Cable Force Calculation of Cable Hoisting of CFST Arch Bridge Research

To effectively control the stress state and spatial alignment of arch ribs in the cable hoisting construction of a long-span, concrete-filled, steel tube arch bridge and ensure the safety of the structure, it is necessary to calculate and determine the appropriate cable force. Based on the actual pr...
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Gespeichert in:

Autor*in:	Yi Jia [verfasserIn] Chaokuan Wei [verfasserIn] Ziqiu Huang [verfasserIn] Qi Li [verfasserIn] Ping Liao [verfasserIn] Wencong Lin [verfasserIn]

Format:	E-Artikel
Sprache:	Englisch

Erschienen:	2023

Schlagwörter:	concrete-filled steel tube arch bridge cable force arch rib construction control

Übergeordnetes Werk:	In: Buildings - MDPI AG, 2012, 13(2023), 2370, p 2370
Übergeordnetes Werk:	volume:13 ; year:2023 ; number:2370, p 2370

Links:	Link aufrufen Link aufrufen Link aufrufen Journal toc

DOI / URN:	10.3390/buildings13092370

Katalog-ID:	DOAJ093441525

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520			\|a To effectively control the stress state and spatial alignment of arch ribs in the cable hoisting construction of a long-span, concrete-filled, steel tube arch bridge and ensure the safety of the structure, it is necessary to calculate and determine the appropriate cable force. Based on the actual project of a double-span, concrete-filled, steel tubular arch bridge, the construction stage of the left span of the bridge from the beginning of construction to the closure is taken as an example. The linear control method of “quiet do not move” is adopted. Based on the principle that the vertical displacement of the front end of the installed segment caused by the self-weight of the new hoisting segment is equal to the vertical displacement of the front end of the previous segment caused by the tension of the new hoisting segment, the tension cable force is calculated by forward iteration. Finally, based on the theory of the stress-free state method, the ideal linear design of the structure was achieved. The results show that after the closure of the bridge, the error range of the cable tension force is −13.33–15.40% on the left bank and −8.37–11.00% on the right bank. The elevation error of the arch rib is −0.003–0.043 m on the left bank and −0.007–0.032 m on the right bank. The overall stress error of the bridge arch is ±7.0 MPa. The error between the theoretical value and the actual value is within the scope of the specification requirements, which meets the specification requirements. After the closure, the arch shape of the bridge meets the smooth requirements.
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spelling	10.3390/buildings13092370 doi (DE-627)DOAJ093441525 (DE-599)DOAJde3e2bc3789f4f4bb322c99158616a2a DE-627 ger DE-627 rakwb eng TH1-9745 Yi Jia verfasserin aut Cable Force Calculation of Cable Hoisting of CFST Arch Bridge Research 2023 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier To effectively control the stress state and spatial alignment of arch ribs in the cable hoisting construction of a long-span, concrete-filled, steel tube arch bridge and ensure the safety of the structure, it is necessary to calculate and determine the appropriate cable force. Based on the actual project of a double-span, concrete-filled, steel tubular arch bridge, the construction stage of the left span of the bridge from the beginning of construction to the closure is taken as an example. The linear control method of “quiet do not move” is adopted. Based on the principle that the vertical displacement of the front end of the installed segment caused by the self-weight of the new hoisting segment is equal to the vertical displacement of the front end of the previous segment caused by the tension of the new hoisting segment, the tension cable force is calculated by forward iteration. Finally, based on the theory of the stress-free state method, the ideal linear design of the structure was achieved. The results show that after the closure of the bridge, the error range of the cable tension force is −13.33–15.40% on the left bank and −8.37–11.00% on the right bank. The elevation error of the arch rib is −0.003–0.043 m on the left bank and −0.007–0.032 m on the right bank. The overall stress error of the bridge arch is ±7.0 MPa. The error between the theoretical value and the actual value is within the scope of the specification requirements, which meets the specification requirements. After the closure, the arch shape of the bridge meets the smooth requirements. concrete-filled steel tube arch bridge cable force arch rib construction control Building construction Chaokuan Wei verfasserin aut Ziqiu Huang verfasserin aut Qi Li verfasserin aut Ping Liao verfasserin aut Wencong Lin verfasserin aut In Buildings MDPI AG, 2012 13(2023), 2370, p 2370 (DE-627)718622251 (DE-600)2661539-3 20755309 nnns volume:13 year:2023 number:2370, p 2370 https://doi.org/10.3390/buildings13092370 kostenfrei https://doaj.org/article/de3e2bc3789f4f4bb322c99158616a2a kostenfrei https://www.mdpi.com/2075-5309/13/9/2370 kostenfrei https://doaj.org/toc/2075-5309 Journal toc kostenfrei GBV_USEFLAG_A SYSFLAG_A GBV_DOAJ GBV_ILN_11 GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_39 GBV_ILN_40 GBV_ILN_62 GBV_ILN_63 GBV_ILN_65 GBV_ILN_69 GBV_ILN_70 GBV_ILN_73 GBV_ILN_95 GBV_ILN_105 GBV_ILN_110 GBV_ILN_151 GBV_ILN_161 GBV_ILN_213 GBV_ILN_230 GBV_ILN_285 GBV_ILN_293 GBV_ILN_370 GBV_ILN_602 GBV_ILN_2014 GBV_ILN_2055 GBV_ILN_4012 GBV_ILN_4037 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4126 GBV_ILN_4249 GBV_ILN_4305 GBV_ILN_4306 GBV_ILN_4307 GBV_ILN_4313 GBV_ILN_4322 GBV_ILN_4323 GBV_ILN_4324 GBV_ILN_4325 GBV_ILN_4335 GBV_ILN_4338 GBV_ILN_4367 GBV_ILN_4392 GBV_ILN_4700 AR 13 2023 2370, p 2370
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allfieldsSound	10.3390/buildings13092370 doi (DE-627)DOAJ093441525 (DE-599)DOAJde3e2bc3789f4f4bb322c99158616a2a DE-627 ger DE-627 rakwb eng TH1-9745 Yi Jia verfasserin aut Cable Force Calculation of Cable Hoisting of CFST Arch Bridge Research 2023 Text txt rdacontent Computermedien c rdamedia Online-Ressource cr rdacarrier To effectively control the stress state and spatial alignment of arch ribs in the cable hoisting construction of a long-span, concrete-filled, steel tube arch bridge and ensure the safety of the structure, it is necessary to calculate and determine the appropriate cable force. Based on the actual project of a double-span, concrete-filled, steel tubular arch bridge, the construction stage of the left span of the bridge from the beginning of construction to the closure is taken as an example. The linear control method of “quiet do not move” is adopted. Based on the principle that the vertical displacement of the front end of the installed segment caused by the self-weight of the new hoisting segment is equal to the vertical displacement of the front end of the previous segment caused by the tension of the new hoisting segment, the tension cable force is calculated by forward iteration. Finally, based on the theory of the stress-free state method, the ideal linear design of the structure was achieved. The results show that after the closure of the bridge, the error range of the cable tension force is −13.33–15.40% on the left bank and −8.37–11.00% on the right bank. The elevation error of the arch rib is −0.003–0.043 m on the left bank and −0.007–0.032 m on the right bank. The overall stress error of the bridge arch is ±7.0 MPa. The error between the theoretical value and the actual value is within the scope of the specification requirements, which meets the specification requirements. After the closure, the arch shape of the bridge meets the smooth requirements. concrete-filled steel tube arch bridge cable force arch rib construction control Building construction Chaokuan Wei verfasserin aut Ziqiu Huang verfasserin aut Qi Li verfasserin aut Ping Liao verfasserin aut Wencong Lin verfasserin aut In Buildings MDPI AG, 2012 13(2023), 2370, p 2370 (DE-627)718622251 (DE-600)2661539-3 20755309 nnns volume:13 year:2023 number:2370, p 2370 https://doi.org/10.3390/buildings13092370 kostenfrei https://doaj.org/article/de3e2bc3789f4f4bb322c99158616a2a kostenfrei https://www.mdpi.com/2075-5309/13/9/2370 kostenfrei https://doaj.org/toc/2075-5309 Journal toc kostenfrei GBV_USEFLAG_A SYSFLAG_A GBV_DOAJ GBV_ILN_11 GBV_ILN_20 GBV_ILN_22 GBV_ILN_23 GBV_ILN_24 GBV_ILN_39 GBV_ILN_40 GBV_ILN_62 GBV_ILN_63 GBV_ILN_65 GBV_ILN_69 GBV_ILN_70 GBV_ILN_73 GBV_ILN_95 GBV_ILN_105 GBV_ILN_110 GBV_ILN_151 GBV_ILN_161 GBV_ILN_213 GBV_ILN_230 GBV_ILN_285 GBV_ILN_293 GBV_ILN_370 GBV_ILN_602 GBV_ILN_2014 GBV_ILN_2055 GBV_ILN_4012 GBV_ILN_4037 GBV_ILN_4112 GBV_ILN_4125 GBV_ILN_4126 GBV_ILN_4249 GBV_ILN_4305 GBV_ILN_4306 GBV_ILN_4307 GBV_ILN_4313 GBV_ILN_4322 GBV_ILN_4323 GBV_ILN_4324 GBV_ILN_4325 GBV_ILN_4335 GBV_ILN_4338 GBV_ILN_4367 GBV_ILN_4392 GBV_ILN_4700 AR 13 2023 2370, p 2370
language	English
source	In Buildings 13(2023), 2370, p 2370 volume:13 year:2023 number:2370, p 2370
sourceStr	In Buildings 13(2023), 2370, p 2370 volume:13 year:2023 number:2370, p 2370
format_phy_str_mv	Article
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topic_facet	concrete-filled steel tube arch bridge cable force arch rib construction control Building construction
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authorswithroles_txt_mv	Yi Jia @@aut@@ Chaokuan Wei @@aut@@ Ziqiu Huang @@aut@@ Qi Li @@aut@@ Ping Liao @@aut@@ Wencong Lin @@aut@@
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callnumber-first	T - Technology
author	Yi Jia
spellingShingle	Yi Jia misc TH1-9745 misc concrete-filled steel tube arch bridge misc cable force misc arch rib misc construction control misc Building construction Cable Force Calculation of Cable Hoisting of CFST Arch Bridge Research
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topic_title	TH1-9745 Cable Force Calculation of Cable Hoisting of CFST Arch Bridge Research concrete-filled steel tube arch bridge cable force arch rib construction control
topic	misc TH1-9745 misc concrete-filled steel tube arch bridge misc cable force misc arch rib misc construction control misc Building construction
topic_unstemmed	misc TH1-9745 misc concrete-filled steel tube arch bridge misc cable force misc arch rib misc construction control misc Building construction
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title	Cable Force Calculation of Cable Hoisting of CFST Arch Bridge Research
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title_full	Cable Force Calculation of Cable Hoisting of CFST Arch Bridge Research
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author_browse	Yi Jia Chaokuan Wei Ziqiu Huang Qi Li Ping Liao Wencong Lin
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title_sort	cable force calculation of cable hoisting of cfst arch bridge research
callnumber	TH1-9745
title_auth	Cable Force Calculation of Cable Hoisting of CFST Arch Bridge Research
abstract	To effectively control the stress state and spatial alignment of arch ribs in the cable hoisting construction of a long-span, concrete-filled, steel tube arch bridge and ensure the safety of the structure, it is necessary to calculate and determine the appropriate cable force. Based on the actual project of a double-span, concrete-filled, steel tubular arch bridge, the construction stage of the left span of the bridge from the beginning of construction to the closure is taken as an example. The linear control method of “quiet do not move” is adopted. Based on the principle that the vertical displacement of the front end of the installed segment caused by the self-weight of the new hoisting segment is equal to the vertical displacement of the front end of the previous segment caused by the tension of the new hoisting segment, the tension cable force is calculated by forward iteration. Finally, based on the theory of the stress-free state method, the ideal linear design of the structure was achieved. The results show that after the closure of the bridge, the error range of the cable tension force is −13.33–15.40% on the left bank and −8.37–11.00% on the right bank. The elevation error of the arch rib is −0.003–0.043 m on the left bank and −0.007–0.032 m on the right bank. The overall stress error of the bridge arch is ±7.0 MPa. The error between the theoretical value and the actual value is within the scope of the specification requirements, which meets the specification requirements. After the closure, the arch shape of the bridge meets the smooth requirements.
abstractGer	To effectively control the stress state and spatial alignment of arch ribs in the cable hoisting construction of a long-span, concrete-filled, steel tube arch bridge and ensure the safety of the structure, it is necessary to calculate and determine the appropriate cable force. Based on the actual project of a double-span, concrete-filled, steel tubular arch bridge, the construction stage of the left span of the bridge from the beginning of construction to the closure is taken as an example. The linear control method of “quiet do not move” is adopted. Based on the principle that the vertical displacement of the front end of the installed segment caused by the self-weight of the new hoisting segment is equal to the vertical displacement of the front end of the previous segment caused by the tension of the new hoisting segment, the tension cable force is calculated by forward iteration. Finally, based on the theory of the stress-free state method, the ideal linear design of the structure was achieved. The results show that after the closure of the bridge, the error range of the cable tension force is −13.33–15.40% on the left bank and −8.37–11.00% on the right bank. The elevation error of the arch rib is −0.003–0.043 m on the left bank and −0.007–0.032 m on the right bank. The overall stress error of the bridge arch is ±7.0 MPa. The error between the theoretical value and the actual value is within the scope of the specification requirements, which meets the specification requirements. After the closure, the arch shape of the bridge meets the smooth requirements.
abstract_unstemmed	To effectively control the stress state and spatial alignment of arch ribs in the cable hoisting construction of a long-span, concrete-filled, steel tube arch bridge and ensure the safety of the structure, it is necessary to calculate and determine the appropriate cable force. Based on the actual project of a double-span, concrete-filled, steel tubular arch bridge, the construction stage of the left span of the bridge from the beginning of construction to the closure is taken as an example. The linear control method of “quiet do not move” is adopted. Based on the principle that the vertical displacement of the front end of the installed segment caused by the self-weight of the new hoisting segment is equal to the vertical displacement of the front end of the previous segment caused by the tension of the new hoisting segment, the tension cable force is calculated by forward iteration. Finally, based on the theory of the stress-free state method, the ideal linear design of the structure was achieved. The results show that after the closure of the bridge, the error range of the cable tension force is −13.33–15.40% on the left bank and −8.37–11.00% on the right bank. The elevation error of the arch rib is −0.003–0.043 m on the left bank and −0.007–0.032 m on the right bank. The overall stress error of the bridge arch is ±7.0 MPa. The error between the theoretical value and the actual value is within the scope of the specification requirements, which meets the specification requirements. After the closure, the arch shape of the bridge meets the smooth requirements.
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title_short	Cable Force Calculation of Cable Hoisting of CFST Arch Bridge Research
url	https://doi.org/10.3390/buildings13092370 https://doaj.org/article/de3e2bc3789f4f4bb322c99158616a2a https://www.mdpi.com/2075-5309/13/9/2370 https://doaj.org/toc/2075-5309
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author2	Chaokuan Wei Ziqiu Huang Qi Li Ping Liao Wencong Lin
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up_date	2024-07-03T17:20:26.577Z
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Cable Force Calculation of Cable Hoisting of CFST Arch Bridge Research

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