CN103088749A - Deck type open shoulder arch bridge and constructing method thereof - Google Patents
Deck type open shoulder arch bridge and constructing method thereof Download PDFInfo
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- CN103088749A CN103088749A CN2013100658242A CN201310065824A CN103088749A CN 103088749 A CN103088749 A CN 103088749A CN 2013100658242 A CN2013100658242 A CN 2013100658242A CN 201310065824 A CN201310065824 A CN 201310065824A CN 103088749 A CN103088749 A CN 103088749A
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Abstract
The invention belongs to the bridge technical field and relates to a deck type open shoulder arch bridge. The deck type open shoulder arch bridge comprises a main arch ring 1, upper spandrel arches 2, a bearing platform 3 and a pile foundation 4, wherein the upper spandrel arches 2 are arranged on both sides of the main arch ring 1, and arch feet of the main arch ring 1 are arranged in the bearing platform 3. The deck type open shoulder arch bridge further comprises a plurality of prestressed concrete pull-pressing rods 5. A prestressed wire 6 penetrates through each prestressed concrete pull-pressing rod 5, and two ends of the prestressed wire 6 are respectively anchored in the bearing platform 3 which is on the same side of the prestressed wire 6. The main arch ring 1, the pile foundation 4 and the prestressed concrete pull-pressing rods 5 are connected to form a whole through the bearing platform 3. Meanwhile, the invention provides a constructing method of the deck type open shoulder arch bridge. Prestressed steel beams in the prestressed concrete pull-pressing rods 5 can be once tensioned in place in constructing process, and no construction passageway is need to leave to conduct tension step-by-step.
Description
Technical field
The invention belongs to the bridge construction technical field, relate in particular to a kind of Deck Arch Bridges structure.
Background technology
Deck Arch Bridges is a kind of bridge type of ancient classics, and profile is elegant graceful, and its loading characteristic is: under load action, arch springing produces horizontal thrust, has greatly reduced the moment of flexure of main arch ring, is adapted at the reasonable regional Construction of geological conditions.In order to reduce impost horizontal thrust, often adopt spandrel arch bridge, the landscape effect of structure is relatively poor; The small part arch bridge has also adopted arranging the spacious spandrel arch structure of spandrel arch on arch on main arch ring, considers the impact of arch springing distortion, and on arch, spandrel arch generally all adopts two-hinged arch or three hinged arch, and structural integrity is relatively poor, and anti-seismic performance is not good, haves much room for improvement.
Soft clay area is built Deck Arch Bridges, the conventional method of opposing horizontal thrust has two kinds of methods: the one, and the Foundation Design of the large scale of construction of employing, such as multi-column pier foundation, open caisson foundation, anti-skid plate, multi-column pier foundation+anti-skid plate combining form or open caisson foundation+anti-skid plate combining form, the method cost is higher, and the duration is longer; The 2nd, adopt prestressing technique equilibrium level thrust, such as arranging external prestressing tendon in bridge deck, or epoxy full coat dress non-bending steel cable finished product flexible cable or parallel steel wire rope etc. are set between two arch springing cushion caps.All in all, prestressing technique in Deck Arch Bridges research and use less, and present case history and achievement in research all adopt flexible cable, its weak point mainly is: the one, and durability is relatively poor, although flexible cable has used the safeguard measures such as epoxy coating or double-deck PE overcoat, but still need to change in the bridge life cycle management, during replacing for guaranteeing that enough construction spaces need to banket rejecting after platform, change complete after backfill again; The 2nd, construction inconvenience, flexible cable must load along with the construction of superstructure and grading tension progressively, and in order to ensure the stretch-draw space, must keep the construction passage until the second stage of dead load is completed.
Summary of the invention
In view of the deficiency of above-mentioned conventional practice method, the purpose of this invention is to provide the spacious spandrel arch bridge construction of a kind of novel deck type, to improve the method for opposing horizontal thrust, reduce construction costs, reduce difficulty of construction and improve structural performance.Technical scheme of the present invention is as follows:
a kind of deck type opens the spandrel arch bridge, comprise main arch ring (1), spandrel arch on arch (2), cushion cap (3), pile foundation (4), spandrel arch on arch (2) is arranged in the both sides of main arch ring (1), the arch springing of main arch ring (1) is arranged in cushion cap (3), the spacious spandrel arch bridge of described deck type also comprises a plurality of prestressed concrete strut and ties (5), the two ends of passing the prestress wire (6) of every prestressed concrete strut and tie (5) are anchored at respectively in the cushion cap (3) of homonymy, main arch ring (1), pile foundation (4) and prestressed concrete strut and tie (5) are connected to form integral body by cushion cap (3).
The present invention provides the construction method of the spacious spandrel arch bridge of a kind of described deck type simultaneously, wherein,
Method for designing is: (1) preresearch estimates: get main arch ring disengaging body and analyze, do not consider the prestressed concrete strut and tie, calculate according to fixed-end arch, try to achieve vertical counter-force, moment of flexure and the horizontal thrust of arch springing; (2) size of pile foundation is drafted: counter-force vertical according to the arch springing of trying to achieve and moment of flexure are carried out the design of pile foundation 4, pay the utmost attention to single stake, adopt double-row pile when can't pass because of the single stake of Moment Influence; (3) size of prestressed concrete strut and tie 5 is drafted: according to the size of step (2) pile foundation of drafting, obtain its aggregate level extensional rigidity; Should be 3.5 times and above requirement of the pile foundation 4 anti-push-and-pull rigidity of level according to the axial rigidity of prestressed concrete strut and tie, determine the sectional dimension of prestressed concrete strut and tie; (4) size of steel strand is drafted: total initial tensioning power of prestress wire 6 should be not less than the horizontal thrust of calculating in the step (1) of 1.45 times in the prestressed concrete strut and tie; The control stress for prestressing of steel strand is pressed the material standard intensity of≤0.7 times; (5) structural entity checking computations: by each scantling of structure that draft step (2), (3), (4), adopt the Finite Element Beam lattice model to check; Main arch ring 1 is by the requirement of press-bending member, and the prestressed concrete strut and tie is pressed the prestressed concrete class A of geometric unit and controlled, the top horizontal movement≤6mm of pile foundation 4 and other requirements of regulation and stipulation; Adjust each scantling of structure of drafting by step (2), (3), (4) when checking computation results does not satisfy above-mentioned requirements, checking computations again are until satisfy above-mentioned requirements; (6) Local Members calculates: the disengaging body of getting spandrel arch on single arch is analyzed, and designs by the single span hingless arch bridge; Side wall calculates by the semi girder of gear soil.
During construction, method is: (1) bored pile construction, process carrying out ground below the prestressed concrete strut and tie; (2) construction bearing platform; What (3) establish the prestressed concrete strut and tie is L across the footpath, be positioned at two the L/4 places of prestressed concrete strut and tie across the two ends, footpath, arrange two wet joints as after water the beam section, length is 0.5m, all the other positions are and first water the beam section, construction prestressed concrete strut and tie first water the beam section; (4) set up the main arch ring construction bracket, the prestressed concrete strut and tie should be avoided in the Support Position of main arch ring support; After reaching 28 days the length of time that the prestressed concrete strut and tie first waters the beam section concrete, in one day environment temperature adopt in relatively low micro expansive concrete fill the prestressed concrete strut and tie after water the beam section, until after water the beam section concrete the length of time reach 10 days after, the post-tensioned prestressing steel strand of stretch-draw prestressing force concrete pulling depression bar inside, and vacuum grouting; (5) colligation main arch ring reinforcing bar on full framing, concreting; (6) the interior reinforcing bar of the upper spandrel arch of colligation arch on full framing, concreting; (7) construction side wall, after concrete strength reaches requirement, construction filler and compacting; (8) bridge deck construction.
Compare with conventional art, the invention has the beneficial effects as follows:
(1) the prestressed concrete strut and tie is the conventional interior bonded prestress concrete component of body, without special Anticorrosion, with the same life cycle of overall structure, need not change good endurance in practicality;
(2) in the construction, the prestressed strand in the prestressed concrete strut and tie can put in place by single tension before the complete main arch ring afterwards of bearing platform construction falls frame, need not reserve the repeatedly stretch-draw step by step of construction passage, constructed convenient;
(3) the anti-push-and-pull horizontal rigidity of arch springing is large, is with spacious more than 3.5 times of spandrel arch bridge of flexible cable deck type, also only arranges that than nothing prestressing force the fixed-end arch of large scale of construction Foundation Design is large, therefore the arch springing horizontal movement is very little, the ability that structure adapts to overload is large;
(4) the present invention arranges spandrel arch on arch in the both sides of main arch ring, has both reduced the bridge current obstruction area, has increased pipelined channel, has effectively alleviated again body of a bridge weight, has reduced the structure horizontal thrust, saved material, and landscape effect is good.
(5) on arch, spandrel arch has adopted fixed-end arch, and structural integrity is good, and anti-seismic performance is excellent, and has simplified construction.
(6) the present invention adopts the conventional material conventional structure to make up, and working procedure is few, and cost is low, the duration is short.
Description of drawings
Fig. 1 is a kind of front view that the spacious spandrel arch bridge of deck type of prestressed concrete strut and tie is set of the present invention;
Fig. 2 is the left view of Fig. 1;
Fig. 3 is the A-A sectional drawing of Fig. 1.
Fig. 4 is the construction segmentation schematic diagram of prestressed concrete strut and tie.
In figure:
1---main arch ring 2---on arch, spandrel arch 3---cushion cap
4---pile foundation 5---prestressed concrete strut and tie 6---prestress wires
7---prestressed concrete strut and ties first water beam section 8---water the beam section after the prestressed concrete strut and tie
The specific embodiment
Below in conjunction with accompanying drawing, the specific embodiment of the present invention is further described.
Referring to Fig. 1 to 3, the present invention is a kind of spacious spandrel arch bridge construction of deck type that the prestressed concrete strut and tie is set between the arch springing cushion cap, comprise spandrel arch 2 on main arch ring 1, arch, cushion cap 3, pile foundation 4 and prestressed concrete strut and tie 5, on arch, spandrel arch 2 is arranged in the both sides of main arch ring 1.This structure is by the horizontal thrust of the common opposing main arch ring of pile foundation 4 and prestressed concrete strut and tie 51 arch springing position, and wherein prestressed concrete strut and tie 5 is shared most of share.
Can be undertaken by following flow process during structure design of the present invention: (1) preresearch estimates: get main arch ring disengaging body and analyze, do not consider prestressed concrete strut and tie 5, calculate according to fixed-end arch, try to achieve vertical counter-force, moment of flexure and the horizontal thrust of arch springing; (2) size of pile foundation 4 is drafted: counter-force vertical according to the arch springing of trying to achieve and moment of flexure are carried out the design of pile foundation 4, pay the utmost attention to single stake, adopt double-row pile when can't pass because of the single stake of Moment Influence; (3) size of prestressed concrete strut and tie 5 is drafted: according to the size of step (2) pile foundation of drafting 4, obtain its aggregate level extensional rigidity; Should be 3.5 times and above requirement of the pile foundation 4 anti-push-and-pull rigidity of level according to the axial rigidity of prestressed concrete strut and tie 5, determine the sectional dimension of prestressed concrete strut and tie 5; (4) size of steel strand 6 is drafted: total initial tensioning power of the interior prestress wire 6 of prestressed concrete strut and tie 5 should be not less than the horizontal thrust of calculating in the step (1) of 1.45 times; The control stress for prestressing of steel strand 6 is pressed the material standard intensity of≤0.7 times; (5) structural entity checking computations: by each scantling of structure that draft step (2), (3), (4), adopt the Finite Element Beam lattice model to check; Main arch ring 1 is by the requirement of press-bending member, and prestressed concrete strut and tie 5 is pressed the prestressed concrete class A of geometric unit and controlled, the top horizontal movement≤6mm of pile foundation 4 and other requirements of regulation and stipulation; Adjust each scantling of structure of drafting by step (2), (3), (4) when checking computation results does not satisfy above-mentioned requirements, checking computations again are until satisfy above-mentioned requirements; (6) Local Members calculates: the disengaging body of getting spandrel arch 2 on single arch is analyzed, and designs by the single span hingless arch bridge; Side wall calculates by the semi girder of gear soil.
Can be undertaken by following flow process during structure construction of the present invention: (1) bored pile construction, process carrying out ground below the prestressed concrete strut and tie; (2) construction bearing platform; What (3) establish the prestressed concrete strut and tie is L across the footpath, be positioned at two the L/4 places of prestressed concrete strut and tie across the two ends, footpath, arrange two wet joints as after water the beam section, length is 0.5m, all the other positions are and first water the beam section, construction prestressed concrete strut and tie first water the beam section; (4) set up the main arch ring construction bracket, the prestressed concrete strut and tie should be avoided in the Support Position of main arch ring support; After reaching 28 days the length of time that the prestressed concrete strut and tie first waters the beam section concrete, in one day environment temperature adopt in relatively low micro expansive concrete fill the prestressed concrete strut and tie after water the beam section, until after water the beam section concrete the length of time reach 10 days after, the post-tensioned prestressing steel strand of stretch-draw prestressing force concrete pulling depression bar inside, and vacuum grouting; (5) colligation main arch ring reinforcing bar on full framing, concreting; (6) the interior reinforcing bar of the upper spandrel arch of colligation arch on full framing, concreting; (7) construction side wall, after concrete strength reaches requirement, construction filler and compacting; (8) bridge deck construction.Fig. 4 is the construction segmentation schematic diagram of prestressed concrete strut and tie.
Although top invention has been described in conjunction with figure; but the present invention is not limited to the above-mentioned specific embodiment; the above-mentioned specific embodiment is only schematic; rather than restrictive; those of ordinary skill in the art is under enlightenment of the present invention; in the situation that do not break away from aim of the present invention, can also make a lot of distortion, within these all belong to protection of the present invention.
Claims (2)
1. a deck type opens the spandrel arch bridge, comprise main arch ring (1), spandrel arch on arch (2), cushion cap (3), pile foundation (4), spandrel arch on arch (2) is arranged in the both sides of main arch ring (1), the arch springing of main arch ring (1) is arranged in cushion cap (3), the spacious spandrel arch bridge of described deck type also comprises a plurality of prestressed concrete strut and ties (5), the two ends of passing the prestress wire (6) of every prestressed concrete strut and tie (5) are anchored at respectively in the cushion cap (3) of homonymy, main arch ring (1), pile foundation (4) and prestressed concrete strut and tie (5) are connected to form integral body by cushion cap (3).
2. the construction method of the spacious spandrel arch bridge of deck type claimed in claim 1, comprise method for designing and job practices, wherein,
Method for designing is: (1) preresearch estimates: get main arch ring disengaging body and analyze, do not consider the prestressed concrete strut and tie, calculate according to fixed-end arch, try to achieve vertical counter-force, moment of flexure and the horizontal thrust of arch springing; (2) size of pile foundation is drafted: counter-force vertical according to the arch springing of trying to achieve and moment of flexure are carried out the design of pile foundation 4, pay the utmost attention to single stake, adopt double-row pile when can't pass because of the single stake of Moment Influence; (3) size of prestressed concrete strut and tie 5 is drafted: according to the size of step (2) pile foundation of drafting, obtain its aggregate level extensional rigidity; Should be 3.5 times and above requirement of the pile foundation 4 anti-push-and-pull rigidity of level according to the axial rigidity of prestressed concrete strut and tie, determine the sectional dimension of prestressed concrete strut and tie; (4) size of steel strand is drafted: total initial tensioning power of prestress wire 6 should be not less than the horizontal thrust of calculating in the step (1) of 1.45 times in the prestressed concrete strut and tie; The control stress for prestressing of steel strand is pressed the material standard intensity of≤0.7 times; (5) structural entity checking computations: by each scantling of structure that draft step (2), (3), (4), adopt the Finite Element Beam lattice model to check; Main arch ring 1 is by the requirement of press-bending member, and the prestressed concrete strut and tie is pressed the prestressed concrete class A of geometric unit and controlled, the top horizontal movement≤6mm of pile foundation 4 and other requirements of regulation and stipulation; Adjust each scantling of structure of drafting by step (2), (3), (4) when checking computation results does not satisfy above-mentioned requirements, checking computations again are until satisfy above-mentioned requirements; (6) Local Members calculates: the disengaging body of getting spandrel arch on single arch is analyzed, and designs by the single span hingless arch bridge; Side wall calculates by the semi girder of gear soil;
During construction, method is: (1) bored pile construction, process carrying out ground below the prestressed concrete strut and tie; (2) construction bearing platform; What (3) establish the prestressed concrete strut and tie is L across the footpath, be positioned at two the L/4 places of prestressed concrete strut and tie across the two ends, footpath, arrange two wet joints as after water the beam section, length is 0.5m, all the other positions are and first water the beam section, construction prestressed concrete strut and tie first water the beam section; (4) set up the main arch ring construction bracket, the prestressed concrete strut and tie should be avoided in the Support Position of main arch ring support; After reaching 28 days the length of time that the prestressed concrete strut and tie first waters the beam section concrete, in one day environment temperature adopt in relatively low micro expansive concrete fill the prestressed concrete strut and tie after water the beam section, until after water the beam section concrete the length of time reach 10 days after, the post-tensioned prestressing steel strand of stretch-draw prestressing force concrete pulling depression bar inside, and vacuum grouting; (5) colligation main arch ring reinforcing bar on full framing, concreting; (6) the interior reinforcing bar of the upper spandrel arch of colligation arch on full framing, concreting; (7) construction side wall, after concrete strength reaches requirement, construction filler and compacting; (8) bridge deck construction.
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Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104389317A (en) * | 2014-11-06 | 2015-03-04 | 中铁二院工程集团有限责任公司 | Ultralarge-sized oblique single-pile foundation structure of large-span arch bridge |
| CN105401513A (en) * | 2015-10-22 | 2016-03-16 | 绍兴文理学院 | Simply supported girder bridge structure formed by combining I-shaped steel girders and hybrid fiber concrete bridge decks |
| CN107268419A (en) * | 2017-07-24 | 2017-10-20 | 中交二航局南方工程有限公司 | Hinge device transporting equipment |
| CN109457592A (en) * | 2018-12-03 | 2019-03-12 | 中铁第四勘察设计院集团有限公司 | A kind of V-arrangement valley arch bridge across railway concrete greatly |
| CN109505252A (en) * | 2018-12-17 | 2019-03-22 | 彭国洪 | A kind of simple method of construction of Very Large Bridge |
| CN109722980A (en) * | 2019-02-22 | 2019-05-07 | 深圳市市政设计研究院有限公司福建分公司 | A kind of semi-rigid sling arch bridge and its construction method |
| CN109778893A (en) * | 2019-03-07 | 2019-05-21 | 上海勘测设计研究院有限公司 | Arch bridge combined type base configuration and its construction method |
| CN110219231A (en) * | 2019-07-05 | 2019-09-10 | 中国十七冶集团有限公司 | A kind of construction method for preventing arch bridge from corroding |
| CN110700069A (en) * | 2019-10-29 | 2020-01-17 | 南京同力建设集团股份有限公司 | Su dyke arched bridge structure |
| CN111539056A (en) * | 2020-04-29 | 2020-08-14 | 中铁二院工程集团有限责任公司 | Method for judging vertical horizontal line stiffness of pier top of upper pier of arch of upper-supported railway steel truss arch bridge |
| CN111560836A (en) * | 2020-05-20 | 2020-08-21 | 河北工业大学 | Construction method of arch bridge main arch and construction method of assembled arch bridge |
| CN117166618A (en) * | 2023-09-05 | 2023-12-05 | 北京市建筑工程研究院有限责任公司 | Arch shell structure system and construction method thereof |
| CN117470427A (en) * | 2023-12-25 | 2024-01-30 | 贵州路桥集团有限公司 | Horizontal stress measurement method for main arch ring during one-way erection of arch bridge deck |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100941066B1 (en) * | 2009-08-31 | 2010-02-09 | 서평원 | Prestressed-precast-segmental open spendral concrete arch bridge and its constructing method |
| KR20100138122A (en) * | 2009-06-24 | 2010-12-31 | (주)청석엔지니어링 | Base of arch rigid frame structure including composite covering arch structure and constructing method thereof |
| CN102493327A (en) * | 2011-12-31 | 2012-06-13 | 东莞理工学院 | Reinforced portable integral prefabricated masonry arch bridge |
| CN102493360A (en) * | 2011-12-29 | 2012-06-13 | 浙江大东吴集团建设有限公司 | Reinforced concrete arch bridge construction method |
-
2013
- 2013-03-01 CN CN2013100658242A patent/CN103088749A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20100138122A (en) * | 2009-06-24 | 2010-12-31 | (주)청석엔지니어링 | Base of arch rigid frame structure including composite covering arch structure and constructing method thereof |
| KR100941066B1 (en) * | 2009-08-31 | 2010-02-09 | 서평원 | Prestressed-precast-segmental open spendral concrete arch bridge and its constructing method |
| CN102493360A (en) * | 2011-12-29 | 2012-06-13 | 浙江大东吴集团建设有限公司 | Reinforced concrete arch bridge construction method |
| CN102493327A (en) * | 2011-12-31 | 2012-06-13 | 东莞理工学院 | Reinforced portable integral prefabricated masonry arch bridge |
Non-Patent Citations (1)
| Title |
|---|
| 刘志才等: ""刚性系杆在软土地区上承式坦拱桥中的应用"", 《城市道桥与防洪》, no. 8, 15 August 2012 (2012-08-15) * |
Cited By (19)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104389317A (en) * | 2014-11-06 | 2015-03-04 | 中铁二院工程集团有限责任公司 | Ultralarge-sized oblique single-pile foundation structure of large-span arch bridge |
| CN105401513A (en) * | 2015-10-22 | 2016-03-16 | 绍兴文理学院 | Simply supported girder bridge structure formed by combining I-shaped steel girders and hybrid fiber concrete bridge decks |
| CN107268419A (en) * | 2017-07-24 | 2017-10-20 | 中交二航局南方工程有限公司 | Hinge device transporting equipment |
| CN107268419B (en) * | 2017-07-24 | 2022-02-11 | 中交二航局南方工程有限公司 | Hinge transport equipment |
| CN109457592A (en) * | 2018-12-03 | 2019-03-12 | 中铁第四勘察设计院集团有限公司 | A kind of V-arrangement valley arch bridge across railway concrete greatly |
| CN109457592B (en) * | 2018-12-03 | 2023-10-27 | 中铁第四勘察设计院集团有限公司 | V-shaped canyon long-span railway concrete arch bridge |
| CN109505252A (en) * | 2018-12-17 | 2019-03-22 | 彭国洪 | A kind of simple method of construction of Very Large Bridge |
| CN109722980A (en) * | 2019-02-22 | 2019-05-07 | 深圳市市政设计研究院有限公司福建分公司 | A kind of semi-rigid sling arch bridge and its construction method |
| CN109778893A (en) * | 2019-03-07 | 2019-05-21 | 上海勘测设计研究院有限公司 | Arch bridge combined type base configuration and its construction method |
| CN110219231B (en) * | 2019-07-05 | 2021-04-09 | 中国十七冶集团有限公司 | Construction method for preventing arch bridge from being corroded |
| CN110219231A (en) * | 2019-07-05 | 2019-09-10 | 中国十七冶集团有限公司 | A kind of construction method for preventing arch bridge from corroding |
| CN110700069A (en) * | 2019-10-29 | 2020-01-17 | 南京同力建设集团股份有限公司 | Su dyke arched bridge structure |
| CN111539056A (en) * | 2020-04-29 | 2020-08-14 | 中铁二院工程集团有限责任公司 | Method for judging vertical horizontal line stiffness of pier top of upper pier of arch of upper-supported railway steel truss arch bridge |
| CN111539056B (en) * | 2020-04-29 | 2022-06-21 | 中铁二院工程集团有限责任公司 | Method for judging vertical horizontal line stiffness of pier top of upper pier of arch of upper-supported railway steel truss arch bridge |
| CN111560836A (en) * | 2020-05-20 | 2020-08-21 | 河北工业大学 | Construction method of arch bridge main arch and construction method of assembled arch bridge |
| CN111560836B (en) * | 2020-05-20 | 2021-02-09 | 河北工业大学 | Construction method of arch bridge main arch and construction method of assembled arch bridge |
| CN117166618A (en) * | 2023-09-05 | 2023-12-05 | 北京市建筑工程研究院有限责任公司 | Arch shell structure system and construction method thereof |
| CN117470427A (en) * | 2023-12-25 | 2024-01-30 | 贵州路桥集团有限公司 | Horizontal stress measurement method for main arch ring during one-way erection of arch bridge deck |
| CN117470427B (en) * | 2023-12-25 | 2024-02-23 | 贵州路桥集团有限公司 | Horizontal stress measurement method for main arch ring during one-way erection of arch bridge deck |
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Application publication date: 20130508 |