CN201637656U - Girder type tester of bonding strength between fiber-reinforced compound sheet and concrete - Google Patents
Girder type tester of bonding strength between fiber-reinforced compound sheet and concrete Download PDFInfo
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- CN201637656U CN201637656U CN2010201639861U CN201020163986U CN201637656U CN 201637656 U CN201637656 U CN 201637656U CN 2010201639861 U CN2010201639861 U CN 2010201639861U CN 201020163986 U CN201020163986 U CN 201020163986U CN 201637656 U CN201637656 U CN 201637656U
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- pressure rod
- height adjuster
- depression bar
- girder steel
- frp
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Abstract
The utility model discloses a girder type tester of bonding strength between a fiber-reinforced compound sheet and concrete, which comprises a front pressure rod height regulator, a rear pressure rod height regulator, a pressure rod, a distribution girder and a steel girder, wherein the distribution girder is positioned above the steel girder; the front pressure rod height regulator and the rear pressure rod height regulator are positioned at the side surface of the steel girder; the steel girder is connected with a pair of hinged pieces; the hinged pieces are provided with hinged holes; hinged bars are arranged in the hinged holes; the front pressure rod height regulator and the rear pressure rod height regulator adopt height regulators; the height regulator comprises a base provided with a connecting hole and a pressure rod hole; a screw is arranged in the connecting hole; the base is also provided with an upper support and a lower support; a pressing bolt is arranged in the upper support; an adjusting bolt is arranged in the lower support; the pressure rod hole is positioned between the upper support and the lower support; the pressure rod is inserted into the pressure rod holes of the front pressure rod height regulator and the rear pressure rod height regulator, and positioned between the pressing bolts and the adjusting bolts; and the front pressure rod height regulator, the rear pressure rod height regulator and the pair of hinged pieces are positioned at the same side of the steel girder.
Description
Technical field
The utility model relates to a kind of test unit of testing fibre reinforced composite sheet and concrete binding performance, belong to the material properties test technology.Be mainly used in fields such as building, bridge, water conservancy and traffic.
Background technology
FRP (fibre reinforced plastics) compound substance has intensity height, in light weight, corrosion-resistant, endurance and the advantage such as convenient of constructing, and has obtained using widely in field of civil engineering.Can carry out bending resistance, shear-carrying capacity and seismic hardening etc. to xoncrete structure by the outer subsides method of FRP compound substance, a main determining factor of its consolidation effect is exactly the adhesive property between FRP and the concrete.Experimental study finds, the FRP stripping damage is a common damage pattern comparatively in the FRP reinforced concrete beam, but causes that the reason of FRP stripping damage has nothing in common with each other, and failure mechanism and influence factor are comparatively complicated.For this reason, domestic and international many experts have carried out a large amount of theories and experimental study at the various failure modes of FRP reinforced concrete beam.
For the FRP reinforced concrete flexural member, the FRP stripping damage mainly contains two kinds of different forms (Fig. 1).A kind of is the FRP stripping damage of beam end, and this destruction mainly is that domestic and international many scholars have done more test and theoretical research work in this respect because concrete and FRP are concentrated caused at the discontinuous stress that produces of its end stress.Another is FRP and the concrete stripping damage that a crack causes of striding in the beams of concrete.Experimental study shows that a stripping damage of striding of FRP reinforced concrete beam also has two kinds of forms, the one, and the FRP stripping damage that the span centre bending cracks causes, another kind are to stride the FRP stripping damage that a curved scissors crack causes.The key distinction of these two kinds of failure modes is crooked different with the mechanism of carrying out the FRP stripping damage with the form in curved scissors crack.The stripping damage of the FRP that causes for bending cracks, because the bottom in crack is basically perpendicular to the bottom surface of beam, the both sides in crack do not have relative vertical displacement, and the stripping damage of FRP mainly is because the caused shear stress of carrying out in crack has exceeded concrete intensity and causes.Failure mechanism at this form, domestic and international many scholars adopt simple shear test, double shear test, and proposed many theoretical models, but the theoretical model of these propositions can not be applied directly in the Design of Reinforcement of beam, still needs and wants empirical parameter revised.The FRP stripping damage that causes for the curved scissors crack, because the process that is carrying out in the crack, its both sides have vertical relative displacement and horizontal relative displacement simultaneously, and the concrete interface of one side produces and just (drawing) stress and shear stress in the crack, makes FRP under lower stress level stripping damage take place.This destruction is actual to be a kind of destruction form of MixedMode pattern, and at present Chinese scholars does not also have reliable theoretical model to calculate FRP and concrete cohesive strength under the mixed mode to the experimental study of this failure mode imperfection also.
Simultaneously, in bridge structure and industrial premises, FRP strenthening member often stands thousands of times cyclic load, analyze the fatigue lifetime of FRP reinforcement, just need at first understand fully FRP and concrete adhesive property under the cyclic load.Adopt the test of traditional simple shear or double shear to be difficult to accurately simulate FRP and concrete in mixed mode fracture mode and the stripping damage process under cyclic load.Its main cause: (1) when FRP and concrete stripping damage, simple shear or double shear test are difficult to setting FRP sheet material in out-of-plane side-play amount under the simulation mixed mode; When (2) adopting the test of simple shear or double shear to carry out under cyclic load or the static load FRP and concrete binding performance test, the FRP sheet material is subjected to pull end to be easy to take place slippage at the hydraulic chuck place, causes test failure.
Above-mentioned shortcoming seriously limits simple shear or the widespread use of double shear test in FRP and concrete binding performance test.Therefore, development is applicable to that the research FRP and the test unit of concrete adhesive property of (static load or cyclic load) under (shear mode or mixed mode), different load mode under the different fracture modes have important use and be worth, provide the test apparatus of science for the experimental study of FRP reinforced concrete structure, had broad application prospects.
The utility model content
Technical matters: the purpose of this utility model is the defective and the deficiency that exist in the measuring technology at simple shear or double shear experimental test FRP and concrete binding performance, provide a kind of and can accurately set under the mixed mode eccentric throw and can realize the high precision beam tester that cyclic load applies, be applicable to that research FRP and concrete are at the adhesive property under the different fracture modes, under the different load mode.
Technical scheme: the beam tester of a kind of fibre reinforced composite sheet and concrete binding intensity, comprise: the forward press height adjuster, back depression bar height adjuster, depression bar, distribution beam and girder steel, distribution beam is positioned at the top of girder steel, forward press height adjuster and back depression bar height adjuster are positioned at the side of girder steel, before on girder steel, being connected with, back combined member, before described, back combined member is an articulated elements, on articulated elements, be provided with hinge hole, in hinge hole, be provided with hinge bar, forward press height adjuster and back depression bar height adjuster adopt height adjuster, described height adjuster comprises base, on base, be provided with strut kong and connecting hole, in connecting hole, be provided with attachment screw, on base, also be provided with upper bracket and lower carriage, on upper bracket, be provided with hold-down bolt, on lower carriage, be provided with the adjusting bolt, described strut kong is between upper bracket and lower carriage, before described depression bar is located in the mode of inserting, in the strut kong of back depression bar height adjuster and described depression bar at hold-down bolt and regulate between the bolt described forward press height adjuster, before back depression bar height adjuster reaches, back combined member is positioned at the homonymy of girder steel.On girder steel, be connected with fixedly and win in succession, on fixedly winning in succession, be provided with gib screw; Below girder steel, be provided with to compress steel plate and compress steel plate and be connected with girder steel by screw.
Compared with prior art, the utlity model has following advantage:
1. the solution of eccentricity issues in the simple shear test
Tradition is during simple shear test, and the pulling force that is applied and FRP plate are difficult to accurately be controlled in the same plane, and reason has: the flatness that is used to cohere the surface of FRP in (1) concrete sample is difficult to assurance, may have inclination; (2) during clamping FRP plate, hydraulic chuck is suspended from the test specimen top, adopts sash weight that the hydraulic chuck centre joint and test specimen bonding interface are aligned, and experimenter's skilled operation degree will directly influence the situation of aligning; (3) for preventing the slippage of FRP plate, place two blocks of aluminium sheets in clamping place of FRP plate loading end, the deviation of aluminium plate thickness will cause institute's pulling force of executing and test specimen bonding interface not in same plane.
The pulling force that applies in order to guarantee is the axle center tensile load, and the utility model adopts height adjuster, makes depression bar and FRP plate tangent by regulating bolt, thereby eliminates initial geometric eccentricity.In process of the test, the FRP sheet material is close to depression bar, forms hinge at the depression bar place, thereby what guarantee that the FRP plate bears is the axle center tensile load.
2. accurately set the solution of the problem of eccentric throw under the mixed mode
Accurately set the difficult point that eccentric throw in composite mode is puzzlement experimental study person always, the utility model adopts height adjuster, moves up and down depression bar by the adjusting bolt and makes FRP plate and concrete binding interface have certain initial geometric eccentricity.In process of the test, the FRP sheet material is close to the depression bar outside, forms hinge at the depression bar place, thus guarantee that the FRP plate bears be the axle center tensile load and remain set off-centre.
3. FRP plate solution of slippage problem in the hydraulic chuck in the prior art because clamping is ineffective
Because the FRP plate is thinner, along with the increase of load application, FRP plate and hydraulic chuck are easy to generate slippage in clamping place.The utility model addresses this problem from following 2: (1) is converted into the vertical pressure load that acts on the distribution beam with the tensile load the simple shear test, need not hydraulic chuck clamping FRP plate; (2) adopt epoxide-resin glue with fibre composite sheet and girder steel gluing mutually, thereby and add a cover and compress steel plate and thoroughly eliminate sliding phenomenon.
4. cyclic load applies the solution of the problem of difficulty
Under carrying out cyclic load during the simple shear test of FRP and concrete binding performance, because a tensile load of executing and test specimen center of gravity be not on same straight line, repeatedly circulation back test specimen can produce lateral deviation, thereby it is eccentric to make that the pulling force that acts on FRP plate end produces, and accelerates the speed of development of stripping damage.Simultaneously, under the effect of cyclic load, the FRP plate easily produces slippage at the hydraulic chuck place, if chuck holds tension even can cause the local failure of chuck district FRP plate.The utility model adopts the combination beam device, applies cyclic load by distribution beam, effectively solves the slippage of test specimen centre-of gravity shift and FRP plate and the problem of local failure.
5.FRP effectively paste the solution of problem with combination beam
At first make up beams of concrete test specimen and girder steel before cohering FRP, beams of concrete test piece end upside is hinged by articulated elements and girder steel, beams of concrete test piece end downside is fixed for whole and guarantee that beams of concrete test specimen bottom surface and girder steel bottom surface are in same plane with girder steel by fixedly winning in succession, adopt epoxy resin glue bond FRP sheet material, the beam type test specimen is vertically placed until the epoxy resin adhesive curing, thereby guarantees that FRP sticks on the interface smooth, smooth-goingly.
6. beam tester takies volume little (150mm * 150mm * 1010mm) can utilize that MTS servo-hydraulic testing machine carries out under the different fracture modes, FRP and concrete binding performance test research under the different load mode, and test operation is simple and easy to do.
7. clear, the simple structure of girder steel design concept adopts stainless steel material to make, and can recycle.Can design many group beam testers by the sectional dimension that changes girder steel, the span of distribution beam, applied widely.
Description of drawings
Fig. 1 is a FRP stripping damage synoptic diagram in the FRP reinforced concrete beam, comprise figure (a), figure (b), figure (c), wherein, the 30th, the FRP sheet material, the 31st, end FRP peels off, and the 32nd, stride a FRP and peel off, the 33rd, bending cracks, the 34th, curved scissors crack, the 35th, near the interface shear stress crack, the 36th, interface normal stress.
Fig. 2 is a structural representation of the present utility model.
Fig. 3 is an A-A cut-open view of the present utility model.
Fig. 4 is a beams of concrete test specimen synoptic diagram.
Fig. 5 is the steel beam structure synoptic diagram.
Fig. 6 is the controller structure synoptic diagram.
Embodiment
The utility model is described in further detail below in conjunction with accompanying drawing:
The beam tester of a kind of fibre reinforced composite sheet and concrete binding intensity, comprise: the forward press height adjuster, back depression bar height adjuster, depression bar 11, distribution beam 8, roller bearing 23 and girder steel 2, distribution beam 8 is positioned at the top of girder steel 2, roller bearing 23 is positioned at the below of girder steel 2, forward press height adjuster and back depression bar height adjuster are positioned at the side of girder steel 2, before on girder steel 2, being connected with, back combined member, before described, back combined member is an articulated elements 3, on articulated elements 3, be provided with hinge hole 13, in hinge hole 13, be provided with hinge bar 14, forward press height adjuster and back depression bar height adjuster adopt height adjuster 7, described height adjuster 7 comprises base 21, on base 21, be provided with strut kong 19 and connecting hole 17, in connecting hole 17, be provided with attachment screw 18, on base 21, also be provided with upper bracket 10 and lower carriage 20, on upper bracket 10, be provided with hold-down bolt 22, on lower carriage 20, be provided with and regulate bolt 12, described strut kong 19 is between upper bracket 10 and lower carriage 20, before described depression bar 11 is located in the mode of inserting, in the strut kong 19 of back depression bar height adjuster and described depression bar 11 at hold-down bolt 22 and regulate between the bolt 12 described forward press height adjuster, before back depression bar height adjuster reaches, back combined member is positioned at the homonymy of girder steel 2.
In the present embodiment, on girder steel 2, be connected with and fixedly win 6 in succession, be provided with gib screw 15 on 6 fixedly winning in succession; Below girder steel 2, be provided with to compress steel plate 5 and compress steel plate 5 and be connected with girder steel 2 by screw.
Girder steel is assembled by bolt by six blocks of outside steel plates and two diaphragm plates, at first processes eight block plates, in the assigned address tapping, the front and back side plate is coupled together by left side plate and two diaphragm plates, adopts screw retention side plate up and down then.Process articulated elements and fixedly win in succession, and in the assigned address tapping, the articulated elements left end is connected with concrete sample by hinge hole, hinge bar, right-hand member is connected with girder steel by three screws; The left end of fixedly winning in succession is connected with concrete sample by two gib screws, and right-hand member is connected with girder steel by two screws.For the depression bar height adjuster, prefabricated steel and in the assigned address tapping and reserve strut kong at first, then support is welded on also to install on the steel plate and regulates bolt, hold-down bolt, depression bar inserts strut kong and concrete sample is reserved opening position, by regulating bolt adjusting eccentric throw and being tightened by hold-down bolt.The depression bar height adjuster is installed on the concrete sample by three attachment screws.Fixedly the compressing that steel plate is sized and get final product in the assigned address tapping of FRP plate compresses steel plate and is connected with girder steel by eight screws.
The test of the combination beam type of FRP and concrete binding performance comprises under the different fracture mode of the present utility model, under the different load mode: combination beam test specimen preparatory stage, Installation and Debugging stage, experimental stage.Now elaborate in conjunction with test unit: (1) combination beam test specimen preparatory stage: casting concrete beam test specimen (Fig. 4) and maintenance be to testing the required length of time, gets six beams of concrete test specimens with proportioning as one group.Beams of concrete test piece end upside is hinged by articulated elements and girder steel, beams of concrete test piece end downside is fixed for whole and guarantee that beams of concrete test specimen bottom surface and girder steel bottom surface are in same plane with girder steel by fixedly winning in succession, adopt epoxide-resin glue to paste the FRP sheet material in the combination beam bottom side, beams of concrete opening position fibre composite sheet is not coated with epoxide-resin glue, keeps fiber to have free bending performance.The beam type test specimen is vertically placed until the epoxy resin adhesive curing, thereby guarantees that FRP sticks on the interface smooth, smooth-goingly.Add a cover in the girder steel bottom side then and compress steel plate and tighten eight groups of screws and guarantee that the FRP plates are firm with the girder steel bonding.Paste the electronics foil gauge along the tension direction on the surface of fibre composite sheet.(2) the Installation and Debugging stage: at MTS servo-hydraulic testing machine loading end distribution beam is installed, the combination beam test specimen is placed on the roller bearing, adjust to remove behind the position of combination beam and distribution beam and fixedly win in succession.Forward and backward depression bar height adjuster is installed on the beams of concrete test specimen, depression bar is inserted strut kong, overregulate bolt and regulate depression bar, when depression bar transfers to required off-centre, adopt hold-down bolt to fix the position (Fig. 3) of depression bar.The electronics foil gauge is connected to strain acquirement instrument soldier adjusting instrument.(3) experimental stage: to the combination beam load application, use the monitoring in real time of MTS servo-hydraulic testing machine built-in sensors and record load and displacement by distribution beam, use the omnidistance strain of strain acquirement instrument recorded electronic foil gauge.
Claims (3)
1. the beam tester of fibre reinforced composite sheet and concrete binding intensity, it is characterized in that, comprise: the forward press height adjuster, back depression bar height adjuster, depression bar (11), distribution beam (8) and girder steel (2), distribution beam (8) is positioned at the top of girder steel (2), forward press height adjuster and back depression bar height adjuster are positioned at the side of girder steel (2), before on girder steel (2), being connected with, back combined member, before described, back combined member is articulated elements (3), on articulated elements (3), be provided with hinge hole (13), in hinge hole (13), be provided with hinge bar (14), forward press height adjuster and back depression bar height adjuster adopt height adjuster (7), described height adjuster (7) comprises base (21), on base (21), be provided with strut kong (19) and connecting hole (17), in connecting hole (17), be provided with attachment screw (18), on base (21), also be provided with upper bracket (10) and lower carriage (20), on upper bracket (10), be provided with hold-down bolt (22), on lower carriage (20), be provided with and regulate bolt (12), described strut kong (19) is positioned between upper bracket (10) and the lower carriage (20), before described depression bar (11) is located in the mode of inserting, in the strut kong of back depression bar height adjuster (19) and described depression bar (11) be positioned at hold-down bolt (22) and regulate between the bolt (12) described forward press height adjuster, before back depression bar height adjuster reaches, back combined member is positioned at the homonymy of girder steel (2).
2. the beam tester of fibre reinforced composite sheet according to claim 1 and concrete binding intensity is characterized in that, is connected with fixedly win in succession (6) on girder steel (2), is provided with gib screw (15) on fixedly win in succession (6).
3. the beam tester of fibre reinforced composite sheet according to claim 1 and concrete binding intensity is characterized in that, is provided with in the below of girder steel (2) to compress steel plate (5) and compress steel plate (5) to be connected with girder steel (2) by screw.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010201639861U CN201637656U (en) | 2010-04-20 | 2010-04-20 | Girder type tester of bonding strength between fiber-reinforced compound sheet and concrete |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010201639861U CN201637656U (en) | 2010-04-20 | 2010-04-20 | Girder type tester of bonding strength between fiber-reinforced compound sheet and concrete |
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| Publication Number | Publication Date |
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| CN201637656U true CN201637656U (en) | 2010-11-17 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN2010201639861U Expired - Lifetime CN201637656U (en) | 2010-04-20 | 2010-04-20 | Girder type tester of bonding strength between fiber-reinforced compound sheet and concrete |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101806714A (en) * | 2010-04-20 | 2010-08-18 | 东南大学 | Beam tester of bonding strength of fibre reinforced composite sheet and concrete |
| CN103344560A (en) * | 2013-07-19 | 2013-10-09 | 郑州大学 | Method for testing interface bond behavior of CFRP (carbon fiber reinforced polymer) cloth-concrete based on beam specimen |
| RU2772248C2 (en) * | 2020-09-11 | 2022-05-18 | Федеральное государственное бюджетное образовательное учреждение высшего образования "Владимирский Государственный Университет имени Александра Григорьевича и Николая Григорьевича Столетовых" (ВлГУ) | Method for testing cohesive strength of deposited coatings |
-
2010
- 2010-04-20 CN CN2010201639861U patent/CN201637656U/en not_active Expired - Lifetime
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101806714A (en) * | 2010-04-20 | 2010-08-18 | 东南大学 | Beam tester of bonding strength of fibre reinforced composite sheet and concrete |
| CN101806714B (en) * | 2010-04-20 | 2011-08-10 | 东南大学 | Beam tester of bonding strength of fibre reinforced composite sheet and concrete |
| CN103344560A (en) * | 2013-07-19 | 2013-10-09 | 郑州大学 | Method for testing interface bond behavior of CFRP (carbon fiber reinforced polymer) cloth-concrete based on beam specimen |
| CN103344560B (en) * | 2013-07-19 | 2015-06-10 | 郑州大学 | Method for testing interface bond behavior of CFRP (carbon fiber reinforced polymer) cloth-concrete based on beam specimen |
| RU2772248C2 (en) * | 2020-09-11 | 2022-05-18 | Федеральное государственное бюджетное образовательное учреждение высшего образования "Владимирский Государственный Университет имени Александра Григорьевича и Николая Григорьевича Столетовых" (ВлГУ) | Method for testing cohesive strength of deposited coatings |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20101117 Effective date of abandoning: 20110810 |