CN101892626A - Steel pipe concrete flange combining beam with concrete fender - Google Patents
Steel pipe concrete flange combining beam with concrete fender Download PDFInfo
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Abstract
The invention relates to a steel pipe concrete flange combining beam with a concrete fender. A web is arranged in the length direction of a lower fender; the front surface and the back surface of the web are provided with stiffening ribs; the upper end of the web is provided with a steel pipe concrete upper flange formed by pouring self-compacting concrete in a steel pipe; and the upper end of a rectangular steel pipe concrete upper flange is provided with a concrete upper fender. The steel pipe of the rectangular steel pipe concrete upper flange is a rectangular steel pipe, and the cross section is in a rectangular annular shape. The web is in a trapezoidal waveform or sinusoidal waveform or planform shape. The invention can replace the traditional hot rolling I-steel and H-steel combining beam and a welding I-steel combining beam, has the advantages of convenient construction, light deadweight, large bearing capacity, high torsion rigidity, high ductility, and the like, is a combining structure which can fully exert the advantages of two materials of structural steel and high-performance concrete and has favorable application prospect in bridge and structure engineering.
Description
Technical field
The invention belongs to steel bridge and steel-concrete combined structure technical field, be specifically related to concrete filled steel tube flange combining beam with concrete flange plate.
Background technology
The tradition steel-concrete combined structure can be divided into two big classes by its loading characteristic, comprises based on the steel-concrete composite beam that is subjected to bend with based on the encased structures of pressurized.Steel-concrete composite beam typically refer to will the band steel plate edge of a wing common girder steel and concrete slab combination, be connected to the flexural member of integral body between the two by shear connector, compound beam have building height little, from advantages such as heavy and light, bearing capacity height, rigidity are big.But there are the following problems for common Steel-Concrete Composite Sections: first, local buckling can appear during the wing plate pressurized of hot rolling i iron, H shaped steel and welding i section steel beam, for avoiding pressurized wing plate local buckling, it is stressed to take construction measure to improve wing plate, so often causes complex structure, construction inconvenience; The second, traditional steel-concrete composite beam is not fully exerted in order to make the bottom flange strength of materials, and the distance that must will go up the bottom flange widens, and the too high stable problem of web that will make of web becomes very outstanding.When if the stable problem of web and compression flange becomes the principal element of control design, can make design become uneconomical.
Concrete filled steel tube is a kind of combining structure form that fill concrete forms in steel pipe, and because of it has the good pressure resistance energy, at stake, the post of building structure, fields such as the arch rib of bridge construction, bridge pier have obtained extensive use.The cuff effect of concrete filled steel tube by steel pipe makes concrete be in the three dimension stress state to improve structural bearing capacity, utilize concrete filled to strengthen the local stability of steel pipe walls simultaneously, but the bending resistance efficient that single pipe cuts section bar is lower.
In patent of getting permission and having accepted and domestic and foreign literature, also do not find at present the top flange steel plate of steel-concrete composite beam example with the concrete filled steel tube replacement.Research and discussion replace the dull and stereotyped steel edge of a wing of traditional hot rolling i iron, H shaped steel and welding H-bar compound beam with concrete filled steel tube, form the concrete filled steel tube flange combining beam of band concrete flange plate, and then be applied to steel bridge and steel-concrete combined structure technical field, be those skilled in the art's goal in research.
Summary of the invention
Technical problem to be solved by this invention is to overcome the shortcoming of above-mentioned steel-concrete composite beam and concrete filled steel tube, provides that a kind of rational in infrastructure, simple structure, stress performance are superior, the concrete filled steel tube flange combining beam of the band concrete flange plate of easy construction.
Solving the problems of the technologies described above the technical scheme that is adopted is: the length direction at lower wing plate is provided with web, the front and rear surfaces of web is provided with stiffening rib, be provided with the concrete filled steel tube top flange that the cast self-compacting concrete constitutes in the steel pipe in the upper end of web, be provided with the concrete upper flange in upper end, concrete-filled rectangular steel tube top flange.The steel pipe of concrete-filled rectangular steel tube of the present invention top flange is a rectangular steel pipe, and cross section is a rectangular ring.Web of the present invention be shaped as ladder twists and turns or sinusoidal waveform or planar shaped.
The horizontal section of ladder twists and turns web of the present invention is the ladder twists and turns curve that the trapezoid and the trapezoidal head and the tail that fall are connected as a single entity.
Trapezoid of the present invention is positive isosceles trapezoid, falls trapezoidal for falling isosceles trapezoid.
The upper base of positive isosceles trapezoid of the present invention is 1: 2～4 with the ratio of going to the bottom, and the angle α on hypotenuse and base is 30 °～45 °, and the isosceles trapezoid of falling is opposite with the geometry equidirectional of positive isosceles trapezoid, wave height H
1Value is 3/10～3/5 of a lower wing plate width.
The cross section of sinusoidal waveform web of the present invention is a sinusoidal waveform profile, and the equation of sinusoidal waveform profile is:
y＝(H
2/2)sin(2πx/L
2)
In the formula: H
2Be wave height, L
2Be wavelength, y, x are the coordinate figure of sinusoidal waveform profile calculation level.
Wave height H of the present invention
2Value is 3/10～3/5 of lower wing plate 3 width, and wavelength is 180mm～2400mm.
The length of lower wing plate of the present invention is that 1200mm～60000mm, width are that 100mm～700mm, thickness are 10mm～50mm.The thickness of web is 3mm～16mm, highly for 200mm～2500mm.The thickness of stiffening rib is 4mm～16mm.The outer wide of the rectangular steel pipe of concrete-filled rectangular steel tube top flange is 100mm～700mm, outer high for 60mm～200mm, thickness of pipe wall are 3mm～16mm, and it is wider than outer height at home and abroad.The length of concrete upper flange is 1200mm～60000mm, wide for 500mm～2500mm, thickness are 60mm～250mm, wherein grows up in wide.
The present invention replaces the dull and stereotyped steel top flange of conventional composite beam with rectangular steel pipe, and at steel duct filling high performance flowing concrete, make the girder steel part of compound beam also become compound beam, significantly improve the torsional stiffness of compound beam, reduced the quantity of interim supporting member in crossbeam quantity and the work progress; Avoid in the work progress girder steel to be subjected to the locating back edge of a wing that cripling takes place, guaranteed the construction safety of structure, simplified construction technology.When the related structural limits bearing capacity of evidence this patent begins to surrender for the bottom flange steel plate 1.47 times of the load of structure correspondence, cripling did not appear in the web of structure when the bottom flange steel plate began to surrender, and flexural bending takes place when test beam reaches capacity bearing capacity destroy.Studies show that the simply supported beam of same design standard adopts the concrete filled steel tube flange combining beam of band concrete flange plate light by 10% from the anharmonic ratio conventional composite beam.The present invention has easy construction, from heavy and light, bearing capacity is big, torsional stiffness is big, ductility is good characteristics, also be a kind of novel combining structure that more can give full play to structural iron and two kinds of material advantages of high performance concrete simultaneously, in bridge and Structural Engineering, have good application prospects.
Description of drawings
Fig. 1 is the front view of the embodiment of the invention 1.
Fig. 2 is the left view of Fig. 1.
Fig. 3 is the A-A sectional view of Fig. 1.
Fig. 4 is the front view of the embodiment of the invention 5.
Fig. 5 is the left view of Fig. 4.
Fig. 6 is the B-B sectional view of Fig. 4.
Fig. 7 is the structural representation of sinusoidal waveform web 2.
Fig. 8 is load-deflection curve of embodiment 1.
Fig. 9 is that the longitudinal strain of embodiment 1 is along the deck-molding distribution curve.
Figure 10 is shearing-deflection curve of embodiment 2.
Figure 11 is that the shearing strain of embodiment 2 is along the deck-molding distribution curve.
Figure 12 is load-deflection curve of embodiment 5.
Figure 13 is that the longitudinal strain of embodiment 5 is along the deck-molding distribution curve.
Figure 14 is embodiment 6 shearings-deflection curve.
Figure 15 is that embodiment 6 shearing strains are along the deck-molding distribution curve.
The specific embodiment
Below in conjunction with drawings and Examples the present invention is described in further detail, but the invention is not restricted to these embodiment.
In Fig. 1, Fig. 2, Fig. 3, the concrete filled steel tube flange combining beam of the band concrete flange plate of present embodiment is connected and composed by concrete-filled rectangular steel tube top flange 1, web 2, lower wing plate 3, stiffening rib 4, concrete upper flange 5, peg 6.
The lower wing plate 3 of present embodiment is that the long 4332mm of being, width are that 200mm, thickness are the rectangular steel plates of 14mm, being welded with thickness at lower wing plate 3 length directions is 4mm, highly is the web 2 of 4332mm for 306mm, length, web 2 is vertical with lower wing plate 3, the web 2 of present embodiment be shaped as the ladder twists and turns structure, the horizontal section is the ladder twists and turns curve that the positive isosceles trapezoid and the isosceles trapezoid of falling are connected as a single entity from beginning to end, positive isosceles trapezoid upper base is 1: 2.6 with the ratio of going to the bottom, and the angle α on hypotenuse and base is 37 ° of (wave height H
1Be 96mm, wavelength L
1Be 576mm).On the front and rear surfaces of web 2, be welded with stiffening rib 4, stiffening rib 4 is vertical, vertical with web 2 with lower wing plate 3, the width of stiffening rib 4 is that 58mm, thickness are 12mm, spacing with reference to " Code for design of steel structures " (GB50017--2003) or " highway bridge and culvert steel work and Code for design of timber structures " (JTJ 025-86) design.Be welded to connect concrete-filled rectangular steel tube top flange 1 in the upper end of web 2, concrete-filled rectangular steel tube top flange 1 is to be respectively by wide, outer height, thickness of pipe wall outside that the cast self-compacting concrete constitutes in the rectangular steel pipe of 160mm, 80mm, 4mm, the cross section of rectangular steel pipe is the rectangle circulus, and the raw material mass ratio of self-compacting concrete is as follows:
In every cubic meter of concrete, the mass ratio of cement and flyash, sand, rubble, water is 360: 90: 651: 1050: 227.75, the water reducing agent model of adding is HSP-GX, produce by Hengsheng, Shaanxi Admixture Co., Ltd, the incorporation of water reducing agent be cement and flyash quality and 0.85%.
End face in concrete-filled rectangular steel tube top flange 1 is fixedly connected with concrete upper flange 5 with peg 6, concrete upper flange 5 is a reinforced concrete structure, the length and width of concrete upper flange 5, thickness are respectively 4332mm, 600mm, 80mm, and concrete upper flange 5 can be prefabricated, but also cast in situs.During precast concrete upper flange 5, the lower end of peg 6 is connected with the end face of concrete-filled rectangular steel tube top flange 1 by welding, reserve connecting hole on the concrete upper flange 5, concrete upper flange 5 is placed on the end face of concrete-filled rectangular steel tube top flange 1, then fluid concrete in preformed hole.When adopting the concrete filled steel tube flange combining beam formation structural entity of a plurality of band concrete flange plates, the horizontal connection that necessity need be set is.
The lower wing plate 3 of present embodiment is that the long 1452mm of being, width are that 200mm, thickness are the rectangular steel plates of 14mm, being welded with thickness at lower wing plate 3 length directions is 4mm, highly is the web 2 of 1452mm for 306mm, length, web 2 is vertical with lower wing plate 3, the web 2 of present embodiment be shaped as the ladder twists and turns structure, the horizontal section is the ladder twists and turns curve that the positive isosceles trapezoid and the isosceles trapezoid of falling are connected as a single entity from beginning to end, the upper base of positive isosceles trapezoid is 1: 2.6 with the ratio of going to the bottom, and the angle α on hypotenuse and base is 37 ° of (wave height H
1Be 96mm, wavelength L
1Be 576mm).On the front and rear surfaces of web 2, be welded with stiffening rib 4, stiffening rib 4 is vertical, vertical with web 2 with lower wing plate 3, the width of stiffening rib 4 is that 58mm, thickness are 12mm, spacing with reference to " Code for design of steel structures " (GB50017--2003) or " highway bridge and culvert steel work and Code for design of timber structures " (JTJ 025-86) design.Be welded to connect concrete-filled rectangular steel tube top flange 1 in the upper end of web 2, concrete-filled rectangular steel tube top flange 1 is to be respectively by wide, outer height, thickness of pipe wall outside that the cast self-compacting concrete constitutes in the rectangular steel pipe of 160mm, 80mm, 4mm, and the cross section of rectangular steel pipe is the rectangle circulus.The concrete upper flange 5 that 1 top, concrete-filled rectangular steel tube top flange connects is armored concrete slabs that length and width, thickness are respectively 1452mm, 600mm, 80mm.The annexation of other parts and parts is identical with embodiment 1.
The lower wing plate 3 of present embodiment is that the long 1200mm of being, width are that 100mm, thickness are the rectangular steel plates of 10mm, being welded with thickness at lower wing plate 3 length directions is 3mm, highly is the web 2 of 1200mm for 200mm, length, web 2 is vertical with lower wing plate 3, the web 2 of present embodiment be shaped as the ladder twists and turns structure, the horizontal section is the ladder twists and turns curve that the positive isosceles trapezoid and the isosceles trapezoid of falling are connected as a single entity from beginning to end, the upper base of positive isosceles trapezoid is 1: 4 with the ratio of going to the bottom, and the angle α on hypotenuse and base is 30 ° of (wave height H
1Be 30mm, wavelength L
1Be 173.2mm).The thickness of stiffening rib 4 is 4mm.The upper end of web 2 has been welded to connect concrete-filled rectangular steel tube top flange 1, concrete-filled rectangular steel tube top flange 1 is to be respectively by wide, outer height, thickness of pipe wall outside that the cast self-compacting concrete constitutes in the rectangular steel pipe of 100mm, 60mm, 3mm, the cross section of rectangular steel pipe is the rectangle circulus, and the raw material of self-compacting concrete and mass ratio thereof are identical with embodiment 1.The concrete upper flange 5 that 1 top, concrete-filled rectangular steel tube top flange connects is armored concrete slabs that length and width, thickness are respectively 1200mm, 500mm, 60mm.The annexation of other parts and parts is identical with embodiment 1.
The lower wing plate 3 of present embodiment is that the long 60000mm of being, width are that 700mm, thickness are the rectangular steel plates of 50mm, being welded with thickness at lower wing plate 3 length directions is 16mm, highly is the web 2 of 60000mm for 2500mm, length, web 2 is vertical with lower wing plate 3, the web 2 of present embodiment be shaped as the ladder twists and turns structure, the horizontal section is the ladder twists and turns curve that the positive isosceles trapezoid and the isosceles trapezoid of falling are connected as a single entity from beginning to end, the upper base of positive isosceles trapezoid is 1: 2 with the ratio of going to the bottom, and the angle α on hypotenuse and base is 45 ° of (wave height H
1Be 420mm, wavelength L
1Be 2520mm).The thickness of stiffening rib 4 is 16mm.The upper end of web 2 has been welded to connect concrete-filled rectangular steel tube top flange 1, concrete-filled rectangular steel tube top flange 1 is to be respectively by wide, outer height, thickness of pipe wall outside that the cast self-compacting concrete constitutes in the rectangular steel pipe of 700mm, 200mm, 16mm, the cross section of rectangular steel pipe is the rectangle circulus, and the raw material of self-compacting concrete and mass ratio thereof are identical with embodiment 1.The upper flange 5 that 1 top, concrete-filled rectangular steel tube top flange connects is armored concrete slabs that length and width, thickness are respectively 60000mm, 2500mm, 250mm.The annexation of other parts and parts is identical with embodiment 1.
Present embodiment changes the shape of above embodiment 1 median ventral plate 2 into the plane slab structure, and Fig. 4, Fig. 5 have provided the front view and the left view of present embodiment respectively, and Fig. 6 has provided the horizontal section structural representation of flat web 2.Web 2 is the slabbed construction of thickness 4mm, height 306mm, length 4332mm.The raw material and the mass ratio thereof of the self-compacting concrete of cast are identical with embodiment 1 in the steel pipe of concrete-filled rectangular steel tube top flange 1.The annexation of other parts and parts is identical with embodiment 1.
Present embodiment changes the shape of above embodiment 2 median ventral plates 2 into the plane slab structure, and Fig. 6 has provided the horizontal section structural representation of flat web 2.Web 2 is the slabbed construction of thickness 4mm, height 306mm, length 1452mm.The raw material and the mass ratio thereof of the self-compacting concrete of cast are identical with embodiment 1 in the steel pipe of concrete-filled rectangular steel tube top flange 1.The annexation of other parts and parts is identical with embodiment 2.
Embodiment 7
Present embodiment changes the shape of above embodiment 3,4 median ventral plates 2 into the plane slab structure, and Fig. 6 has provided the horizontal section structural representation of flat web 2.The raw material and the mass ratio thereof of the self-compacting concrete of cast are identical with embodiment 1 in the steel pipe of concrete-filled rectangular steel tube top flange 1.The annexation of other parts and parts is identical with respective embodiments.
Embodiment 8
Present embodiment changes the shape of embodiment 1 median ventral plate 2 into sinusoidal wave structure, and Fig. 7 has provided the structural representation of sinusoidal waveform web 2.The horizontal section of web 2 is a sinusoidal waveform profile, and the equation of sinusoidal waveform profile is:
y＝(H
2/2)sin(2πx/L
2)
In the formula: H
2Be wave height, value is 96mm; L
2Be wavelength, value is 576mm; Y, x are the coordinate figure of sinusoidal waveform profile calculation level, and the coordinate-system of sinusoidal waveform profile as shown in Figure 7.The steel pipe of concrete-filled rectangular steel tube top flange 1 is a rectangular steel pipe, and cross section is the rectangle circulus, and the raw material and the quality proportioning thereof of the self-compacting concrete of cast are identical with embodiment 1 in the rectangular steel pipe of concrete-filled rectangular steel tube top flange 1.The geometry of other parts, parts and the annexation of parts are identical with embodiment 1.
Embodiment 9
Present embodiment changes the shape of above embodiment 3 median ventral plates 2 into sinusoidal wave structure, and Fig. 7 has provided the structural representation of sinusoidal waveform web 2, and the horizontal section of web 2 is a sinusoidal waveform profile, and the equation of sinusoidal waveform profile is:
y＝(H
2/2)sin(2πx/L
2)
In the formula: H
2Be wave height, value is 30mm; L
2Be wavelength, value is 180mm; Y, x are the coordinate figure of sinusoidal waveform profile calculation level, and the coordinate-system of sinusoidal waveform profile as shown in Figure 7.The steel pipe of concrete-filled rectangular steel tube top flange 1 is a rectangular steel pipe, and cross section is the rectangle circulus, and the raw material and the quality proportioning thereof of the self-compacting concrete of cast are identical with embodiment 1 in the rectangular steel pipe of concrete-filled rectangular steel tube top flange 1.The geometry of other parts, parts and the annexation of parts are identical with embodiment 3.
Present embodiment changes the shape of above embodiment 4 median ventral plates 2 into sinusoidal wave structure, and Fig. 7 has provided the structural representation of sinusoidal waveform web 2.The geometry of lower wing plate 3 is identical with embodiment 4 in the present embodiment, and the horizontal section of web 2 is a sinusoidal waveform profile, and the equation of sinusoidal waveform profile is:
y＝(H
2/2)sin(2πx/L
2)
In the formula: H
2Be wave height, value is 420mm; L
2Be wavelength, value is 2400mm; Y, x are the coordinate figure of sinusoidal waveform profile calculation level, and the coordinate-system of sinusoidal waveform profile as shown in Figure 7.The steel pipe of concrete-filled rectangular steel tube top flange 1 is a rectangular steel pipe, and cross section is the rectangle circulus, and the raw material and the quality proportioning thereof of the self-compacting concrete of cast are identical with embodiment 1 in the rectangular steel pipe of concrete-filled rectangular steel tube top flange 1.The geometry of other parts, parts and the annexation of parts are identical with embodiment 4.
In order to verify beneficial effect of the present invention, the inventor experimentizes according to the structure of the concrete filled steel tube flange combining beam (being called for short test beam during test) of the embodiment of the invention 1, embodiment 2, embodiment 5, embodiment 6 band concrete flange plates, and various experiment situations and result are as follows:
Tester: the 1000kN hydraulic jack, model loads jack for the ZJ100 type, is produced by Zun Yi, Shanghai hydraulic machinery factory; Static resistance strain gauge, model are TDS-602, are produced by Japan; 1000kN pressure sensor, model are 9801-L1-100T, are produced by Japan; Displacement meter, model are the YHD-100 type, are produced by Liyang city instrucment and meter plant; Dynamo-electric dial gage, model is the WBD type, is produced by Wenling, Zhejiang province city Ke Te Electronic Instruments Plant; Guide rod type tens(i)ometer, model are that YHD-10 leads type, are produced by Liyang city instrucment and meter plant; Strain ga(u)ge, model are that BE120-5AA, BQ120-80AA, BE-120-3CA are produced by industry Electrical Measuring Instrument limited company of Hanzhong city Air China.
One, the experiment on flexural behavior of embodiment 1 test beam
1, test beam design parameters
Beam test joist steel material adopts the Q235 steel, the axial compressive strength of cast self-compacting concrete is 46.4MPa in the rectangular steel pipe of concrete-filled rectangular steel tube top flange 1, and the steel pipe of concrete-filled rectangular steel tube top flange 1 adopts outer wide, outer height, thickness of pipe wall to be respectively the equal thickness vertical masonry joint welding rectangular steel pipe of 160mm, 80mm, 4mm.The length of lower wing plate 3 is that 4332mm, width are that 200mm, thickness are 14mm; Web 2 thickness 4mm, height 306mm are isosceles trapezoid setback steel plate, and the hypotenuse of horizontal section isosceles trapezoid and the angle on base are 37 °, waveform height H
1Be 96mm, wavelength L
1For 576mm, corner transition arc radius are 50mm.The width of stiffening rib 4 is that 58mm, thickness are 12mm.The length of concrete upper flange 5 is respectively 4332mm, 600mm, 80mm, the plain bars of concrete upper flange 5 is the I grade reinforcing steel, nominal diameter 6mm, longitudinal steel ratio 0.89%, horizontal reinforcement ratio 0.82%, the concrete axial compressive strength of concrete upper flange 5 is that 40.8MPa, modulus of elasticity are 3.47 * 10
4MPa.The test depth of beam is that 480mm, length are that 4332mm, two length of supports are 4032mm.
2, experimental rig and load step
Test is carried out in Chang An University bridge construction laboratory, uses the 1000kN hydraulic jack to load, and load is measured by the 1000kN pressure sensor.Adopt TDS-602 static resistance strain gauge that data acquisition is carried out in the strain and the displacement of test overall process.The test beam freely-supported is installed, and two fulcrums lay respectively at test beam near under the stiffening rib of two ends, the length travel and the vertical displacement of one of them fulcrum constraint test beam, and another fulcrum only retrains the vertical displacement of test beam.Test beam adopts 4 loading methods, places two loading bearings at test beam concrete upper flange 5 end faces, and these two bearing positions on concrete upper flange 5 are corresponding with vertical stiffening rib in the middle of the test beam twice.Place on the bearing to load and distribute crossbeam, the jack load(ing) point is positioned at the middle of distribution beam.Elder generation's precompressed test beam is three times during test, and maximum prefabricating load is 50kN, begins to load continuously to destroy up to test beam from 0kN then.
3, result of the test and analysis
(1) destructive process and destruction form
Begin before lower wing plate 3 surrenders of test beam from loading, test beam presents good integral working, is out of shape less.When load reached 440.8kN, test beam lower wing plate 3 began surrender, and the mid-span deflection value is 12.46mm; Tangible lateral deformation does not take place in test beam in the entire test, the steel pipe end face of concrete-filled rectangular steel tube top flange, the span centre zone 1 bulging phenomenon of not regarding sb. as an outsider.When the beam test beam destroyed, near near the concrete crushing moveable hinge bearing end load(ing) point, whole concrete upper flange 5 was run through in the crack, and the crack of concrete upper flange 5 bottom surfaces is high-visible.
When being loaded on 229kN, hear that concrete-filled rectangular steel tube top flange 1 sends sound, concrete-filled rectangular steel tube top flange 1 is destroyed with the bonding naturally of the interior self-compacting concrete contact surface of pipe, but mid-span deflection still is a linear relationship with the variation relation of load, after test beam entered elastic-plastic phase, distortion was non-linear growth with the increase of load.When external load was increased to 657.9kN, test beam reaches the maximum load-carrying capacity test to be stopped.
(2) test beam load and vertical deflection relation
During test in the beam test girder span test beam vertical deflection under the lower wing plate 3 sole arrangement displacement meter test load effects, displacement meter is numbered DF1.Load and vertical deflection relation see Table 1 and Fig. 8, and load is obtained by the power sensor test in the table 1, and vertical deflection is obtained by displacement meter DF1 test.Fig. 8 has drawn the Changing Pattern of displacement meter DF1 test result with load.
The test beam vertical deflection of the different load correspondences of table 1
| Load (kN) | Amount of deflection (mm) | Load (kN) | Amount of deflection (mm) | Load (kN) | Amount of deflection (mm) | Load (kN) | Amount of deflection (mm) |
| 0.0 | 0.00 | 398.0 | 9.92 | 514.4 | 26.20 | 616.1 | 58.09 |
| 50.5 | 1.19 | 418.6 | 10.54 | 526.5 | 28.79 | 627.5 | 62.84 |
| 102.7 | 2.39 | 440.8 | 12.02 | 537.2 | 32.31 | 633.4 | 65.61 |
| 151.9 | 3.52 | 456.1 | 13.48 | 547.4 | 35.59 | 640.3 | 68.71 |
| 206.7 | 4.80 | 466.2 | 14.56 | 557.8 | 38.37 | 644.5 | 70.92 |
| 248.4 | 5.88 | 476.0 | 16.54 | 568.5 | 41.74 | 649.7 | 73.42 |
| 283.3 | 6.66 | 483.1 | 18.53 | 576.7 | 43.79 | 654.3 | 75.89 |
| 312.0 | 7.39 | 495.2 | 20.26 | 587.8 | 47.53 | 657.2 | 78.25 |
| 339.0 | 8.11 | 505.6 | 23.63 | 596.9 | 50.84 | 657.9 | 80.30 |
By table 1 and Fig. 8 as seen, along with the continuous increase of external load, the amount of deflection of test beam is also increasing gradually, and its amount of deflection with generally beam is similar, is the half-wave sine curve along the distribution curve of test beam length direction.When being loaded into maximum load 657.9kN, vertical deformation is 80.30mm.
(3) under the different load actions test beam longitudinal strain along the deck-molding direction regularity of distribution
Arrange the longitudinal strain sheet at test beam span centre section during test, test under the different load actions longitudinal strain along the Changing Pattern of deck-molding direction.With lower wing plate 3 bottom surfaces is zero point, is that 0mm, 84mm, 164mm, 244mm, 320mm, 360mm, 440mm, 520mm location arrangements strain measuring point are tested under the load actions at different levels longitudinal strain along the Changing Pattern of deck-molding at test beam span centre profile height.The test beam longitudinal strain sees Table 2 and Fig. 9 along the deck-molding direction regularity of distribution under the different load actions, and load is obtained by the power sensor test in the table 2, and strain is obtained by the foil gauge test.Fig. 9 has drawn under the load actions at different levels the foil gauge test result along the Changing Pattern of deck-molding.
As seen,, at the loading initial stage, the test beam cross section is in elastic stage by table 2 and Fig. 9 (wherein on the occasion of being stretching strain, negative value is compressive strain), is linear growth with the longitudinal strain of each measuring point of external load increase test beam span centre section.After entering elastic-plastic phase, increase with load, the growth rate of lower wing plate 3 bottom surface longitudinal strains is apparently higher than the steel pipe end face of concrete-filled rectangular steel tube top flange 1, the load that the self-compacting concrete of building in the test beam concrete-filled rectangular steel tube top flange 1 is shared increases gradually, and the tensile region of test beam lower wing plate 3 enters elastic-plastic phase prior to the pressure zone of concrete-filled rectangular steel tube top flange 1.Each load stage, the longitudinal strain of corrugated web 2 is constant substantially along the height of web 2, and numerical value is less, and the bending rigidity contribution of visible 2 pairs of test beams of corrugated web is very little.In the time of in test is in elastic range, neutral axis is positioned at concrete-filled rectangular steel tube top flange 1, apart from concrete-filled rectangular steel tube top flange 1 bottom surface 20mm; When test beam destroyed, neutral axis had moved on in the concrete upper flange 5, apart from concrete upper flange 5 bottom surface 15mm.Each measuring point longitudinal strain of test beam is non-linear rule along the distribution of deck-molding direction, and the cross section strain of test beam does not meet " plane hypothesis ".
The test beam longitudinal strain is along the distribution of deck-molding direction under the different load actions of table 2
(4) slippage test relatively
Relatively the relative slippage test and the rectangular steel pipe of concrete-filled rectangular steel tube top flange 1 and the relative slippage between the concrete upper flange 5 are tested between the slippage test rectangular steel pipe that comprises concrete-filled rectangular steel tube top flange 1 and the interior cast self-compacting concrete.In the process of the test, self-compacting concrete both ends of the surface in test beam concrete-filled rectangular steel tube top flange 1 arrange between rectangular steel pipe that dynamo-electric dial gage tests concrete-filled rectangular steel tube top flange 1 and the self-compacting concrete whether relative slippage takes place, test result shows: the fixed-hinged support end does not have relative slippage, and the relative slip value that moveable hinge bearing end records only is 0.03mm.Arrange between test beam concrete-filled rectangular steel tube top flange 1 and concrete flange plate 5 the guide rod type tens(i)ometer tests between the rectangular steel pipe of concrete-filled rectangular steel tube top flange 1 and the concrete flange plate 5 whether relative slippage takes place, test result is presented near the fixed-hinged support end and produces relative slippage, maximum value is 0.71mm, and moveable hinge bearing end does not have relative slippage.
4, conclusion (of pressure testing)
When the beam test beam reaches capacity bearing capacity 657.9kN, flexural bending takes place destroy.Fill out the self-compacting concrete bonding in the steel pipe of the concrete-filled rectangular steel tube top flange 1 of beam test beam and its closely, distortion is consistent.Connect between concrete filled steel tube top flange 1 and the concrete flange plate 5 reliably, can overall work.
Two, embodiment 2 test beam experiment on Shearing Resistance
1, test beam design parameters
The shear test depth of beam is that 480mm, length are that 1452mm, two length of supports are 1152mm, and the test beam ratio of shear span to effective depth of section is 1.2.The test beam steel adopt the Q235 steel, the axial compressive strength of cast self-compacting concrete is 46.4MPa in the rectangular steel pipe of concrete-filled rectangular steel tube top flange 1, and concrete-filled rectangular steel tube top flange 1 adopts outer wide, outer height, thickness of pipe wall to be respectively the equal thickness straight seam welded steel pipe of 160mm, 80mm, 4mm.The thickness of lower wing plate 3 is that 14mm, width are 200mm, and length is 1452mm; Web 2 thickness 4mm, height 306mm, length are 1452mm, are isosceles trapezoid setback steel plate, and the hypotenuse of horizontal section isosceles trapezoid and the angle on base are 37 °, waveform height H
1Be 96mm, wavelength L
1For 576mm, corner transition arc radius are 50mm.The width of stiffening rib 4 is that 58mm, thickness are 12mm.The length of concrete upper flange 5 is respectively 1452mm, 600mm, 80mm, the plain bars of concrete upper flange 5 is the I grade reinforcing steel, nominal diameter 6mm, longitudinal steel ratio 0.89%, horizontal reinforcement ratio 0.82%, the concrete axial compressive strength of concrete upper flange 5 is 40.8MPa, and modulus of elasticity is 3.47 * 10
4MPa.
2, experimental rig and load step
Test is carried out in Chang An University bridge construction laboratory, uses the 1000kN hydraulic jack to load, and load is measured by the 1000kN pressure sensor.Adopt TDS-602 static resistance strain gauge that data acquisition is carried out in the strain and the displacement of test overall process.The test beam freely-supported is installed, and two fulcrums lay respectively at test beam near under the stiffening rib of two ends, the length travel and the vertical displacement of one of them fulcrum constraint test beam, and another fulcrum only retrains the vertical displacement of test beam.Test beam adopts 3 loading methods, and the jack load(ing) point is positioned at test beam concrete upper flange 5 end face middles.Elder generation's precompressed test beam is three times during test, and maximum prefabricating load is 50kN, begins to load continuously to destroy up to test beam from 0kN then.
3, result of the test and analysis
(1) destructive process and destruction form
From the loading initial stage to test beam web 2 and lower wing plate 3 begin to surrender this step-by-step test beam and present good integral working, be out of shape very little.Test beam is because the destruction that the shear buckling of corrugated web 2 causes test beam, concrete-filled rectangular steel tube top flange 1 does not reach surrender during destruction, lower wing plate 3 has reached yield situation, does not find in the experimentation that test beam cuts the rectangular steel pipe generation cripling of the concrete-filled rectangular steel tube top flange 1 of nip.The final rupture load of test beam is 835.2kN.
(2) test beam shearing and vertical deflection relation
In test beam span centre bottom flange 3 sole arrangement displacement meters test shearing and test beam Deflection Relationship, displacement meter is numbered DF1 during test.Test beam shearing and vertical deflection relation see Table 3 and Figure 10, and load is obtained by the power sensor test in the table 3, and amount of deflection is obtained by displacement meter DF1 test.Figure 10 has drawn the Changing Pattern of displacement meter DF1 test result with shearing.
The test beam vertical deflection of the different shearing correspondences of table 3
| Shearing (kN) | Amount of deflection (mm) | Shearing (kN) | Amount of deflection (mm) | Shearing (kN) | Amount of deflection (mm) | Shearing (kN) | Amount of deflection (mm) |
| 0.00 | 0.00 | 128.60 | 2.35 | 237.00 | 3.98 | 347.05 | 7.58 |
| 5.05 | 0.48 | 129.75 | 2.39 | 241.10 | 4.05 | 349.80 | 7.70 |
| 9.80 | 0.63 | 142.45 | 2.54 | 252.15 | 4.21 | 365.30 | 8.41 |
| 11.25 | 0.66 | 145.40 | 2.57 | 262.45 | 4.40 | 371.80 | 8.88 |
| 11.75 | 0.67 | 175.90 | 2.96 | 268.30 | 4.54 | 375.55 | 9.22 |
| 13.70 | 0.69 | 177.35 | 3.00 | 271.55 | 4.63 | 379.80 | 9.55 |
| 14.50 | 0.71 | 181.60 | 3.06 | 279.20 | 4.76 | 383.70 | 9.87 |
| 17.10 | 0.78 | 185.50 | 3.10 | 286.90 | 4.95 | 391.85 | 10.44 |
| 18.40 | 0.80 | 193.50 | 3.19 | 290.45 | 5.07 | 396.60 | 10.89 |
| 22.00 | 0.87 | 200.00 | 3.28 | 292.75 | 5.17 | 400.65 | 11.35 |
| 22.50 | 0.87 | 202.95 | 3.33 | 294.40 | 5.24 | 405.70 | 11.95 |
| 34.90 | 1.10 | 204.40 | 3.35 | 295.70 | 5.30 | 409.15 | 12.44 |
| 37.15 | 1.15 | 210.90 | 3.45 | 308.90 | 5.55 | 412.25 | 13.01 |
| 38.00 | 1.16 | 214.20 | 3.50 | 315.75 | 5.80 | 415.65 | 13.87 |
| 41.75 | 1.18 | 216.30 | 3.54 | 320.80 | 6.03 | 417.10 | 14.48 |
| 47.25 | 1.28 | 221.85 | 3.61 | 324.20 | 6.22 | 417.60 | 15.18 |
| 67.15 | 1.56 | 228.55 | 3.72 | 327.95 | 6.42 | 416.15 | 15.93 |
| 68.80 | 1.56 | 231.30 | 3.79 | 330.40 | 6.57 | 411.90 | 16.81 |
| 71.25 | 1.58 | 233.10 | 3.83 | 334.65 | 6.84 | 394.15 | 17.98 |
| 79.55 | 1.68 | 235.05 | 3.88 | 335.95 | 6.94 | 353.70 | 19.62 |
| 98.15 | 1.95 | 235.85 | 3.90 | 338.05 | 7.07 | 327.30 | 21.30 |
| 107.25 | 2.05 | 236.20 | 3.93 | 341.00 | 7.21 | 319.15 | 22.98 |
| 107.60 | 2.10 | 236.70 | 3.96 | 343.95 | 7.35 | 313.60 | 24.81 |
| 117.85 | 2.20 | 236.85 | 3.98 | 345.05 | 7.46 | 303.85 | 26.46 |
By table 3 and Figure 10 as seen, the loading process of test beam can be divided into elastic stage, elastic-plastic phase and decline stage.At elastic stage, each cross section of test beam all is in elastic stage, shows integral working, and shearing and mid-span deflection are in linear relation substantially.In elastic-plastic phase, test beam cross section part enters plasticity, and test beam rigidity significantly reduces, and amount of deflection increases obviously and accelerates, and the shearing of test beam-mid-span deflection curve presents significantly non-linear.Shear buckling destruction took place in corrugated web 2 after descending branch, the bearing capacity of test beam reached maximum value, and the bearing capacity of test beam slowly descends.
(3) under the shearing action test beam shearing strain along the distribution of deck-molding direction
Arrange strain rosette apart from fulcrum 1/2 deck-molding place section along the deck-molding direction at test beam during test, test the regularity of distribution of shearing action down cut at different levels strain along the deck-molding direction.With lower wing plate 3 bottom surfaces is zero point, arranges that apart from 34mm, the 167mm of fulcrum 1/2 deck-molding place section, 300mm, 350mm, 440mm height and position strain rosette tests under the shear loads effects at different levels shearing strain along the Changing Pattern of deck-molding at test beam.Shearing and shearing strain see Table 4 and Figure 11 along the relation of deck-molding direction Changing Pattern, and shear value is 1/2 of a power sensor test value in the table 4, and computational methods are seen formula (1).
Q＝F/2 (1)
In the formula: Q is a shear value, and F is the test value of sensor.
Shearing strain is calculated according to formula (2) by the result that the strain rosette test obtains.
γ＝2ε
45°-(ε
0°+ε
90°) (2)
In the formula: γ is shearing strain, ε
0 °, ε
45 °, ε
90 °Be respectively strain rosette vertically, with vertical direction at 45 and vertical actual measurement strain value.Figure 11 has drawn the Changing Pattern of the shearing strain result of strain rosette test under the shearing actions at different levels along deck-molding.
The test beam shearing strain is along the distribution of deck-molding direction under table 4 shearing action
By table 4 and Figure 11 as seen, in each load stage, web 2 shear strains of test beam are along the distribution uniform of setback web 2 short transverses, and in elastic range with the increase of external load linear increasing.The shear strain of concrete-filled rectangular steel tube top flange 1 is all littler than the shear strain of all measuring points on the web 2, and the shear strain of concrete-filled rectangular steel tube top flange 1 also increases along with the increase of load.When web 2 was not surrendered, the ratio of shear strain on the concrete-filled rectangular steel tube top flange 1 and web 2 average shear strains illustrated that concrete filled steel tube top flange 1 can bear the part shearing generally about 0.5.
(4) slippage test relatively
Relatively slippage method of testing and test position are with the experiment on flexural behavior of embodiment 1 test beam, and test result shows: no relative slippage between the rectangular steel pipe of concrete-filled rectangular steel tube top flange 1 and the interior cast self-compacting concrete; Relative slippage at the fixed-hinged support end between the rectangular steel pipe of concrete-filled rectangular steel tube top flange 1 and the concrete upper flange 5 is 0.18mm, and moveable hinge bearing end does not have relative slippage.
4, conclusion (of pressure testing)
The shear-carrying capacity of test beam is by the shear buckling control of web 2, and the local stability energy of top flange has been improved in concrete-filled rectangular steel tube top flange 1.Test beam is after web 2 shear bucklings destroy, bearing capacity is not sharply to descend suddenly, but slowly descend, prove that web 2 has intensity behind certain shear buckling, owing to the existence of concrete-filled rectangular steel tube top flange 1 makes that intensity is comparatively fully played behind the shear buckling of web 2.
Three, embodiment 5 planar webs test beam experiment on flexural behavior
1, planar webs test beam design parameters
Planar webs beam test depth of beam is that 480mm, length are that 4332mm, two length of supports are 4032mm.The steel of planar webs test beam adopt the Q235 steel, the axial compressive strength of cast self-compacting concrete is 46.4MPa in the rectangular steel pipe of concrete-filled rectangular steel tube top flange 1, and concrete-filled rectangular steel tube top flange 1 adopts outer wide, outer height, thickness of pipe wall to be respectively the equal thickness vertical masonry joint welding rectangular steel pipe of 160mm, 80mm, 4mm.Lower wing plate 3 thickness of planar webs test beam are that 14mm, width are 200mm, and length is 4332mm.Web 2 is a plane steel plate, and thickness is that 4mm, height 306mm, length are 4332mm, and the width of stiffening rib 4 is that 58mm, thickness are 12mm.The length of concrete upper flange 5 is respectively 4332mm, 600mm, 80mm, and the plain bars of concrete upper flange 5 is the I grade reinforcing steel, and nominal diameter is 6mm, longitudinal steel ratio 0.89%, laterally reinforcement ratio 0.82%.Concrete upper flange 5 concrete axial compressive strengths are that 40.8MPa, modulus of elasticity are 3.47 * 10
4MPa.
2, experimental rig and load step
Test is carried out in Chang An University bridge construction laboratory, uses the 1000kN hydraulic jack to load, and load is measured by the 1000kN pressure sensor.Adopt TDS-602 static resistance strain gauge that data acquisition is carried out in the strain and the displacement of test overall process.The test beam freely-supported is installed, and two fulcrums lay respectively at test beam near under the stiffening rib of two ends, the length travel and the vertical displacement of one of them fulcrum constraint test beam, and another fulcrum only retrains the vertical displacement of test beam.Test beam adopts 4 loading methods, places two loading bearings at test beam upper flange 5 end faces, and these two bearing positions on concrete upper flange 5 are corresponding with vertical stiffening rib in the middle of the test beam twice.Place on the bearing and distribute crossbeam, the jack load(ing) point is positioned at the middle of distribution beam.Elder generation's precompressed test beam is three times during test, and maximum prefabricating load is 50kN, begins to load continuously to destroy up to test beam from 0kN then.
3, result of the test and analysis
(1) destructive process and destruction form
Begin before lower wing plate 3 surrenders of test beam from loading, planar webs beam test beam presents good integral working, is out of shape less.When load reached 426.7kN, planar webs test beam lower wing plate 3 began surrender, and the mid-span deflection value is 10.00mm; Tangible lateral deformation does not take place in entire test midplane web test beam, the steel pipe end face of concrete-filled rectangular steel tube top flange, the span centre zone 1 bulging phenomenon of not regarding sb. as an outsider.Test beam enters elastic-plastic phase, and distortion is non-linear growth with the increase of load.When external load was increased to 627.9kN, test beam reached maximum load-carrying capacity, and test stops.
(2) load of flat web beam test beam and vertical deflection relation
In test beam span centre lower wing plate 3 sole arrangement displacement meter test loads and test beam Deflection Relationship, displacement meter is numbered DF1 during test.Load and vertical deflection relation see Table 5 and Figure 12, and load is obtained by the power sensor test in the table 5, and amount of deflection is obtained by displacement meter DF1 test.Figure 12 has drawn the Changing Pattern of displacement meter DF1 test result with load.
The planar webs test beam vertical deflection of the different load correspondences of table 5
| Load (kN) | Amount of deflection (mm) | Load (kN) | Amount of deflection (mm) | Load (kN) | Amount of deflection (mm) | Load (kN) | Amount of deflection (mm) |
| 0.0 | 0.00 | 426.7 | 10.00 | 537.9 | 15.26 | 580.9 | 22.11 |
| 54.1 | 1.18 | 451.5 | 10.72 | 542.1 | 15.77 | 585.2 | 23.20 |
| 105.9 | 2.31 | 471.7 | 11.39 | 546.4 | 16.30 | 589.1 | 24.27 |
| 154.2 | 3.36 | 489.3 | 12.04 | 551.3 | 16.84 | 594.6 | 25.60 |
| 206.4 | 4.50 | 501.7 | 12.68 | 557.1 | 17.50 | 604.1 | 28.04 |
| 259.2 | 5.75 | 511.5 | 13.25 | 562.3 | 18.28 | 610.9 | 30.21 |
| 308.7 | 6.98 | 519.3 | 13.76 | 568.2 | 19.27 | 618.7 | 33.63 |
| 353.1 | 8.11 | 525.8 | 14.26 | 573.1 | 20.16 | 624.3 | 36.16 |
| 402.0 | 9.34 | 532.0 | 14.76 | 577.0 | 21.12 | 627.9 | 38.59 |
By table 5 and Figure 12 as seen, along with the continuous increase of external load, the amount of deflection of planar webs test beam increases gradually, and its amount of deflection is similar to unskilled labor font compound beam along the distribution curve of planar webs test beam length direction, is the half-wave sine curve.
(3) under the different load actions longitudinal strain of flat web beam test beam along the deck-molding direction regularity of distribution
Arrange the longitudinal strain sheet at test beam span centre section during test, test under the different load actions longitudinal strain along the Changing Pattern of deck-molding direction.With lower wing plate 3 bottom surfaces is zero point, is that 0mm, 84mm, 164mm, 244mm, 320mm, 360mm, 440mm, 520mm location arrangements strain measuring point are tested under the load actions at different levels longitudinal strain along the Changing Pattern of deck-molding in test beam span centre section deck-molding respectively.Longitudinal strain sees Table 6 and Figure 13 along the Changing Pattern of deck-molding under the load actions at different levels, and load is obtained by the power sensor test in the table 6, and strain is obtained by the foil gauge test.Figure 13 has drawn under the load actions at different levels the foil gauge test result along the Changing Pattern of deck-molding.
The longitudinal strain of flat web test beam is along the distribution of deck-molding direction under the different load actions of table 6
As seen, in each load stage, the strain of planar webs beam test beam section meets plane hypothesis basically by table 6 and Figure 13 (on the occasion of being compressive strain for stretching strain, negative value).At the loading initial stage, planar webs test beam cross section is in elastic stage, and 1 top is linear distribution from lower wing plate 3 bottom surfaces to the concrete-filled rectangular steel tube top flange with the increase strain of external load; The spaning middle section strain intersects at same point along the distribution curve of deck-molding direction under the load actions at different levels, and position of neutral axis does not change.Increase with load, pressure zone strain growth rate and tensile region strain growth rate all increase to some extent, but the growth rate of tensile region strain is apparently higher than pressure zone, the load that share the concrete-filled rectangular steel tube top flange 1 of planar webs test beam pressure zone increases gradually, and planar webs test beam lower wing plate 3 tensile regions enter elastic-plastic phase prior to concrete-filled rectangular steel tube top flange 1 pressure zone.Loading proceeds to make tensile zone constantly to enlarge, and neutral axis is offset to pressure zone gradually.When the anti-bending strength of studying plane web test beam, " plane hypothesis " set up.
(4) slippage test relatively
Relatively slippage method of testing and test position are with the experiment on flexural behavior of embodiment 1 test beam, and test result shows: no relative slippage between the rectangular steel pipe of concrete-filled rectangular steel tube top flange 1 and the interior cast self-compacting concrete; Producing relative slippage near the fixed-hinged support end between the rectangular steel pipe of concrete-filled rectangular steel tube top flange 1 and the concrete upper flange 5, maximum value is 0.55mm, and moveable hinge bearing end does not have relative slippage.
4, conclusion (of pressure testing)
Flexural bending takes place and destroys in the beam test beam bearing capacity 627.9kN that reaches capacity.Fill out the self-compacting concrete bonding in the steel pipe of the concrete-filled rectangular steel tube top flange 1 of beam test beam and its closely, distortion is consistent.Connect between concrete filled steel tube top flange 1 and the concrete flange plate 5 reliably, can overall work.
Four, embodiment 6 planar webs test beam experiment on Shearing Resistance
1, test beam design parameters
Planar webs shear test depth of beam is 480mm, and length is 1452mm, and two length of supports are 1152mm, and ratio of shear span to effective depth of section is 1.2.Planar webs shear test joist steel material adopts the Q235 steel, the axial compressive strength of cast self-compacting concrete is 46.4MPa in the rectangular steel pipe of concrete-filled rectangular steel tube top flange 1, and the steel pipe of concrete-filled rectangular steel tube top flange 1 adopts outer wide, outer height, thickness of pipe wall to be respectively the rectangular steel pipe of the equal thickness vertical masonry joint welding of 160mm, 80mm, 4mm.The thickness of the lower wing plate 3 of planar webs test beam is that 14mm, width are 200mm, and length is 1452mm; Web 2 is a plane steel plate, and thickness is 4mm, highly is 306mm that length is 1452mm.The width of stiffening rib 4 is that 58mm, thickness are 12mm.The length of concrete upper flange 5 is respectively 1452mm, 600mm, 80mm.The plain bars of concrete upper flange 5 is the I grade reinforcing steel, nominal diameter 6mm, longitudinal steel ratio 0.89%, laterally reinforcement ratio 0.82%.The concrete axial compressive strength of concrete upper flange 5 is that 40.8MPa, modulus of elasticity are 3.47 * 10
4MPa.
2, experimental rig and load step
Test is carried out in Chang An University bridge construction laboratory, uses the 1000kN hydraulic jack to load, and load is measured by the 1000kN pressure sensor.Adopt TDS-602 static resistance strain gauge that data acquisition is carried out in the strain and the displacement of test overall process.The test beam freely-supported is installed, and two fulcrums lay respectively at test beam near under the stiffening rib of two ends, the length travel and the vertical displacement of one of them fulcrum constraint test beam, and another fulcrum only retrains the vertical displacement of test beam.Test beam adopts 3 loading methods, and the jack load(ing) point is positioned at test beam concrete upper flange 5 end face middles.Elder generation's precompressed test beam is three times during test, and maximum prefabricating load is 50kN, begins to load continuously to destroy up to test beam from 0kN then.
3, result of the test and analysis
(1) destructive process and destruction form
Begin to surrender this stage to planar webs shear test web 2 and lower wing plate 3 from the loading initial stage, the planar webs test beam presents good integral working, is out of shape very little.Top flange concrete filled steel tube 1 does not reach yield stress during web generation shear buckling, and lower wing plate 3 has reached yield stress, does not find in the experimentation that flat web test beam cuts the rectangular steel pipe generation cripling of the top flange concrete filled steel tube 1 of nip.The final rupture load of test beam is 776.5kN.
(2) flat web shear test beam shearing and vertical deflection relation
In test beam span centre lower wing plate 3 sole arrangement displacement meters test shearing and test beam Deflection Relationship, displacement meter is numbered DF1 during test.The vertical deflection of the flat web shear test beam of different shearing correspondences sees Table 7 and Figure 14, and load is obtained by the power sensor test in the table 7, and amount of deflection is obtained by displacement meter DF1 test.Figure 14 has drawn the Changing Pattern of displacement meter DF1 test result with shearing.
The vertical deflection of the flat web shear test beam of the different shearing correspondences of table 7
| Shearing (kN) | Amount of deflection (mm) | Shearing (kN) | Amount of deflection (mm) | Shearing (kN) | Amount of deflection (mm) | Shearing (kN) | Amount of deflection (mm) |
| 0.00 | 0.00 | 113.10 | 1.66 | 212.25 | 3.10 | 320.15 | 4.89 |
| 2.95 | 0.02 | 123.05 | 1.91 | 218.25 | 3.20 | 330.40 | 5.19 |
| 7.35 | 0.07 | 127.45 | 1.97 | 225.60 | 3.30 | 342.80 | 5.67 |
| 16.65 | 0.14 | 132.70 | 2.04 | 236.00 | 3.45 | 347.05 | 5.83 |
| 25.45 | 0.30 | 140.20 | 2.15 | 240.75 | 3.53 | 356.65 | 6.25 |
| 32.60 | 0.57 | 146.70 | 2.24 | 254.45 | 3.73 | 362.65 | 6.50 |
| 39.75 | 0.53 | 153.40 | 2.31 | 258.20 | 3.80 | 369.05 | 6.92 |
| 50.35 | 0.73 | 163.65 | 2.44 | 269.45 | 3.97 | 376.85 | 7.31 |
| 57.20 | 0.83 | 167.25 | 2.48 | 274.65 | 4.06 | 381.25 | 7.80 |
| 60.65 | 0.68 | 170.80 | 2.54 | 278.10 | 4.14 | 381.40 | 10.24 |
| 66.65 | 0.98 | 174.40 | 2.59 | 283.15 | 4.21 | 383.40 | 10.96 |
| 71.05 | 1.01 | 185.15 | 2.71 | 288.20 | 4.32 | 387.30 | 13.29 |
| 86.25 | 1.14 | 190.05 | 2.79 | 294.05 | 4.40 | 388.25 | 16.43 |
| 99.10 | 1.46 | 196.40 | 2.87 | 301.20 | 4.50 | 377.00 | 21.13 |
| 102.2 | 1.45 | 204.25 | 2.96 | 310.50 | 4.71 | 372.30 | 23.77 |
By table 7 and Figure 14 as seen, the loading process of planar webs test beam can be divided into elastic stage, elastic-plastic phase, decline stage.At elastic stage, each cross section of test beam all is in elastic stage, shows integral working, and shearing and mid-span deflection are in linear relation substantially.In elastic-plastic phase, test beam cross section part enters plasticity, and test beam rigidity significantly reduces, and the amount of deflection development is obviously accelerated, and the shearing of planar webs test beam-mid-span deflection curve presents nonlinear characteristic.Descending branch, after the bearing capacity of planar webs test beam reached maximum value, whole shear buckling takes place planar webs destroyed, and the bearing capacity of planar webs test beam slowly descends.
(3) under the shearing action test beam shearing strain along the distribution of deck-molding direction
Arrange strain rosette apart from fulcrum 1/2 deck-molding place section along the deck-molding direction at test beam during test, test the regularity of distribution of shearing action down cut at different levels strain along the deck-molding direction.With lower wing plate 3 bottom surfaces is zero point, and at a distance 34mm, 167mm, 300mm, 350mm, the 440mm location arrangements strain rosette of section are tested under the load actions at different levels shearing strain along the Changing Pattern of deck-molding apart from fulcrum 1/2 deck-molding at test beam.Load sees Table 8 and Figure 15 to shearing strain along the influence of deck-molding direction Changing Pattern, and shear value is 1/2 of a power sensor test value in the table 8, and computational methods are seen formula (3).
Q＝F/2 (3)
In the formula: Q is a shear value, and F is the test value of sensor.
Shearing strain is calculated according to formula (4) by the result that the strain rosette test obtains.
γ＝2ε
45°-(ε
0°+ε
90°) (4)
In the formula: γ is shearing strain, ε
0 °, ε
45 °, ε
90 °Be respectively strain rosette vertically, with vertical direction at 45 and vertical actual measurement strain value.Figure 15 has drawn the Changing Pattern of the shear strain result of strain rosette test under the shearing actions at different levels along deck-molding.
The test beam shearing strain is along the distribution of deck-molding direction under table 8 shearing action
By table 8 and Figure 15 as seen, in each load stage, the shear strain of test beam planar webs 2 is less near lower wing plate 3 places shearing strain, and web 2 other position shearing strains are bigger.Each measuring point shearing strain is the linear increase with the increase of external load in elastic range.Under load actions at different levels, generally about 0.5, the part shearing can be born in concrete filled steel tube top flange 1 to the ratio of shear strain on the concrete-filled rectangular steel tube top flange 1 and web 2 average shear strains.
(4) slippage test relatively
Relatively slippage method of testing and test position are with the experiment on flexural behavior of embodiment 1 test beam, and test result shows: no relative slippage between the rectangular steel pipe of concrete-filled rectangular steel tube top flange 1 and the interior cast self-compacting concrete; Producing relative slippage near the fixed-hinged support end between the rectangular steel pipe of concrete-filled rectangular steel tube top flange 1 and the concrete upper flange 5, maximum value is 0.85mm, and the relative slippage maximum value of moveable hinge bearing end is 0.25mm.
4, conclusion (of pressure testing)
The shear-carrying capacity of test beam is by the shear buckling control of web 2, and the local stability energy of top flange has been improved in concrete-filled rectangular steel tube top flange 1.Test beam is after web 2 shear bucklings destroy, bearing capacity is not sharply to descend suddenly, but slowly descend, proof web 2 has intensity behind certain shear buckling, because the existence of concrete-filled rectangular steel tube top flange 1 makes that intensity is comparatively fully played behind the shear buckling of web 2, and the part shearing in cross section has been born in concrete-filled rectangular steel tube top flange 1.
Claims (7)
1. concrete filled steel tube flange combining beam with concrete flange plate, length direction at lower wing plate (3) is provided with web (2), the front and rear surfaces of web (2) is provided with stiffening rib (4), be provided with the concrete filled steel tube top flange that the cast self-compacting concrete constitutes in the steel pipe in the upper end of web (2), it is characterized in that: be provided with concrete upper flange (5) in concrete-filled rectangular steel tube top flange (1) upper end; The steel pipe of said concrete-filled rectangular steel tube top flange (1) is a rectangular steel pipe, and cross section is a rectangular ring; Said web (2) be shaped as ladder twists and turns or sinusoidal waveform or planar shaped.
2. according to the concrete filled steel tube flange combining beam of the described band concrete flange plate of claim 1, it is characterized in that: the horizontal section of said ladder twists and turns web (2) is the ladder twists and turns curve that the trapezoid and the trapezoidal head and the tail that fall are connected as a single entity.
3. according to the concrete filled steel tube flange combining beam of the described band concrete flange plate of claim 2, it is characterized in that: said trapezoid is positive isosceles trapezoid, falls trapezoidal for falling isosceles trapezoid.
4. according to the concrete filled steel tube flange combining beam of the described band concrete flange plate of claim 3, it is characterized in that: the upper base of said positive isosceles trapezoid is 1: 2～4 with the ratio of going to the bottom, the angle α on hypotenuse and base is 30 °～45 °, the isosceles trapezoid of falling is opposite with the geometry equidirectional of positive isosceles trapezoid, wave height H
1Value is 3/10～3/5 of lower wing plate (a 3) width.
5. according to the concrete filled steel tube flange combining beam of the described band concrete flange plate of claim 1, it is characterized in that: the cross section of said sinusoidal waveform web (2) is a sinusoidal waveform profile, and the equation of sinusoidal waveform profile is:
y＝(H
2/2)sin(2πx/L
2)
In the formula: H
2Be wave height, L
2Be wavelength, y, x are the coordinate figure of sinusoidal waveform profile calculation level.
6. according to the concrete filled steel tube flange combining beam of the described band concrete flange plate of claim 5, it is characterized in that: said wave height H
2Value is 3/10～3/5 of lower wing plate (a 3) width, and wavelength is 180mm～2400mm.
7. according to the concrete filled steel tube flange combining beam of the described band concrete flange plate of claim 1, it is characterized in that: the length of said lower wing plate (3) is that 1200mm～60000mm, width are that 100mm～700mm, thickness are 10mm～50mm, and the thickness of web (2) is 3mm～16mm, highly for 200mm～2500mm; The thickness of stiffening rib (4) is 4mm～16mm; The outer wide of the rectangular steel pipe of concrete-filled rectangular steel tube top flange (1) is 100mm～700mm, outer high for 60mm～200mm, thickness of pipe wall are 3mm～16mm, and it is wider than outer height at home and abroad; The length of concrete upper flange (5) is 1200mm～60000mm, wide for 500mm～2500mm, thickness are 60mm～250mm, wherein grows up in wide.
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| CN2010102445764A Active CN101892626B (en) | 2010-08-02 | 2010-08-02 | Steel pipe concrete flange combining beam with concrete fender |
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| CN103422615A (en) * | 2013-07-18 | 2013-12-04 | 杭州博数土木工程技术有限公司 | Concrete filled steel tube complete composite beam and manufacturing technology thereof |
| CN103452237A (en) * | 2013-09-16 | 2013-12-18 | 南京工业大学 | Light rectangular steel pipe-concrete combined compression flange and corrugated web combined box girder |
| CN103741585A (en) * | 2013-12-21 | 2014-04-23 | 广西科技大学 | Corrugated steel web plate |
| CN104213673A (en) * | 2013-09-16 | 2014-12-17 | 南京工业大学 | Light steel pipe-concrete combined corrugated web H-shaped section combination beam |
| CN105019595A (en) * | 2015-07-30 | 2015-11-04 | 东南大学 | Corrugated steel web with steel-concrete composite structure |
| CN106478022A (en) * | 2016-10-13 | 2017-03-08 | 沈阳建筑大学 | A kind of clay being applied to concrete filled steel tube substitutes sand C40 concrete entirely |
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| CN108265883A (en) * | 2018-03-29 | 2018-07-10 | 攀枝花学院 | A kind of wine cup shape Section of Steel-concrete Composite Beam and its construction method |
| CN110241707A (en) * | 2019-07-22 | 2019-09-17 | 中铁四局集团有限公司设计研究院 | A kind of shear connector |
| CN112697608A (en) * | 2020-12-10 | 2021-04-23 | 太原理工大学 | Method for judging plastic bending resistance bearing capacity of full section of steel member under bidirectional bending |
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| CN102191745B (en) * | 2011-04-02 | 2013-06-12 | 中国神华能源股份有限公司 | Bridge |
| CN103422615A (en) * | 2013-07-18 | 2013-12-04 | 杭州博数土木工程技术有限公司 | Concrete filled steel tube complete composite beam and manufacturing technology thereof |
| CN103452237A (en) * | 2013-09-16 | 2013-12-18 | 南京工业大学 | Light rectangular steel pipe-concrete combined compression flange and corrugated web combined box girder |
| CN104213673A (en) * | 2013-09-16 | 2014-12-17 | 南京工业大学 | Light steel pipe-concrete combined corrugated web H-shaped section combination beam |
| CN103741585A (en) * | 2013-12-21 | 2014-04-23 | 广西科技大学 | Corrugated steel web plate |
| CN105019595A (en) * | 2015-07-30 | 2015-11-04 | 东南大学 | Corrugated steel web with steel-concrete composite structure |
| CN106478022A (en) * | 2016-10-13 | 2017-03-08 | 沈阳建筑大学 | A kind of clay being applied to concrete filled steel tube substitutes sand C40 concrete entirely |
| CN107386089A (en) * | 2017-07-27 | 2017-11-24 | 长安大学 | A kind of blank pipe flange combining beam of internal/external stiffening |
| CN108265883A (en) * | 2018-03-29 | 2018-07-10 | 攀枝花学院 | A kind of wine cup shape Section of Steel-concrete Composite Beam and its construction method |
| CN110241707A (en) * | 2019-07-22 | 2019-09-17 | 中铁四局集团有限公司设计研究院 | A kind of shear connector |
| CN110241707B (en) * | 2019-07-22 | 2024-02-06 | 中铁四局集团有限公司设计研究院 | Shear connector |
| CN112697608A (en) * | 2020-12-10 | 2021-04-23 | 太原理工大学 | Method for judging plastic bending resistance bearing capacity of full section of steel member under bidirectional bending |
| CN112697608B (en) * | 2020-12-10 | 2022-09-13 | 太原理工大学 | Method for judging plastic bending resistance bearing capacity of full section of steel member under bidirectional bending |
| CN113152242A (en) * | 2021-04-26 | 2021-07-23 | 深圳市市政设计研究院有限公司 | Shear-resistant design method for corrugated steel web composite girder bridge and corrugated steel web composite girder bridge |
| CN113152242B (en) * | 2021-04-26 | 2022-11-11 | 深圳市市政设计研究院有限公司 | Shear-resistant design method for corrugated steel web composite girder bridge and corrugated steel web composite girder bridge |
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