CN107271157A - A kind of multidirectional multipoint configuration experiment loading counterforce device in large-tonnage space and preparation method thereof - Google Patents
A kind of multidirectional multipoint configuration experiment loading counterforce device in large-tonnage space and preparation method thereof Download PDFInfo
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- 210000003141 lower extremity Anatomy 0.000 claims description 22
- 239000003351 stiffener Substances 0.000 claims description 20
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Abstract
Invention provides multidirectional multipoint configuration experiment loading counterforce device in a kind of large-tonnage space and preparation method thereof.The device includes being fixed on 2 triangle frames on the basis of laboratory, and some jack connecting nodes and some lateral ties.2 triangle frames are arranged symmetrically.2 triangle frames weld integral by several lateral ties.The jack connecting node side is welded with triangle frame, and the base of opposite side and jack is connected.The top pad of the jack is against on counter force wall.During loading, power is transmitted to triangle frame by jack connecting node by loading force.The preparation method of the device includes the steps such as design, welding and lifting.The device is easy for installation, save 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 problem of complex space direction is loaded.
Description
Technical field
The present invention relates to test equipment field, more particularly to a kind of is in the experiment counter-force of spatial distribution for each loading direction
Device.
Background technology
Self-anchored suspension bridge does not need huge anchor ingot, but main push-towing rope is anchored to the two 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 stressing conditions of main push-towing rope anchored end are more complicated.Want
Solve its mechanical characteristic and force-transmission mechanism, it is impossible to the result drawn completely according to numerical simulation, in addition it is also necessary to carry out large-scale model examination
Test.Main push-towing rope how is simulated in experiment turns into the matter of utmost importance for needing to solve to the active force of anchored end.
In the experiment 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
Carry and put installation, so the thrust simulation main push-towing rope produced using jack is a kind of good solution party to the pulling force of anchored end
Case.
It is most commonly seen one kind in finished main cable shape of self-anchored suspension anchorage style to dissipate rope anchoring.However, dissipating rope anchorage style
It is in spatial distribution to cause main push-towing rope forced direction, and harsh requirement is proposed to the reaction frame for applying jack loading force.In addition
Self-anchored suspension bridge experiment typically uses the larger likelihood ratio, and the anchored end equivalent action power of scaled model is larger.Meanwhile, by existing
Lab space is limited, and model loading effect point is concentrated, and multiple space loadings intensive can not be installed in the small space of laboratory
Large-tonnage General counter-force frame.
Therefore, existing reaction frame has the following disadvantages or defect when 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 loading force value that vast scale scale-model experiment needs is larger, need to use large tonnage reaction frame,
The existing special reaction frame tonnage of large-scale experiment can not fully meet experiment demand；3) load(ing) point that existing General counter-force frame is provided
Less, when multipoint excitation is tested, it is necessary to install multiple reaction frames, therefore installation process is complicated, and occupies larger space.
The content of the invention
It is an object of the invention to provide a kind of counterforce device for self-anchored suspension bridge scale (model) test and its making
Method, to solve problems of the prior art.
To realize that the technical scheme that the object of the invention is used is a kind of such, multidirectional multipoint configuration examination in large-tonnage space
Test loading counterforce device, including be fixed on 2 triangle frames on the basis of laboratory, and if some jack connecting nodes and
Dry lateral ties.
2 triangle frames are arranged symmetrically.Each triangle frame includes the set square and bedplate of 2 pieces of parallel arrangements.
The set square includes angularly disposed upper limbs and vertical limb, and the lower limb laterally set.The upper limbs, lower limb and
Vertical limb is an entirety, constitutes three sides of set square.2 pieces of set squares arrange that bottom is welded on bedplate vertically.Institute
Double team has some webs and some stiffeners between stating 2 pieces of set squares.The triangle plate weld of each web and stiffener with both sides.
Anchor hole is reserved with the bedplate, force rod passes through the loading hole after anchor hole with experiment chamber base to be fixedly connected.
2 triangle frames weld integral by several lateral ties.
The jack connecting node side is welded with triangle frame, and the base of opposite side and jack is connected.Described thousand
The top pad on jin top is against the loading position of bridge testing model.
During loading, power is transmitted to upper limbs and lower limb by jack connecting node by loading force.Upper limbs and lower limb are transferred force to
Bedplate.Bedplate transmits the force to experiment chamber base by force rod.
Further, the lower limb include horizontal segment and tilt extension.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
Connect.Weld the inclination extension of the bottom web and 2 pieces of set squares.The vertical limb of the vertical web and 2 pieces of set squares is welded.
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 away from bridge
Stiffener in the plate face of beam test model side includes the and of bifurcated I after bifurcated II, bottom web after bifurcated I, epiplastron after epiplastron
Bifurcated II after bottom web.Bifurcated II is welded with web transition I after bifurcated I and epiplastron after the epiplastron.The bottom web
Bifurcated II is welded with web transition II after bifurcated I and bottom web afterwards.During experiment, jack connecting node transmits the force to upper abdomen
Bifurcated II before bifurcated I and bottom web before bifurcated II, bottom web before bifurcated I, epiplastron before plate, each preceding bifurcated transmits the force to vertical abdomen
Power is distributed to upper limbs 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 angle of the centroidal line of the upper limbs and bedplate plate face is 27 °, tilts centroidal line and the bottom of extension
Seat board plate face angle is 17 °, and it is 77 ° to found limb and the angle of bedplate plate face.
Further, it is welded with trapezoidal plate in the plate face of the vertical limb.The bedplate is close to bridge testing model end plate
Front end-plate is welded with face.
Further, the jack connecting node includes node transverse slat I, node transverse slat II, node transverse slat III, node transverse slat
IVth, 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.One opening of this frame structure is blocked by node riser, and frame structure and node riser are common
With composition body structure.Node transverse slat II and node transverse slat III are welded with the inner chamber of the casing.The node riser and bottom
Seat is connected with.The opening end of the casing is welded on triangle frame.Wherein, the node side plate I and node side plate II
Respectively with 2 triangle plate welds of triangle frame.The node transverse slat I is welded with bifurcated I before bifurcated before epiplastron I or bottom web
Connect.The node transverse slat IV is welded with bifurcated II before bifurcated before epiplastron II or bottom web.Have in the plate face of node transverse slat I
Circular hole I.There is circular hole II in the plate face of node transverse slat IV.During loading, 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 is 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 bedplate is provided with backing plate at anchor hole.
Invention additionally discloses a kind of preparation method on above-mentioned loading counterforce device, comprise the following steps：
1) counterforce device each several part is designed.
2) calculate and determine counterforce device center of gravity, design counterforce device hoisting point position.
3) triangle frame is welded.Interim suspension centre is welded on set square.2 pieces of set squares are sandwiched after web, are welded with web.
By 2 pieces of set square integral solders on bedplate.Weld stiffener.
4) two triangle frames are fixed temporarily, lateral ties is welded with two triangle frames.
5) the interim fixation of 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 base of jack
It is bolted with jack connecting node.
The solution have the advantages that unquestionable：
A. the loading total loaded value of counterforce device can reach more than 1300 tons, the loading node length travel control of reaction frame top
For 10mm, the demand of large-scale component structural test is met；
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 loading；
C. counterforce device is rational in infrastructure, size is smaller and stress is clear and definite, 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
Canceled themselves out, balanced by structure, reduced active force of the reaction frame to experiment chamber base, reduce the quantity of force rod.
Brief description of the drawings
Fig. 1 is counterforce device structural representation；
Fig. 2 is triangle frame structural representation；
Fig. 3 is triangle plate structure schematic diagram；
Fig. 4 is base plate structure schematic diagram；
Fig. 5 is web and plate structure schematic diagram of putting more energy into；
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 representation；
Figure 11 is rear horizontal-associate structural representation；
Figure 12 is upper horizontal-associate structural representation；
Figure 13 is that counterforce device loads stress diagram；
Figure 14 is reduced scale test model structural representation.
In figure：Triangle frame 1, set square 101, upper limbs 1011, lower limb 1012, horizontal segment 10121, inclination extension
10122nd, limb 1013, bedplate 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
201st, 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
205th, node side plate II 206, node riser 207, lateral ties 3, preceding horizontal-associate 301, rear horizontal-associate 302, riser 3021, transverse slat
3022nd, upper horizontal-associate 303, horizontal-associate stiffener 3031, jack 4, base 401, top pad 402, experiment chamber base 5, laboratory counter-force
Wall 6, bridge testing model 7.
Embodiment
With reference to embodiment, the invention will be further described, but should not be construed above-mentioned subject area of the 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, all should be included 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 steel wire rope, and makes
Two strands of main push-towing ropes are continuously closed annular；2) main push-towing rope is disperseed by dissipating cable saddle, and floorings or stiff girder are anchored in anchorage.
The present embodiment discloses the large-tonnage space that a kind of scale (model) test for above-mentioned second of anchorage style is proposed
Multidirectional multipoint configuration experiment loading 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 bedplate 102.
Referring to Fig. 3, the set square 101 includes angularly disposed upper limbs 1011 and vertical limb 1013, and laterally set
Lower limb 1012.The upper limbs 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 tilt extension 10122.Conventional finished main cable shape of self-anchored suspension end inclination angle is substantially
15 °~25 °.Through conceptual design and stress analysis, it is 2.2 to determine the triangle frame length to height ratio in the present embodiment:1.The upper limbs
1011 centroidal line and the angle of the plate face of bedplate 102 are 27 °, tilt the centroidal line and the plate face of bedplate 102 of extension 10122
Angle is 17 °, and it is 77 ° to found limb 1013 and the angle of the plate face of bedplate 102.Trapezoidal plate is welded with the plate face of the vertical limb 1013
105, to resist the moment of flexure that the outside horizontal component of jack generation is produced in lower limb 1012 and the weld of bedplate 102.
2 pieces of set squares 101 arrange that bottom is welded on bedplate 102 vertically.Weld seam herein, which is mainly transmitted, to be cut
Power, weld seam meets shearing strength requirement.Referring to Fig. 5 and Fig. 6, to ensure the stability of component, 2 piece three of each triangle frame 1
Being sandwiched 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 limbs 1011 of the epiplastron 1031 and 2 pieces of set squares 101 is welded.The bottom web 1032 and 2 pieces of set squares 101
Inclination extension 10122 weld.The vertical limb 1013 of the vertical web 1033 and 2 pieces of set squares 101 is welded.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.To ensure also to sandwich to have between the stability of component, 2 pieces of set squares 101 to add
Strength plate 104, the spacing of 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 the side plate face of bridge testing model 7
Including bifurcated II before bifurcated I 1045 before bifurcated II 1042, bottom web before bifurcated before epiplastron I 1041, epiplastron and bottom web
1046.Be welded on vertical web 1033 includes bifurcated I after epiplastron away from the stiffener 104 in the side plate face of bridge testing model 7
1043rd, bifurcated II 1048 after bifurcated I 1047 and bottom web after bifurcated II 1044, bottom web after epiplastron.Divide after the epiplastron
Pitch bifurcated II 1044 after I 1043 and epiplastron to weld with web transition I 10311, herein the oblique superposition welding of two boards, web
Transition I 10311 offers 45 °~55 ° of groove, it is ensured that 15mm weld bead height.Bifurcated I 1047 is with after the bottom web
Bifurcated II 1048 is welded with web transition II 10321 after web, herein the oblique superposition welding of two boards.During experiment, 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 before bifurcated I 1045 and bottom web before bottom web, each preceding bifurcated, and founding web 1033 will
Power distributes to upper limbs 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 with the bedplate 102, force rod 1022 is passed through after anchor hole 1021
It is fixedly connected with the loading hole for testing chamber base.The bedplate 102 is provided with the thick backing plates 1023 of 30mm at anchor hole 1021,
To spread pressure of the bolt to bedplate 102 of force rod 1022, improve the local pressure performance of bedplate 102.Anchor hole during loading
1021 peripheral regions are there may be moderate finite deformation, before the bedplate 102 is welded with one end plate face of bridge testing model 7
End plate 106 is deformed with reducing its.
In the present embodiment, 1022 points of force rod is tension anchor pole and is cut two parts of anchor pole.According to analysis result, bottom
The whole tensions of anterior 4 anchor holes of seat board 102, are connected using a diameter of 48mm tensions anchor pole, from 10.9 grades of intensity high strength anchor bars,
A mao anchor hole wall will not be contacted because bolt diameter is much smaller than anchor pole after anchor hole diameter, reaction frame stress deformation, therefore anchor pole is subjected only to
Pulling force.20, reaction frame rear portion anchor hole is all pressurized and cut, using a diameter of 60mm shearing rod connections, from QT900 spheroidal graphites
Cast iron bar.Because φ 60mm shear rod diameter close to counter-force bottom plate anchor hole diameter (65mm), therefore shearing rod surface and anchor during loading
Hole wall can be contacted uniformly, it is to avoid rod occurred and contacted stress raisers with hole wall and cause concrete conquassation, through Elasticity
Analysis, the local stress that the diameter combination is produced meets design requirement not less than material allowable strength.
2 triangle frames 1 weld integral by 3 lateral ties 3.3 balance jack spaces of lateral ties 3
While the horizontal component of loading force, lateral stability of the counterforce device during handling, convenient lifting and peace are also enhanced
Dress.The lateral ties 3 are using 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 bedplate 102 and front end-plate 106.The rear horizontal-associate 302 includes riser 3021 and transverse slat 3022.
The transverse slat 3022 is welded with bedplate 102.The riser 3021 is longer than transverse slat 3022, extends to upper limbs 1011, with upper limbs
1011 and bedplate 102 weld.Steel wire rope is lifted when being lifted in view of reaction frame a pair of inside levels point to triangle frame
Power, now above horizontal-associate 303 is pressurized.By calculating analysis, 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
204th, node side plate I 205 and node side plate II 206 surround frame structure.One opening of this frame structure is erected by node
Plate 207 is blocked, and frame structure and node riser 207 collectively form body structure.Node is welded with the inner chamber of the casing horizontal
Plate II 202 and node transverse slat III 203.The node transverse slat II 202 is perpendicular with node side plate I 205, node side plate II 206 and node
Plate 207 is welded.The node transverse slat III 203 is welded with node side plate I 205, node side plate II 206 and node riser 207.
The base 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 opening end of the casing is welded on triangle frame 1.Wherein, the node side plate I 205 and node side plate II
206 2 set squares 101 respectively with triangle frame 1 are welded.Before the node transverse slat I 201 and epiplastron bifurcated I 1041 or under
Bifurcated I 1045 is welded 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 the plate face of node transverse slat I 201.There is circular hole II in the plate face of node transverse slat IV 204
2041.During loading, the stress of node riser 207 transmits the force to node transverse slat I 201, node transverse slat II 202, node transverse slat III
203rd, 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, and node riser 207 is also easy to produce larger moment of flexure, unfavorable
In node local pressure.To ensure joints rationally, it is necessary to consider the spacing of node transverse slat.The base 401 is perpendicular to node
The zone of action of plate 207 is circle, is analyzed by repeatedly calculating, and the spacing of the node transverse slat I 201 and node transverse slat II 202 is
A, the spacing of 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 is 2:3:2, the reasonable stress of node riser 207.
Referring to Figure 13 (direction of arrow is Impact direction in figure), each stressed member stress form is clear and definite.Due to two three
The parallel welding of angle rigid frame 1, the direction that four jack 4 are further applied load is differed in spatial distribution, and four direction, and triangle is firm
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 forces.Therefore jack connecting node 2 not only has intermal force, and also power is existed
Horizontal direction has steering-effecting.The upper limbs 1011 and lower limb 1012 are primarily subjected to four anchors before axial compressive force, bedplate 102
Hole is also subject to uplift force.During loading, jack connecting node 2 bears the loading force of jack 4, by loading force in perpendicular
Component pass to upper limbs 1011 and lower limb 1012, the component of the loading force of 2 jack 4 in top in the horizontal plane is passed to
Lateral ties 3, trapezoidal plate 105 is passed to by the component of the loading force of 2 jack 4 in bottom in the horizontal plane.The laterally connection
It is that the loading force horizontal component that 3 two ends are born is equal in magnitude, in opposite direction, realizes that level is force self-balanced.The He of upper limbs 1011
Lower limb 1012 transfer force to bedplate 102, and trapezoidal plate 105 transfers force to bedplate 102, and bedplate 102 passes through force rod
1022 transmit the force to experiment chamber base 5.
According to such scheme, and counter force wall 6 and bridge testing model 7 is coordinated to design completion reduced scale test model such as Figure 14 institutes
Show.Experiment is based on stress equivalence principle design experiment scaled model, is made by the size of Adjustment Tests load after geometry reduced scale
Test model keeps identical stress level with original structure.Considering experiment load capability, steel plate thickness, steel construction processing
The factor such as condition and test site condition determines reduced scale.When carrying out main push-towing rope anchorage zone model test, bridge testing is first installed
Model 7 and counterforce device, the measuring point then arranged on bridge testing model 7, are finally loaded, are unloaded.Thousand are used during loading
4 hydraulic loadeds of jin top, are continuously loaded at a slow speed until structure destruction.Drawing of the thrust simulation main push-towing rope that jack 4 is produced to anchored end
Power.Continuously unloaded at a slow speed during unloading.After the completion of unloading, the data of each measuring point, accordingly should draw on collection bridge testing model 7
Power load relation curve.
What deserves to be explained is, in the main push-towing rope anchoring section model examination carried out using the loading counterforce device disclosed in the present embodiment
In testing, show through actual measurement, the total loaded value of counterforce device can reach more than 1300 tons, and it is special that experiment chamber base 5 does not occur significantly destruction
Levy, now counterforce device top loading node length travel control is 10mm, meets the demand of large-scale component structural test.
Embodiment 2：
The present embodiment discloses a kind of on the multidirectional multipoint configuration experiment loading counterforce device in large-tonnage space described in embodiment 1
Preparation method, comprise the following steps：
1) counterforce device each several part 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 with joint efforts line direction determine the locus and direction of node riser 207.The size of node riser 207 is according to very heavy
The specification on top 4 is determined.Node transverse slat chi is determined according to triangle frame 1 and the position relationship of node riser 207, and transverse slat spacing
It is very little.What deserves to be explained is, referring to Figure 14, there is error due to pouring the model loading Position after shaping and direction and design,
To ensure that space loading direction is accurate, the measurement actual accurate location of its load(ing) point and direction are needed 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 101.2 pieces of set squares 101 are sandwiched after web 103,
Welded with web 103.By 2 pieces of integral solders of set square 101 on bedplate 102.Weld stiffener 104, trapezoidal plate 105 and preceding
End plate 106.
3) two triangle frames 1 are fixed, lateral ties 3 are welded with two triangle frames 1.
4) release triangle frame 1 to fix, welded after being fixed due to triangle frame 1, steel temperature distortion produces secondary stress,
Releasing can be deformed after fixing.It need to measure after the size for having welded good part, then adjust setting for jack connecting node 2
Meter.The design of jack connecting node 2 is adjusted, jack connecting node 2 is welded on triangle frame 1.
5) calculate and determine 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
Base 401 be bolted with jack connecting node 2.
Claims (9)
1. a kind of multidirectional multipoint configuration experiment loading counterforce device in large-tonnage space, it is characterised in that including being fixed on laboratory
2 triangle frames (1) on basic (5), and some jack connecting nodes (2) and some lateral ties (3)；
2 triangle frames (1) are arranged symmetrically；Each triangle frame (1) include 2 pieces of parallel arrangements set squares (101) and
Bedplate (102)；
The set square (101) includes angularly disposed upper limbs (1011) and vertical limb (1013), and the lower limb laterally set
(1012)；The upper limbs (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 is welded on bedplate (102) vertically.Between 2 pieces of set squares (101)
Double team has some webs (103) and some stiffeners (104)；The set square of each web (103) and stiffener (104) with both sides
(101) weld；Anchor hole (1021) is reserved with the bedplate (102), the force rod (1022) is passed through after anchor hole (1021)
It is fixedly connected with the loading hole for testing chamber base；
2 triangle frames (1) weld integral by several lateral ties (3)；
Jack connecting node (2) side is welded with triangle frame (1), and the base (401) of opposite side and jack (4) connects
Connect；The top pad (402) of the jack (4) is against the loading position of bridge testing model (7)；
During loading, power is transmitted to upper limbs (1011) and lower limb (1012) by jack connecting node (2) by loading force；Upper limbs
And lower limb (1012) transfer force to bedplate (102) (1011)；Bedplate (102) is transmitted the force to by force rod (1022)
Test chamber base (5).
2. a kind of multidirectional multipoint configuration experiment loading counterforce device in large-tonnage space according to claim 1, its feature exists
In：The lower limb (1012) include horizontal segment (10121) and tilt extension (10122)；2 piece three of each triangle frame (1)
Being sandwiched between gusset (101) has 3 pieces of webs (103)；3 blocks of webs (103) include epiplastron (1031), bottom web (1032)
With vertical web (1033)；The upper limbs (1011) of the epiplastron (1031) and 2 pieces of set squares (101) is welded；The bottom web
(1032) the inclination extension (10122) with 2 pieces of set squares (101) is welded；The vertical web (1033) and 2 pieces of set squares
(101) vertical limb (1013) welding.
3. a kind of multidirectional multipoint configuration experiment loading counterforce device in large-tonnage space according to claim 2, its feature exists
In：The epiplastron (1031) is welded with web transition I (10311) close to one end of vertical web (1033)；The bottom web
(1032) one end close to vertical web (1033) is welded with web transition II (10321)；It is welded on vertical web (1033) close
Stiffener (104) in the plate face of bridge testing model (7) side includes bifurcated II before bifurcated I (1041), epiplastron before epiplastron
(1042), bifurcated II (1046) before bifurcated I (1045) and bottom web before bottom web；Vertical web (1033) is welded on to try away from bridge
Test the stiffener (104) in the plate face of model (7) side including bifurcated II (1044) after bifurcated I (1043), epiplastron after epiplastron,
Bifurcated II (1048) after bifurcated I (1047) and bottom web after bottom web；Divide after the epiplastron after bifurcated I (1043) and epiplastron
II (1044) are pitched to weld with web transition I (10311)；Bifurcated II after bifurcated I (1047) and bottom web after the bottom web
(1048) welded with web transition II (10321)；During experiment, jack connecting node (2) is transmitted the force to divides before epiplastron
Pitch I (1041), bifurcated II (1046) before bifurcated I (1045) and bottom web before bifurcated II (1042), bottom web before epiplastron, it is each before
Bifurcated transmits the force to vertical web (1033), and power is distributed to upper limbs (1011) and lower limb (1012) by vertical web (1033)；It is described
Power is transmitted to web transition I (10311) by bifurcated II (1044) after bifurcated I (1043) and epiplastron after epiplastron；The lower abdomen
Power is transmitted to web transition II (10321) by bifurcated II (1048) after bifurcated I (1047) and bottom web after plate.
4. the multidirectional multipoint configuration experiment loading counterforce device in any one large-tonnage space according to claims 1 to 4, its
It is characterised by：The centroidal line of the upper limbs (1011) and the angle of bedplate (102) plate face are 27 °, are tilted extension (10122)
Centroidal line and bedplate (102) plate face angle be 17 °, it is 77 ° to found limb (1013) and the angle of bedplate (102) plate face.
5. a kind of multidirectional multipoint configuration experiment loading counterforce device in large-tonnage space according to claim 1, its feature exists
In：Trapezoidal plate (105) is welded with the plate face of the vertical limb (1013)；The bedplate (102) is close to bridge testing model (7)
Front end-plate (106) is welded with the plate face of one end.
6. a kind of multidirectional multipoint configuration experiment loading counterforce device in large-tonnage space according to claim 3, its feature exists
In：The jack connecting node (2) includes node transverse slat I (201), node transverse slat II (202), node transverse slat III (203), section
Point 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；This framework
One opening of structure is blocked by node riser (207), and frame structure and node riser (207) collectively form body structure；Institute
Node transverse slat II (202) and node transverse slat III (203) are welded with the inner chamber for stating casing；The node riser (207) and base
(401) it is connected with；The opening end of the casing is welded on triangle frame (1)；Wherein, the node side plate I (205) and
Node side plate II (206) is welded with 2 set squares (101) of triangle frame (1) respectively；The node transverse slat I (201) and upper abdomen
Bifurcated I (1045) is welded before bifurcated I (1041) or bottom web before plate；The node transverse slat IV (204) and bifurcated II before epiplastron
(1042) or before bottom web bifurcated II (1046) is welded.There is circular hole I (2011) in described (201) plate face of node transverse slat I；It is described
There is circular hole II (2041) in node transverse slat IV (204) plate face；During loading, 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 section
Point side plate II (206)；The spacing of the node transverse slat I (201) and node transverse slat II (202) is a, the node transverse slat II
(202) and the spacing of node transverse slat III (203) is b, 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. a kind of multidirectional multipoint configuration experiment loading counterforce device in large-tonnage space according to claim 1, its feature exists
In：The lateral ties (3) are using L-type section；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. a kind of multidirectional multipoint configuration experiment loading counterforce device in large-tonnage space according to claim 1, its feature exists
In：The bedplate (102) is provided with backing plate (1023) at anchor hole (1021) place.
9. the preparation method on loading counterforce device described in claim 1, it is characterised in that：Comprise the following steps：
1) counterforce device each several part is designed；
2) calculate and determine counterforce device center of gravity, design counterforce device hoisting point position；
3) welding triangle frame (1)；Interim suspension centre is welded on set square (101)；2 pieces of set squares (101) sandwich web (103)
Afterwards, welded with web (103)；By 2 pieces of set square (101) integral solders on bedplate (102)；Weld stiffener (104)；
4) two triangle frames (1) are fixed temporarily, lateral ties (3) is welded with two triangle frames (1)；
5) the interim fixation of triangle frame (1), the design of adjustment jack connecting node (2), by jack connecting node are released
(2) it is welded on triangle frame (1)；
6) counterforce device is lifted, counterforce device is fixed on experiment chamber base (5) using force rod (1022)；By jack
(4) base (401) is bolted with jack connecting node (2).
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| CN109520839A (en) * | 2018-12-25 | 2019-03-26 | 西南交通大学 | A kind of shield tunnel screwed joint tensile property multifunction test device |
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| CN111521499A (en) * | 2020-05-21 | 2020-08-11 | 中国矿业大学(北京) | Device and method for asymmetric stress loading of deep-ground engineering similar physical simulation experiment |
| CN113358458A (en) * | 2021-06-03 | 2021-09-07 | 重庆大学 | End plate for compression test suitable for members with different sections |
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| CN109520838A (en) * | 2018-12-25 | 2019-03-26 | 西南交通大学 | A kind of shield tunnel screwed joint tensile property experimental rig |
| CN109520839A (en) * | 2018-12-25 | 2019-03-26 | 西南交通大学 | A kind of shield tunnel screwed joint tensile property multifunction test device |
| 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 |
| CN109991069A (en) * | 2019-04-22 | 2019-07-09 | 河南工业大学 | A kind of counter-force pedestal production method and loading hole unit adjust device |
| 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 |
| CN111521499A (en) * | 2020-05-21 | 2020-08-11 | 中国矿业大学(北京) | Device and method for asymmetric stress loading of deep-ground engineering similar physical simulation experiment |
| 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 |
| CN113358458A (en) * | 2021-06-03 | 2021-09-07 | 重庆大学 | End plate for compression test suitable for members with different sections |
| 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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