * 2015-11-03 2016-01-20 苏交科集团股份有限公司 Semi-assembly steel-concrete composite beam and construction method thereof
CN107447921A (en) * 2017-09-13 2017-12-08 清华大学 High ductile steel-the concrete combination beam of detachable assembling type
CN109487698A (en) * 2018-12-07 2019-03-19 东南大学 A kind of steel plate support-skew nailing combined type quickly connects steel-UHPC combined structure system
CN109487699A (en) * 2018-12-07 2019-03-19 东南大学 A kind of steel plate support-skew nailing combined type interface connection steel-UHPC thin plate combined structure system

Cited By (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103590322A (en) * 2013-11-05 2014-02-19 上海市政工程设计研究总院(集团)有限公司 Shear force connecting part, combination beam comprising same and construction method of combination beam
CN103590322B (en) * 2013-11-05 2019-04-05 上海市政工程设计研究总院(集团)有限公司 A kind of shear connector, combination beam and its construction method containing the shear connector
CN105040880A (en) * 2015-08-06 2015-11-11 中国华西企业股份有限公司 Roof steel structure and construction method thereof
CN105064210A (en) * 2015-08-25 2015-11-18 中铁大桥勘测设计院集团有限公司 Steel-concrete combined structure having corrosion resistant performance and construction method thereof
CN105256713A (en) * 2015-11-03 2016-01-20 苏交科集团股份有限公司 Semi-assembly steel-concrete composite beam and construction method thereof
CN107447921A (en) * 2017-09-13 2017-12-08 清华大学 High ductile steel-the concrete combination beam of detachable assembling type
CN109487698A (en) * 2018-12-07 2019-03-19 东南大学 A kind of steel plate support-skew nailing combined type quickly connects steel-UHPC combined structure system
CN109487699A (en) * 2018-12-07 2019-03-19 东南大学 A kind of steel plate support-skew nailing combined type interface connection steel-UHPC thin plate combined structure system
CN109487698B (en) * 2018-12-07 2020-11-27 东南大学 Steel plate support-inclined nail combined type quick connection steel-UHPC combined structure system

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