CN107271157B - Multidirectional multipoint configuration test load counterforce device in a kind of large-tonnage space and preparation method thereof - Google Patents
Multidirectional multipoint configuration test load counterforce device in a kind of large-tonnage space and preparation method thereof Download PDFInfo
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- 238000012360 testing method Methods 0.000 title claims abstract description 48
- 238000002360 preparation method Methods 0.000 title abstract 2
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- 238000013461 design Methods 0.000 claims abstract description 13
- 239000000725 suspension Substances 0.000 claims abstract description 13
- 238000004519 manufacturing process Methods 0.000 claims abstract description 6
- 238000003466 welding Methods 0.000 claims abstract description 6
- 210000001364 upper extremity Anatomy 0.000 claims description 24
- 210000003141 lower extremity Anatomy 0.000 claims description 21
- 239000003351 stiffener Substances 0.000 claims description 21
- 230000007704 transition Effects 0.000 claims description 19
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- 238000002474 experimental method Methods 0.000 claims description 14
- 230000005284 excitation Effects 0.000 claims description 10
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- 230000005484 gravity Effects 0.000 claims description 3
- 229910000679 solder Inorganic materials 0.000 claims description 3
- 238000004088 simulation Methods 0.000 abstract description 5
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- 238000010586 diagram Methods 0.000 description 13
- 238000004458 analytical method Methods 0.000 description 4
- 238000009826 distribution Methods 0.000 description 4
- 229910000831 Steel Inorganic materials 0.000 description 3
- 238000009408 flooring Methods 0.000 description 3
- 238000000034 method Methods 0.000 description 3
- 239000010959 steel Substances 0.000 description 3
- 230000009471 action Effects 0.000 description 2
- 238000004873 anchoring Methods 0.000 description 2
- 230000008859 change Effects 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- TVEXGJYMHHTVKP-UHFFFAOYSA-N 6-oxabicyclo[3.2.1]oct-3-en-7-one Chemical compound C1C2C(=O)OC1C=CC2 TVEXGJYMHHTVKP-UHFFFAOYSA-N 0.000 description 1
- 229910001141 Ductile iron Inorganic materials 0.000 description 1
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- 238000011173 large scale experimental method Methods 0.000 description 1
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- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M13/00—Testing of machine parts
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
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Abstract
Invention provides multidirectional multipoint configuration test load counterforce device in a kind of large-tonnage space and preparation method thereof.The device includes 2 triangle frames on the basis of being fixed on laboratory and several jack connecting nodes and several lateral ties.2 triangle frames are arranged symmetrically.2 triangle frames are welded integral by several lateral ties.Jack connecting node side and triangle frame weld, and the pedestal of the other side and jack connects.The top pad of the jack is against on counter force wall.When load, jack connecting node is transmitted to triangle frame by loading force, by power.The production method of the device include design, welding and lifting and etc..The device is easy for installation, saves space, can accurate simulation finished main cable shape of self-anchored suspension to the actual conditions of anchored end pulling force, can effectively solve the problems, such as that complex space direction loads.
Description
Technical field
The present invention relates to test equipment field, in particular to it is a kind of for each loading direction be in spatial distribution test counter-force
Device.
Background technique
Self-anchored suspension bridge does not need huge anchor ingot, but main push-towing rope is anchored to the both ends of floorings or stiff girder, by
Floorings or stiff girder undertake the horizontal force and uplift force of main push-towing rope.Therefore the stress condition of main push-towing rope anchored end is more complicated.It has wanted
Its mechanical characteristic and force-transmission mechanism are solved, the result that cannot be obtained completely according to numerical simulation, it is also necessary to carry out large-scale model examination
It tests.Main push-towing rope how is simulated in test becomes the matter of utmost importance for needing to solve to the active force of anchored end.
In the test of self-anchored suspension bridge anchored end, if simulating anchored end stress with the mode of main push-towing rope tensioning, it is not easy to add
It carries and sets installation, so being a kind of very good solution side to the pulling force of anchored end using the thrust simulation main push-towing rope that jack generates
Case.
Dissipating rope anchoring is one kind most commonly seen in finished main cable shape of self-anchored suspension anchorage style.However, dissipating rope anchorage style
Cause main push-towing rope forced direction in spatial distribution, harsh requirement is proposed to the reaction frame for applying jack loading force.In addition
Self-anchored suspension bridge test generally uses the larger likelihood ratio, and the anchored end equivalent action power of scaled model is larger.Meanwhile by existing
Lab space limitation, model loading effect point are concentrated, and multiple space loads can not be intensively installed in the small space of laboratory
Large-tonnage General counter-force frame.
Therefore, existing reaction frame has the following disadvantages or defect when being applied to self-anchored suspension bridge scale (model) test:
1) main push-towing rope dissipates different to the resultant direction of each anchor point after rope, and loading direction is in spatial distribution, and existing General counter-force frame without
Method meets this requirement；2) the load force value that large scale scale-model experiment needs is larger, need to use large tonnage reaction frame,
The existing special reaction frame tonnage of large-scale experiment cannot fully meet test demand；3) load(ing) point that existing General counter-force frame provides
It is less, the case where experiment for multipoint excitation, need to install multiple reaction frames, therefore installation process is complicated, and occupies larger space.
Summary of the invention
The object of the present invention is to provide a kind of counterforce device for self-anchored suspension bridge scale (model) test and its production
Method, to solve problems of the prior art.
To realize the present invention purpose and the technical solution adopted is that such, a kind of multidirectional multipoint configuration examination in large-tonnage space
Test load counterforce device, if 2 triangle frames and several jack connecting nodes including being fixed on the basis of laboratory and
Dry lateral ties.
2 triangle frames are arranged symmetrically.Each triangle frame includes the set square and base plate of 2 pieces of parallel arrangements.
The set square includes angularly disposed upper limb and vertical limb, and the lower limb being laterally arranged.The upper limb, lower limb and
Vertical limb is an entirety, constitutes three sides of set square.2 pieces of set squares arrange that bottom end is welded on base plate vertically.Institute
It states to sandwich between 2 pieces of set squares and has several webs and several stiffeners.Each web and stiffener are welded with the set square of two sides.
Anchor hole is reserved on the base plate, force rod is fixedly connected after passing through anchor hole with the loading hole of experiment chamber base.
2 triangle frames are welded integral by several lateral ties.
Jack connecting node side and triangle frame weld, and the pedestal of the other side and jack connects.Described thousand
The top pad on jin top is against the loading position of bridge testing model.
When load, jack connecting node is transmitted to upper limb and lower limb by loading force, by power.Upper limb and lower limb transfer force to
Base plate.Base plate transmits the force to experiment chamber base by force rod.
Further, the lower limb include horizontal segment and inclination extended segment.It is sandwiched between 2 pieces of set squares of each triangle frame
There are 3 blocks of webs.3 blocks of webs include epiplastron, bottom web and vertical web.The upward welding of the epiplastron and 2 pieces of set squares
It connects.It welds the inclination extended segment of the bottom web and 2 pieces of set squares.The vertical limb of the vertical web and 2 pieces of set squares welds.
Further, the epiplastron is welded with web transition I close to one end of vertical web.The bottom web is close to vertical abdomen
One end of plate is welded with web transition II.Being welded on stiffener of the vertical web in the plate face of bridge testing model side includes
Bifurcated II before bifurcated I and bottom web before bifurcated II, bottom web before bifurcated I, epiplastron before epiplastron.Vertical web is welded on far from bridge
Stiffener in the plate face of beam test model side includes I and of bifurcated after bifurcated II, bottom web after bifurcated I, epiplastron after epiplastron
Bifurcated II after bottom web.Bifurcated II and web transition I weld after bifurcated I and epiplastron after the epiplastron.The bottom web
Bifurcated II and web transition II weld after bifurcated I and bottom web afterwards.When test, jack connecting node transmits the force to upper abdomen
Bifurcated II, each preceding bifurcated transmit the force to vertical abdomen before bifurcated I and bottom web before bifurcated II, bottom web before bifurcated I, epiplastron before plate
Power is distributed to upper limb and lower limb by plate, vertical web.Power is transmitted to web gradually by bifurcated II after bifurcated I and epiplastron after the epiplastron
Become section I.Power is transmitted to web transition II by bifurcated II after bifurcated I and bottom web after the bottom web.
Further, the centroidal line of the upper limb and the angle of base plate plate face are 27 °, tilt centroidal line and the bottom of extended segment
Seat board plate face angle is 17 °, and the angle for founding limb and base plate plate face is 77 °.
Further, trapezoidal plate is welded in the plate face of the vertical limb.The base plate is close to bridge testing model end plate
Front end-plate is welded on face.
Further, the jack connecting node includes node transverse slat I, node transverse slat II, node transverse slat III, node transverse slat
IV, node side plate I, node side plate II and node riser.The node transverse slat I, node transverse slat IV, node side plate I and node side
Plate II surrounds frame structure out.One opening of this frame structure is blocked by node riser, and frame structure and node riser are total
With composition body structure.Node transverse slat II and node transverse slat III are welded in the inner cavity of the cabinet.The node riser and bottom
Seat is connected with.The open end of the cabinet is welded on triangle frame.Wherein, the node side plate I and node side plate II
It is welded respectively with 2 set squares of triangle frame.The node transverse slat I is welded with bifurcated I before bifurcated I before epiplastron or bottom web
It connects.The node transverse slat IV is welded with bifurcated II before bifurcated II before epiplastron or bottom web.Have in I plate face of node transverse slat
Circular hole I.There is circular hole II in IV plate face of node transverse slat.When load, node riser stress, transmit the force to node transverse slat I,
Node transverse slat II, node transverse slat III, node transverse slat IV, node side plate I and node side plate II.The node transverse slat I and node are horizontal
The spacing of plate II is a, and the spacing of the node transverse slat II and node transverse slat III is b, the node transverse slat III and node transverse slat IV
Spacing be c.Wherein, a:b:c 2:3:2.
Further, the lateral ties use L-type section.The lateral ties include preceding horizontal-associate, rear horizontal-associate and upper horizontal-associate.
The upper horizontal-associate has horizontal-associate stiffener.
Further, the base plate is provided with backing plate at anchor hole.
Invention additionally discloses a kind of production methods about above-mentioned load counterforce device, comprising the following steps:
1) counterforce device each section is designed.
2) it calculates and determines counterforce device center of gravity, design counterforce device hoisting point position.
3) triangle frame is welded.Interim suspension centre is welded on set square.After 2 pieces of set squares sandwich web, welded with web.
By 2 pieces of set square integral solders on base plate.Weld stiffener.
4) two triangle frames are fixed temporarily, lateral ties and two triangle frames are welded.
5) being fixed temporarily for triangle frame is released, the design of jack connecting node is adjusted, jack connecting node is welded
It is connected on triangle frame.
6) counterforce device is lifted, counterforce device is fixed on the basis of laboratory using force rod.By the pedestal of jack
It is bolted with jack connecting node.
The solution have the advantages that unquestionable:
A. the load total loaded value of counterforce device can reach 1300 tons or more, and reaction frame top loads node length travel control
For 10mm, meets the needs of large-scale component structural test；
B. can accurate simulation finished main cable shape of self-anchored suspension to the actual conditions of anchored end pulling force, solve complex space direction
The problem of load；
C. counterforce device is structurally reasonable, size is smaller and stress is clear, solves reaction frame direction in space heavy load
The problem of；
D. multipoint excitation is solved the problems, such as using a counterforce device, it is easy for installation, save space, the counter-force of each load(ing) point
It canceled themselves out, balanced by structure, reduced reaction frame to the active force of experiment chamber base, reduce the quantity of force rod.
Detailed description of the invention
Fig. 1 is counterforce device structural schematic diagram；
Fig. 2 is triangle frame structural schematic diagram；
Fig. 3 is set square structural schematic diagram；
Fig. 4 is base plate structural schematic diagram；
Fig. 5 is web and stiffener structural schematic diagram；
Fig. 6 is web bifurcation structure schematic diagram；
Fig. 7 is jack connecting joint structure schematic diagram；
Fig. 8 is jack connecting node explosive view；
Fig. 9 is transverse slat spacing ratio schematic diagram；
Figure 10 is preceding horizontal-associate structural schematic diagram；
Figure 11 is rear horizontal-associate structural schematic diagram；
Figure 12 is upper horizontal-associate structural schematic diagram；
Figure 13 is that counterforce device loads stress diagram；
Figure 14 is reduced scale test model structural schematic diagram.
In figure: triangle frame 1, set square 101, upper limb 1011, lower limb 1012, horizontal segment 10121, inclination extended segment
10122, limb 1013, base plate 102, web 103, epiplastron 1031, web transition I 10311, bottom web 1032, web are found
Bifurcated II 1042, lower abdomen before bifurcated I 1041, epiplastron before transition II 10321, vertical web 1033, stiffener 104, epiplastron
Bifurcated II 1044, bottom web after bifurcated I 1043, epiplastron after bifurcated II 1046, epiplastron before bifurcated I 1045, bottom web before plate
Bifurcated II 1048, trapezoidal plate 105, front end-plate 106, jack connecting node 2, node transverse slat I after bifurcated I 1047, bottom web afterwards
201, circular hole I 2011, node transverse slat II 202, node transverse slat III 203, node transverse slat IV 204, circular hole II 2041, node side plate I
205, node side plate II 206, node riser 207, lateral ties 3, preceding horizontal-associate 301, rear horizontal-associate 302, riser 3021, transverse slat
3022, upper horizontal-associate 303, horizontal-associate stiffener 3031, jack 4, pedestal 401, top pad 402, experiment chamber base 5, laboratory counter-force
Wall 6, bridge testing model 7.
Specific embodiment
Below with reference to embodiment, the invention will be further described, but should not be construed the above-mentioned subject area of the present invention only
It is limited to following embodiments.Without departing from the idea case in the present invention described above, according to ordinary skill knowledge and used
With means, various replacements and change are made, should all include within the scope of the present invention.
Embodiment 1:
Finished main cable shape of self-anchored suspension anchorage style is divided into two kinds: 1) main push-towing rope bypasses beam-ends using continuous wirerope, and makes
Two strands of main push-towing ropes are continuously closed annular；2) main push-towing rope is anchored in floorings or stiff girder with anchorage by dissipating cable saddle dispersion.
The present embodiment discloses a kind of large-tonnage space that the scale (model) test for above-mentioned second of anchorage style proposes
Multidirectional multipoint configuration test load counterforce device, including 2 triangle frames 1 being fixed on experiment chamber base 5 and 4 thousand
Jin top connecting node 2 and 3 lateral ties 3.
Referring to Fig. 1,2 triangle frames 1 are arranged symmetrically.Referring to fig. 2, each triangle frame 1 includes 2 pieces of parallel arrangements
Set square 101 and base plate 102.
Referring to Fig. 3, the set square 101 includes angularly disposed upper limb 1011 and vertical limb 1013, and be laterally arranged
Lower limb 1012.The upper limb 1011, lower limb 1012 and vertical limb 1013 are an entirety, constitute three sides of set square 101.It is described
Lower limb 1012 include horizontal segment 10121 and inclination extended segment 10122.Conventional finished main cable shape of self-anchored suspension end inclination angle is substantially
15 °~25 °.Through conceptual design and stress analysis, determine that the triangle frame length to height ratio in the present embodiment is 2.2:1.The upper limb
1011 centroidal line and the angle of 102 plate face of base plate are 27 °, tilt the centroidal line and 102 plate face of base plate of extended segment 10122
Angle is 17 °, and founding limb 1013 and the angle of 102 plate face of base plate is 77 °.Trapezoidal plate is welded in the plate face of the vertical limb 1013
105, to resist the moment of flexure that the outside horizontal component of jack generation is generated in lower limb 1012 and 102 weld of base plate.
2 pieces of set squares 101 arrange that bottom end is welded on base plate 102 vertically.Weld seam herein is mainly transmitted and is cut
Power, weld seam meet shearing strength requirement.It referring to figs. 5 and 6, is the stability for guaranteeing component, 2 piece three of each triangle frame 1
Sandwiching between gusset 101 has 3 blocks of webs 103.3 blocks of webs 103 include epiplastron 1031, bottom web 1032 and vertical web
1033.The upper limb 1011 of the epiplastron 1031 and 2 piece set square 101 welds.The bottom web 1032 and 2 piece set square 101
Inclination extended segment 10122 weld.The vertical limb 1013 of the vertical web 1033 and 2 piece set square 101 welds.The epiplastron
1031 are welded with web transition I 10311 close to one end of vertical web 1033.The bottom web 1032 is close to vertical web 1033
One end is welded with web transition II 10321.For the stability for guaranteeing component, also sandwich between 2 pieces of set squares 101 have plus
The spacing of strength plate 104, each stiffener 104 is determined according to stability Calculation result.The plate face of the web 103 and stiffener 104 is equal
It is vertical with the plate face of set square 101.It is welded on stiffener 104 of the vertical web 1033 in 7 side plate face of bridge testing model
Including bifurcated II before bifurcated I 1045 before bifurcated II 1042, bottom web before bifurcated I 1041, epiplastron before epiplastron and bottom web
1046.It is welded on vertical web 1033 and includes bifurcated I after epiplastron far from the stiffener 104 in 7 side plate face of bridge testing model
1043, bifurcated II 1048 after bifurcated I 1047 and bottom web after bifurcated II 1044, bottom web after epiplastron.Divide after the epiplastron
Bifurcated II 1044 is welded with web transition I 10311 after pitching I 1043 and epiplastron, herein the oblique superposition welding of two boards, web
Transition I 10311 offers 45 °~55 ° of groove, guarantees the weld bead height of 15mm.Bifurcated I 1047 is under after the bottom web
Bifurcated II 1048 and web transition II 10321 weld after web, herein the oblique superposition welding of two boards.When test, jack
Connecting node 2 by loading force the component of perpendicular pass to before epiplastron bifurcated II 1042 before bifurcated I 1041, epiplastron,
Power is transmitted to vertical web 1033 by bifurcated II 1046, each preceding bifurcated before bifurcated I 1045 and bottom web before bottom web, and founding web 1033 will
Power distributes to upper limb 1011 and lower limb 1012.Power is transmitted to by bifurcated II 1044 after bifurcated I 1043 and epiplastron after the epiplastron
Web transition I 10311.Bifurcated II 1048 transmits the force to web gradual change after bifurcated I 1047 and bottom web after the bottom web
Section II 10321.
Referring to fig. 4 and Figure 13, anchor hole 1021 is reserved on the base plate 102, after force rod 1022 passes through anchor hole 1021
It is fixedly connected with the loading hole of experiment chamber base.The base plate 102 is provided with the backing plate 1023 of 30mm thickness at anchor hole 1021,
To spread pressure of the bolt to base plate 102 of force rod 1022, improve 102 local pressure performance of base plate.Anchor hole when load
There may be moderate finite deformations for 1021 peripheral regions, before the base plate 102 is welded in 7 one end plate face of bridge testing model
End plate 106 is to reduce its deformation.
In the present embodiment, force rod 1022 is divided to for tension anchor pole and is cut two parts of anchor pole.Based on the analysis results, bottom
The anchor hole whole tension of 102 front of seat board 4 uses diameter for the connection of 48mm tension anchor pole, selects 10.9 grades of intensity high strength anchor bars,
Since bolt diameter is much smaller than anchor hole diameter, anchor pole will not contact a mao anchor hole wall after reaction frame stress deformation, therefore anchor pole is subjected only to
Pulling force.20, reaction frame rear portion anchor hole is all pressurized and is cut, and uses diameter to shear stick connection for 60mm, selects QT900 spheroidal graphite
Cast iron bar.Since φ 60mm shears stick diameter close to counter-force bottom plate anchor hole diameter (65mm), therefore shearing stick surface and anchor when load
Hole wall can be contacted uniformly, avoided the occurrence of stick and contacted stress raisers with hole wall and concrete is caused to be crushed, through Elasticity
Analysis, the local stress which generates is less than material allowable strength, therefore meets design requirement.
2 triangle frames 1 are welded integral by 3 lateral ties 3.33 balance jack spaces of lateral ties
While the horizontal component of loading force, lateral stability of counterforce device during handling is also enhanced, facilitates lifting and peace
Dress.The lateral ties 3 use L-type section.The lateral ties 3 include preceding horizontal-associate 301, rear horizontal-associate 302 and upper horizontal-associate 303.
The preceding horizontal-associate 301 is welded with base plate 102 and front end-plate 106.Horizontal-associate 302 includes riser 3021 and transverse slat 3022 after described.
The transverse slat 3022 is welded with base plate 102.The riser 3021 is longer than transverse slat 3022, extends to upper limb 1011, with upper limb
1011 and base plate 102 weld.Lifting wirerope has a pair of inside level point to triangle frame when in view of reaction frame lifting
Power, upper horizontal-associate 303 is pressurized at this time.It is analyzed by calculating, upper horizontal-associate has the risk of local buckling.Therefore, the upper horizontal-associate 303 is gone back
With horizontal-associate stiffener 3031.
The jack connecting node 2 includes node transverse slat I 201, node transverse slat II 202, node transverse slat III 203, node
Transverse slat IV 204, node side plate I 205, node side plate II 206 and node riser 207.The node transverse slat I 201, node transverse slat IV
204, node side plate I 205 and node side plate II 206 surround frame structure out.One opening of this frame structure is erected by node
Plate 207 blocks, and frame structure and node riser 207 collectively form body structure.Node cross is welded in the inner cavity of the cabinet
Plate II 202 and node transverse slat III 203.The node transverse slat II 202 and node side plate I 205, node side plate II 206 and node are perpendicular
Plate 207 welds.The node transverse slat III 203 is welded with node side plate I 205, node side plate II 206 and node riser 207.
The pedestal 401 of the node riser 207 and jack 4 is connected with.The top pad 402 of the jack 4 is against bridge testing
On model 7.The open end of the cabinet is welded on triangle frame 1.Wherein, the node side plate I 205 and node side plate II
206 weld with 2 set squares 101 of triangle frame 1 respectively.The node transverse slat I 201 and bifurcated I 1041 before epiplastron or under
Bifurcated I 1045 welds before web.The node transverse slat IV 204 and bifurcated II 1046 before bifurcated II 1042 before epiplastron or bottom web
Welding.There is circular hole I 2011 in I 201 plate face of node transverse slat.There is circular hole II in IV 204 plate face of node transverse slat
2041.When load, 207 stress of node riser transmits the force to node transverse slat I 201, node transverse slat II 202, node transverse slat III
203, node transverse slat IV 204, node side plate I 205 and node side plate II 206.The node riser 207 and node transverse slat and node
The contact area of side plate is smaller, if node transverse slat line space design is unreasonable, node riser 207 is also easy to produce larger moment of flexure, unfavorable
In node local pressure.To guarantee that joints are reasonable, need to consider the spacing of node transverse slat.The pedestal 401 is perpendicular to node
207 zone of action of plate is circle, and by repeatedly calculating analysis, the spacing of the node transverse slat I 201 and node transverse slat II 202 is
The spacing of a, the node transverse slat II 202 and node transverse slat III 203 is b, the node transverse slat III 203 and node transverse slat IV 204
Spacing be c.Wherein, a:b:c 2:3:2,207 reasonable stress of node riser.
Referring to Figure 13 (arrow direction is Impact direction in figure), each stressed member stress form is clear.Due to two three
Angle rigid frame 1 welds in parallel, and the direction that four jack 4 are further applied load is in spatial distribution, and four direction is all different, and triangle is rigid
The upper and lower limb axis and jack connecting node 2 of frame 1 be further applied load direction floor projection it is not in the same direction, it is very heavy in loading procedure
Connecting node 2 is pushed up by a pair of outside horizontal force.Therefore jack connecting node 2 not only has intermal force, also exists to power
Horizontal direction has steering-effecting.The upper limb 1011 and lower limb 1012 are primarily subjected to axial compressive force, 102 four anchors in front of base plate
Hole is also subject to uplift force.When load, jack connecting node 2 bears the loading force of jack 4, in perpendicular by loading force
Component pass to upper limb 1011 and lower limb 1012, the component of the loading force of 2 jack 4 in top in the horizontal plane is passed to
The component of the loading force of 2 jack 4 in lower part in the horizontal plane is passed to trapezoidal plate 105 by lateral ties 3.The laterally connection
It is that the loading force horizontal component that 3 both ends are born is equal in magnitude, contrary, realizes horizontal force self-balanced.1011 He of upper limb
Lower limb 1012 transfer force to base plate 102, and trapezoidal plate 105 transfers force to base plate 102, and base plate 102 passes through force rod
1022 transmit the force to experiment chamber base 5.
According to above scheme, and cooperates counter force wall 6 and bridge testing model 7 to design and complete reduced scale test model such as Figure 14 institute
Show.Test be based on stress equivalence principle design experiment scaled model, by adjusting finder charge size make geometry reduced scale after
Test model and original structure keep identical stress level.Comprehensively considering test load capability, steel plate thickness, steel construction processing
The factors such as condition and test site condition determine reduced scale.When carrying out main push-towing rope anchorage zone model test, bridge testing is first installed
Then model 7 and counterforce device arrange the measuring point on bridge testing model 7, are finally loaded, unloaded.Thousand are used when load
4 hydraulic loadeds of jin top continuously load at a slow speed until structure is destroyed.Drawing of the thrust simulation main push-towing rope that jack 4 generates to anchored end
Power.It is continuously unloaded at a slow speed when unloading.After the completion of unloading, the data of each measuring point on bridge testing model 7 are acquired, drafting is answered accordingly
Power load relation curve.
It is worth noting that in the main push-towing rope anchoring section model examination carried out using load counterforce device disclosed in the present embodiment
In testing, show that the total loaded value of counterforce device can reach 1300 tons or more after actual measurement, experiment chamber base 5 does not occur significantly destroying special
Sign, the node length travel control of counterforce device top load at this time is 10mm, meets the needs of large-scale component structural test.
Embodiment 2:
The present embodiment discloses a kind of multidirectional multipoint configuration test load counterforce device in the large-tonnage space described in embodiment 1
Production method, comprising the following steps:
1) counterforce device each section is designed.Wherein it is determined that behind the position of triangle frame 1 and model, according to model load(ing) point
Physical location and resultant force line direction determine the spatial position and direction of node riser 207.The size of node riser 207 is according to very heavy
The specification on top 4 determines.Node transverse slat ruler is determined according to the positional relationship and transverse slat spacing of triangle frame 1 and node riser 207
It is very little.It is worth noting that referring to Figure 14, due to after pouring molding model loading Position and direction and design there are error,
To guarantee that space loading direction is accurate, need to measure the practical accurate location of its load(ing) point and direction after the completion of modelling, according to survey
Amount data are designed adjustment to jack connecting node 2.
2) triangle frame 1 is welded.Interim suspension centre is welded on set square 101.After 2 pieces of set squares 101 sandwich web 103,
It is welded with web 103.By 2 pieces of 101 integral solders of set square on base plate 102.Weld stiffener 104, trapezoidal plate 105 and preceding
End plate 106.
3) two triangle frames 1 are fixed, lateral ties 3 and two triangle frames 1 are welded.
4) it is fixed to release triangle frame 1, is welded after being fixed due to triangle frame 1, steel temperature distortion, generates secondary stress,
Releasing can be deformed after fixing.After the size for having welded good part need to be measured, then adjust setting for jack connecting node 2
Meter.The design for adjusting jack connecting node 2, jack connecting node 2 is welded on triangle frame 1.
5) it calculates and determines counterforce device center of gravity, design counterforce device hoisting point position.
6) counterforce device is lifted, counterforce device is fixed on experiment chamber base 5 using force rod 1022.By jack 4
Pedestal 401 be bolted with jack connecting node 2.
Claims (9)
1. a kind of multidirectional multipoint excitation counterforce device in large-tonnage space, which is characterized in that including being fixed in experiment chamber base (5)
2 triangle frames (1) and several jack connecting nodes (2) and several lateral ties (3)；
2 triangle frames (1) are arranged symmetrically；Each triangle frame (1) include 2 pieces parallel arrangement set squares (101) and
Base plate (102)；
The set square (101) includes angularly disposed upper limb (1011) and vertical limb (1013), and the lower limb being laterally arranged
(1012)；The upper limb (1011), lower limb (1012) and vertical limb (1013) are an entirety, constitute three of set square (101)
Side；2 pieces of set squares (101) arrange that bottom end is welded on base plate (102) vertically；Between 2 pieces of set squares (101)
Double team has several webs (103) and several stiffeners (104)；The set square of each web (103) and stiffener (104) with two sides
(101) it welds；Be reserved with anchor hole (1021) on the base plate (102), force rod (1022) pass through anchor hole (1021) afterwards with reality
The loading hole for testing chamber base is fixedly connected；
2 triangle frames (1) are welded integral by several lateral ties (3)；
Jack connecting node (2) side and triangle frame (1) are welded, and the pedestal (401) of the other side and jack (4) is even
It connects；The top pad (402) of the jack (4) is against the loading position of bridge testing model (7)；
When load, jack connecting node (2) is transmitted to upper limb (1011) and lower limb (1012) by loading force, by power；Upper limb
(1011) and lower limb (1012) transfer force to base plate (102)；Base plate (102) is transmitted the force to by force rod (1022)
It tests chamber base (5).
2. the multidirectional multipoint excitation counterforce device in a kind of large-tonnage space according to claim 1, it is characterised in that: under described
Limb (1012) includes horizontal segment (10121) and inclination extended segment (10122)；2 pieces of set squares (101) of each triangle frame (1)
Between sandwich have 3 pieces of webs (103)；3 blocks of webs (103) include epiplastron (1031), bottom web (1032) and vertical web
(1033)；The upper limb (1011) of the epiplastron (1031) and 2 pieces of set squares (101) welds；The bottom web (1032) with 2 pieces
It welds the inclination extended segment (10122) of set square (101)；The vertical limb of the vertical web (1033) and 2 pieces of set squares (101)
(1013) it welds.
3. the multidirectional multipoint excitation counterforce device in a kind of large-tonnage space according to claim 2, it is characterised in that: on described
Web (1031) is welded with web transition I (10311) close to the one end of vertical web (1033)；The bottom web (1032) is close
The one end of vertical web (1033) is welded with web transition II (10321)；Vertical web (1033) are welded on close to bridge testing mould
Stiffener (104) in the plate face of type (7) side includes bifurcated II (1042), lower abdomen before bifurcated I (1041), epiplastron before epiplastron
Bifurcated II (1046) before bifurcated I (1045) and bottom web before plate；Vertical web (1033) are welded on far from bridge testing model (7) one
Stiffener (104) in lateral plates includes after epiplastron after bifurcated I (1043), epiplastron after bifurcated II (1044), bottom web point
Bifurcated II (1048) behind I (1047) of fork and bottom web；Bifurcated II (1044) after bifurcated I (1043) and epiplastron after the epiplastron
It is welded with web transition I (10311)；Bifurcated II (1048) and web after bifurcated I (1047) and bottom web after the bottom web
Transition II (10321) welding；When test, jack connecting node (2) transmit the force to bifurcated I (1041) before epiplastron, on
Bifurcated II (1046), each preceding bifurcated transmit power before bifurcated I (1045) and bottom web before bifurcated II (1042), bottom web before web
Vertical web (1033) are given, power is distributed to upper limb (1011) and lower limb (1012) by vertical web (1033)；Bifurcated I after the epiplastron
(1043) power is transmitted to web transition I (10311) by bifurcated II (1044) and after epiplastron；Bifurcated I after the bottom web
(1047) power is transmitted to web transition II (10321) by bifurcated II (1048) and after bottom web.
4. the multidirectional multipoint excitation counterforce device in a kind of large-tonnage space according to claim 1, it is characterised in that: on described
The centroidal line of limb (1011) and the angle of base plate (102) plate face are 27 °, tilt the centroidal line and pedestal of extended segment (10122)
Plate (102) plate face angle is 17 °, and the angle for standing limb (1013) and base plate (102) plate face is 77 °.
5. the multidirectional multipoint excitation counterforce device in a kind of large-tonnage space according to claim 1, it is characterised in that: described vertical
Trapezoidal plate (105) are welded in the plate face of limb (1013)；The base plate (102) is close to bridge testing model (7) one end plate face
On be welded with front end-plate (106).
6. the multidirectional multipoint excitation counterforce device in a kind of large-tonnage space according to claim 3, it is characterised in that: described thousand
Jin top connecting node (2) includes node transverse slat I (201), node transverse slat II (202), node transverse slat III (203), node transverse slat IV
(204), node side plate I (205), node side plate II (206) and node riser (207)；The node transverse slat I (201), node are horizontal
Plate IV (204), node side plate I (205) and node side plate II (206) surround frame structure out；One of this frame structure is spacious
Mouth is blocked by node riser (207), and frame structure and node riser (207) collectively form body structure；The inner cavity of the cabinet
In be welded with node transverse slat II (202) and node transverse slat III (203)；The node riser (207) is connected with pedestal (401) with bolt
It connects；The open end of the cabinet is welded on triangle frame (1)；Wherein, the node side plate I (205) and node side plate II
(206) it is welded respectively with 2 set squares (101) of triangle frame (1)；Bifurcated I before the node transverse slat I (201) and epiplastron
(1041) or before bottom web bifurcated I (1045) welds；Before the node transverse slat IV (204) and epiplastron bifurcated II (1042) or under
Bifurcated II (1046) welds before web；There is circular hole I (2011) in node transverse slat I (201) plate face；The node transverse slat IV
(204) there is circular hole II (2041) in plate face；When load, node riser (207) stress transmits the force to node transverse slat I
(201), node transverse slat II (202), node transverse slat III (203), node transverse slat IV (204), node side plate I (205) and node side
Plate II (206)；The spacing of the node transverse slat I (201) and node transverse slat II (202) be a, the node transverse slat II (202) and
The spacing of node transverse slat III (203) is b, and the spacing of the node transverse slat III (203) and node transverse slat IV (204) is c；Wherein,
A:b:c is 2:3:2.
7. the multidirectional multipoint excitation counterforce device in a kind of large-tonnage space according to claim 1, it is characterised in that: the cross
L-type section is used to connection (3)；The lateral ties (3) include preceding horizontal-associate (301), rear horizontal-associate (302) and upper horizontal-associate (303)；
The upper horizontal-associate (303) has horizontal-associate stiffener (3031).
8. the multidirectional multipoint excitation counterforce device in a kind of large-tonnage space according to claim 1, it is characterised in that: the bottom
Seat board (102) is provided with backing plate (1023) at anchor hole (1021).
9. the production method about counterforce device is loaded described in claim 1, it is characterised in that: the following steps are included:
1) counterforce device each section is designed；
2) it calculates and determines counterforce device center of gravity, design counterforce device hoisting point position；
3) triangle frame (1) is welded；Interim suspension centre is welded on set square (101)；2 pieces of set squares (101) sandwich web (103)
Afterwards, it is welded with web (103)；By 2 pieces of set square (101) integral solders on base plate (102)；It welds stiffener (104)；
4) two triangle frames (1) are fixed temporarily, lateral ties (3) and two triangle frames (1) are welded；
5) being fixed temporarily for triangle frame (1) is released, the design of jack connecting node (2) is adjusted, by jack connecting node
(2) it is welded on triangle frame (1)；
6) counterforce device is lifted, counterforce device is fixed in experiment chamber base (5) using force rod (1022)；By jack
(4) pedestal (401) is bolted with jack connecting node (2).
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| CN201710348318.2A CN107271157B (en) | 2017-05-17 | 2017-05-17 | Multidirectional multipoint configuration test load counterforce device in a kind of large-tonnage space and preparation method thereof |
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| CN201710348318.2A CN107271157B (en) | 2017-05-17 | 2017-05-17 | Multidirectional multipoint configuration test load counterforce device in a kind of large-tonnage space and preparation method thereof |
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| CN108469378B (en) * | 2018-06-06 | 2024-01-09 | 重庆大学 | Lever type embedded part oblique drawing test device and test method thereof |
| CN109520838B (en) * | 2018-12-25 | 2023-12-15 | 西南交通大学 | Tensile property test device for shield tunnel bolt joint |
| CN109520839B (en) * | 2018-12-25 | 2023-12-15 | 西南交通大学 | Multifunctional test method for tensile property of shield tunnel bolt joint |
| CN109991069B (en) * | 2019-04-22 | 2021-10-26 | 河南工业大学 | Counter-force pedestal manufacturing method and loading hole unit adjusting device |
| CN111521499B (en) * | 2020-05-21 | 2021-11-30 | 中国矿业大学(北京) | Device and method for asymmetric stress loading of deep-ground engineering similar physical simulation experiment |
| CN113358458B (en) * | 2021-06-03 | 2022-09-27 | 重庆大学 | End plate for compression test suitable for members with different sections |
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