CN103015320B - Stay cable device for kilometric cable stayed bridge and mounting method thereof - Google Patents
Stay cable device for kilometric cable stayed bridge and mounting method thereof Download PDFInfo
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- CN103015320B CN103015320B CN201210566359.6A CN201210566359A CN103015320B CN 103015320 B CN103015320 B CN 103015320B CN 201210566359 A CN201210566359 A CN 201210566359A CN 103015320 B CN103015320 B CN 103015320B
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Abstract
The invention discloses a stay cable device for a kilometric cable stayed bridge, which comprises a first stay cable and a second stay cable which are located at the same cable position. The first stay cable is made of steel, and the second stay cable is made of a carbon fiber reinforced composite material; and two ends of the first stay cable and the second stay cable are fixedly connected with a bridge structure respectively by an anchor device. The stay cable device can effectively improve the mechanical property of the kilometric cable stayed bridge and reduce the cost. Meanwhile, the invention also discloses a mounting method for the stay cable device, which comprises the following steps: step 10) determining a section area proportion of the stay cable of the first stay cable and the second stay cable; step 20) determining a cable tension force of the first stay cable and a cable tension force of the second stay cable; step 30) anchoring the first stay cable and the second stay cable on the bridge; and step 40) arranging a connecting device between the first stay cable and the second stay cable. The mounting method can greatly reduce the self weight of hybrid cables and reduce a sag effect.
Description
Technical field
The present invention relates to a kind of suspension cable device, specifically, relate to a kind of suspension cable device for km level cable stayed bridge, meanwhile, the invention still further relates to the mounting method of this suspension cable device.
Background technology
Since the modern cable stayed bridge of First built up in 1956, cable stayed bridge achieves develop rapidly.There is due to cable stayed bridge the advantages such as the rigidity of structure is large, easy construction, good economy performance, below 600 meters, substantially instead of suspension bridge, 600 to 1000 meters also have competitiveness across in footpath.Building up especially by the cable stayed bridge span band excess of imports km epoch of Su-Tong Brideg.Research shows, super km level cable stayed bridge still has competitive advantage with in economy in mechanical property compared with suspension bridge, therefore can estimate that cable stayed bridge will replace suspension bridge within the scope of more Long span.
The super km level cable stayed bridge feasibility study that applicant carries out shows, utilizes the materials such as existing common steel, concrete, and the Cable-stayed Bridge Scheme of main span 1000m remains establishment, but continues to there is many problems when increasing.The factor that restriction span continues to increase mainly comprises following several aspect: the cable sag effect of super long stayed cable is excessive, structural entity Stiffness; Suspension cable efficiency is low causes girder to bear huge axial force closing on king-tower position, and limit by steel plate material and welding quality, steel box-girder section area is close to the limit; Increase with span and the dead load of increase causes the complicated cost of foundation structure too high, limit mean wind load will cause excessive structural internal force; Structural dynamics performance, Across-wind Sympathetic Vibration stability etc. are all difficult to be guaranteed.
Along with China is across the rise of river, sea-crossing engineering upsurge in construction, need the bridge building super km span on broad river entrance place and straits, bay and other places, ripe solution is suspension bridge.But the soft foundation of these areas supporting capacity difference often, or geological conditions is severe, and it is very big that ultra-large gravity anchor builds difficulty, and cost is very expensive, is not therefore preferred plan, if adopt cable stayed bridge to have competitiveness with this understanding.
For increasing cable stayed bridge further across footpath, conventional steel stay cable bridge constructive difficulty is very large; CFRP lightweight, high-strength, corrosion-resistant, conventional steel suspension cable can be solved from great, cable sag effect obviously and the shortcoming of endurance quality difference as suspension cable material, but its modulus of elasticity is low, in general 2000m suspension cable level is across within the scope of footpath or 4000m main span cable stayed bridge, even if CFRP suspension cable cable sag effect is little, its equivalent stiffness is still starkly lower than conventional steel suspension cable, and in current km level cable stayed bridge, (1000 ~ 3000m main span) is difficult to direct application.
Summary of the invention
Technical problem: technical problem to be solved by this invention is: provide a kind of suspension cable device for km level cable stayed bridge, effectively can improve the mechanical property of km level cable stayed bridge, reduces cost.Meanwhile, the present invention also provides the mounting method of this suspension cable device, and this mounting method can control stretching rope power respectively according to two suspension cables intensity separately, significantly reduces the deadweight of mixing drag-line, and reduce its cable sag effect to reach.
Technical scheme: for solving the problems of the technologies described above, the technical solution used in the present invention is:
A kind of suspension cable device for km level cable stayed bridge, this suspension cable device comprises the first suspension cable and the second suspension cable that are positioned at same rope position, first suspension cable is formed from steel, second suspension cable is made up of carbon fibre reinforced composite, and the two ends of the first suspension cable and the second suspension cable are fixedly connected in bridge construction respectively by anchor device.
Further, the described suspension cable device for km level cable stayed bridge, also comprise linkage, linkage is fixedly connected between the first suspension cable and the second suspension cable.
Further, described linkage comprises connecting rod and two cord clips, and connecting rod is between the first suspension cable and the second suspension cable, and connecting rod two ends are fixedly connected on the first suspension cable and the second suspension cable respectively by a cord clip.
Further, described linkage is at least three, and linkage is evenly arranged between the first suspension cable and the second suspension cable, and the distance between adjacent linkage is 2 ~ 5 meters.
The mounting method of the above-mentioned suspension cable device for km level cable stayed bridge, this mounting method comprises the steps:
Step 10) determines the suspension cable cross-section area ratio that the first suspension cable and the second suspension cable are shared separately: according to the horizontal projection of the second suspension cable across footpath a, determine the suspension cable cross-section area ratio p shared by the second suspension cable: when a≤800 meter, p=0.55; When 800 meters of <a<1500 rice, p=0.7; When a >=1500 meter, p=0.85; Then the suspension cable cross-section area ratio q shared by the first suspension cable is determined, q=1-p;
Step 20) bridge cable force optimality is become to suspension cable, be optimized Suo Li F, then the ratio of the tensile strength of material is made according to the first suspension cable and the second suspension cable, and the suspension cable cross-section area ratio p that step 10) is determined, the cross-sectional area A of the first suspension cable is determined according to formula (1)
1, the stretching rope power F of the first suspension cable is determined according to formula (2)
1, the cross-sectional area A of the second suspension cable is determined according to formula (3)
2, the stretching rope power F of the second suspension cable is determined according to formula (4)
2,
A
1=F/ (p σ
2+ (1-p) σ
1) × (1-p) formula (1)
F
1=A
1σ
1formula (2)
A
2=F/ (p σ
2+ (1-p) σ
1) × p formula (3)
F
2=A
2σ
2formula (4)
In formula, F
1+ F
2=F, σ
1represent the normal working limit stress of the first suspension cable, σ
2represent the normal working limit stress of the second suspension cable;
Step 30) hang the first suspension cable and the second suspension cable respectively in same rope position, and according to step 20) the stretching rope power determined carries out stretch-draw, is anchored on bridge by anchor device by the stretching end of the first suspension cable and the second suspension cable and anchored end;
Step 40) arrange between the first suspension cable and the second suspension cable laterally or oblique linkage, this linkage is locked on the first suspension cable and the second suspension cable, guarantee that the first suspension cable and the second suspension cable produce identical rope sag, and jointly stressed under later stage load action.
Further, the mounting method of the described suspension cable device for km level cable stayed bridge, also comprise step 50): readjust Suo Li by bridge completion state: re-start cable force optimality according to actual bridge completion state, obtain actual optimization Suo Li F, according to the first suspension cable and the second suspension cable intensity distribution ratio, determine the actual stretching rope power F of the first suspension cable according to formula (5)
1', the actual stretching rope power F of the second suspension cable is determined according to formula (6)
2',
F
1'=F ' × F
1/ (F
1+ F
2) formula (5)
F
2'=F ' × F
2/ (F
1+ F
2) formula (6)
Then according to actual stretching rope power, secondary is carried out respectively to the first suspension cable and the second suspension cable and adjusts rope.
Beneficial effect: compared with prior art, technical scheme of the present invention has following beneficial effect:
(1) mechanical property of km level cable stayed bridge can effectively be improved.Suspension cable device of the present invention adopts the first suspension cable be formed from steel and the second suspension cable be made up of carbon fibre reinforced composite to combine, and the first suspension cable and the second suspension cable are positioned at same rope position.In the one-tenth bridge stage, the combination construction shared later stage load that the first suspension cable and the second suspension cable form, and automatically distribute later stage load by respective equivalent stiffness; In respective drag-line equivalent stiffness forming process, due to the existence of carbon fibre reinforced composite, make up the first suspension cable from great, the obvious inferior position of cable sag effect, and the first suspension cable modulus of elasticity is high, effectively can improves again the overall equivalent stiffness of combination construction.If this combination construction is suitable at it and uses across in footpath, more its mechanics and economic performance advantage efficiently can be played.First suspension cable and the second suspension cable complementation inferior position, and can distinguish anchoring and force in control cable, make combined effect optimization, thus significantly increase suspension cable across footpath, comprehensively improve km level cable stayed bridge mechanical property from intensity and rigidity two aspect.Thus, the mechanical property of km level cable stayed bridge can improve further, is suitable for and can continues to increase across footpath.
(2) cost is reduced.Due to the form of structure adopting carbon fibre reinforced composite suspension cable to mix with steel suspension cable, not picture uses carbon fibre reinforced composite suspension cable expensive just like that completely, and the feature of carbon fibre reinforced composite lightweight can reduce foundation cost, therefore cost increases also few.Particularly relative to the same suspension bridge across footpath, suspension cable device of the present invention has very large economic advantages.
(3) significantly reduce the deadweight of mixing drag-line, and reduce its cable sag effect.Because carbon fibre reinforced composite is gently a lot of from anharmonic ratio Steel material, when the form of structure adopting carbon fibre reinforced composite suspension cable to mix with steel suspension cable, combination construction only adopts greatly reducing from important of steel suspension cable from anharmonic ratio, and setting out effect is mainly relevant with deadweight, conduct oneself with dignity lighter, its cable sag effect is less.Thus, adopt this combination construction can reach significantly reduction drag-line conduct oneself with dignity and reduce the technique effect of its cable sag effect.
Accompanying drawing explanation
Fig. 1 is the structural representation that the present invention is arranged on bridge.
Fig. 2 is cross sectional representation of the present invention.
Fig. 3 is layout top view of the present invention.
Fig. 4 is top view of the present invention.
Have in figure: the first suspension cable 1, second suspension cable 2, anchor device 3, connecting rod 4, cord clip 5, bonding colloid 6, king-tower 7, girder 8.
Detailed description of the invention
Below in conjunction with accompanying drawing, technical scheme of the present invention is described in detail.
As shown in Figures 1 to 4, a kind of suspension cable device for km level cable stayed bridge of the present invention, comprise the first suspension cable 1 and the second suspension cable 2 being positioned at same rope position, first suspension cable 1 is formed from steel, second suspension cable 2 is made up of carbon fibre reinforced composite, and the two ends of the first suspension cable 1 and the second suspension cable 2 are fixedly connected in bridge construction respectively by anchor device.Bridge construction mainly comprises king-tower 7 and girder 8.The stretching end of the first suspension cable 1 and the stretching end of the second suspension cable 2 are fixedly connected on king-tower 7 respectively, and the anchored end of the first suspension cable 1 and the anchored end of the second suspension cable 2 are fixedly connected on girder 8 respectively.
Further, the described suspension cable device for km level cable stayed bridge, also comprises linkage, and linkage is fixedly connected between the first suspension cable 1 and the second suspension cable 2.Described linkage comprises connecting rod 7 and two cord clips 5, and connecting rod 7 is between the first suspension cable 1 and the second suspension cable 2, and connecting rod 7 two ends are fixedly connected on the first suspension cable 1 and the second suspension cable 2 respectively by a cord clip 5.Described linkage is at least three, and linkage is evenly arranged between the first suspension cable 1 and the second suspension cable 2, and the distance between adjacent linkage is 2 ~ 5 meters.For ensureing under later stage load action, the first suspension cable 1 and the second suspension cable 2 are jointly stressed and produce identical rope sag, arrange linkage.This linkage also can be avoided under load action, and contact-impact between the first suspension cable 1 and the second suspension cable 2, prevents " fighting ".
The suspension cable device for km level cable stayed bridge of said structure, comprises the first suspension cable 1 and the second suspension cable 2, first suspension cable 1 is formed from steel, and the second suspension cable 2 is made up of carbon fibre reinforced composite.First suspension cable 1 and the second suspension cable 2 are applied in cable stayed bridge, both combinations advantage, both complementations inferior position simultaneously, thus reach the object effectively improving km level cable stayed bridge mechanical property.By combining the first suspension cable 1 and the second suspension cable 2 in same rope position, making the second suspension cable 2 play carbon fibre reinforced composite lightweight, high-strength, corrosion resistant feature respectively, making up the first suspension cable 1 from great, the obvious inferior position of cable sag effect; And the first suspension cable 1 plays the high advantage of its modulus of elasticity, effectively improve the overall equivalent stiffness of mixing suspension cable, and avoid using the second suspension cable 2 completely and forming high cost.Technical scheme of the present invention solves the inferior position being used alone mechanical property that steel or carbon fibre reinforced composite bring as suspension cable material and economic performance.
The suspension cable device for km level cable stayed bridge of said structure, the first suspension cable 1 and the second suspension cable 2 are in same rope position and with certain pitch arrangement, be jointly anchored on bridge by anchor device 3.This anchor device 3 can adopt the form of shared one piece of anchor plate, directly the first suspension cable 1 and the second suspension cable 2 simple combination are got up to be anchored on bridge, or anchor device 3 adopts one piece of anchor plate respectively, anchor plate keeps at a certain distance away, and carries out anchoring respectively to the first suspension cable 1 and the second suspension cable 2.No matter which kind of anchor type, all do not affect respective anchoring property.Obviously, identical anchorage style can be adopted at girder 8 with king-tower 7 place.
The mounting method of the above-mentioned suspension cable device for km level cable stayed bridge, comprises the steps:
Step 10) determines the suspension cable cross-section area ratio that the first suspension cable 1 and the second suspension cable 2 are shared separately: according to the horizontal projection of the second suspension cable 2 across footpath a, determine the suspension cable cross-section area ratio p shared by the second suspension cable 2: when a≤800 meter, p=0.55; When 800 meters of <a<1500 rice, p=0.7; When a >=1500 meter, p=0.85; Then the suspension cable cross-section area ratio q shared by the first suspension cable 1 is determined, q=1-p.
Step 20) bridge cable force optimality is become to suspension cable, be optimized Suo Li F, then the ratio of the tensile strength of material is made according to the first suspension cable 1 and the second suspension cable 2, and the suspension cable cross-section area ratio p that step 10) is determined, the cross-sectional area A of the first suspension cable 1 is determined according to formula (1)
1, the stretching rope power F of the first suspension cable 1 is determined according to formula (2)
1, the cross-sectional area A of the second suspension cable 2 is determined according to formula (3)
2, the stretching rope power F of the second suspension cable 2 is determined according to formula (4)
2,
A
1=F/ (p σ
2+ (1-p) σ
1) × (1-p) formula (1)
F
1=A
1σ
1formula (2)
A
2=F/ (p σ
2+ (1-p) σ
1) × p formula (3)
F
2=A
2σ
2formula (4)
In formula, F
1+ F
2=F, σ
1represent the normal working limit stress of the first suspension cable 1, σ
2represent the normal working limit stress of the second suspension cable 2.The method of bridge cable force optimality is become to be prior art to suspension cable.Such as, adopt " Tongji University's journal: natural science edition ", the 26th volume the 3rd phase in 1998,235-240 page, influence matrix method disclosed in " the influence matrix method that cord force of cable-stayed bridge is optimized " literary composition that Xiao Rucheng and Xiang Haifan delivers, carries out into bridge cable force optimality.
Step 30) hang the first suspension cable 1 and the second suspension cable 2 respectively in same rope position, and according to step 20) the stretching rope power determined carries out stretch-draw, by anchor device 3, the stretching end of the first suspension cable 1 and the second suspension cable 2 and anchored end are anchored on bridge.
In step 30) in, be positioned at the first suspension cable 1 and the stretching end of the second suspension cable 2 and the anchor device of anchored end and share same anchor plate.
In step 30) in, in the anchor device 3 at the second suspension cable 2 two ends, fill bonding colloid 6.Because carbon fibre reinforced composite anti-shear ability is poor, so by filling bonding colloid 6 in anchor device 3, the second suspension cable 2 can be avoided directly laterally to be cut up by anchor device 3.
Step 40) arrange between the first suspension cable 1 and the second suspension cable 2 laterally or oblique linkage, this linkage is locked on the first suspension cable 1 and the second suspension cable 2, guarantee that the first suspension cable 1 and the second suspension cable 2 produce identical rope sag, and jointly stressed under later stage load action.
Further, the mounting method of the described suspension cable device for km level cable stayed bridge, also comprise step 50): readjust Suo Li by bridge completion state: re-start cable force optimality according to actual bridge completion state, obtain actual optimization Suo Li F, according to the first suspension cable 1 and the second suspension cable 2 intensity distribution ratio, determine the actual stretching rope power F of the first suspension cable 1 according to formula (5)
1', the actual stretching rope power F of the second suspension cable 2 is determined according to formula (6)
2',
F
1'=F ' × F
1/ (F
1+ F
2) formula (5)
F
2'=F ' × F
2/ (F
1+ F
2) formula (6)
Then according to actual stretching rope power, secondary is carried out respectively to the first suspension cable 1 and the second suspension cable 2 and adjusts rope.
Under later stage load action, the Suo Li change produced distributes in equivalent stiffness ratio between the first suspension cable 1 and the second suspension cable 2.Equivalent stiffness ratio refers to based on setting out effect, the ratio of the axial rigidity of the first suspension cable 1 and the second suspension cable 2.
In the construction stage, first suspension cable 1 and the stretch-draw respectively of the second suspension cable 2, control stretching rope power (wherein, the tensile strength of the second suspension cable 2 is much larger than the first suspension cable 1) respectively according to each self-strength, conduct oneself with dignity to reach significantly reduction mixing drag-line and reduce the technique effect of its cable sag effect.That is, the total construction Suo Li F of first suspension cable 1 and the second suspension cable 2 still can conveniently cable force optimality method tear open obtain from becoming bridge to optimize Suo Li, and then by stretch-draw respectively in intensity distribution to the first suspension cable 1 and the second suspension cable 2, the at utmost strength character of performance suspension cable material separately.In the one-tenth bridge stage, the combination construction shared later stage load that the first suspension cable 1 and the second suspension cable 2 form, and automatically distribute later stage load by respective equivalent stiffness; In respective drag-line equivalent stiffness forming process, due to the existence of carbon fibre reinforced composite, make up the first suspension cable 1 from great, the obvious inferior position of cable sag effect, and the first suspension cable 1 modulus of elasticity is high, effectively can improves again the overall equivalent stiffness of combination construction.If this combination construction is suitable at it and uses across in footpath, more its mechanics and economic performance advantage efficiently can be played.Thus, the mechanical property of km level cable stayed bridge can improve further, is suitable for and can continues to increase across footpath.
Claims (4)
1. for a mounting method for the suspension cable device of km level cable stayed bridge, it is characterized in that, this mounting method comprises the steps:
Step 10) determine the suspension cable cross-section area ratio that the first suspension cable (1) and the second suspension cable (2) are shared separately: according to the horizontal projection of the second suspension cable (2) across footpath a, determine the suspension cable cross-section area ratio p shared by the second suspension cable (2): when a≤800 meter, p=0.55; When 800 meters of <a<1500 rice, p=0.7; When a >=1500 meter, p=0.85; Then the suspension cable cross-section area ratio q shared by the first suspension cable (1) is determined, q=1-p; First suspension cable (1) is formed from steel, and the second suspension cable (2) is made up of carbon fibre reinforced composite;
Step 20) bridge cable force optimality is become to suspension cable, be optimized Suo Li F, then the ratio of the tensile strength of material is made according to the first suspension cable (1) and the second suspension cable (2), and step 10) the suspension cable cross-section area ratio p that determines, the cross-sectional area A of the first suspension cable (1) is determined according to formula (1)
1, the stretching rope power F of the first suspension cable (1) is determined according to formula (2)
1, the cross-sectional area A of the second suspension cable (2) is determined according to formula (3)
2, the stretching rope power F of the second suspension cable (2) is determined according to formula (4)
2,
A
1=F/ (p σ
2+ (1-p) σ
1) × (1-p) formula (1)
F
1=A
1σ
1formula (2)
A
2=F/ (p σ
2+ (1-p) σ
1) × p formula (3)
F
2=A
2σ
2formula (4)
In formula, F
1+ F
2=F, σ
1represent the normal working limit stress of the first suspension cable (1), σ
2represent the normal working limit stress of the second suspension cable (2);
Step 30) hang the first suspension cable (1) and the second suspension cable (2) respectively in same rope position, and according to step 20) the stretching rope power determined carries out stretch-draw, is anchored on bridge by anchor device (3) by the stretching end of the first suspension cable (1) and the second suspension cable (2) and anchored end;
Step 40) arrange between the first suspension cable (1) and the second suspension cable (2) laterally or oblique linkage, this linkage is locked on the first suspension cable (1) and the second suspension cable (2), guarantee that the first suspension cable (1) and the second suspension cable (2) produce identical rope sag, and jointly stressed under later stage load action.
2. according to the mounting method of the suspension cable device for km level cable stayed bridge according to claim 1, it is characterized in that, also comprise step 50): readjust Suo Li by bridge completion state: re-start cable force optimality according to actual bridge completion state, obtain actual optimization Suo Li F ', according to the first suspension cable (1) and the second suspension cable (2) intensity distribution ratio, determine the actual stretching rope power F of the first suspension cable (1) according to formula (5)
1', the actual stretching rope power F of the second suspension cable (2) is determined according to formula (6)
2',
F
1'=F ' × F
1/ (F
1+ F
2) formula (5)
F
2'=F ' × F
2/ (F
1+ F
2) formula (6)
Then according to actual stretching rope power, secondary is carried out respectively to the first suspension cable (1) and the second suspension cable (2) and adjusts rope.
3. according to the mounting method of the suspension cable device for km level cable stayed bridge according to claim 1, it is characterized in that, described step 30) in, the anchor device (3) of the stretching end and anchored end that are positioned at the first suspension cable (1) and the second suspension cable (2) shares same anchor plate.
4. according to the mounting method of the suspension cable device for km level cable stayed bridge according to claim 1, it is characterized in that, described step 30) in, in the anchor device (3) at the second suspension cable (2) two ends, fill bonding colloid (6).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210566359.6A CN103015320B (en) | 2012-12-24 | 2012-12-24 | Stay cable device for kilometric cable stayed bridge and mounting method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210566359.6A CN103015320B (en) | 2012-12-24 | 2012-12-24 | Stay cable device for kilometric cable stayed bridge and mounting method thereof |
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| Publication Number | Publication Date |
|---|---|
| CN103015320A CN103015320A (en) | 2013-04-03 |
| CN103015320B true CN103015320B (en) | 2015-01-28 |
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|---|---|---|---|
| CN201210566359.6A Expired - Fee Related CN103015320B (en) | 2012-12-24 | 2012-12-24 | Stay cable device for kilometric cable stayed bridge and mounting method thereof |
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| CN (1) | CN103015320B (en) |
Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104963288B (en) * | 2015-07-14 | 2017-01-04 | 柳州欧维姆机械股份有限公司 | Super-elasticity decoration drag-line and fabrication and installation method thereof |
| CN105862591A (en) * | 2016-04-08 | 2016-08-17 | 湖北工业大学 | Ice melting structure for carbon fiber bridge cable ropes |
| CN106087748B (en) * | 2016-06-17 | 2018-08-31 | 中铁大桥勘测设计院集团有限公司 | A kind of steel strand stay cable Suo Fangfa |
| CN109112955A (en) * | 2018-10-29 | 2019-01-01 | 招商局重庆交通科研设计院有限公司 | A kind of pier rope combined anti-collision device |
| CN110607748A (en) * | 2019-09-19 | 2019-12-24 | 中交第二航务工程局有限公司 | Stay cable guide strip installation structure and installation method |
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| DE3437107A1 (en) * | 1984-10-10 | 1986-04-10 | Dyckerhoff & Widmann AG, 8000 München | TIE LINK, ESPECIALLY SLOPED ROPE FOR A SLIDING ROPE BRIDGE |
| CN1253198A (en) * | 1998-11-09 | 2000-05-17 | 柳州欧维姆建筑机械有限公司 | Method for suspending guys of twisted steel cable for cable stayed bridge |
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| DE3437107A1 (en) * | 1984-10-10 | 1986-04-10 | Dyckerhoff & Widmann AG, 8000 München | TIE LINK, ESPECIALLY SLOPED ROPE FOR A SLIDING ROPE BRIDGE |
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| CFRP与钢组合斜拉索设计理论研究;熊文;《同济大学土木工程学院博士学位论文》;20100630;第103-105页，第116页图5.4(a)，第138-141页 * |
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| CN103015320A (en) | 2013-04-03 |
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