CN207176503U - Based on the steel fiber reinforced concrete assembled steel bridge panel for bonding setback part - Google Patents
Based on the steel fiber reinforced concrete assembled steel bridge panel for bonding setback part Download PDFInfo
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- CN207176503U CN207176503U CN201720918790.0U CN201720918790U CN207176503U CN 207176503 U CN207176503 U CN 207176503U CN 201720918790 U CN201720918790 U CN 201720918790U CN 207176503 U CN207176503 U CN 207176503U
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Abstract
It is a kind of based on the steel fiber reinforced concrete assembled steel bridge panel for bonding setback part, shear connector is bonded on steel bridge deck cover plate, the fore-and-aft distance between adjacent shear connector is 10cm~20cm, and lateral separation is 8cm~15cm；Cast-in-place very-high performance steel fiber reinforced concrete on steel bridge deck cover plate and shear connector；In the utility model while dead load is weighed, improve structure partial rigidity, reduce that fatigue stress at tired details is horizontal, optimization pave-load layer performance.
Description
Technical field
The utility model belongs to technical field of bridge engineering, and in particular to a kind of based on the steel fibre coagulation for bonding setback part
Steel bridge deck closes in local soil type.The utility model uses Novel steel setback shear connector and bonding connection, realizes assembled steel bridge panel
Design, it is resistance to be mainly used in lifting steel bridge deck fatigue behaviour, improvement steel bridge deck local stiffness, the pave-load layer of raising steel bridge deck
Long property, extend steel bridge deck pave-load layer service life.
Background technology
Orthotropic Steel Bridge Deck because from the advantage such as heavy and light, large carrying capacity, easy for construction in long-span bridge girder construction
It is used widely, but the complicated structure of Orthotropic Steel Bridge Deck introduces many tired details.With traffic transport industry
Developing rapidly, the volume of traffic, car weight and speed all improve constantly, the detection of the Orthotropic Steel Bridge Deck fatigue crack that thus triggers,
Residual Life Calculation, Service safety assessment and maintenance and reinforcement problem can not be ignored.At present, the fatigue of Orthotropic Steel Bridge Deck is opened
Split turns into hot research problem both domestic and external with fatigue life.This is also the invention technical barrier to be solved.
In order to improve the service life of Orthotropic Steel Bridge Deck, domestic scholars with regard to Orthotropic Steel Bridge Deck fatigue,
The problems such as pave-load layer durability, has deployed many research, proposes the design and reinforcement means of serial orthogonal opposite sex steel bridge deck, such as：
(1) bonding steel plate method；(2) light filling concrete in longitudinal rib of remaining silent；(3) weld stud, coagulation local method is overlayed；(4) in steel bridge
Adhesive type steel rod elements etc. near the longitudinal seam of panel bottom.However, existing engineering practice shows, Orthotropic Steel Bridge Deck it is tired
The endurance issues of labor problem of Cracking and pave-load layer thereon are not solved effectively yet, still need to seek more efficiently orthotropic
Steel bridge deck designs and reinforcement means.
The utility model benefits from short life as research mesh to solve the fatigue problem of Orthotropic Steel Bridge Deck and pave-load layer
Mark, by using this new material of very-high performance steel fiber reinforced concrete, new setback shear connector is developed, is proposed based on viscous
Tie the Orthotropic Steel Bridge Deck combination layer design method of new shear connector.Design method in the invention is not increasing knot
While structure is conducted oneself with dignity, structure partial rigidity is improved, reduce that fatigue stress at tired details is horizontal, optimization pave-load layer
Can, the structural shape economical and efficient.
The content of the invention
Technical problem to be solved in the utility model is in the typical case occurred in Orthotropic Steel Bridge Deck structure is overcome
Disease, propose based on very-high performance steel fiber reinforced concrete and bond the assembled steel bridge panel of new setback shear connector.
Technical scheme is used by solving above-mentioned technical problem：Shear connector, phase are bonded on steel bridge deck cover plate
Fore-and-aft distance between adjacent shear connector is 10cm~20cm, and lateral separation is 8cm~15cm；Steel bridge deck cover plate and shearing
Cast-in-place very-high performance steel fiber reinforced concrete on connector；
Above-mentioned shear connector is that cross sectional shape is the isosceles trapezoid steel plate with horizontal edge, the width of horizontal edge
L1 is 40~80mm, and the angle α on isosceles trapezoid hypotenuse and base is 40 °~50 °, a height of 25~35mm of isosceles trapezoid, isosceles
Trapezoidal top margin is 30mm~40mm, and steel plate thickness is 4mm~6mm, and 20mm is provided with the hypotenuse steel plate of isosceles trapezoid
X50mm rectangular aperture, the horizontal edge of isosceles trapezoid steel plate are bonded on steel bridge deck cover plate.
The horizontal edge of isosceles trapezoid steel plate of the present utility model is bonded on steel bridge deck cover plate by epoxide-resin glue.
The thickness of epoxide-resin glue of the present utility model is 2~4mm.
Steel bridge deck cover sheet thickness of the present utility model reduces by 2~4mm on the basis of original design.
Very-high performance steel fiber reinforced concrete pave-load layer of the present utility model, design compression strength are 120MPa~150MPa,
Tensile elastic ultimate strength is about 6MPa~8MPa, and modulus of elasticity is 35~45GPa.
The horizontal edge of shear connector of the present utility model is longitudinally bonded on steel bridge deck cover plate, or lateral bond
On steel bridge deck cover plate, or adjacent two rows shear connector is crisscross is bonded on steel bridge deck cover plate.
The utility model has following beneficial effect relative to prior art：
(1) compared with traditional pave-load layer, in terms of loading characteristic, very-high performance steel fiber reinforced concrete combination paving layer is not
Only compression strength is high, and has tensile strength, meets the complicated positive and negative moment of flexure area force request of Orthotropic Steel Bridge Deck；
In terms of construction, very-high performance steel fiber reinforced concrete mobility is strong, it is easy for construction, need not vibrate, conserve it is convenient；In durability
Aspect, very-high performance steel fiber reinforced concrete mat formation Rotating fields density height, have more superior waterproof, anticorrosion, abrasion performance
Energy.
(2) using shear connector is bonded, very-high performance steel fiber reinforced concrete pave-load layer and steel bridge deck cover plate are realized
Combination Design, make pave-load layer and the common stress of Orthotropic Steel Bridge Deck.With traditional shear connector form and being welded to connect
The manufacture of part is compared, and is bonded shear connector and is avoided due to welding manufacture and introduce new tired details；With peg etc.
Traditional shear connector is compared, and shear connector meets the changeable loading characteristic of the positive and negative moment of flexure of Orthotropic Steel Bridge Deck.Using
Bonding shear connector is combined design, and not only combined effect is good, and convenient and quick construction, cost are low, are easily controlled and apply
Working medium amount.
(3) shear connector can realize pave-load layer and the cooperative bearing of Orthotropic Steel Bridge Deck, effectively improve structure
Local stiffness, improve the stress amplitude of steel bridge deck fatigue details.Strengthen in addition, setback shear connector has to pave-load layer stress
Effect, the fracture open of pave-load layer is also constrained, improve the durability of pave-load layer.
Brief description of the drawings
Fig. 1 is the structural representation of one embodiment of the present utility model.
Fig. 2 is the structural representation of shear connector 2 in Fig. 1.
Fig. 3 is first group of test beam.
Fig. 4 is second group of test beam.
Fig. 5 is No. 1 test beam load-displacement curve.
Fig. 6 is No. 1 test beam load-Relative sliding curve.
Fig. 7 is No. 2 test beam load-displacement curves.
Fig. 8 is No. 2 test beam load-Relative sliding curves.
In figure：1st, steel bridge deck cover plate；2nd, shear connector；3rd, very-high performance steel fiber reinforced concrete pave-load layer.
Embodiment
The utility model is described in further detail with reference to the accompanying drawings and examples, but the utility model is not limited to
These embodiments.
Embodiment 1
In Fig. 1,2, the utility model is based on the steel fiber reinforced concrete assembled steel bridge panel for bonding setback part, in Steel Bridge Deck
Shear connector 2 is bonded on plate cover plate 1, the fore-and-aft distance between adjacent shear connector 2 is 10cm~20cm, lateral separation
For 8cm~15cm；Cast-in-place very-high performance steel fiber reinforced concrete 3 on steel bridge deck cover plate 1 and shear connector 2；
The thickness of the present embodiment epoxide-resin glue is 2~4mm, and the epoxide-resin glue alternative condition of the present embodiment is：(a)
Suitable for stick steel plate and steel plate, steel plate and concrete；(b) it is applied to bridge structure component；(c) compression strength, shearing strength,
Modulus of elasticity, modulus of shearing need to meet structure stress requirement；(d) firm time is not preferably less than 10 hours, to ensure enough apply
Between man-hour.The present embodiment uses western card epoxy resin gluing knot, in terms of feasibility of constructing, the epoxide-resin glue easily mixing and
Construction, available for the concrete surface of moistening, has enough viscosityes；In terms of intensity, the epoxide-resin glue, which has, to be met
The bending resistance of Structural strength calls, shear resistance, and there is high resistance against wear and freedom from vibration；In terms of durability, the epoxy
Ungauged regions after resin adhesive curing, there is good temperature tolerance, and the high creep resistance under long duration load.
Above-mentioned shear connector 2 is that cross sectional shape is the isosceles trapezoid steel plate with horizontal edge, the width of horizontal edge
It is 40 to 80mm to spend L1, and the angle α on isosceles trapezoid hypotenuse and base is 40 °~50 °, a height of 25~35mm of isosceles trapezoid, etc.
The trapezoidal top margin of waist is 30mm~40mm, and steel plate thickness is 4mm~6mm, is provided with the hypotenuse steel plate of isosceles trapezoid
20mmx50mm rectangular aperture, the horizontal edge of isosceles trapezoid steel plate are bonded on steel bridge deck cover plate 1, isosceles trapezoid hypotenuse
Rectangular aperture on steel plate can realize the cast-in-place smooth inflow of very-high performance steel fiber reinforced concrete, ensure cast-in-place very-high performance steel fibre
Concrete compaction is filled in inside shear connector.Fore-and-aft distance between adjacent shear connector 2 is 10cm~20cm, laterally
Distance is 8cm~15cm；The horizontal edge of the shear connector 2 of the present embodiment can be longitudinally bonded on steel bridge deck cover plate 1, or
Person's lateral bond is on steel bridge deck cover plate 1, or adjacent two rows shear connector is crisscross is bonded in steel bridge deck cover plate 1
On；
The very-high performance steel fiber reinforced concrete pave-load layer of the present embodiment, design compression strength are 120MPa~150MPa, are resisted
It is about 6MPa~8MPa to draw proof strength, and modulus of elasticity is 35~45GPa.Compared with conventional concrete pave-load layer, not only
Compression strength is high, and has tensile strength, the very-high performance steel fiber reinforced concrete pave-load layer mobility of the present embodiment by force, have
Self compacting ability, it is not necessary to the advantages that vibrating, while the very-high performance steel fiber reinforced concrete pave-load layer densification of the present embodiment, waterproof,
It is wear-resistant, traditional waterproof layer design can be cancelled；
The material composition of the very-high performance steel fiber reinforced concrete of the present embodiment mainly includes：Cement, silicon ash, normal sand or river
Sand, high efficiency water reducing agent, water, the steel fibre etc. of copper coating.The match ratio of very-high performance steel fiber reinforced concrete is as follows：
Above-mentioned cement is model PO425 cement；The particle distribution range of silicon ash is 0.1~0.15 μm, specific surface area
For 15-27m2/g；The maximum particle diameter of normal sand is respectively less than 0.5mm；Steel fibre for the steel fibre of copper coating a length of 13mm, straight
Footpath is 0.16mm；The western card water reducer of model of water reducer, comprising 2 kinds of components, component A is west card 3301c type high efficiency water reducing agents,
B component is western card microballon powder, and A is used cooperatively with two kinds of components of B can improve water reducer effect；Water is running water.
The very-high performance steel fiber reinforced concrete process for preparation of the present embodiment is as follows：
1st, each dry powder class material is weighed by match ratio, cement, sand, silicon ash, water reducer B component is added forced action type and stirred successively
Mix in machine, dry mixing 5 minutes, mix is uniform, is prepared into siccative.
2nd, the water reducer component A of half, water are added in siccative and is stirred successively, average rate stirs 5~8 minutes.
It is stirred 3. the water reducer component A of remaining half is added in siccative with water, average rate stirs 5~8 points
Clock, stir.
4. continuing average rate stirring, point 3 to 5 addition steel fibres, continue stirring until steel fibre and be uniformly distributed, stop stirring.
The very-high performance steel fiber reinforced concrete that inventor is prepared using the utility model embodiment 1 has carried out compression strength survey
Examination, tensile strength test, various experimental conditions are as follows：
1st, compression strength is tested
Use material mixture ratio of the utility model embodiment 1 and preparation method thereof be prepared into length × width × height for 100mm ×
2 groups of 100mm × 100mm cube specimen, every group 3, plastic covering membrane curing at ambient temperature, wherein the 1st group of examination
The child-bearing period of part is 14 days, and the child-bearing period of the 2nd group of test specimen is 28 days.Using universal press, according to《Test of concrete strength is commented
Calibration is accurate》(GB50107-2010) intensity test method, according to the operating method of universal press, the anti-of test specimen is tested
Compressive Strength.
Result of the test shows：3 test specimens that 1st group of age is 14 days, average axial compressive strength is 130MPa, is converted into
The compression strength of 150mm standard specimens is 123.5MPa, 3 test specimens that the 2nd group of age is 28 days, and average axial compressive strength is
150MPa, the compression strength for being converted into 150mm standard specimens are 142.5MPa.
2nd, tension test
Use material mixture ratio of the utility model embodiment 1 and preparation method thereof prepare growth × width x thickness for 450mm ×
2 groups of 130mm × 30mm test specimen, every group 2, plastic covering membrane curing at ambient temperature, wherein the age of the 1st group of test specimen
Phase is 14 days, and the age of the 2nd group of test specimen is 28 days.Using the tensile strength of ANS electronic tension testers test test specimen.Before experiment
Strain gauge, foil gauge are arranged in the test gauge length section of test specimen.Tension test, examination are carried out to test specimen by the operating method of instrument
Test result to show, the average tensile elastic strength of the 1st group of 2 test specimens is 3.9MPa, and average tensile ultimate strength is 6.8MPa；It is right
After the test of 2nd group of test specimen, 1 sample is due to operating reason, and damage -form is invalid, and the tensile elastic of another 1 effective test specimen is strong
It is 7.8MPa to spend for 4.9MPa, ultimate tensile intensity.Using the experiment of the steel bridge deck of design method of the present utility model manufacture
Research is as follows：
Embodiment 2
With 1m3Very-high performance steel fiber reinforced concrete exemplified by, in 1m3Very-high performance steel fiber reinforced concrete in by following matter
Measure proportioning material into：
Above-mentioned cement is model PO425 cement；The particle distribution range of silicon ash is 0.1~0.15 μm, specific surface area
For 15~27m2/g；The maximum particle diameter of normal sand is respectively less than 0.5mm；Steel fibre for copper coating steel fibre a length of 13mm,
A diameter of 0.16mm；The western card water reducer of model of water reducer, comprising 2 kinds of components, A components are the west card efficient diminishing of 3301c types
Agent, B component are western card microballon powder, and A is used cooperatively with two kinds of components of B can improve water reducer effect；Water is running water.
Its preparation method is same as Example 1 as follows.
Embodiment 3
With 1m3Very-high performance steel fiber reinforced concrete exemplified by, in 1m3Very-high performance steel fiber reinforced concrete in by following matter
Measure proportioning material into：
Above-mentioned cement is model PO425 cement；The particle distribution range of silicon ash is 0.1~0.15 μm, specific surface area
For 15-27m2/g；The maximum particle diameter of normal sand is respectively less than 0.5mm；Steel fibre for the steel fibre of copper coating a length of 13mm, straight
Footpath is 0.16mm；The western card water reducer of model of water reducer, comprising 2 kinds of components, component A is west card 3301c type high efficiency water reducing agents,
B component is western card microballon powder, and A is used cooperatively with two kinds of components of B can improve water reducer effect；Water is running water.
Its preparation method is same as Example 1.
In order to verify the validity of design method that the utility model proposed, carry out and bond the orthogonal different of shear connector
Property steel bridge deck combination layer design method experimental study.
Orthotropic Steel Bridge Deck cover plate can be considered the continuous beam being supported on U ribs, in the presence of vehicle wheel load, undertake
The alternating action of sagging moment and hogging moment.Therefore devise 2 groups of test beams with simulate sagging moment, hogging moment area stressing conditions.The
The compression flange of battery of tests beam uses UHPFRC, and tension flange uses steel plate；The tension flange of second group of test beam uses
UHPFRC, compression flange use steel plate.
In order to improve the bending strength of very-high performance steel fiber reinforced concrete combination layer, the utility model proposes one kind shearing to connect
The design of fitting.Using the group pasted on epoxy resin tack coat between shear connector real simulation UHPFRC and steel deck-plate
Effect is closed, a shear connector is bonded in the middle part of steel plate.
To prevent from sliding between very-high performance steel fiber reinforced concrete and Shear connection in loading procedure, Shear connection
Part 2 is that cross sectional shape is the isosceles trapezoid steel plate with horizontal edge, and the width L1 of horizontal edge is 75mm, isosceles trapezoid hypotenuse
It is 49 °, a height of 30mm of isosceles trapezoid with the angle α on base, the top margin of isosceles trapezoid is 40mm, steel plate thickness 4mm, etc.
20x 50mm are provided with the trapezoidal hypotenuse steel plate of waist2Rectangular aperture, the horizontal edge of isosceles trapezoid steel plate is bonded in steel bridge
On panel cover plate, Shear connection is made by the cast-in-place very-high performance steel fiber reinforced concrete of rectangular aperture on isosceles trapezoid hypotenuse steel plate
Connected between part and cast-in-place very-high performance steel fiber reinforced concrete closely knit.
First group of test beam loading such as Fig. 3, second group of test beam loading such as Fig. 4.4 test beams of processing and manufacturing are surveyed
Examination, the specific physical dimension of test beam such as table 1 below.
The test beam size table (unit of table 1：mm)
The result of the test of first group of test beam：
The bending resistance process of No. 1 test beam can be represented with load and sag curve, load-Relative sliding curve, see Fig. 5,6.
Load from 0 be loaded into 35kN when, steel plate and UHPFRC are without Relative sliding.Load from 33kN be loaded into 75kN (steel plate surrender) when,
Load-displacement curve is linear increase, and Relative sliding increases to 0.4mm from 0.065mm.Load is loaded into 95.5kN (steel from 75kN
Plate ultimate load) when, load-displacement curve is linear increase, and Relative sliding increases to 0.6mm from 0.4mm.When steel plate surrender with
Afterwards, naked eyes are it is observed that crack and stripping.Load from 95.5kN be loaded into 106kN (ultimate bearing capacity) when, load-displacement is bent
Line is non-linear growth, and Relative sliding increases to 1.17mm from 0.6mm, and nonlinear curve indicates stress redistribution.When relative
Displacement from 1.0mm rise to 1.7mm when, load maintains a period of time, during which tie-layer interface peeling in ultimate bearing capacity
Seriously, crack extension is obvious.After ultimate bearing capacity, load load shedding to 100kN, relative displacement quickly rises to from 1.7mm
4.3mm, mid-span deflection rise to 19.5mm from 5.8mm.
From No. 1 test beam load-Relative sliding curve, before test beam steel deck-plate is surrendered, the UHPFRC edges of a wing
Relative sliding numerical value between steel deck-plate is almost 0, it was demonstrated that therebetween with good combined effect.With continuing plus
Carry, steel deck-plate enters the material reinforcement stage, and relative deformation therebetween is continuously increased, so as to promote combination layer to fail.From examination
Test result to understand, the unitized designing method based on epoxy resin tack coat+shear connector occurs surrender in cover plate and surrenders it
Before be respectively provided with stable combined effect, meet the force request of orthotropic steel bridge deck.If UHPFRC combination layers are not considered
The steel plate transverse yield strength of contribution, identical size and loading condition is 45kN.Consider the contribution of UHPFRC combination layers, No. 1 examination
Test beam anti-bending bearing capacity is 95kN when testing the steel deck-plate surrender of beam.It can be seen that based on epoxy resin tack coat and shear connector
Unitized designing method sample bearing capacity can be made to improve 2.11 times, demonstrate the utility model and propose having for design method
Effect property.
The result of the test of second group of test beam：
The bending resistance process of No. 2 test beams can be represented with load and sag curve, load-Relative sliding curve, see Fig. 7,8.
When being loaded into 64kN, there is the sound in test beam, and visible crack occurs in bottom.When load reaches 90kN, test beam persistently goes out
The existing sound.When load increases to 120kN, crack extends through top from UHPFRC bottoms, and cracking sound persistently occurs.Load afterwards
Obvious crack can be observed to 110kN, span centre bottom in Condition of Sudden Unloading.Then load increases to and maintains 120kN again, and span centre is scratched
Degree rises to 8.6mm from 5.4mm.Final fracture open, sample beam destroy.
From No. 2 test beam load-Relative sliding curves, before test beam steel deck-plate is surrendered, the UHPFRC edges of a wing
Relative sliding numerical value between steel deck-plate is almost 0, it was demonstrated that therebetween with good combined effect.With continuing plus
Carry, steel deck-plate enters the material reinforcement stage, and relative deformation therebetween is continuously increased, so as to promote combination layer to fail.From examination
Test result to understand, the unitized designing method based on epoxy resin tack coat is respectively provided with stabilization before surrender and surrender occur for cover plate
Combined effect, meet the force request of orthotropic steel bridge deck.
If not considering the contribution of UHPFRC combination layers, the steel plate transverse yield strength of identical size and loading condition is
63kN.Consider the contribution of UHPFRC combination layers, test beam anti-bending bearing capacity is 75kN when the steel deck-plate of No. 2 test beams is surrendered.Can
See, the UHPFRC combination layers design method based on tack coat can make sample bearing capacity improve 1.14 times, demonstrate this practicality
The validity of new proposed design method.
Claims (6)
- It is 1. a kind of based on the steel fiber reinforced concrete assembled steel bridge panel for bonding setback part, it is characterised in that：In steel bridge deck cover plate Upper cohesive shear connector, the fore-and-aft distance between adjacent shear connector are 10cm~20cm, lateral separation be 8cm~ 15cm；Cast-in-place very-high performance steel fiber reinforced concrete on steel bridge deck cover plate and shear connector；Above-mentioned shear connector is that cross sectional shape is the isosceles trapezoid steel plate with horizontal edge, and the width L1 of horizontal edge is The angle α on 40~80mm, isosceles trapezoid hypotenuse and base is 40 °~50 °, a height of 25~35mm of isosceles trapezoid, isosceles trapezoid Top margin be 30mm~40mm, steel plate thickness is 4mm~6mm, and 20mmx50mm square is provided with the hypotenuse steel plate of isosceles trapezoid Shape opening, the horizontal edge of isosceles trapezoid steel plate are bonded on steel bridge deck cover plate.
- It is 2. according to claim 1 based on the steel fiber reinforced concrete assembled steel bridge panel for bonding setback part, it is characterised in that： The horizontal edge of described isosceles trapezoid steel plate is bonded on steel bridge deck cover plate by epoxide-resin glue.
- It is 3. according to claim 2 based on the steel fiber reinforced concrete assembled steel bridge panel for bonding setback part, it is characterised in that： The thickness of described epoxide-resin glue is 2~4mm.
- It is 4. according to claim 1 based on the steel fiber reinforced concrete assembled steel bridge panel for bonding setback part, it is characterised in that： Described steel bridge deck cover sheet thickness reduces by 2~4mm on the basis of original design.
- It is 5. according to claim 1 based on the steel fiber reinforced concrete assembled steel bridge panel for bonding setback part, it is characterised in that： Described very-high performance steel fiber reinforced concrete pave-load layer, design compression strength are 120MPa~150MPa, and the tensile elastic limit is strong It is 35~45GPa to spend for 6MPa~8MPa, modulus of elasticity.
- It is 6. according to claim 1 based on the steel fiber reinforced concrete assembled steel bridge panel for bonding setback part, it is characterised in that： The horizontal edge of described shear connector is longitudinally bonded on steel bridge deck cover plate, or lateral bond is in steel bridge deck cover plate On, or adjacent two rows shear connector is crisscross is bonded on steel bridge deck cover plate.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107201720A (en) * | 2017-07-27 | 2017-09-26 | 长安大学 | Based on the steel fiber reinforced concrete assembled steel bridge panel for bonding setback part |
| CN109736200A (en) * | 2018-12-07 | 2019-05-10 | 东南大学 | A kind of steel-UHPC thin plate combined structure system of steel plate support-cluster skew nailing quick assembling |
| CN109736197A (en) * | 2018-12-07 | 2019-05-10 | 东南大学 | A kind of steel plate support-skew nailing cluster formula interface connection steel-UHPC thin plate combined structure system |
| US10895170B2 (en) | 2018-10-22 | 2021-01-19 | Raytheon Technologies Corporation | Shear wave resistant flange assembly |
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2017
- 2017-07-27 CN CN201720918790.0U patent/CN207176503U/en active Active
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107201720A (en) * | 2017-07-27 | 2017-09-26 | 长安大学 | Based on the steel fiber reinforced concrete assembled steel bridge panel for bonding setback part |
| US10895170B2 (en) | 2018-10-22 | 2021-01-19 | Raytheon Technologies Corporation | Shear wave resistant flange assembly |
| CN109736200A (en) * | 2018-12-07 | 2019-05-10 | 东南大学 | A kind of steel-UHPC thin plate combined structure system of steel plate support-cluster skew nailing quick assembling |
| CN109736197A (en) * | 2018-12-07 | 2019-05-10 | 东南大学 | A kind of steel plate support-skew nailing cluster formula interface connection steel-UHPC thin plate combined structure system |
| CN109736200B (en) * | 2018-12-07 | 2020-11-27 | 东南大学 | Steel-UHPC sheet combination structure system for quickly assembling steel plate support-cluster inclined nail |
| CN109736197B (en) * | 2018-12-07 | 2020-11-27 | 东南大学 | Steel plate support-inclined nail cluster type interface connection steel-UHPC (ultra high performance polycarbonate) thin plate combined structure system |
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