CN108316123A - Self-anchoring type suspension bridge system conversion method based on the passive stress of end bay - Google Patents
Self-anchoring type suspension bridge system conversion method based on the passive stress of end bay Download PDFInfo
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- CN108316123A CN108316123A CN201810177852.6A CN201810177852A CN108316123A CN 108316123 A CN108316123 A CN 108316123A CN 201810177852 A CN201810177852 A CN 201810177852A CN 108316123 A CN108316123 A CN 108316123A
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- bridge
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/02—Suspension bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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Abstract
The self-anchoring type suspension bridge system conversion method based on the passive stress of end bay of the present invention, it is finished in self-anchored suspension bridge king-tower, main girder construction and reaches design strength, and the cable-cabin structures such as main push-towing rope, sunpender carry out using when structural system dress changes after setting up, in system transform first round suspender tension, end bay sunpender is designed to that bridge location is set, main span sunpender enters anchor conduit and is anchored on girder by nut or extension bar using the arrival of mark line control methods single tension.Use later more wheels, in batches, sequence tensioning main span sunpender is allowed to actively load and pushing tow cable saddle makes end bay sunpender passively load stress to increase boom internal force simultaneously, be finally reached and be designed to bridge boom internal force.The transforming methods of structural system is safe, fast, efficient, and structure stress is clear, and stretching process middle hanger pulling force and the main push-towing rope displacement dual control goodness of fit are preferable, it measures and is protected from weather influences in work progress, measurement accuracy is higher, can effectively shorten suspension bridge system conversion time, reduces construction cost.
Description
Technical field
The present invention relates to bridge construction field, more particularly to a kind of self-anchoring type suspension bridge system based on the passive stress of end bay
Conversion method.
Background technology
Structural System of Self-Anchored Suspension Bridge compares it with ground anchor type and does not need huge anchorage, and geological conditions is adaptable,
Reduce project cost；Main push-towing rope is anchored at the both ends of stiff girder by it, and the suspension cable of the horizontal component of main push-towing rope is undertaken with stiff girder
Pontic system, therefore, it is a kind of bridge structure based on self equilibrium systems.Compared to other bridge types of same across footpath, structure is made
Type is graceful, and appearance is graceful, especially attractive especially as urban landscape bridge.Although self-anchored suspension bridge has lacking for itself
Point and limitation, but be a kind of very competitive scheme on Short/Medium Span Bridge, it is increasingly valued by people and welcomes.
Girder is first poured in Self-Anchored Concrete Suspension work progress, and tensioning sunpender completes system transform again, due to its knot
Structure stress is more complicated, and suspender tension is difficult point most complicated in work progress, suspender tension method is improper can cause girder and
The concrete cracking of king-tower.
Invention content
The present invention be make up the deficiencies in the prior art, provide it is a kind of it is easy to operate, safety coefficient is high based on end bay quilt
The self-anchoring type suspension bridge system conversion method of dynamic stress.
The present invention is achieved through the following technical solutions：
The self-anchoring type suspension bridge system conversion method based on the passive stress of end bay of the present invention, it is characterised in that：It is applied including following
Work step is rapid：
1）First stage：Self-anchored suspension bridge king-tower, girder, which pour to finish, reaches design strength, the suspension cables such as cable saddle, main push-towing rope, sunpender
System erection finishes, and end bay direction reaches system transform condition there are a certain amount of pre- deviator before when main cable saddle is installed；
2）Second stage：The initial tensioning of full-bridge sunpender, i.e. first round tensioning；Epicycle is full-bridge suspender tension, sunpender power desired value
It is to be designed to bridge crane stick force for 0.35F, F；Since geometrical non-linearity is notable during epicycle suspender tension, the stage is using label
Line traffic control preparation method controls foundation as this wheel suspender tension, it is therefore an objective to so that the arrival of end bay suspender tension is designed to that bridge location is set, main span is hung
Bar enters anchor conduit and is anchored on girder by nut or extension bar；
3）Phase III：More wheel main span sunpenders of sequence tensioning in batches；End bay sunpender has been when tensioning initial due to full-bridge sunpender
Arrival is designed to that bridge location is set, therefore this stage can be used more wheel main span sunpenders of sequence tensioning in batches and be allowed to actively load, pushing tow
Cable saddle makes end bay sunpender, and passively load finally makes all sunpender power of full-bridge reach 0.96F, F to increase the method for boom internal force
To be designed to bridge crane stick force；This stage generally divides two-wheeled tensioning, when tensioning from king-tower side sunpender to span centre in batches, sequentially into
Row, carries out saddle pushing, to ensure king-tower and each piece safety of bridge after each tensioning；
4）Fourth stage：Boom internal force is revised；The stage after last round of tensioning terminates, full-bridge bridge floor two is permanent apply before,
The practical internal force of full-bridge sunpender is compared with calculated value by the way of very heavy top pull first motion, it is pair inclined with calculated value
Difference is more than that ± 6% part boom internal force is adjusted, and adjustment numerical value must wait for that the later stage surveys and carries out analysis determination.
Second stage makes end bay sunpender single tension reach design when the initial tensioning of full-bridge sunpender using mark line control methods
It is set at bridge location, only is allowed to actively load by tensioning main span sunpender later, pushing tow cable saddle makes end bay sunpender passively load to increase
Boom internal force, and be finally reached and be designed to bridge boom internal force.
Phase III, first run main span suspender tension sunpender power desired value are 0.72F, and F is to be designed to bridge crane stick force, uses thousand
Jin pushes up stretching rope masterpiece tensioning foundation in order to control；Main rope still shows apparent geometry during epicycle main span suspender tension
Nonlinear characteristic, it should be noted that synchronous, tensioning main span sunpender, avoids the linear variation of main rope excessive in stretching process；Epicycle tensioning
It is the transition stage of entire stretching process, for later suspender tension and hangs cable force adjustment, main cable alignment, Pavement linear and spread
Pad.
The main target of phase III, the second wheel main span suspender tension are to further increase the internal force of full-bridge sunpender, sunpender
Power desired value is 0.96F, and F is to be designed to bridge crane stick force, and stressing sequence is identical with the first run tensioning of this stage, continues to use
The main span sunpender of sequence tensioning in batches is allowed to actively load, and pushing tow cable saddle makes end bay sunpender passively load to increase boom internal force
Mode.
Fourth stage unavoidably generates certain error accumulation more due to taking turns in repeatedly stretching construction, to ensure
Self-anchored suspension bridge meets specification and design requirement at bridge boom internal force, ensures under practical bridge completion state that Suo Li is uniform, Liang Pingta
Directly, it needs to finely tune part boom internal force；Adjusted Option should be according to live boom internal force measured result and theoretical calculation
It is determined after being worth comparative analysis；After boom internal force revises adjustment, internal force, king-tower offset and the girder of reply full-bridge sunpender are answered
Power etc. is tested, to detect whether practical rope force value is consistent with the desired value that model calculates, to determine whether to master
Boom support is demoulded.
A kind of self-anchored suspension bridge is turned using the self-anchoring type suspension bridge system of the present invention based on the passive stress of end bay
Change method；Self-anchored suspension bridge, including king-tower, the girder for being connected to king-tower lower part, the cable saddle at the top of king-tower, connection master
The main push-towing rope of beam end and cable saddle.
The self-anchoring type suspension bridge system conversion method based on the passive stress of end bay of the present invention, in self-anchored suspension bridge master
Structural system dress is carried out after tower, main girder construction, which finish, reaches design strength, and the cable-cabin structures such as main push-towing rope, sunpender are set up to change
When use, in system transform first round suspender tension, end bay sunpender using mark line control methods single tension arrival be designed to
Bridge location is set, main span sunpender enters anchor conduit and is anchored on girder by nut or extension bar.It is taken turns, in batches using later more
Secondary, sequence tensioning main span sunpender is allowed to actively load and pushing tow cable saddle makes end bay sunpender passively load stress to hang to increase simultaneously
Bar internal force is finally reached and is designed to bridge boom internal force.
Beneficial effects of the present invention are：Its system transform construction period is short, and safe, fast, efficient, structure stress is clear,
Stretching process middle hanger pulling force and the main push-towing rope displacement dual control goodness of fit are preferable, reduce system conversion process bridge danger coefficient, increase
The important meaning of safety coefficient after bridge is completed, measures in work progress and is protected from weather influences, measurement accuracy is higher, can effectively contract
Short suspension bridge system conversion time reduces construction cost, can be widely used in self-anchoring type suspension bridge system conversion construction.
Description of the drawings
Fig. 1 is self-anchored suspension bridge structural schematic diagram, and the tensioning sunpender that Fig. 2-7 is followed successively by step 1-6 in the phase III shows
It is intended to.
In figure, 1 king-tower, 2 girders, 3 cable saddles, 4 main push-towing ropes, 5 end bay sunpenders, 6 main span sunpenders.
Specific implementation mode
Attached drawing is a kind of specific implementation mode of the present invention.
The self-anchoring type suspension bridge system conversion method based on the passive stress of end bay of the present invention, including following construction procedure：
1, the first stage：Self-anchored suspension bridge king-tower, girder, which pour to finish, reaches design strength, the suspension cables such as cable saddle, main push-towing rope, sunpender
System erection finishes, and end bay direction reaches system transform condition there are a certain amount of pre- deviator before when main cable saddle is installed.
2, second stage：The initial tensioning of full-bridge sunpender（First round tensioning）.Epicycle is full-bridge suspender tension, sunpender power target
Value is 0.35F（F is to be designed to bridge crane stick force）.Since geometrical non-linearity is notable during epicycle suspender tension, which uses
Mark line control methods control foundation as this wheel suspender tension, it is therefore an objective to and so that the arrival of end bay suspender tension is designed to that bridge location is set, it is main
Enter anchor conduit across sunpender and is anchored on girder by nut or extension bar.
In second stage, the arrival of end bay sunpender single tension is set to set using mark line control methods when the initial tensioning of full-bridge sunpender
It counts into bridge location to set, only is allowed to actively load by tensioning main span sunpender later, pushing tow cable saddle makes end bay sunpender passively load to increase
Add boom internal force, and is finally reached and is designed to bridge boom internal force.
3, the phase III：More wheel main span sunpenders of sequence tensioning in batches.End bay sunpender when tensioning initial due to full-bridge sunpender
Arrived and be designed to that bridge location is set, thus this stage can be used more wheel main span sunpenders of sequence tensioning in batches be allowed to actively to load,
Pushing tow cable saddle makes end bay sunpender, and passively load finally makes all sunpender power of full-bridge reach to increase the method for boom internal force
0.96F（F is to be designed to bridge crane stick force）.This stage generally divides two-wheeled tensioning, is divided from king-tower side sunpender to span centre when often taking turns tensioning
Batch, sequence carry out, and saddle pushing are carried out after each tensioning, to ensure king-tower and each piece safety of bridge.
Often take turns that specific tensioning flow is as follows, the main span sunpender of pretensioning both sides, the main span sunpender among post-stretching：
1）Cable saddle is for the first time to span centre pushing tow, tensioning sunpender M1, M2, as shown in Figure 2；
2）Cable saddle second is to span centre pushing tow, tensioning sunpender M3, M4, as shown in Figure 3；
3）Cable saddle third time is to span centre pushing tow, tensioning sunpender M5, M6, as shown in Figure 4；
4）Cable saddle the 4th time is to span centre pushing tow, tensioning sunpender M7, M8, as shown in Figure 5；
5）Cable saddle the 5th time is to span centre pushing tow, tensioning sunpender M9, as shown in Figure 6；
6）Cable saddle the 6th time is to span centre pushing tow, tensioning sunpender M10, M11, as shown in Figure 7.
If occurring the larger situation of single boom tensile force in stretching process should stop immediately, after calculating and ascertaining the reason
Decide whether to continue tensioning again, in order to avoid occurring overdraing because of individual sunpender power, stiff girder adverse conditions is occurred.
This stage first run main span suspender tension sunpender power desired value is 0.72F（F is to be designed to bridge crane stick force）, use is very heavy
Push up stretching rope masterpiece tensioning foundation in order to control.It is non-still to show apparent geometry for main rope during epicycle main span suspender tension
Linear characteristic, it should be noted that synchronous, tensioning main span sunpender, avoids the linear variation of main rope excessive in stretching process.Epicycle tensioning is
The transition stage of entire stretching process for later suspender tension and hangs cable force adjustment, main cable alignment, Pavement linear and lays the groundwork.
The main target that this stage second takes turns main span suspender tension is to further increase the internal force of full-bridge sunpender, sunpender power mesh
Scale value is 0.96F（F is to be designed to bridge crane stick force）, stressing sequence is identical with the first run tensioning of this stage, continues to use and divide
Lot sequence tensioning main span sunpender is allowed to actively load, and pushing tow cable saddle makes end bay sunpender passively load to increase the side of boom internal force
Formula.
4）Fourth stage：Boom internal force is revised.The stage after last round of tensioning terminates, the permanent application of full-bridge bridge floor two
Before, the practical internal force of full-bridge sunpender is compared with calculated value by the way of very heavy top pull first motion, pair and theoretical calculation
Value deviation is more than that ± 6% part boom internal force is adjusted, and adjustment numerical value must wait for that the later stage surveys and carries out analysis determination.
Certain error accumulation is unavoidably generated due to taking turns in repeatedly stretching construction more, to ensure that self-anchored type is outstanding
Cable bridge meets specification and design requirement at bridge boom internal force, ensures that Suo Li is uniform under practical bridge completion state, Liangping tower is straight, needs pair
Part boom internal force is finely tuned.Adjusted Option should be according to live boom internal force measured result and calculated value comparative analysis
After determine.
It, should be to progress such as the internal force of full-bridge sunpender, king-tower offset and girder stress after boom internal force revises adjustment
Test, to detect whether practical rope force value is consistent with the desired value that model calculates, with determine whether to girder holder into
Row demoulding.
A kind of self-anchored suspension bridge is turned using the self-anchoring type suspension bridge system of the present invention based on the passive stress of end bay
Change method；Self-anchored suspension bridge, including king-tower, the girder for being connected to king-tower lower part, the cable saddle at the top of king-tower, connection master
The main push-towing rope of beam end and cable saddle.
Claims (6)
1. a kind of self-anchoring type suspension bridge system conversion method based on the passive stress of end bay, it is characterised in that：Including following construction
Step：
1）First stage：Self-anchored suspension bridge king-tower, girder, which pour to finish, reaches design strength, the suspension cables such as cable saddle, main push-towing rope, sunpender
System erection finishes, and end bay direction reaches system transform condition there are a certain amount of pre- deviator before when main cable saddle is installed；
2）Second stage：The initial tensioning of full-bridge sunpender, i.e. first round tensioning；Epicycle is full-bridge suspender tension, sunpender power desired value
It is to be designed to bridge crane stick force for 0.35F, F；Since geometrical non-linearity is notable during epicycle suspender tension, the stage is using label
Line traffic control preparation method controls foundation as this wheel suspender tension, it is therefore an objective to so that the arrival of end bay suspender tension is designed to that bridge location is set, main span is hung
Bar enters anchor conduit and is anchored on girder by nut or extension bar；
3）Phase III：More wheel main span sunpenders of sequence tensioning in batches；End bay sunpender has been when tensioning initial due to full-bridge sunpender
Arrival is designed to that bridge location is set, therefore this stage can be used more wheel main span sunpenders of sequence tensioning in batches and be allowed to actively load, pushing tow
Cable saddle makes end bay sunpender, and passively load finally makes all sunpender power of full-bridge reach 0.96F, F to increase the method for boom internal force
To be designed to bridge crane stick force；This stage generally divides two-wheeled tensioning, when tensioning from king-tower side sunpender to span centre in batches, sequentially into
Row, carries out saddle pushing, to ensure king-tower and each piece safety of bridge after each tensioning；
4）Fourth stage：Boom internal force is revised；The stage after last round of tensioning terminates, full-bridge bridge floor two is permanent apply before,
The practical internal force of full-bridge sunpender is compared with calculated value by the way of very heavy top pull first motion, it is pair inclined with calculated value
Difference is more than that ± 6% part boom internal force is adjusted, and adjustment numerical value must wait for that the later stage surveys and carries out analysis determination.
2. the self-anchoring type suspension bridge system conversion method according to claim 1 based on the passive stress of end bay, feature exist
In：Second stage makes the arrival of end bay sunpender single tension be designed to bridge when the initial tensioning of full-bridge sunpender using mark line control methods
Position only is allowed to actively load by tensioning main span sunpender later, and pushing tow cable saddle makes end bay sunpender passively load to increase sunpender
Internal force, and be finally reached and be designed to bridge boom internal force.
3. the self-anchoring type suspension bridge system conversion method according to claim 1 based on the passive stress of end bay, feature exist
In：Phase III, first run main span suspender tension sunpender power desired value are 0.72F, and F is to be designed to bridge crane stick force, uses jack
Stretching rope masterpiece tensioning foundation in order to control；It is non-thread still to show apparent geometry for main rope during epicycle main span suspender tension
Property characteristic, it should be noted that synchronous, tensioning main span sunpender, avoids the linear variation of main rope excessive in stretching process；Epicycle tensioning is whole
The transition stage of a stretching process for later suspender tension and hangs cable force adjustment, main cable alignment, Pavement linear and lays the groundwork.
4. the self-anchoring type suspension bridge system conversion method according to claim 1 based on the passive stress of end bay, feature exist
In：The main target of phase III, the second wheel main span suspender tension are to further increase the internal force of full-bridge sunpender, sunpender power target
Value is 0.96F, and F is to be designed to bridge crane stick force, and stressing sequence is identical with the first run tensioning of this stage, continues using in batches
Sequence tensioning main span sunpender is allowed to actively load, and pushing tow cable saddle makes end bay sunpender passively load in a manner of increasing boom internal force.
5. the self-anchoring type suspension bridge system conversion method according to claim 1 based on the passive stress of end bay, feature exist
In：Fourth stage unavoidably generates certain error accumulation more due to taking turns in repeatedly stretching construction, to ensure from anchor
Formula suspension bridge meets specification and design requirement at bridge boom internal force, ensures that Suo Li is uniform under practical bridge completion state, Liangping tower is straight, needs
Part boom internal force is finely tuned；Adjusted Option should be compared according to live boom internal force measured result and calculated value
It is determined after analysis；After boom internal force revises adjustment, cope with internal force, king-tower offset and girder stress etc. of full-bridge sunpender into
Row test, to detect whether practical rope force value is consistent with the desired value that model calculates, to determine whether to girder holder
It is demoulded.
6. a kind of self-anchored suspension bridge, it is characterised in that：Using the self-anchored type described in claim 1 based on the passive stress of end bay
Suspension bridge system conversion method；Self-anchored suspension bridge, including king-tower, be connected to king-tower lower part girder, be mounted on king-tower at the top of
Cable saddle, connect end of main beam and cable saddle main push-towing rope.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201810177852.6A CN108316123A (en) | 2018-03-05 | 2018-03-05 | Self-anchoring type suspension bridge system conversion method based on the passive stress of end bay |
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| CN201810177852.6A CN108316123A (en) | 2018-03-05 | 2018-03-05 | Self-anchoring type suspension bridge system conversion method based on the passive stress of end bay |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110345890A (en) * | 2019-06-24 | 2019-10-18 | 中铁大桥勘测设计院集团有限公司 | A kind of bridge completion state dissipate saddle's position and anchor span it is linear combine the method for determination |
| CN110396936A (en) * | 2019-07-31 | 2019-11-01 | 中国十七冶集团有限公司 | A kind of construction method of asymmetric self-anchoring type suspension bridge system transformational structure stress |
| CN110807221A (en) * | 2019-11-04 | 2020-02-18 | 珠海交通工程技术有限公司 | Cable force calculation method based on equivalent force displacement method |
| CN112112081A (en) * | 2020-09-27 | 2020-12-22 | 上海同新机电控制技术有限公司 | Walking type pushing equipment and pushing method |
| CN112647431A (en) * | 2020-12-30 | 2021-04-13 | 中国电建集团市政规划设计研究院有限公司 | Construction method and design method for replaceable main cable of self-anchored suspension bridge |
| CN114808738A (en) * | 2022-05-23 | 2022-07-29 | 南京理工大学 | System conversion overall process multiple control method of self-anchored suspension bridge |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11350422A (en) * | 1998-06-08 | 1999-12-21 | Kajima Corp | Vibration energy conversion-supply type bridge damping structure |
| CN103233427A (en) * | 2013-04-27 | 2013-08-07 | 长沙理工大学 | Sling tensioning and system conversion method for double-tower three-span plane main cable self-anchorage type suspension bridge |
| CN103334378A (en) * | 2012-11-26 | 2013-10-02 | 中铁四局集团第二工程有限公司 | Few-circulation sling graded tension construction method of concrete self-anchored suspension bridge |
| CN104846747A (en) * | 2015-05-19 | 2015-08-19 | 长安大学 | Self-anchored suspension bridge boom tensioning technology based on self-equilibrium system |
| CN106149569A (en) * | 2016-08-24 | 2016-11-23 | 长安大学 | The transforming methods of structural system of self-anchored suspension bridge First cable later girder construction |
-
2018
- 2018-03-05 CN CN201810177852.6A patent/CN108316123A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11350422A (en) * | 1998-06-08 | 1999-12-21 | Kajima Corp | Vibration energy conversion-supply type bridge damping structure |
| CN103334378A (en) * | 2012-11-26 | 2013-10-02 | 中铁四局集团第二工程有限公司 | Few-circulation sling graded tension construction method of concrete self-anchored suspension bridge |
| CN103233427A (en) * | 2013-04-27 | 2013-08-07 | 长沙理工大学 | Sling tensioning and system conversion method for double-tower three-span plane main cable self-anchorage type suspension bridge |
| CN104846747A (en) * | 2015-05-19 | 2015-08-19 | 长安大学 | Self-anchored suspension bridge boom tensioning technology based on self-equilibrium system |
| CN106149569A (en) * | 2016-08-24 | 2016-11-23 | 长安大学 | The transforming methods of structural system of self-anchored suspension bridge First cable later girder construction |
Non-Patent Citations (2)
| Title |
|---|
| 周广盼等: "自锚式悬索桥体系转换张拉力与标记线双控方法研究", 《中外公路》 * |
| 虞冬冬: "混凝土自锚式悬索桥吊索张拉方案与控制研究", 《浙江交通职业技术学院学报》 * |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110345890A (en) * | 2019-06-24 | 2019-10-18 | 中铁大桥勘测设计院集团有限公司 | A kind of bridge completion state dissipate saddle's position and anchor span it is linear combine the method for determination |
| CN110396936A (en) * | 2019-07-31 | 2019-11-01 | 中国十七冶集团有限公司 | A kind of construction method of asymmetric self-anchoring type suspension bridge system transformational structure stress |
| CN110807221A (en) * | 2019-11-04 | 2020-02-18 | 珠海交通工程技术有限公司 | Cable force calculation method based on equivalent force displacement method |
| CN112112081A (en) * | 2020-09-27 | 2020-12-22 | 上海同新机电控制技术有限公司 | Walking type pushing equipment and pushing method |
| CN112112081B (en) * | 2020-09-27 | 2022-06-07 | 上海同新机电控制技术有限公司 | Walking type pushing equipment and pushing method |
| CN112647431A (en) * | 2020-12-30 | 2021-04-13 | 中国电建集团市政规划设计研究院有限公司 | Construction method and design method for replaceable main cable of self-anchored suspension bridge |
| CN114808738A (en) * | 2022-05-23 | 2022-07-29 | 南京理工大学 | System conversion overall process multiple control method of self-anchored suspension bridge |
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Application publication date: 20180724 |