CN108560823A - PBL puts more energy into type open steel box-concrete combination beam and construction method - Google Patents
PBL puts more energy into type open steel box-concrete combination beam and construction method Download PDFInfo
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- CN108560823A CN108560823A CN201810265328.4A CN201810265328A CN108560823A CN 108560823 A CN108560823 A CN 108560823A CN 201810265328 A CN201810265328 A CN 201810265328A CN 108560823 A CN108560823 A CN 108560823A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 121
- 239000010959 steel Substances 0.000 title claims abstract description 121
- 239000004567 concrete Substances 0.000 title claims abstract description 105
- 238000010276 construction Methods 0.000 title claims abstract description 13
- 239000003351 stiffener Substances 0.000 claims abstract description 92
- 238000005192 partition Methods 0.000 claims abstract description 34
- 238000005266 casting Methods 0.000 claims abstract description 9
- 238000012360 testing method Methods 0.000 description 26
- 230000006835 compression Effects 0.000 description 12
- 238000007906 compression Methods 0.000 description 12
- 238000004458 analytical method Methods 0.000 description 10
- 239000011295 pitch Substances 0.000 description 10
- 238000002474 experimental method Methods 0.000 description 9
- 238000000034 method Methods 0.000 description 8
- 241000274582 Pycnanthus angolensis Species 0.000 description 7
- 239000011888 foil Substances 0.000 description 7
- 239000000463 material Substances 0.000 description 7
- 239000011087 paperboard Substances 0.000 description 7
- 230000008859 change Effects 0.000 description 6
- 238000010586 diagram Methods 0.000 description 6
- 238000004088 simulation Methods 0.000 description 5
- 238000005452 bending Methods 0.000 description 4
- 238000010998 test method Methods 0.000 description 4
- 238000006073 displacement reaction Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000005259 measurement Methods 0.000 description 3
- 230000007935 neutral effect Effects 0.000 description 3
- 238000011160 research Methods 0.000 description 3
- 239000002689 soil Substances 0.000 description 3
- 238000003466 welding Methods 0.000 description 3
- 230000006378 damage Effects 0.000 description 2
- 230000007423 decrease Effects 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 230000008569 process Effects 0.000 description 2
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- 239000011800 void material Substances 0.000 description 2
- 230000002159 abnormal effect Effects 0.000 description 1
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- 239000012141 concentrate Substances 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000000835 fiber Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 238000009416 shuttering Methods 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 229910052719 titanium Inorganic materials 0.000 description 1
- 239000010936 titanium Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C3/00—Structural elongated elements designed for load-supporting
- E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
- E04C3/29—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures
- E04C3/293—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures the materials being steel and concrete
- E04C3/294—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces built-up from parts of different material, i.e. composite structures the materials being steel and concrete of concrete combined with a girder-like structure extending laterally outside the element
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Abstract
The present invention relates to interior architecture construction applications, and in particular to a kind of PBL puts more energy into type open steel box concrete combination beam and construction method.PBL puts more energy into type open steel box concrete combination beam, including steel case, and the steel case includes one piece of bottom plate and two blocks of webs, and the cross section of steel case is in " Qian " type；It is provided with partition board in steel case, steel case is separated into upper chamber and lower chamber, concrete is filled in top box room；Two blocks of webs are symmetrically provided with PBL ribbed stiffeners along longitudinal direction in top box room.PBL puts more energy into the construction method of type open steel box concrete combination beam, includes the following steps：A, steel case is lifted, steel case is carried out hinged with both sides frame column or has just been connect；B, upward chamber casting concrete.The present invention can enhance constraint of the steel case to concrete, and dead weight is small, and combination beam can simultaneously be poured with Bars In Poured Concrete Slab.
Description
Technical field
The present invention relates to interior architecture construction applications, and in particular to a kind of PBL puts more energy into type open steel box-concrete combination beam
And construction method.
Background technology
Concrete filled steel tube axis is pressed and small biasing member has been widely studied, and correlation theory reaches its maturity, and is mainly used in work
In industry and civil buildings and bridge structure.But the research of steel pipe (case) concrete flexural member (beam) is relatively fewer and more
It concentrates on and the steel tube concrete beam of rectangular section is studied.It is well known that concrete-filled rectangular steel tube beam has good prolong
Property and later stage bearing capacity, the purpose of research be only that help solve biasing member bearing capacity.Through analysis, concrete-filled rectangular steel tube
Beam has the disadvantage that：Tensile region (i.e. the neutral surface lower part of beam) concrete cannot play a role and increase dead weight, compressive region (i.e. beam
Neutral surface top) steel pipe constrains concrete not strong and only in corner Constrained, concrete is easy to come to nothing with steel pipe, is more than
Local buckling occurs outward for compressive region steel pipe web and top plate when one constant load, concrete slid along longitudinal direction with steel pipe it is larger,
Concreting bothers, cannot be with Bars In Poured Concrete Slab Pouring concrete at the same time, and beam and floor concertedness are poor.Therefore, in Practical Project
Seldom directly used using concrete filled steel tube as flexural member.
Invention content
Technical problem to be solved by the invention is to provide it is a kind of can enhance steel case to the constraint of concrete, dead weight it is small,
The PBL that can be simultaneously poured with Bars In Poured Concrete Slab puts more energy into type open steel box-concrete combination beam and construction method.
The technical solution adopted by the present invention to solve the technical problems is：PBL puts more energy into type open steel box-Combined concrete
Beam, including steel case, the steel case include one piece of bottom plate and two blocks of webs, and the cross section of steel case is in " Qian " type；It is provided in steel case
Steel case is separated into upper chamber and lower chamber by partition board, fill concrete in top box room；Two blocks of webs are symmetrical along longitudinal direction in top box room
Ground is provided with PBL ribbed stiffeners.
Wherein, further include several pull rods, the both ends of pull rod are separately connected the PBL ribbed stiffeners on two blocks of webs, several
Pull rod is evenly spaced on.
Wherein, partition board upper surface is vertically arranged with PBL ribbed stiffeners.
Wherein, the depth-width ratio of steel case cross section is 2-3；Partition board is located at steel case height 1/2-2/3.
Wherein, the width of PBL ribbed stiffeners is 5-10cm；The coxostermum of the thickness of the thickness of partition board≤PBL ribbed stiffeners≤two
The thickness of thickness ＜ bottom plates；The Circularhole diameter of PBL ribbed stiffeners is the 1/2 of the width of PBL ribbed stiffeners；Adjacent circle on PBL ribbed stiffeners
Distance 5-8cm between hole.
Wherein, pull rod is hot rolled ribbed bars；Diameter >=6mm of pull rod, the spacing between adjacent pull rod are 15-30cm.
PBL puts more energy into the construction method of type open steel box-concrete combination beam, includes the following steps：
A, steel case is lifted, steel case is carried out hinged with both sides frame column or has just been connect；
B, upward chamber casting concrete.Upper chamber can simultaneously be poured with beam upper floor plate, also can individually be poured.
The beneficial effects of the invention are as follows：1, the cross section of steel case is in " Qian " type, i.e., no top plate, relative to rectangular section
For steel tube concrete beam, casting concrete is more prone to, and so that beam is realized with Bars In Poured Concrete Slab and pours simultaneously, and then the buildings Shi Liangyu
Plate concertedness is more preferable；Chamber is welding opening section on steel case simultaneously, and interior outside is convenient for welding, weldquality to be easy to get guarantor
Card；2, it is provided with partition board and steel case is divided into upper chamber and lower chamber, since lower chamber (i.e. tensile region region) is not filled
Concrete, therefore the dead weight of beam is greatly reduced；3, two blocks of webs are symmetrically provided with PBL ribbed stiffeners along longitudinal direction, and PBL ribbed stiffeners are not
But it can effectively prevent compressive region steel case web that local buckling occurs outward, while PBL ribbed stiffener circular hole inner concretes are formed
Tenon can provide larger shear-carrying capacity, can play the role of shear connector, and boundary strength significantly improves, and make steel and mix
The two kinds of common co-ordinations of material of solidifying soil；4, it is additionally provided with pull rod, pull rod is by the PBL ribbed stiffeners of two coxostermums along longitudinal direction every one
The position of determining deviation can avoid PBL ribbed stiffeners and be pulled out, further prevent web that unstability occurs outward, reduce to pulling up
The cavity areas of steel case and concrete enhances the degree of restraint to concrete；5, the setting of PBL ribbed stiffeners and pull rod is for improving
The ductility of combination beam has apparent effect；Chamber is set to enhance the constraint of concrete, case inner concrete is in two-way or three
To compression chord state, and then the bearing capacity of concrete is improved, while steel boxboard and concrete void area can be reduced；6, steel
Case itself has principal rod and template double action concurrently, easy for construction, the saving duration, eliminates template and the expense of support for shuttering, passes through
Ji works well；7, steel case can batch production make, quality is easy to ensure, while the lighter in weight of beam, be easy assembly, meet country
Build the relevant policies of assembly.
Description of the drawings
Fig. 1 is the transverse sectional view of steel case one of which embodiment of the present invention；
Fig. 2 is longitudinal sectional block diagram of steel case one of which embodiment of the present invention；
Fig. 3 is the vertical view of steel case one of which embodiment of the present invention；
Fig. 4 is the transverse sectional view of Mo1；
Fig. 5 is the transverse sectional view of Mo2；
Fig. 6 is the transverse sectional view of Mo3；
Fig. 7 is the transverse sectional view of Mo4-16；
Fig. 8 is moment of flexure-torsion line relational graph；
Fig. 9 is top surface and bottom surface moment of flexure-strain stress relation figure；
Figure 10 is CONCRETE CONSTITUTIVE RELATIONSHIP figure；
Figure 11 is steel constitutive relation figure；
Figure 12 is moment of flexure-amount of deflection calculated curve and measured curve comparison diagram；
Figure 13 is the influence diagram of pull rod longitudinal pitch；
Figure 14 is the influence diagram of pull rod diameter；
Figure 15 is that PBL puts more energy into the influence diagram of rib width；
Figure 16 is that PBL puts more energy into the influence diagram of rib thickness；
In figure label for：Bottom plate 1, web 2, partition board 3, PBL ribbed stiffeners 4, pull rod 5.
Specific implementation mode
The following further describes the present invention with reference to the drawings.
As shown in Figure 1 to Figure 3, PBL puts more energy into type open steel box-concrete combination beam, including steel case, and the steel case includes one
Block bottom plate 1 and two blocks of webs 2, the cross section of steel case are in " Qian " type, i.e., no top plate, it will be appreciated by those skilled in the art that
It is that steel case top surface opening makes casting concrete be more prone to, while beam can be made to be realized with Bars In Poured Concrete Slab and poured simultaneously；Setting in steel case
There is partition board 3 that steel case is separated into upper chamber and lower chamber, fill concrete in top box room, it is known that rectangular section at present
The concrete of tensile region (the beam neutral surface lower area) filling of steel tube concrete beam can not play a role, and increase beam sheet
The dead weight of body, therefore separated steel case by partition board 3, only in upper chamber casting concrete, both having eliminated cannot play a role
The concrete of tensile zone, and reduce the dead weight of beam；Two blocks of webs 2 are symmetrically provided with PBL and put more energy into along longitudinal direction in top box room
Rib 4, it is known that PBL ribbed stiffeners are a kind of steel plate ribbed stiffener (Perfobond LeisterRibs, abbreviation PBL with circular hole
Ribbed stiffener), it will be appreciated by persons skilled in the art that two blocks of webs 2 are symmetrically provided with PBL ribbed stiffeners 4 along longitudinal direction refers to
One piece of PBL ribbed stiffener 4 is flatly provided on two blocks of webs 2 respectively, while this two pieces of PBL ribbed stiffeners 4 are parallel；Two blocks of webs 2
On one group of PBL ribbed stiffener 4 symmetrically can be only set, can also from top to bottom be symmetrically arranged multigroup PBL ribbed stiffeners 4；PBL adds
Strength rib 4 is not only able to effectively prevent compressive region steel case web that local buckling occurs outward, while being mixed in 4 circular hole of PBL ribbed stiffeners
Solidifying soil, which forms tenon, can provide larger shear-carrying capacity, can play the role of shear connector, improve boundary strength, Neng Gouzeng
By force to the constraint of upper chamber concrete.It will be appreciated by persons skilled in the art that the longitudinal direction being previously mentioned in the application is fingerboard
Length direction.
Preferably, further include several pull rods 5, the both ends of pull rod 5 are separately connected the PBL ribbed stiffeners 4 on two blocks of webs 2,
Several pull rods 5 are evenly spaced on.Welding may be used in pull rod 5, be bolted or the conventional modes such as pin connection are solid
Fixed to be arranged on two pieces of PBL ribbed stiffeners 4, several pull rods 5 are parallel to each other, interval is uniform；Applicant analyzes by test method
Go out, pull rod 5 plays the role of being that PBL ribbed stiffeners 4 is avoided to be pulled out, and further prevents web 2 that unstability occurs outward.
Preferably, 3 upper surface of partition board is vertically arranged with PBL ribbed stiffeners 4, and 4 circular hole inner concrete of PBL ribbed stiffeners forms tenon
Larger shear-carrying capacity can be provided, PBL ribbed stiffeners 4 are arranged on partition board 3 can further enhance to upper chamber concrete
Constraint.
Preferably, the depth-width ratio of steel case cross section is 2-3, i.e., the height of web 2 is two to three times of 1 width of bottom plate；Every
Plate 3 is located at steel case height 1/2-2/3,2 height of steel case height, that is, web.Performance of the position of partition board 3 to the application combination beam
There is larger impact, when 3 position of partition board is excessively high, top box building volume is insufficient, and concrete is too low to the contribution rate of combination beam；Position mistake
Low, the indoor concrete lower part of top box enters the tensile region of beam, and steel case is caused to reduce the constraint of concrete, and the dead weight of beam increases
Add.The theoretical optimum position of partition board 3 should in ultimate load in and shaft position (on concrete structure member normal section direction just
The null axial location of stress), it so that upper chamber concrete is remained compression, ability in this way in entire loading procedure
It makes full use of the compression strength of concrete and mitigates the dead weight of beam.Applicant analyzes by test method, the optimum bit of partition board 3
It is set at steel case height 1/2-2/3, i.e., partition board 3 is apart from the position of beam compression area edge 1/3-1/2 steel case height.
Preferably, the width of PBL ribbed stiffeners 4 is 5-10cm；The flank of the thickness of the thickness of partition board 3≤PBL ribbed stiffeners 4≤two
The thickness of the thickness ＜ bottom plates 1 of plate 2；The Circularhole diameter of PBL ribbed stiffeners 4 is the 1/2 of the width of PBL ribbed stiffeners 4；PBL ribbed stiffeners 4
Distance 5-8cm between upper adjacent circular holes.The factors such as width, the thickness of PBL ribbed stiffeners 4 have the bearing capacity of the application combination beam
It is the optimum range obtained by applicant's test method to have certain influence, above-mentioned each condition, data.
Preferably, pull rod 5 is hot rolled ribbed bars；Diameter >=6mm of pull rod 5, the spacing between adjacent pull rod 5 are 15-
30cm.It has been found that pull rod 5 equally on the bearing capacity of the application combination beam have influence, above-mentioned each condition, data be by
The optimal selection that applicant's test method obtains.
PBL puts more energy into the construction method of type open steel box-concrete combination beam, includes the following steps：
A, steel case is lifted, steel case is carried out hinged with both sides frame column or has just been connect；
B, upward chamber casting concrete.Upper chamber casting concrete can simultaneously be poured with beam upper floor plate, make beam and floor
Concertedness is more preferable；Also it can individually pour.
Embodiment
Finite element software simulation meter is used in combination by the anti-bending strength of Test Research the application combination beam in applicant
It calculates, computable value with test value is compared and analyzed；In addition, expanding parameter with finite element software, PBL ribbed stiffeners 4 are analyzed
Width and influence of four key parameters such as spacing and diameter to the combination beam bending resistance along longitudinal direction of thickness, pull rod 5.Experiment side
Method and process are as follows.
1. specimen Design and testing program
1.1 specimen Design
Consider 4 arrangement of PBL ribbed stiffeners, 5 arrangement of pull rod and pull rod 5 influence factors such as spacing along longitudinal direction, altogether
7 combination beams test specimen Mo1, Mo2, Mo3, Mo4-16, Mo5-16, Mo5-24, Mo5-32 are devised,
Mo1 is steel box-concrete beam of " Qian " the type section with partition board 3, as shown in Figure 4；
Mo2 is to be provided on one group of PBL ribbed stiffener 4 and partition board 3 to be arranged between " Qian " type section band partition board 3, two coxostermums 2
There is the steel box-concrete beam of PBL ribbed stiffeners 4, as shown in Figure 5；
Mo3 is to be provided on two groups of PBL ribbed stiffeners 4 and partition board 3 to be arranged between " Qian " type section band partition board 3, two coxostermums 2
There is the steel box-concrete beam of PBL ribbed stiffeners 4, as shown in Figure 6；
Mo4-16 is to be provided with two groups of PBL ribbed stiffeners 4 and one of which between " Qian " type section band partition board 3, two coxostermums 2
Pull rod 5 is provided between PBL ribbed stiffeners 4,5 longitudinal pitch of pull rod is that the steel of PBL ribbed stiffeners 4 is provided on 160mm and partition board 3
Case-concrete combination beam, as shown in Figure 7；
Mo5-16 is to be provided with two groups of PBL ribbed stiffeners 4 and two groups of PBL between " Qian " type section band partition board 3, two coxostermums 2
Pull rod 5 is both provided between ribbed stiffener 4,5 longitudinal pitch of pull rod is 160mm, the steel case-of PBL ribbed stiffeners 4 is provided on partition board 3
Concrete combination beam, as shown in Figure 1.
Mo5-24 is to be provided with two groups of PBL ribbed stiffeners 4 and two groups of PBL between " Qian " type section band partition board 3, two coxostermums 2
Pull rod 5 is both provided between ribbed stiffener 4,5 longitudinal pitch of pull rod is 240mm, the steel case-of PBL ribbed stiffeners 4 is provided on partition board 3
Concrete combination beam, as shown in Figure 1.
Mo5-32 is to be provided with two groups of PBL ribbed stiffeners 4 and two groups of PBL between " Qian " type section band partition board 3, two coxostermums 2
Pull rod 5 is both provided between ribbed stiffener 4,5 longitudinal pitch of pull rod is 320mm, the steel case-of PBL ribbed stiffeners 4 is provided on partition board 3
Concrete combination beam, as shown in Figure 1.
Each test specimen parameter is shown in Table 1.
Each test specimen parameter is shown in Table 1.
Table 1
| Test specimen | b | h | h1 | tw | t2 | t0 | bs | ts | ds | as | d | a | l |
| Mo1 | 200 | 450 | 200 | 4 | 6 | 2 | - | - | - | - | - | - | 4000 |
| Mo2 | 200 | 450 | 200 | 4 | 6 | 2 | 60 | 4 | 30 | 80 | - | - | 4000 |
| Mo3 | 200 | 450 | 200 | 4 | 6 | 2 | 60 | 4 | 30 | 80 | - | - | 4000 |
| Mo4-16 | 200 | 450 | 200 | 4 | 6 | 2 | 60 | 4 | 30 | 80 | 10 | 160 | 4000 |
| Mo5-16 | 200 | 450 | 200 | 4 | 6 | 2 | 60 | 4 | 30 | 80 | 10 | 160 | 4000 |
| Mo5-24 | 200 | 450 | 200 | 4 | 6 | 2 | 60 | 4 | 30 | 80 | 10 | 240 | 4000 |
| Mo5-32 | 200 | 450 | 200 | 4 | 6 | 2 | 60 | 4 | 30 | 80 | 10 | 320 | 4000 |
Note：B- deck-sidings；H- deck-moldings；h1Upper chamber is high；twWeb is thick；t2Beam bottom plate thickness；t0Interval plate thickness；bsIt puts more energy into
Rib width；tsRibbed stiffener is thick；dsRibbed stiffener aperture；asRibbed stiffener pitch-row；D- pull rod diameters；A- pull rod longitudinal pitches；L- beam lengths；
Unit/mm.
1) steel case makes.It entrusts Gang Gou factories to process according to steel case construction drawing to weld.
2) test specimen makes.Steel case is transported to structure laboratory, and completion test specimen subsequently makes work in the steps below again later：
A. pull rod 5 is connect with the progress pin of PBL ribbed stiffeners 4；
B. it clears up upper chamber and all foil gauge lead-out wires in case is protected；
C. casting concrete and test cube is made；
D. test specimen and test cube are covered into the indoor cured under same condition of gunnysack watering 28 days；
E. the foil gauge of spaning middle section steel case web 2, bottom plate 1 and top concrete is pasted.
3) material selection.Steel boxboard and 4 plate of PBL ribbed stiffeners use Q235 hot rolled steel plates, actual measurement yield strength 285MPa,
Tensile strength is 416MPa；Concrete use high-titanium dry slag C30 concrete, 28 days with test specimen cured under same condition after practical cube
Body compression strength is 38.9MPa；Pull rod 5 uses HRB335 hot rolled ribbed bars, actual measurement yield strength 349MPa, tensile strength
For 488MPa, the additional cotter bolt clamp spring breeches joint connector of 5 both ends mantle fiber of pull rod.
1.2 testing program
1) loading scheme.The Based on Electro-hydraulic Loading Servo System formed using MTS actuator, reaction frame and testing bed, testing stand is added
It carries, experiment carries out dull static loading using 60t actuator, and loading procedure is divided into following two stages：
A. the stage is preloaded.Loaded value takes 20% ultimate load calculated value, a point three-level to load, and the intermittent time is 10 points between grade
Clock, then unloading is 0, and examining loading equipemtn, measuring apparatus and installation situation in idle time, whether there is or not abnormal phenomenon.
B. the bearing capacity stage.It first exerts oneself to control load, load stage is loaded onto away from taking 20% ultimate load calculated value
Steel boxboard starts to surrender, and then uses Bit andits control instead, is loaded by level-one of 3mm, until there are bearing capacity distinctive marks, grade
Between the intermittent time be 10 minutes.
2) measurement scheme.Force value is measured with 60t force snesors, and amount of deflection is measured with dial gauge, and steel case web 2, mixes bottom plate 1
The strains such as solidifying soil are measured with foil gauge, and in order to avoid the influence that human factor is misread, all of above data use static resistance
Deformeter acquires.
2 test results and analysis
2.1 experiment breakoff phenomenons
1) when Mo1 is loaded onto 75kN, compression area edge web 2 and concrete come to nothing suddenly near upper chamber span centre, continue
Load region of coming to nothing is increasing, gradually small, explanation that 2 edge of web in region of coming to nothing from centre takes place sidesway, both ends sidesway
Upper chamber both sides web 2 has occurred and that the outer overall collapse phenomenon of plane but local buckling's phenomenon does not occur.When being loaded onto 160kN
When, compression area edge concrete is crushed suddenly like Component in Single Rectangular Section over-reinforced beam near upper chamber span centre, experiment knot
Beam.In entire loading procedure, the amount of deflection of test specimen beam varies less, and web 2, bottom plate 1 are not up to yield strength always, illustrate steel
Plate intensity fails to be not fully exerted, and final destruction belongs to brittle break.
2) when Mo2 is loaded onto 85kN, nearby there is phenomenon of coming to nothing at one to upper chamber span centre in web 2 and concrete, continue to add
After being loaded onto 110kN, place's the right and left is successively each to there is phenomenon of coming to nothing at one coming to nothing at first, come to nothing later place with load increase
It is gradually increased from span centre to bearing direction quantity, after load is more than 200kN, the place's web 2 that comes to nothing at first starts slowly
Local buckling phenomenon occurs, when being loaded onto 230kN, local buckling phenomenon occurs again in the right and left, and upper chamber span centre is nearby pressurized
The PBL ribbed stiffeners 4 of area edge are terminated when being finally loaded into 255kN due to span centre compression area edge concrete is crushed by pull-off
Experiment.In entire loading procedure, compared with Mo1, amount of deflection is increased slightly, 2 tension area edge of chamber web is answered under spaning middle section
Power does not occur apparent yield phenomenon close to yield strength, bottom plate 1, and final destruction also belongs to brittle break, but compared to Mo1
Show certain ductility.
3) for Mo3 in entire loading procedure, the breakoff phenomenon in each stage is more similar to Mo2, but has following difference：It is de-
Sky is divided into two parts up and down by intermediate PBL ribbed stiffeners 4, and edge PBL ribbed stiffeners 4 part at one occur by the web 2 of pull-off position
Buckling phenomenon, ultimate load 330kN, ductility further increase.
4) breakoff phenomenon of Mo4-16 and Mo3 are substantially similar, difference lies in：Mo3 span centres edge PBL ribbed stiffeners 4 by pull-off,
There is local buckling phenomenon in the web 2 of pull-off position, and local buckling is located at the upper marginal position of upper chamber web 2；And Mo4-16
PBL ribbed stiffeners 4 are pulled out certain displacement among span centre, occur local buckling phenomenon herein, local buckling is located at upper chamber web 2
Centre position；The limiting condition of Mo4-16 is controlled with being unsuitable for continuing to load due to because deforming increase too soon, ultimate load
Reach 410kN, load-displacement curve does not occur the apparent decline stage, shows that this test specimen beam has good ductility.
5) Mo5-16, Mo5-24 are identical with the breakoff phenomenon of Mo5-32, do not occur PBL ribbed stiffeners 4 and are pulled out phenomenon,
Do not occur local buckling phenomenon, other breakoff phenomenons and Mo4-16 are almost the same yet.Ultimate load be respectively 450kN,
460kN, 430kN, load-displacement curve do not occur the apparent decline stage, show that three test specimen beams all have good prolong
Property.
2.2 moments of flexure and amount of deflection relation curve
7 test specimen moments of flexure and amount of deflection graph of relation are made, as shown in figure 8, known to analysis result：
1, Mo1 is due to upper chamber no-top plate, and to the constraint very little of concrete, steel boxboard and concrete can not cooperate,
So bearing capacity is very low, and it is brittle break；
2, Mo2 and Mo3 is that PBL ribbed stiffeners 4 are additionally arranged on the basis of Mo1, and bearing capacity and deformability all greatly change
It is kind, illustrate that PBL ribbed stiffeners 4 can make steel boxboard and concrete preferably cooperate, two kinds of materials of steel and concrete can
Play respective strength potential；
3, Mo4-16, Mo5-16 are to be additionally arranged hot rolled ribbed bars pull rod 5 again on the basis of Mo2, Mo3, pull rod 5 and upper
Chamber forms closure frame in a certain range, plays the role of " stirrup ", and concrete is made further to play compression potential
Advantage, reached " 1+1>2 " effect；
4, arrangement of the pull rod 5 of tri- test specimens of Mo5-16, Mo5-24 and Mo5-32 in cross section is identical, and pull rod 5 is along longitudinal direction
Spacing be respectively 16cm, 24cm and 32cm, it can be seen that it is better that the smaller ductility for combination beam of 5 spacing of pull rod improves, but
Influence unobvious for ultimate bearing capacity, in addition it can find out, although the upper chambers of Mo5-16 do not set top plate, by setting
PBL ribbed stiffeners 4 and HRB steel bar rods 5 are set, anti-bending strength significantly improves.
2.3 combination beam strain analyses
3 foil gauges have been pasted in combination beam span centre concrete upper surface, 5 foil gauges have been pasted in 1 lower surface of steel bottom plate,
Web 2 is along highly having pasted 6 foil gauges, foil gauge all disposed at equal distance on three faces, for measuring normal strain, concrete
Top surface mean strain, 1 mean strain of steel bottom plate and load relationship change are as shown in figure 9, known to analysis result：
When concrete is crushed, steel bottom plate 1 strains very little, is not up to yield strength, and steel strength is not by Mo1, Mo2
It can be not fully exerted, belong to brittle break.After other 5 test specimen concrete strains are more than ε 0, compression strength still has different journeys
Degree improves, and the degree that especially Mo4-16, Mo5-16 are improved becomes apparent from, and illustrates setting of the PBL ribbed stiffeners 4 with pull rod 5 to concrete
Constraint cut much ice, edge is arranged pull rod 5 and acts on bigger, and 5 curves meet the feature of confined concrete constitutive relation；
The load-strain curve of tetra- test specimen steel bottom plates 1 of Mo4-16, Mo5-16, Mo5-24, Mo5-32 has apparent elasticity, bullet
Plasticity, three phase characteristic of plasticity illustrate that PBL ribbed stiffeners 4 and the setting of pull rod 5 have significantly the ductility for improving combination beam
Effect.
3 finite element analyses
The constitutive relation of 3.1 materials
1) constitutive relation of concrete material
Chamber concrete is in two-way or three dimension stress state on combination beam, compression strength and compressive ultimate strain with unidirectionally by
Pressure is compared to increasing, and relatively security consideration, compressive region concrete still uses the constitutive relation under the conditions of uniaxial compression, such as
Shown in Figure 10.
2) constitutive relation of 5 material of steel case and pull rod
The stress-strain model of 5 material of steel case, PBL ribbed stiffeners 4 and pull rod is reduced to curve as shown in figure 11.
This curve includes 4 stages：A. elastic stage (0A sections) are the skew lines using elastic modulus E as slope；B. yield point elongation (AB
Section), it is a horizontal linear；C. strain (BC sections) are one skew lines of item；D. two Plastic Flow stages (CD sections) are
One horizontal linear.
The selected and finite element modeling of 3.2 parameters
In order to further analyze the influence of PBL ribbed stiffeners 4 and pull rod 5 to combination beam bearing capacity, now model M o5-16 is opened up
Exhibition parameter carries out finite element analysis and is compared simultaneously with test result, and when analysis mainly changes following four parameter：Ribbed stiffener
Width, thickness, spacing, other parameters are identical with previous trial parameter along longitudinal direction with pull rod 5 for 5 diameter of pull rod.Using ANSYS
Program is modeled, and concrete uses solid65 units, steel boxboard and PBL ribbed stiffeners 4 that solid45 units, pull rod 5 is used to adopt
With Link8 units, contact of the steel boxboard with concrete uses surface-to-surface contact, object element to be respectively adopted with osculating element
Target170 and contact174 unit simulations, coefficient of friction are taken as 0.3.
3.3 operating modes are drafted to be analyzed with result of finite element
Solve simultaneously comparative analysis to following four operating mode respectively using ANSYS programs.
Operating mode 1：For Mo5-16 other conditions and when experiment is consistent, change pull rod 5 spacing along longitudinal direction is distinguished
8cm, 16cm, 24cm, 32cm, 40cm, pattern number is taken to be：Mo5-16-8、Mo5-16-16、Mo5-16-24、Mo5-16-32、
Mo5-16-40 carries out simulation calculating to 5 kinds of models, and obtained moment of flexure-sag curve is simultaneously compared with measured curve, such as schemes
Shown in 12, while giving influence relation curve of 5 longitudinal pitch of pull rod to ultimate bearing capacity, as shown in figure 13, a tables in Figure 13
Show 5 longitudinal pitch of pull rod.As seen from Figure 12, Mo5-16-16, Mo5-16-24, Mo5-16-32 Ultimate Strength value
It is below measured value, the ratio difference 1.03,1.09,1.05 of measured value and calculated value illustrates ANSYS programs analysis result and examination
It tests results contrast to coincide, such combination beam can be simulated with ANSYS programs and analyzed, and result is partial to safety.It can by Figure 13
Know, as 5 longitudinal pitch of pull rod increases, the degree of ultimate bearing capacity reduction is first slow rear fast, and spacing is too small to contribute not bearing capacity
Big and uneconomical, spacing too large bearing capacity is again too low, therefore should reasonably select the spacing of pull rod 5 along longitudinal direction, between adjacent pull rod 5
Best spacing be 15-30cm.
Operating mode 2：For operating mode 1 five model other conditions and experiment be consistent when, 5 diameter of change pull rod,
6mm, 8mm, 10mm (operating mode 1 has been analyzed), 12mm, 14mm are taken respectively, simulation calculating are carried out to 20 kinds of situations, d is to the limit for analysis
The influence of bearing capacity, as shown in figure 14, d indicates 5 diameter of pull rod in Figure 14.As shown in Figure 14, with the increase of 5 diameter of pull rod,
Ultimate bearing capacity improves therewith, but improves degree and be not obvious, and it is the principal element for influencing bearing capacity to illustrate 5 diameter of pull rod not.
Operating mode 3：For five model other conditions and when experiment is consistent of operating mode 1, only change PBL ribbed stiffeners 4
Width takes 2cm, 4cm, 6cm (operating mode 1 has been analyzed), 8cm respectively, carries out simulation calculating to 15 kinds of situations, analyzes rib width of putting more energy into
Influence to ultimate bearing capacity, as shown in figure 15, bs indicates rib width of putting more energy into Figure 15.As shown in Figure 15, with PBL ribbed stiffeners
The increase of 4 width, ultimate bearing capacity significantly improve, and trend first quick and back slow is presented in the degree of raising, this trend is vertical for pull rod 5
The Model Beam influence big to spacing becomes apparent from, therefore the width of selection ribbed stiffener should consider the influence of 5 longitudinal pitch of pull rod simultaneously.
Operating mode 4：For five model other conditions and when experiment is consistent of operating mode 1, only change PBL ribbed stiffeners 4
Thickness takes 2mm, 3mm, 4mm (operating mode 1 has been analyzed), 5mm, 6mm respectively, carries out simulation calculating to 20 kinds of situations, analyzes ribbed stiffener
Influence of the thickness to ultimate bearing capacity, as shown in figure 16, ts indicates rib thickness of putting more energy into Figure 16.It can be seen by Figure 15 and Figure 16
Go out, influence of 4 thickness of PBL ribbed stiffeners to ultimate bearing capacity is similar with width, but apparent without widths affect.
Test result shows that influencing descending sequence to combination beam ultimate bearing capacity is：The width of PBL ribbed stiffeners 4,
Thickness, 5 diameter of pull rod of the spacing along longitudinal direction of pull rod 5, PBL ribbed stiffeners 4.
Conclusion (of pressure testing)：Steel case can be effectively improved to the degree of restraint of concrete by being provided with pull rod 5 and PBL ribbed stiffeners 4, be prevented
Local buckling occurs for steel case, reduces steel case and concrete void area, can effectively prevent the cunning of steel case and concrete surface
It moves, can significantly improve the bending resistance and deformability of steel box-concrete beam.
Claims (7)
1.PBL puts more energy into type open steel box-concrete combination beam, it is characterised in that：Including steel case, the steel case includes one piece of bottom plate
(1) and two pieces of webs (2), the cross section of steel case is in " Qian " type；Be provided in steel case partition board (3) by steel case be separated into upper chamber and
Lower chamber, fill concrete in top box room；Two pieces of webs (2) are symmetrically provided with PBL ribbed stiffeners (4) along longitudinal direction in top box room.
Type open steel box-concrete combination beam 2. PBL according to claim 1 puts more energy into, it is characterised in that：Further include several
The both ends of a pull rod (5), pull rod (5) are separately connected the PBL ribbed stiffeners (4) on two pieces of webs (2), several pull rods (5) are uniform
It is spaced apart.
Type open steel box-concrete combination beam 3. PBL according to claim 1 or 2 puts more energy into, it is characterised in that：Partition board (3)
Upper surface is vertically arranged with PBL ribbed stiffeners (4).
Type open steel box-concrete combination beam 4. PBL according to claim 3 puts more energy into, it is characterised in that：Steel case cross section
Depth-width ratio be 2-3；Partition board (3) is located at steel case height 1/2-2/3.
Type open steel box-concrete combination beam 5. PBL according to claim 4 puts more energy into, it is characterised in that：PBL ribbed stiffeners
(4) width is 5-10cm；The thickness ＜ bottom plates of the coxostermum (2) of the thickness of the thickness of partition board (3)≤PBL ribbed stiffeners (4)≤two
(1) thickness；The Circularhole diameter of PBL ribbed stiffeners (4) is the 1/2 of the width of PBL ribbed stiffeners (4)；It is adjacent on PBL ribbed stiffeners (4)
Distance 5-8cm between circular hole.
Type open steel box-concrete combination beam 6. PBL according to claim 2 puts more energy into, it is characterised in that：Pull rod (5) is
Hot rolled ribbed bars；Diameter >=6mm of pull rod (5), the spacing between adjacent pull rod (5) are 15-30cm.
7. the PBL described in any one of right 1 to 6 puts more energy into, the construction method of type open steel box-concrete combination beam, feature exist
In including the following steps：
A, steel case is lifted, steel case is carried out hinged with both sides frame column or has just been connect；
B, upward chamber casting concrete.
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| CN114382002A (en) * | 2020-10-20 | 2022-04-22 | 华中科技大学 | Steel box-concrete composite beam inter-box beam connecting structure and construction method |
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