CN207017134U - A kind of big across CFST Arch Bridge damping system based on anti-seismic performance - Google Patents
A kind of big across CFST Arch Bridge damping system based on anti-seismic performance Download PDFInfo
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- CN207017134U CN207017134U CN201720370220.2U CN201720370220U CN207017134U CN 207017134 U CN207017134 U CN 207017134U CN 201720370220 U CN201720370220 U CN 201720370220U CN 207017134 U CN207017134 U CN 207017134U
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Abstract
The utility model discloses a kind of big across CFST Arch Bridge damping system based on anti-seismic performance, including main arch and bridge floor beam, some hoist cables between main arch and bridge floor beam, and：At least one antivibration rope, by all integral structures of hoist cable lateral connection；Several longitudinal spacing damping devices, between bridge floor beam and the bridge pier of corresponding installation；Two cross spacing damping devices, located at main arch both ends respectively with bridge floor beam infall position.Big across the CFST Arch Bridge damping system based on anti-seismic performance, by the system shake technology for building main arch and hoist cable, and main arch and bridge floor beam system shake technology, it can effectively solve the problem that under seismic (seismal effect, hoist cable Oscillation Amplitude is big, bridge floor beam is longitudinally, laterally big with vertical motion amplitude, and the problems such as resulting mesomerism, it ensure that bridge earthquake resistance security performance, reliability is high, the damping system approaches with agent structure service life, is changed in the absence of the maintenance in use, and engineering cost is low.
Description
Technical field
A kind of Bridge Design field is the utility model is related to, it is more particularly to a kind of big across steel tube concrete based on anti-seismic performance
Native arch bridge damping system.
Background technology
Existing highway bridge, span is increasing, and for Super-Long Span arch bridge, some hoist cables are connected between main arch and bridge floor beam, when
When the span of main arch is longer (during more than 150 meters), cause the length gap of each hoist cable larger, it is main under seismic loading
When arch produces longitudinally, laterally displacement with bridge floor beam, because the length gap of hoist cable is larger, make Oscillation Amplitude caused by every hoist cable
It is inconsistent, it can not coordinate, easily cause all hoist cable Oscillation Amplitudes excessive, so as to produce destruction or accelerate shaking for bridge floor beam
It is dynamic；In addition, bridge floor beam longitudinally, laterally and vertically can produce larger vibration force and vibration width under the effect of earthquake all directions
Degree, if excessive vibration force is passed to main arch by bridge floor beam, main arch is also easy to produce altogether with bridge floor beam when seismic loading vibrates
Shake, amplify Oscillation Amplitude and internal force in turn results in bridge collapse.
For this reason, it is necessary to using a kind of big across CFST Arch Bridge damping system based on anti-seismic performance, to reduce master
Arch and bridge floor vibration of beam, coordinate the vibration of length hoist cable, and suppress the transmission of each component vibration, improve hoist cable, bridge floor beam
With the earthquake motive force performance of total.
Utility model content
The purpose of this utility model is directed to existing long-span arch bridge in the presence of being to overcome prior art, in seismic (seismal
Under effect, in order to ensure bridge earthquake resistance security performance, it is necessary to limitation bridge floor beam longitudinally, laterally with vertical motion amplitude, and
A kind of above mentioned problem of hoist cable Oscillation Amplitude, there is provided big across CFST Arch Bridge damping system based on anti-seismic performance.
In order to realize above-mentioned purpose of utility model, the utility model provides following technical scheme：
A kind of big across CFST Arch Bridge damping system based on anti-seismic performance, including main arch and bridge floor beam, Yi Jishe
Some hoist cables between main arch and bridge floor beam, in addition to：
At least one antivibration rope, by all integral structures of hoist cable lateral connection；
Several longitudinal spacing damping devices, between bridge floor beam and the bridge pier of corresponding installation；
Two cross spacing damping devices, located at the main arch both ends position with bridge floor beam infall respectively.
The damping system across CFST Arch Bridge greatly is by setting at least one antivibration rope to be connected with hoist cable, so as to by institute
There is hoist cable mutually " series connection " to form rope net, its different length hoist cable that can solve the problem that in earthquake motive force environment is made in earthquake all directions
The inconsistent vibration problem for causing hoist cable destruction and accelerating bridge floor beam of vibration under, can greatly reduce hoist cable different in size
Oscillation Amplitude is poor, and all hoist cable vibrations intercouple, and form disturbing effect, suppresses seismic hoist cable vibration so as to serve
Influence to bridge floor beam, damping effect is notable, improves the earthquake motive force performance of bridge floor beam, also ensure that the safety of hoist cable；
Several longitudinal spacing damping devices are set between bridge floor beam and the bridge pier of corresponding installation, it is possible to increase girder vertical equity is firm
Degree；Two cross spacing damping devices are set between main arch and bridge floor beam infall, arch rib on crossbeam, it is possible to increase bridge floor beam
Lateral stiffness, and avoid producing main arch excessive lateral seismic force effect.
A kind of big across CFST Arch Bridge damping system based on anti-seismic performance, by the system for building main arch and hoist cable
Shake technology, and main arch and bridge floor beam system shake technology, can effectively solve the problem that under seismic (seismal effect, bridge floor beam is longitudinally, laterally
With vertical amplitude, hoist cable vibrates the problem of uncoordinated, ensure that bridge earthquake resistance security performance, reliability height.Meanwhile this antidetonation is arranged
Apply that not influence main arch attractive in appearance, and approached with agent structure service life, in the absence of the maintenance and replacing in use, engineering cost
It is low.
Preferably, the antivibration rope is connected with each other with all hoist cables by colligation silk.
The colligation silk can be made of high-intensity fiber plastic material, and guarantee wind resistance rope and suspension rod colligation is firm,
Connection is simple.
Preferably, two ends of the antivibration rope mutually anchor with main arch respectively, to form larger to antivibration rope
Power, to form the rigidity of overall rope net when ensureing that antivibration rope is connected with hoist cable, coordinate shaking for length hoist cable so as to improve antivibration rope
It is dynamic, reduce the effect of the peak swing of hoist cable.
Preferably, steel pipe horizontal-associate is provided between the arch rib at the main arch both ends, the steel pipe horizontal-associate is provided with reaction frame, institute
State antivibration rope both ends and pass through two reaction frames, and be anchored at by anchorage on two reaction frames, by reaction frame by antivibration
Rope is connected on the steel pipe horizontal-associate between the arch rib at main arch both ends, increases connectivity robustness.
It is further preferred that the reaction frame includes steel plate one, steel plate two and steel plate three, the steel plate one, the and of steel plate two
Steel plate three is mutually orthogonal to one another and is welded into overall structure, then the overall structure is welded on steel pipe horizontal-associate.
It is further preferred that during antivibration rope installation, set hauling rope through reaction frame at antivibration rope both ends and correspondingly
Anchorage on, then then tensioning antivibration rope anchors to stretching force is designed and locks antivibration rope, finally by antivibration rope and each described
The integral structure of hoist cable colligation.Using such installation steps, its antivibration rope installs simple and reliable, strong operability.
Preferably, the flexible hoist cable between the main arch and bridge floor beam can replace with rigid hanger, the antivibration rope with
Each suspension rod is connected with each other by rope-grippers.The rigid hanger can such as select H profile steel, rectangle steel construction, when suspension rod is
During rigid structural member, in order to which antivibration rope is connected firmly with suspension rod, antivibration rope is mutually solid by several rope-grippers with each suspension rod
Connect.
Preferably, the longitudinal spacing damping device includes the anchor block being separately mounted on bridge floor beam and bridge pier, two institutes
State and be connected with damper between anchor block.
Preferably, the cross spacing damping device includes two upper limits being arranged on the arch ring intercostal crossbeam of main arch
Block, and two lower position blocks on kingpost baseplate, the side of two upper limit position blocks outwardly are provided with rubber blanket, and two
The side of the individual lower position block inwardly is provided with rubber blanket, and two upper limit position blocks are located between two lower position blocks and phase
Mutually adaptation contact.
By the adaptation between upper limit position block and lower position block, can play it is spacing between main arch and bridge floor beam, to carry
The lateral stiffness of high bridge floor beam, when relative displacement can occur both in earthquake for rubber blanket, buffering can be played to vibration force
And damping effect.
Preferably, the bridge floor beam is composite steel concrete bridge face beam slab monoblock type bridge floor girder construction.
In order to further improve the overall damping effect of the arch bridge, the bridge floor beam is using panel grider and steel-coagulation in length and breadth
The monoblock type bridge floor girder construction of bridge floor beam slab is closed by local soil type.Meanwhile ensure the single order of bridge floor beam and main arch laterally, vertically with bending frequency
Rate than ratio be decimal, avoid main arch and bridge floor beam from being produced when vibrate under seismic loading and resonate, and cause amplification to shake
Dynamic amplitude and internal force and cause bridge collapse.
Compared with prior art, the beneficial effects of the utility model：
1st, a kind of big across CFST Arch Bridge damping system based on anti-seismic performance described in the utility model, passes through structure
The system shake technology of main arch and hoist cable, and main arch and bridge floor beam system shake technology are built, can effectively solve the problem that under seismic (seismal effect,
Hoist cable Oscillation Amplitude is big, and bridge floor beam is longitudinally, laterally big with vertical motion amplitude, and the problems such as resulting mesomerism,
It ensure that bridge earthquake resistance security performance, reliability height；Meanwhile not influence main arch attractive in appearance for this earthquake resistant construction, and make with agent structure
Approached with the life-span, it is low in the absence of the maintenance and replacing in use, engineering cost；
2nd, a kind of big across CFST Arch Bridge damping system based on anti-seismic performance described in the utility model, the antivibration
Rope is connected with each other with all hoist cables by colligation silk, and the colligation silk can be made of high-intensity fiber plastic material, and be guaranteed
Wind resistance rope and suspension rod colligation is firm, and connection is simple；
3rd, a kind of big across CFST Arch Bridge damping system based on anti-seismic performance described in the utility model, its antivibration
When rope is installed, hauling rope is set to pass through on reaction frame and corresponding anchorage at antivibration rope both ends using elder generation, then tensioning antivibration rope is extremely
Stretching force is designed, then anchors and locks antivibration rope, finally by antivibration rope and each integral structure of hoist cable colligation.Using
Such installation steps, its antivibration rope install simple and reliable, strong operability；
4th, a kind of big across CFST Arch Bridge damping system based on anti-seismic performance described in the utility model, its is same
Rigid hanger is adapted to, can such as select H profile steel, rectangle steel construction, when suspension rod is rigid structural member, for antivibration rope
It is connected firmly with suspension rod, antivibration rope is fixedly connected with each other with each suspension rod by several rope-grippers；
5th, a kind of big across CFST Arch Bridge damping system based on anti-seismic performance described in the utility model, in order to enter
The overall damping effect of the raising of the one step arch bridge, the bridge floor beam can use panel grider and steel-concrete combined bridge deck in length and breadth
The monoblock type bridge floor girder construction of beam slab；Meanwhile ensure the single order of bridge floor beam and main arch laterally, vertically with bend and wrest frequency than ratio
For decimal, avoid main arch from producing resonance when vibrate with bridge floor beam under seismic loading, and cause amplification Oscillation Amplitude and interior
Power and cause bridge collapse.
Brief description of the drawings：
Fig. 1 is a kind of signal of big across the CFST Arch Bridge damping system based on anti-seismic performance described in the utility model
Figure；
Fig. 2 is the connection diagram of hoist cable and antivibration rope in Fig. 1；
Fig. 3 is the connection diagram of rigid hanger and antivibration rope；
Fig. 4 is the connection diagram of rope-grippers and suspension rod in Fig. 3；
Fig. 5 is antivibration rope and major arch rib anchor connection structural representation in Fig. 1；
Fig. 6 is A-A views in Fig. 5；
Fig. 7 is the connection diagram of antivibration rope and reaction frame in Fig. 5；
Fig. 8 is the structural representation of the longitudinal spacing damping device in Fig. 1；
Fig. 9 is the structural representation of spacing damping device in Fig. 1.
Marked in figure：
1st, main arch, 11, arch rib, 12, steel pipe horizontal-associate, 13, arch ring intercostal crossbeam, 2, bridge floor beam, 3, bridge pier, 4, hoist cable, 5,
Antivibration rope, 6, reaction frame, 61, steel plate one, 62, steel plate two, 63, steel plate three, 71, colligation silk, 72, rope-grippers, 73, suspension rod, 8,
Longitudinal spacing damping device, 81, anchor block, 82, damper, 9, cross spacing damping device, 91, upper limit position block, 92, lower limit
Block, 93, rubber blanket.
Embodiment
The utility model is described in further detail with reference to test example and embodiment.But should not be by this
The scope for being interpreted as the above-mentioned theme of the utility model is only limitted to following embodiment, all to be realized based on the utility model content
Technology belongs to the scope of the utility model.
Embodiment 1
As shown in Fig. 1,8,9, a kind of big across CFST Arch Bridge damping system based on anti-seismic performance, including main arch 1
With bridge floor beam 2, and some hoist cables 4 between main arch 1 and bridge floor beam 2, in addition to：
At least one antivibration rope 5, by the integral structure of all lateral connections of hoist cable 4；
Several longitudinal spacing damping devices 8, between bridge floor beam 2 and the bridge pier 3 of corresponding installation；
Two cross spacing damping devices 9, located at the both ends of main arch 1 position with the infall of bridge floor beam 2 respectively.
As shown in Fig. 2 above-mentioned antivibration rope 5 is connected with each other with all hoist cables 4 by colligation silk 71.The colligation silk 71 can be with
It is made of high-intensity fiber plastic material, and guarantees wind resistance rope and the colligation of suspension rod 73 is firm, connection is simple.Need what is illustrated
It is the selection of the hoist cable 4, the area of hoist cable 4 of the general cross-sectional area of hoist cable 4 greater-than match code requirement, what the design used cuts
Face size makes the safety coefficient of hoist cable 4 be more than 3, and using larger cross-section size hoist cable 4, i.e. safety coefficient is more than 3, can ensure to hang
The safety of rope 4.
Certainly, the antivibration rope 5 not only go for flexibility hoist cable 4 connect, may also adapt in rigid suspension rod
73, as shown in Figure 3,4, when the flexible hoist cable 4 between main arch 1 and bridge floor beam 2 replaces with rigid hanger 73, such as the H types in Fig. 3
Steel, rectangle steel construction, the antivibration rope 5 are mutually permanently connected with each suspension rod 73 by rope-grippers 72.
As illustrated in figs. 5-7, two ends of above-mentioned antivibration rope 5 mutually anchor with main arch 1 respectively, to be formed to antivibration rope 5
Larger tension force, to form the rigidity of overall rope net when ensureing that antivibration rope 5 is connected with hoist cable 4, cause hoist cable 4 so as to improve earthquake
Vibrate the inhibition to bridge floor beam 2.In general, steel pipe horizontal-associate 12, the steel pipe are provided between the arch rib 11 at the both ends of main arch 1
Horizontal-associate 12 is provided with reaction frame 6, and the both ends of antivibration rope 5 pass through two reaction frames 6, and are anchored at two counter-forces by anchorage
On frame 6, antivibration rope 5 is connected on the steel pipe horizontal-associate 12 between the arch rib 11 at the both ends of main arch 1 by reaction frame 6, increase connection
Fastness.Further, the reaction frame 6 includes steel plate 1, steel plate 2 62 and steel plate 3 63, the steel plate 1, steel plate two
62 and steel plate 3 63 be mutually orthogonal to one another and be welded into overall structure, then the overall structure is welded on steel pipe horizontal-associate 12.
As shown in figure 8, the longitudinal spacing damping device 8 includes the anchor block 81 being separately mounted on bridge floor beam 2 and bridge pier 3,
Damper 82 is connected between two anchor blocks 81.Concrete structure is to be consolidated by one group of anchor block 81 by bolt and main bridge time longeron
Connect, another group of anchor block 81 is affixed with border pier by bolt.Resistance is installed between the anchor block 81 and border pier anchor block 81 of secondary longeron
Buddhist nun's device 82.
As shown in figure 9, the cross spacing damping device 9 includes two be arranged on the arch ring intercostal crossbeam 13 of main arch 1
Upper limit position block 91, and two lower position blocks 92 on kingpost baseplate, wherein the upper limit on arch ring intercostal crossbeam 13
Block 91 is connected with beam welding, and the kingpost baseplate of lower position block 92 and bridge floor beam 2 is welded to connect, and two upper limit position blocks 91 are outwardly
Side is provided with rubber blanket 93, and the side of two lower position blocks 92 inwardly is provided with rubber blanket 93, two upper limits
Block 91 is located between two lower position blocks 92 and is mutually adapted contact.By suitable between upper limit position block 91 and lower position block 92
Match somebody with somebody, can play spacing between main arch 1 and bridge floor beam 2, to improve the lateral stiffness of bridge floor beam 2, rubber blanket 93 can be on ground
When relative displacement occurring both during shake, buffering and damping effect can be played to vibration force.
In order to further improve the overall damping effect of the arch bridge, the bridge floor beam 2 is using panel grider and steel-coagulation in length and breadth
The structure of monoblock type bridge floor beam 2 of the plate of bridge floor beam 2 is closed by local soil type.Meanwhile ensure the single order of bridge floor beam 2 and main arch 1 laterally, vertically with
Bend and wrest frequency than ratio be decimal, avoid main arch 1 and bridge floor beam 2 from being produced when vibrate under seismic loading and resonate, and make
Bridge collapse is caused into amplification Oscillation Amplitude and internal force.
The damping system across CFST Arch Bridge greatly is by setting at least one antivibration rope 5 to be connected with hoist cable 4, so that will
All hoist cables 4 mutually " series connection " formation rope net, it can solve the problem that different length hoist cables 4 in earthquake motive force environment in earthquake each side
To the inconsistent vibration problem for causing to accelerate bridge floor beam 2 of the vibration under effect, hoist cable 4 different in size can be greatly reduced and vibrated
Amplitude difference, all vibrations of hoist cable 4 intercouple, and form disturbing effect, suppress the seismic vibration pair of hoist cable 4 so as to serve
The influence of bridge floor beam 2, damping effect is notable, improves the earthquake motive force performance of bridge floor beam 2, also ensure that the safety of hoist cable 4；
Several longitudinal spacing damping devices 8 are set between bridge floor beam 2 and the bridge pier 3 of corresponding installation, it is possible to increase girder vertical equity
Rigidity；Two cross spacing damping devices 9 are set on main arch 1 and the infall of bridge floor beam 2,11 crossbeams of arch rib, it is possible to increase
The lateral stiffness of bridge floor beam 2, and avoid producing main arch 1 excessive lateral seismic force effect.
A kind of big across CFST Arch Bridge damping system based on anti-seismic performance, by building main arch 1 and hoist cable 4
Shake technology processed, and main arch 1 and the shake technology processed of bridge floor beam 2, by limitation bridge floor beam 2 longitudinally, laterally with vertical amplitude, and
The limitation of the caused Oscillation Amplitude of hoist cable 4, it can effectively solve the problem that under seismic (seismal effect, the Oscillation Amplitude of hoist cable 4 is big, bridge floor beam
2 is longitudinally, laterally big with vertical motion amplitude, and the problems such as resulting mesomerism, ensure that bridge earthquake resistance security
Can, reliability is high.
Wherein, the overall earthquake motive force performance of above-mentioned damping architecture, by with conventional structure system to having a competition
Test, it is found that specific effect is as shown in the table：
Table：Structural seismic performance contrasts under seismic loading
As can be seen from the above table, it is conventional using damping system bridge floor longitudinal direction described in the utility model fundamental frequency
2.84 times of structural system, fundamental frequency is 1.36 times of conventional structure system outside face, and fundamental frequency is conventional structure body in face
1.29 times of system, after the utility model, the dynamic characteristics of structure has increased significantly, and shows that this is based on anti-seismic performance
Big across CFST Arch Bridge constraint system can effectively solve the problem that seismic (seismal effect under, hoist cable 4 vibrates uncoordinated, bridge floor
Vibration is big, and the resonance problem that structure is overall, and significant effect, ensure that bridge earthquake resistance security performance, can with higher
By property.Meanwhile not influence main arch 1 attractive in appearance for this earthquake resistant construction, and approached with agent structure service life, in the absence of the dimension in use
Repair and change, engineering cost is low.
Embodiment 2
As illustrated in figs. 5-7, the installation method of antivibration rope 5, including following installation steps are present embodiments provided：
Step 1: hauling rope is set to pass through on reaction frame 6 and corresponding anchorage at the both ends of antivibration rope 5；
Step 2: two tensioning reaction frames 6 are installed on the steel pipe horizontal-associate 12 at the both ends of main arch 1, by antivibration rope 5 through instead
Power frame 6, and tensioning antivibration rope 5 to design stretching force；
Step 3, anchor and lock antivibration rope 5；
Step 4: by antivibration rope 5 and each integral structure of the colligation of hoist cable 4.
Using such installation steps, its antivibration rope 5 installs simple and reliable, strong operability.Confirmed through engineer applied, the structure
The technology of making makes that the anti-seismic performance of rope suspension rod 73 is good, and effectiveness in vibration suppression is notable, meanwhile, it is attractive in appearance that antivibration rope 5 does not influence main arch 1, and with master
Body structure service life approaches, and in the absence of repairing and changing in use, engineering cost is low.
Preferred embodiment of the present utility model is the foregoing is only, it is all at this not to limit the utility model
All any modification, equivalent and improvement made within the spirit and principle of utility model etc., should be included in the utility model
Protection domain within.
Claims (9)
1. a kind of big across CFST Arch Bridge damping system based on anti-seismic performance, including main arch (1) and bridge floor beam (2), with
And some hoist cables (4) between main arch (1) and bridge floor beam (2), it is characterised in that also include：
At least one antivibration rope (5), by the integral structure of all hoist cable (4) lateral connections；
Several longitudinal spacing damping devices (8), between bridge pier (3) of the bridge floor beam (2) with corresponding installation；
Two cross spacing damping devices (9), located at main arch (1) both ends position with bridge floor beam (2) infall respectively.
2. a kind of big across CFST Arch Bridge damping system based on anti-seismic performance according to claim 1, its feature
It is, the antivibration rope (5) is connected with each other with all hoist cables (4) by colligation silk (71).
3. a kind of big across CFST Arch Bridge damping system based on anti-seismic performance according to claim 2, its feature
It is, two ends of the antivibration rope (5) mutually anchor with main arch (1) respectively.
4. a kind of big across CFST Arch Bridge damping system based on anti-seismic performance according to claim 3, its feature
It is, steel pipe horizontal-associate (12) is provided between the arch rib (11) at main arch (1) both ends, and the steel pipe horizontal-associate (12) is provided with counter-force
Frame (6), antivibration rope (5) both ends pass through two reaction frames (6), and are anchored at by anchorage on two reaction frames (6).
5. a kind of big across CFST Arch Bridge damping system based on anti-seismic performance according to claim 4, its feature
It is, the reaction frame (6) includes steel plate one (61), steel plate two (62) and steel plate three (63), the steel plate one (61), steel plate two
(62) it is mutually orthogonal to one another with steel plate three (63) and is welded into overall structure, then the overall structure is welded on steel pipe horizontal-associate (12)
On.
6. a kind of big across CFST Arch Bridge damping system based on anti-seismic performance according to claim 1, its feature
It is, the flexible hoist cable (4) between the main arch (1) and bridge floor beam (2) can replace with rigid hanger (73), the antivibration rope
(5) it is connected with each other with each suspension rod (73) by rope-grippers (72).
7. according to a kind of any described big across the CFST Arch Bridge damping systems based on anti-seismic performance of claim 1-6,
Characterized in that, the longitudinal spacing damping device (8) includes the anchor block being separately mounted on bridge floor beam (2) and bridge pier (3)
(81), it is connected with damper (82) between two anchor blocks (81).
8. according to a kind of any described big across the CFST Arch Bridge damping systems based on anti-seismic performance of claim 1-6,
Characterized in that, the cross spacing damping device (9) includes two be arranged on the arch ring intercostal crossbeam (13) of main arch (1)
Upper limit position block (91), and two lower position blocks (92) on kingpost baseplate, two upper limit position blocks (91) are outwardly
Side is provided with rubber blanket, and the side of two lower position blocks inwardly is provided with rubber blanket, two upper limit position blocks (91)
Between two lower position blocks (93) and it is mutually adapted contact.
9. a kind of big across CFST Arch Bridge damping system based on anti-seismic performance according to claim 1, its feature
It is, the bridge floor beam (2) is composite steel concrete bridge face beam slab monoblock type bridge floor girder construction.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201720370220.2U CN207017134U (en) | 2017-04-06 | 2017-04-06 | A kind of big across CFST Arch Bridge damping system based on anti-seismic performance |
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| CN201720370220.2U CN207017134U (en) | 2017-04-06 | 2017-04-06 | A kind of big across CFST Arch Bridge damping system based on anti-seismic performance |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108534764A (en) * | 2018-03-20 | 2018-09-14 | 中铁上海工程局集团有限公司 | A kind of introversion formula steel case arch bridge main arch rib segment method for fast measuring |
-
2017
- 2017-04-06 CN CN201720370220.2U patent/CN207017134U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108534764A (en) * | 2018-03-20 | 2018-09-14 | 中铁上海工程局集团有限公司 | A kind of introversion formula steel case arch bridge main arch rib segment method for fast measuring |
| CN108534764B (en) * | 2018-03-20 | 2020-05-15 | 中铁上海工程局集团有限公司 | Method for quickly measuring main arch rib section of inward-inclined steel box arch bridge |
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