CN207751785U - Sub-structural test loading device - Google Patents
Sub-structural test loading device Download PDFInfo
- Publication number
- CN207751785U CN207751785U CN201820073554.8U CN201820073554U CN207751785U CN 207751785 U CN207751785 U CN 207751785U CN 201820073554 U CN201820073554 U CN 201820073554U CN 207751785 U CN207751785 U CN 207751785U
- Authority
- CN
- China
- Prior art keywords
- loader
- minor structure
- counter
- vertical
- load
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Landscapes
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
This disclosure relates to a kind of sub-structural test loading device, described device includes horizontally disposed counter-force pedestal, the counter force wall being arranged perpendicular to the counter-force pedestal and the loading frame being set on counter-force pedestal, the loading frame includes more vertical connection counter-force pedestals and spaced load column and is horizontally placed on the load girder loaded between column, and the accommodation space for accommodating minor structure is formed between the counter-force pedestal and load girder；It is provided with the horizontal addload device for applying horizontal shear to the minor structure between the counter force wall and the minor structure, is provided between the load girder and the minor structure to the minor structure and loads the vertical left loader of reversed couple and vertical right loader.The device of the disclosure can in more preferable simulation earthquake shear wall destruction situation, the anti-seismic performance to improving building provides effectively guidance.
Description
Technical field
This disclosure relates to building aseismicity technical field, and in particular, to a kind of sub-structural test loading device.
Background technology
Low cyclic loading test method is most widely used test method in current research structure or component performance.It
It is by static loading equipment, using power control or Bit andits control, low-cycle loading to be carried out to test specimen, makes test specimen from elasticity
Stage is until a kind of experiment destroyed.Main purpose is observation structure material, structural elements, connecting node, minor structure and entirety
Mechanical property under reciprocal load.According to the statistics to earthquake engineering experimental study in U.S. 5 years, it is published in primary structure work
85-90% belongs to low week reciprocal experiment scope in experimental study on journey publication.It is low from the point of view of present experimental technique situation
All reciprocating force experiments are mainly loaded using jack or electro-hydraulic servo actuator, and unidirectional force load, Bu Nengmo can only be carried out
Quasi- minor structure such as presses, is curved, cutting at a variety of stress performances.And high-rise minor structure has in horizontal earthquake action lower stress with frame column
Prodigious difference, has no inflection point, and existing test method is difficult to simulate above-mentioned stress.
Utility model content
Purpose of this disclosure is to provide a kind of sub-structural test loading device, the device of the disclosure being capable of more preferable simulation
The destruction situation of earthquake centre shear wall, the anti-seismic performance to improving building provide effectively guidance.
To achieve the goals above, the disclosure provides a kind of sub-structural test loading device, and described device is set including level
The counter-force pedestal set, the counter force wall being arranged perpendicular to the counter-force pedestal and the loading frame being set on counter-force pedestal, it is described
Loading frame includes more vertical connection counter-force pedestals and spaced load column and is horizontally placed on the load column
Between load girder, the counter-force pedestal and load girder between be formed with accommodate minor structure accommodation space, the sub- knot
The bottom of structure is connected with the counter-force base top；It is provided between the counter force wall and the minor structure to the minor structure and is applied
Add the horizontal addload device of horizontal shear, is provided between the load girder and the minor structure reversed to minor structure load
The vertical left loader of couple and vertical right loader, the both ends of the vertical left loader respectively with the load girder and institute
It states minor structure to be hinged, the both ends of the vertical right loader are hinged with the load girder and the minor structure respectively.
Optionally, the load girder and the minor structure between the vertical left loader and vertical right loader it
Between be provided with the vertical middle loader for applying axle power to the minor structure, it is described it is vertical in loader both ends respectively with it is described plus
It carries girder and the minor structure is hinged.
Optionally, the minor structure includes from top to bottom the wall piece that multilayer is vertically arranged, and passes through level between adjacent wall piece
The floor of setting is connected, and the horizontal addload device acts on the floor.
Optionally, there is the horizontal addload device positioned at the effect of the floor of the top, be located at the building below the floor of the top
Plate optionally effect has the horizontal addload device.
Optionally, the load column is four and is stood respectively behind left front column, left back column, right front column and the right side
Column, the left front column and the upper end of left back column are connected by horizontally disposed left secondary beam, are stood behind the right front column and the right side
The upper end of column is connected by horizontally disposed right auxiliary girder, and the load girder is connected with the left secondary beam and right auxiliary girder.
Optionally, the load girder is connected to the bottom of the left secondary beam and right auxiliary girder.
Optionally, the top of the minor structure passes through upper loading beam and the vertical left loader and vertical right loader phase
Even, the bottom of the minor structure is connected by ground beam with the counter-force pedestal.
Optionally, it is provided with displacement sensor on the floor and upper loading beam.
Optionally, foil gauge and/or strain rosette are provided on the outside of the minor structure.
Optionally, the counter force wall is concrete shearing wall, and the vertical left loader and vertical right loader are static state
Loader.
Compared with prior art, the disclosure has the advantage that：
The disclosure, which solves low all reciprocating force experiments, can only carry out unidirectional force load, be unable to pressing, is curved, cutting for model configuration
The problem of a variety of stress performances.The disclosure is real by a pair of reversed couple by arranging two vertical loaders in vertical direction
Moment of flexure now is applied to sub- structural test piece, and load moment of flexure and horizontal shear is made to be kept fixed proportionate relationship, so realize moment of flexure and
The coupling of shearing loads；Preferably vertical axle power is assigned on intermediate vertical loader simultaneously, horizontal shear is assigned to horizontal add
It carrying on device, final realization minor structure test specimen presses, is curved, cutting comprehensive load, the destruction situation of shear wall in more preferable simulation earthquake,
Anti-seismic performance to improving building provides effectively guidance.
Secondly, load girder is connected to the bottom of auxiliary girder by the disclosure, to make girder be provided instead for vertical loader
It is compression mechanism when power, auxiliary girder is that girder plays the role of bearing, avoids girder tension, stability is more preferable, and stress is more
It is reasonable.
Other feature and advantage of the disclosure will be described in detail in subsequent specific embodiment part.
Description of the drawings
Attached drawing is for providing further understanding of the disclosure, and a part for constitution instruction, with following tool
Body embodiment is used to explain the disclosure together, but does not constitute the limitation to the disclosure.In the accompanying drawings：
Fig. 1 is a kind of front view of specific implementation mode of device that the disclosure provides；
Fig. 2 is a kind of side view of specific implementation mode of device that the disclosure provides；
Fig. 3 is a kind of vertical view of specific implementation mode of device that the disclosure provides；
Fig. 4 is the couple equivalent bending moment force diagram of the minor structure loaded using the open device provided；
Fig. 5 is that the base shear calculating of the minor structure loaded using the open sub-structural test loading device provided is shown
It is intended to.
Fig. 6 is that the embodiment of the present disclosure tests prototype structure analysis of Earthquake Response Spectrum result.
Fig. 7 is that embodiment of the present disclosure test model loads force diagram.
Fig. 8 is the load schematic diagram of embodiment of the present disclosure test specimen 1.
Fig. 9 is the load schematic diagram of embodiment of the present disclosure test specimen 2.
Reference sign
1 counter-force pedestal, 2 counter-force pedestal anchor hole, 3 left front column
4 counter force wall, 5 first level loader, 6 second horizontal addload device
7 third horizontal addload device, 8 main loader, 9 vertical left loader
10 left secondary beams 11 load 12 right auxiliary girder of girder
15 floor of loading beam on 13 right front columns 14
16 wall piece, 17 anchor bolt, 18 ground beam
19 right rear column, 20 left back column, 21 vertical right loader
22 23 counter force wall anchor hole of vertical middle loader, 24 door opening
Specific implementation mode
The specific implementation mode of the disclosure is described in detail below in conjunction with attached drawing.It should be understood that this place is retouched
The specific implementation mode stated is only used for describing and explaining the disclosure, is not limited to the disclosure.
In the disclosure, in the absence of explanation to the contrary, the noun of locality used such as " upper and lower, left and right " typically refers to
" upper and lower, left and right " of device in actual use, specifically can be with the page of reference chart 1.
As shown in Figs. 1-3, the disclosure provides a kind of sub-structural test loading device, and described device includes horizontally disposed anti-
Power pedestal 1, the counter force wall 4 being arranged perpendicular to the counter-force pedestal 1 and the loading frame being set on counter-force pedestal 1, it is described to add
Carry frame include more vertical connection counter-force pedestals 1 and spaced load column be horizontally placed on the load column it
Between load girder 11, the counter-force pedestal 1 and load girder 11 between be formed with accommodate minor structure accommodation space, the son
The bottom of structure is connected with 1 top of the counter-force pedestal；It is provided between the counter force wall 4 and the minor structure to the sub- knot
Structure applies the horizontal addload device of horizontal shear, is provided with to the minor structure and adds between the load girder 11 and the minor structure
The vertical left loader 9 of reversed couple and vertical right loader 21 are carried, the both ends of the vertical left loader 9 add with described respectively
Carry that girder 11 and the minor structure are hinged, the both ends of the vertical right loader 21 respectively with the load girder 11 and the son
Structure is hinged.The device that the disclosure provides can apply sub- structural test piece horizontal shear and apply a pair of reversed couple to simulate
Moment of flexure realizes the moment of flexure of minor structure test specimen, the coupling load of shearing, the more preferable destruction situation for simulating shear wall in earthquake.
According to the disclosure, give minor structure test specimen vertical axle power for convenience, as shown in Figure 1, the vertical left load
It can be provided with to the minor structure between the load girder 11 and the minor structure between device 9 and vertical right loader 21
Apply the vertical middle loader 22 of axle power, it is described it is vertical in loader 22 both ends respectively with the load girder 11 and the son
Structure is hinged, and vertically middle loader can apply pressure to minor structure part test specimen, realizes that synthesis loads together with moment of flexure and shearing,
The destruction situation of shear wall, the anti-seismic performance to improve building provide effective guidance in more preferable simulation earthquake.
According to the disclosure, minor structure is for simulating shear wall, in order to more close with the construction of existing high-layer shear force wall, such as
Shown in Fig. 1, the minor structure may include from top to bottom the wall piece that multilayer is vertically arranged, and can pass through level between adjacent wall piece
The floor 15 of setting is connected, and the horizontal addload device can act on the floor 15, to realize horizontal direction shearing
Simulation, the quantity of horizontal addload device can be set according to the number of plies of minor structure, and the horizontal addload device positioned at the top is known as
Main loader, remaining is known as from loader.In addition, wall on piece can also offer door opening 24, to simulate the door and window knot of shear wall
Structure.
According to the disclosure, shear wall in horizontal earthquake action lower stress and frame column the difference is that：Shear wall is without anti-
Curved, the coupling of moment of flexure and shearing is through entire wall.For the effect that preferably dummy level shears, such as Fig. 1 institutes
Show, the floor 15 positioned at the top can act on the horizontal addload device, be located at the floor 15 of 15 lower section of floor of the top
The horizontal addload device can be optionally acted on, so as to select horizontal addload according to the horizontal Lateral load pattern of earthquake
The quantity of device and position.
According to the disclosure, load column is used to give vertical loader with counter-force, as shown in Figs. 1-3, the load column
Can be four and respectively left front column 3, left back column 20, right front column 13 and right rear column 19,3 He of the left front column
The upper end of left back column 20 can be connected by horizontally disposed left secondary beam 10, the right front column 13 and right rear column 19 it is upper
End can be connected by horizontally disposed right auxiliary girder 12, and the load girder 11 can be with 12 phase of the left secondary beam 10 and right auxiliary girder
Even.The disclosure forms space frame system by four columns and the auxiliary girder being connected between column and girder, can stablize
Vertical loader counter-force is given on ground, improves device stability.
Further, as shown in Figs. 1-3, the load girder 11 can be connected to the left secondary beam 10 and right auxiliary girder 12
Bottom, to make girder be compression mechanism when providing counter-force for vertical loader, auxiliary girder is the work that girder plays bearing
With avoiding girder tension, stability is more preferable, and stress is more reasonable.
The position stress that minor structure and loader directly act in order to prevent is excessive and bursts apart in advance, as shown in Figure 1, described
The top of minor structure can be connected by upper loading beam 14 with the vertical left loader 9 and vertical right loader 21, the son
The bottom of structure can be connected by ground beam 18 with the counter-force pedestal 1, and ground beam 18 can for example pass through anchor bolt 17 and counter-force bottom
Seat 1 is connected, and to make the active force of loader act in advance on upper loading beam, the counter-force for carrying out self-reaction force pedestal first acts on ground
Liang Shang realizes the whole uniform force at minor structure or more position.
It, can on the floor 15 and upper loading beam 14 in order to preferably acquire the change in displacement of minor structure during the test
To be provided with displacement sensor.The quantity of displacement sensor can be multiple, and installation site can be at the top of every layer of wall piece.
Further, in order to measure the strained situation on minor structure surface, foil gauge can be provided on the outside of the minor structure
And/or strain rosette, foil gauge and/or strain rosette can be arranged the bottom of lowest level wall piece and be spaced the position of the bottom a distance
Set and the floor of remaining wall piece above position.
According to the disclosure, the counter force wall 4 can be concrete shearing wall, to have good rigidity and intensity,
On can be provided with counter force wall anchor hole 23 for connect loader.The vertical left loader 9 and vertical right loader 21 can
Think static loading device, for example, jack.
A kind of specific implementation mode of the disclosure is provided below in conjunction with the accompanying drawings, but does not therefore limit the disclosure.
As shown in Figs. 1-3, the device that the disclosure provides includes that counter-force pedestal 1, counter force wall 4, loading frame and level add
Device and vertical loader are carried, loading frame is anchored at 1 top of counter-force pedestal by the counter-force pedestal anchor hole 2 of bottom, and level adds
It carries device to be anchored on counter force wall 4, vertical loader is connected between loading frame and minor structure test specimen.Counter-force pedestal 1 and counter-force
Wall 4 provides vertical counter-force and horizontal reacting force for entire load.Loading frame includes left front column 3, left back column 20, right front column
13, right rear column 19, left secondary beam 10, right auxiliary girder 12 and load girder 11, left front column 3, left back column 20, right front column 13,
Right rear column 19 is connect with 1 anchor connection of counter-force pedestal, left secondary beam 10 and right auxiliary girder 12 with four upstanding studs, loads girder 11
It is bolted with left secondary beam 10 and right auxiliary girder 12.Loader includes main loader 8, first level loader 5, the second horizontal addload
Device 6, third horizontal addload device 7, vertical left loader 9, vertical right loader 21 and vertical middle loader 22.Wherein, main load
Device 8 and first level loader 5, the second horizontal addload device 6, third horizontal addload device 7 be connected to counter force wall 4 and floor 15 it
Between, apply horizontal shear to wall piece, and the counter-force of minor structure is transmitted on counter force wall 4.Vertical left loader 9, the vertical right side add
Carry device 21 and it is vertical in loader 22 be connected between counter-force pedestal 1 and load girder 11, apply vertical axle power and curved to wall piece
Square, and the counter-force of minor structure is transmitted on counter-force pedestal 1.
Before the experiment of minor structure low cyclic loading, the loading mode for obtaining test model is first had to, it is soft using finite element
Part Sap2000 carries out moda1 decomposition analysis of Earthquake Response Spectrum to prototype structure.Extraction and analysis is as a result, moment of flexure and shearing in minor structure
Proportionally coupling is caused simultaneously by horizontal earthquake action.Since loader can only apply thrust and pulling force, cannot directly apply
Add moment of flexure, therefore test and load moment equivalence at the form of couple, as shown in Figure 4.The line that two opposite in Fig. 4 indicates positive
Load and Opposite side loading, arrow represent loading direction.When experiment at each layer of minor structure one horizontal addload device of each arrangement, be used for
Apply horizontal shear V1、V2、V3、V4.Two vertical loaders are arranged in vertical direction the right and left, pass through a pair of reversed couple F1
And F2Moment M is applied to model test piece to realize, and makes load moment M and horizontal shear V1、V2、V3And V4It is kept fixed ratio pass
System, and then realize the coupling load of moment of flexure and shearing, while vertical axle power N is assigned to intermediate vertical loader, it is final to realize
Minor structure test specimen presses, is curved, cutting comprehensive load.When experiment, main loader 8 be Bit andits control, remaining first level loader 5,
Second horizontal addload device 6, third horizontal addload device 7 and vertical left loader 9, vertical right loader 21, vertical middle loader 22
It is set as, from loader, controlling and controlling load, the above-mentioned six power proportionate relationships between loader and the main loader of top layer for power
Implement by the loading mode that analysis obtains, and be achieved by controlling program.When experiment, main loader 8 is first loaded into target
Displacement, then first level loader 5, the second horizontal addload device 6, third horizontal addload device 7 and vertical left loader 9, vertical
Right loader 21, vertical middle loader 22 constantly recycle this process according to power proportional loading to target force, until completing all
Displacement of targets off-test.Main loader 8 and first level loader 5, the second horizontal addload device 6, third horizontal addload device 7 connect
It is connected between counter force wall 4 and floor 15, applies horizontal shear to wall piece, and the counter-force of minor structure is transmitted on counter force wall 4.It is perpendicular
Loader 9, vertical right loader 21, vertical middle loader 22 are connected between counter-force pedestal 1 and load girder 11 to the left, to wall
Piece applies vertical axle power and moment of flexure, and the counter-force of minor structure is transmitted on counter-force pedestal 1.
As shown in figure 3, loading frame includes left front column 3, left back column 20, right front column 13, right rear column 19, left secondary
Beam 10, right auxiliary girder 12 and load girder 11, wherein left front column 3, left back column 20, right front column 13, right rear column 19 with it is anti-
Power pedestal anchor connection, left secondary beam 10 and right auxiliary girder 12 are connect with four upstanding studs, load girder 11 and left secondary beam 10 and the right side
Auxiliary girder 12 is bolted.Load girder 11 is placed below left secondary beam 10 and right auxiliary girder 12, to for vertical left loader 9, erect
While loader 21, vertical middle loader 22 provide counter-force to the right, load girder 11 is compression mechanism, and stability is more preferable.
As shown in figure 5, the disclosure, when calculating final base shear, due to vertical left loader 9 and vertically the right side adds
It carries device 21 and will produce horizontal force component Δ P under horizontal reciprocating effect1With Δ P2, therefore base shear is calculated using following formula：
V=V1+V2+V3+V4+ΔP
Δ P=Δs P1+ΔP2≈P1×Δ2/L+P2× Δ 2/L=(P1+P2)×Δ2/L
Wherein, V is base shear, V1、V2、V3、V4It is horizontal for first level loader 5, the second horizontal addload device 6, third
8 collected power of loader 7 and main loader, P1, P2For the total power that vertical left loader 9 and vertical right loader 21 acquire, L
For vertical right loader length.
The disclosure is further illustrated below by embodiment, but does not therefore limit the disclosure.
Embodiment
The experiment prototype of embodiment be certain eleventh floor frame shear wall structure, experimental prototype structure according to《Concrete structure
Specification》(GB50010-2010)、《Technical specification for concrete structures of high-rise building》(JGJ3-2010) and《Seismic Design of Building
Specification》(GB50011-2010) (second group) area of VII degree, Group III place is provided fortification against earthquakes and is designed.The bottom of the structure
Floor height is 4m, other each a height of 3.2m layer by layer, the wall width of shear wall is 3.6m, and the thickness of shear wall is 200mm, and slab thickness is
100mm, concrete material C30.
Take the bottom two layers at the experiment prototype structural andlysis position as minor structure test specimen, minor structure test specimen is former with experiment
The scaling factor of type structure is 1:2, sectional dimension is 1800mm × 100mm, from level to level a height of 2000mm, and two is a height of layer by layer
1600mm.In order to make boundary condition that can more reflect prototype structure, the floor of 800mm is stretched out every layer of wall piece both sides, floor is thick
Spend 50mm, thickness of concrete cover 10mm.Two groups of minor structure test specimens are designed, Quintic system load is carried out, this three group model
Geometric dimension and arrangement of reinforcement all same, the load being applied only on model are different.
Minor structure test specimen is poured successively, pours ground beam first, after conserving 10 days, then is poured wall, floor and is above added
Carrier beam.Ground beam and upper loading beam use C35 concrete, wall to use C30 concrete.
The loading mode of test model in order to obtain, first use Sap2000 pairs of 11 layers of prototype structure of finite element software into
Row VII degree moda1 decomposition analysis of Earthquake Response Spectrum, analysis result are shown in Fig. 6.Analysis result as it can be seen that moment of flexure and shearing by horizontal earthquake
Effect causes simultaneously proportionally coupling, therefore goes out the proportionate relationship of moment of flexure and horizontal shear according to Analysis result calculation, will
Analysis obtains the moment of flexure of bottom two layers and the proportionate relationship of shearing is applied to test model.Due to loader can only apply thrust and
Pulling force cannot directly apply moment of flexure, therefore test and load moment equivalence at the form of couple, as shown in Figure 7.
The present embodiment respectively arranges a loader at one layer and two layers of center, for applying horizontal lateral force, wherein one
Layer uses 50T static state actuator, and two layers use 100T static state actuator.Jack is mostly used in previous shear wall pseudo-static experimental
Apply vertical load, experiment loading equipemtn is simple, has ignored the moment of flexure that superstructure transmits.In order to which real simulation superstructure passes
It is delivered to the moment of flexure of lower part shear wall, two 100T static state actuator loads are arranged in vertical direction, by the form of couple with reality
Moment of flexure now is applied to model test piece, and load moment of flexure is made to be kept fixed proportionate relationship with horizontal shear.To prevent shear wall plane
Outer unstable failure is arranged lateral support, roller bearing is used between support and metope in the middle part of one layer, two story shear walls and at upper loading beam
Connect.
For the influence for probing into axial compression ratio, moment of flexure destroys shear wall, two test specimens are devised, this two test specimen arrangements of reinforcement,
Geometric dimension is consistent with concrete grade, and it is different only to load stress.Test specimen one (SW1) considers moment of flexure and shearing coupling, examination
Part two (SW2) does not consider Moment；The axial compression ratio of test specimen one (SW1) and test specimen two (SW2) is 0.25.Test specimen loads stress such as
Shown in Fig. 8-9.When experiment, two layers of horizontal direction actuator are loaded as Bit andits control, one layer of horizontal direction actuator and two vertical works
Dynamic device is power control load, and the power proportionate relationship between these three actuator and two layers of horizontal direction actuator is implemented as shown in Figure 7,
And control program is worked out by LabVIEW and is achieved.
When experiment, vertical load is first applied to test specimen, fully loaded 40%~60% is taken to repeat load 2-3 times, to eliminate examination
Then the inhomogeneities of part interior tissue is reloaded to fully loaded and keep constant axle power during the test.Two layers of displacement are taken to be
Command displacement, take respectively shear wall height 1/2000,1/1000,1/800,1/400,1/300,1/200,1/150,1/120,
1/100,1/80,1/70 it is used as displacement of targets, each displacement of targets CYCLIC LOADING is twice.
Test result shows to consider have a large amount of horizontal fractures and diagonal crack when the test specimen SW1 of shear-bending coupling effect is destroyed, and tries
The part damage type that finally bends laterally collapses.Do not consider there are a large amount of diagonal cracks when the test specimen SW2 of Moment is destroyed, test specimen is most
Curved scissors damage type occurs eventually laterally to collapse.Practical seimic disaster census shows that shear wall is generally destroyed in flexure type, has a large amount of levels to split
Seam and diagonal crack, it is more close with the destruction of test specimen SW1.Test specimen SW1 destroys bearing capacity without being decreased obviously, and presentation is preferably prolonged
Property, hysteresis loop is full, and energy dissipation capacity is preferable；Cracking inflection point on test specimen SW2 hysteresis loops is less apparent, there is apparent surrender
Point, hysteresis loop turgor and energy dissipation capacity are less than SW1, and compared with test specimen SW1, ductility factor reduces, and illustrates not consider curved
Square acts on, and the ultimate deformation ability and ductility of test specimen are worse.
The preferred embodiment of the disclosure is described in detail above in association with attached drawing, still, the disclosure is not limited to above-mentioned reality
The detail in mode is applied, in the range of the technology design of the disclosure, a variety of letters can be carried out to the technical solution of the disclosure
Monotropic type, these simple variants belong to the protection domain of the disclosure.
It is further to note that specific technical features described in the above specific embodiments, in not lance
In the case of shield, can be combined by any suitable means, in order to avoid unnecessary repetition, the disclosure to it is various can
The combination of energy no longer separately illustrates.
In addition, arbitrary combination can also be carried out between a variety of different embodiments of the disclosure, as long as it is without prejudice to originally
Disclosed thought equally should be considered as disclosure disclosure of that.
Claims (10)
1. a kind of sub-structural test loading device, which is characterized in that described device includes horizontally disposed counter-force pedestal (1), hangs down
Directly in the counter force wall (4) of the counter-force pedestal (1) setting and the loading frame being set on counter-force pedestal (1), the load frame
Frame includes more vertical connection counter-force pedestals (1) and spaced load column and is horizontally placed between the load column
Load girder (11), the accommodation space for accommodating minor structure, institute are formed between the counter-force pedestal (1) and load girder (11)
It states and is connected at the top of the bottom and the counter-force pedestal (1) of minor structure；
The horizontal addload device for applying horizontal shear to the minor structure is provided between the counter force wall (4) and the minor structure,
It is provided with the vertical left loader that reversed couple is loaded to the minor structure between the load girder (11) and the minor structure
(9) and vertical right loader (21), the both ends of the vertical left loader (9) respectively with the load girder (11) and the son
Structure is hinged, and the both ends of the vertical right loader (21) are hinged with the load girder (11) and the minor structure respectively.
2. the apparatus according to claim 1, which is characterized in that the vertical left loader (9) and vertical right loader
(21) the load girder (11) between and be provided between the minor structure to the minor structure apply axle power it is vertical in
The both ends of loader (22), the vertical middle loader (22) are hinged with the load girder (11) and the minor structure respectively.
3. the apparatus according to claim 1, which is characterized in that the minor structure includes from top to bottom what multilayer was vertically arranged
Wall piece (16) is connected by horizontally disposed floor (15) between adjacent wall piece (16), and the horizontal addload device acts on described
On floor (15).
4. device according to claim 3, which is characterized in that floor (15) effect for being located at the top has the level to add
Device is carried, being located at the optionally effect of the floor (15) below the floor (15) of the top has the horizontal addload device.
5. the apparatus according to claim 1, which is characterized in that the load column is four and respectively left front column
(3), left back column (20), right front column (13) and right rear column (19), the left front column (3) and left back column (20) it is upper
End is connected by horizontally disposed left secondary beam (10), and the upper end of the right front column (13) and right rear column (19) is set by level
The right auxiliary girder (12) set is connected, and the load girder (11) is connected with the left secondary beam (10) and right auxiliary girder (12).
6. device according to claim 5, which is characterized in that the load girder (11) is connected to the left secondary beam (10)
With the bottom of right auxiliary girder (12).
7. device according to claim 3, which is characterized in that the top of the minor structure passes through upper loading beam (14) and institute
State vertical left loader (9) and vertical right loader (21) be connected, the bottom of the minor structure by ground beam (18) and it is described instead
Power pedestal (1) is connected.
8. device according to claim 7, which is characterized in that be provided with position on the floor (15) and upper loading beam (14)
Displacement sensor.
9. the apparatus according to claim 1, which is characterized in that be provided with foil gauge and/or strain on the outside of the minor structure
Flower.
10. the apparatus according to claim 1, which is characterized in that the counter force wall (4) is concrete shearing wall, described perpendicular
Loader (9) and vertical right loader (21) are static loading device to the left.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820073554.8U CN207751785U (en) | 2018-01-16 | 2018-01-16 | Sub-structural test loading device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201820073554.8U CN207751785U (en) | 2018-01-16 | 2018-01-16 | Sub-structural test loading device |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN207751785U true CN207751785U (en) | 2018-08-21 |
Family
ID=63153014
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201820073554.8U Expired - Fee Related CN207751785U (en) | 2018-01-16 | 2018-01-16 | Sub-structural test loading device |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN207751785U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108088736A (en) * | 2018-01-16 | 2018-05-29 | 中国地震局工程力学研究所 | Sub-structural test loading device |
| CN110008625A (en) * | 2019-04-16 | 2019-07-12 | 广东华坤建设集团有限公司 | The FEM Analysis method of assembled architecture prefabricated components structural mechanical property |
-
2018
- 2018-01-16 CN CN201820073554.8U patent/CN207751785U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108088736A (en) * | 2018-01-16 | 2018-05-29 | 中国地震局工程力学研究所 | Sub-structural test loading device |
| CN108088736B (en) * | 2018-01-16 | 2024-04-30 | 中国地震局工程力学研究所 | Substructure test loading device |
| CN110008625A (en) * | 2019-04-16 | 2019-07-12 | 广东华坤建设集团有限公司 | The FEM Analysis method of assembled architecture prefabricated components structural mechanical property |
| CN110008625B (en) * | 2019-04-16 | 2022-12-20 | 广东华坤建设集团有限公司 | Finite element analysis research method for structural mechanical property of prefabricated part of fabricated building |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108088736A (en) | Sub-structural test loading device | |
| Li et al. | Influence of soil–structure interaction on seismic collapse resistance of super-tall buildings | |
| Valizadeh et al. | Experimental investigation on cyclic behavior of perforated steel plate shear walls | |
| Arabzadeh et al. | Experimental investigation of composite shear walls under shear loadings | |
| Guo et al. | Experimental study of cross stiffened steel plate shear wall with semi-rigid connected frame | |
| Fu et al. | Load-resisting mechanisms of 3D composite floor systems under internal column-removal scenario | |
| Parra et al. | Lateral buckling in reinforced concrete walls | |
| Hajimirsadeghi et al. | Experimental cyclic test and failure modes of a full scale enhanced modular steel plate shear wall | |
| CN207751785U (en) | Sub-structural test loading device | |
| Tan et al. | Interaction behaviour of buckling-restrained steel plate shear wall and boundary composite frame | |
| Tan et al. | Experimental and numerical investigation of cross-shaped buckling-restrained SPSWs with composite structure | |
| Akin et al. | A study on strengthening of reinforced concrete frames using precast concrete panels | |
| Wang et al. | Behaviour of buckling-restrained steel plate shear wall with concrete-filled L-shaped built-up section tube composite frame | |
| Li et al. | Experimental study on seismic performance of RC frames with Energy-Dissipative Rocking Column system | |
| Zhou et al. | Experimental study and numerical analyses on seismic behaviors of staggered-truss system under low cyclic loading | |
| Dong et al. | Experimental and analytical study on seismic behavior of steel-concrete multienergy dissipation composite shear walls | |
| Bradley et al. | Large-scale testing of low-ductility, concentrically-braced frames | |
| Zhou et al. | Mechanical properties and automatic design method for rural residences with hinged frames and cold-formed thin-walled stiffened walls | |
| Rui et al. | Experimental study on seismic behaviour of the outrigger truss-core wall spatial joints with peripheral CFST columns | |
| Haridas et al. | Seismic Behaviour of High Rise Building with Composite Shear Wall: An Overview | |
| Alegre et al. | Experimental program on the flexural response of steel joist top chord extensions | |
| Kamanli et al. | Seismic improvement of infilled nonductile RC frames with external mesh reinforcement and plaster composite | |
| Gholhaki et al. | Investigation of Operation of Link Beam Length in Nonlinear Dynamic Analysis of Steel Plate Shear Walls with Coupling with Rigid Joint | |
| Farzam et al. | Effect of Type and Distribution of Shear Studs on the Behavior of Composite Steel-Concrete Shear Walls | |
| Dhavale et al. | Planning, Design & Analysis of a Commercial Building with Flat Slab Considering Earthquake Induced Forces Using ETABS. |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20180821 Termination date: 20200116 |