Comparative analysis of Cable Stayed Bridge with different cable arrangements

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L. Deshpande This is a preprint; it has not been peer reviewed by a journal. https://doi.org/ 10.21203/rs.3.rs-7265181/v1 This work is licensed under a CC BY 4.0 License Status: Posted Version 1 posted You are reading this latest preprint version Abstract Among all the types of bridges the cable stayed bridge are basically opted for long spans and aesthetics. These bridges showed stability, desirable use of structural materials, aesthetic in view, comparatively low design and maintenance cost point of view, and providing efficient structural characteristics. The cable-stayed bridges are ideal for ranges longer than cantilever bridges and shorter than suspension bridges. This is where cantilever bridges would quickly become heavier if the range were stretched, while suspension bridge cabling would not be more conservative if the range were abbreviated. The Pylon deals with compressive forces. Pylons are mostly loaded with by compression where concrete pylons are more economical. Tension occurs along the cable lines. Reinforced concrete girder design for Deck member ranges from 200m to 400m are generally considered economical. Multiple design choices are available for Designer and Architecture. Cable Stayed Bridge act as self-supporting structure (In case of minor damage, cable snap). Analysis result will be useful for designer so as to get best geometry of cable arrangement. Here in this study. Cable Stayed Bridge is analyzed with 3 different cable arrangements for single pylon and thereafter it is concluded that Semi-Harp shape Cable Stayed Bridge is more effective configuration compared to Harp and Fan shape Cable Stayed Bridge. This study presents a comparative structural analysis of cable-stayed bridges using three different cable patterns: fan, harp, and semi-harp. The objective is to evaluate the structural behavior and efficiency of each arrangement under similar geometric and loading conditions. A uniform bridge geometry with fixed pylon height, span lengths, and deck configuration is adopted for all cases to ensure consistency. Finite element modeling and analysis are conducted using MIDAS Civil, focusing on key parameters such as bending moment, shear force, axial force, deck deflection, and pylon forces. The results highlight the influence of cable arrangement on the distribution of internal forces and overall bridge performance. Cable Stayed Bridge (CSB) Stay Cables Pylon Cable Arrangement Harp Shape Semi-Harp Shape Fan Shape Figures Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Introduction Cable stayed bridges have been employed now adays frequently to overcome long spans because they are economical and advantageous structurally. Moreover, improvement in materials causing it to become light weight and carry more strength which in turn has led to building and designing of more slender girder cross sections. And due to this light weight and high strength , external loads are now comparable with the bridge’s self weight and an accurate effect of moving load is needed to properly evaluate the dynamic behavior of Bridge. Along with this there has been a substantial development in the transportation of human beings leading to development of fast and rapid moving vehicles, and these fast and rapid moving vehicles have a tendency to drastically influence the dynamic bridge vibration by non standard excitation modes. Therefore Investigation and a deep analysis is required to understand the effects produced by the fast moving vehicles on bridge vibrations especially on the bridge superstructure as it is responsible for holding almost all of the live loads. Among the various cable configurations, the fan, harp, and semi-harp arrangements are the most commonly adopted. In the fan arrangement, all cables converge near the top of the pylon, providing efficient force transfer and minimal bending in the pylon. The harp arrangement features cables that are parallel and uniformly spaced along the height of the pylon, offering improved aesthetics and ease in cable replacement but often resulting in higher bending moments. The semi-harp arrangement represents a hybrid configuration that balances structural performance and visual appeal. This research aims to perform a comparative analysis of cable-stayed bridges using these three arrangements under identical geometric and loading conditions. By utilizing finite element modeling through MIDAS Civil software, the study evaluates critical structural parameters such as bending moments, axial forces, deflections, and support reactions. The objective is to determine the most structurally efficient and practically viable cable arrangement among the three. Understanding the influence of cable layout is essential for optimal bridge design, ensuring not only structural safety but also cost-effectiveness and construction feasibility. This research provides valuable insights for bridge engineers and designers in selecting appropriate cable configurations based on performance criteria and project-specific requirements. Methodology This study investigates the comparative performance of three cable stayed bridge—Harp, fan and semi harp. A 340m span cable stayed bridge was modelled using advanced structural engineering software (MIDAS Civil), and the bridges were evaluated under various static and dynamic load combinations according to Indian standard codes. The 3D FEM model for the bridge used is a 3 span Single Pylon Bridge and the cable arrangement is of Harp, Semi Harp and Fan. The Length of the bridge is 340m (90m-160m-90m) and the height of the upper pylon is 65m. Experimental Program Description of considered model: Analysis is made for cable stayed bridge. The total span of the bridge is 340 m. The total width of the deck of the bridge is 16 m. The diagram of bridge is as shown in Figure.1. In construction; firstly edge beams are erected and then followed by deck slab with crossbeams. The total height of bridge is 65 m. The pylon used here is Single Pylon. Bridges with Harp arrangement, semi-harp arrangement and Fan arrangement are as shown in Figure 3, Figure 4 and Figure 5. The earthquake load is considered. The thesis is limited to the three cables arrangement only, other are not considered. The Size of the member and their materials are given table 1 and table 2. Three Models have been created based on the cable arrangement and analysed. 3.1 Details Of Bridge Configuration Type Specification Bridge Type Three Span Continuous Cable Stayed Bridge Pylon Type Single Pylon Type Total Bridge Length 340m Main Span Length 160m Side span Length 90m No. Of Pylons 2 No. Of Lanes 4 Type of deck PSC-1 CELL Depth of deck 3m, 2.5m Height of Upper Pylon 65 m Height of Lower Pylon 14 m Width of bridge 16m Cable Arrangements Fan, Harp, Radial Table No. 1 Bridge Details 3.2 material Properties: Material Types Material Properties Deck M60 Upper Pylon M60 Lower Pylon M60 Well Cap M40 Anchor Cable E = 200 KN/mm 2 µ = 0.2 Table No. 2 material properties 3.3 Section Properties: PSC- 1 Deck : The Deck has been given a tapered section with the thicker section provided at mid section/ pier and thinner section provided at mid . 3.4 Bridge Model 3.5 Loading on a Bridge : The load actings on a bridge are given by the Indian Road Congress (IRC). All of these have been mentioned below are taken in consideration for analysis. 1. Dead Load 2. Live Load (Class 70R and Class A) 3. Impact Load 4. Wind Load 5. Thermal Effect 6. Seismic Load Pretension: The pretensioning of cables has been done with the help of a Midas’s inbuilt function known as unknown load factor. The procedure of cable pretensioning is such that at first we put a nominal pretensioning to the cables say 1KN and then the keeping the deflection of deck in check/under control we get the load factors from the software say 3000. These factors are then multiplied with our initial pretension given to the cables by us, in this case 1KN. It means that in order to keep the deck in predefined deflection the total pretension in the cables need to be 3000KN. The loading of stresses has been done in such a way that loads are equal from both sides as given in table no. 3. Cable No. Pretension (KN) 15100, 15200, 25100, 25200 300 15101, 15201, 25101, 25201 700 15102, 15202, 25102, 25202 1100 15103, 15203, 25103, 25203 1600 15104, 15204, 25104, 25204 2100 15105, 15205, 25105, 25205 2500 15106, 15206, 25106, 25206 3000 15107, 15207, 25107, 25207 3200 15108, 15208, 25108, 25208 3200 15109, 15209, 25109, 25209 3200 Table No. 3 Result and Discussion In this section the efficient results in the form of graphs are presented for different cable arrangement viz Harp shape, Semi-Harp shape, Fan shape under Final Load (Considering Gravity load, Temperature load, Moving Load, Impact load, Wind load & Seismic load). 4.1 Displacement : In this section the efficient results in the form of graphs are presented for different cable arrangement viz Harp shape, Semi-Harp shape, Fan shape under Final Load (Considering Gravity load, Temperature load, Moving Load, Impact load, Wind load & Seismic load). 4.1 Displacement : a) Displacement in Upper Pylon : From the Fig. 8. displacement in upper pylon for harp shape CSB is less by 2.63% and 7.02% than semi-harp and Fan shape CSB. b) Displacement in Deck: From the Fig. 8. displacement in deck for fan shape CSB is less by 2.10% and 9.09% than Harp and semi-harp shape CSB. 4.2 Cable Force: Cable Force in cable for semi-harp shape CSB is less by 1.41% and 2.47% than Fan and Harp shape CSBas shown in fig. 9. 4.3 Moment in Deck Bending Moment In Deck for Fan shape CSB is less by 6.46% and 5.6% than Harp and Semi-harp shape CSB. Conclusion In this study, an implementation of four types of cables arrangement for the design of the cable stayed bridges have been introduced considering fan, harp, radial and star arrangements. The shear force, bending moment and deflection for four types of cable-stayed bridges are compared with each other and the result of comparisons are reported. Deflection in upper pylon is much less for Harp shape CSB as compared to Semi-Harp and Fan shape CSB indicates better lateral stiffness in the pylon. Deflection in deck is less for Fan shape CSB ensures better serviceability. Cable force in cable is much lesser for Semi-Harp shape CSB as compared to Harp and Fan shape CSB. Reaction Force in Semi-Harp shape Cable Stayed Bridge is Less compared to Harp and Fan shape CSB. The Fan-type CSB shows the lowest bending moment as compared to Harp and Semi-Harp CSB. Declarations Funding “The authors declare that no funds, grants, or other support were received during the preparation of this manuscript.” Data Availability Statement The datasets generated and/or analysed during the current study are not publicly available as they were obtained through laboratory experiments conducted by the authors, but are available from the corresponding author on reasonable request. Consent to Participate declaration Not applicable Consent to Publish declaration Not applicable Ethics declaration Not applicable. Competing Interest Declaration: The author declares that there are no competing interests related to this paper. Authors Contribution All authors contributed to the study. The conceptualization, material preparation, data collection, analysis, and manuscript writing were carried out by Sagar Yadav, Associate Prof. U. L. Deshpande supervised the work, provided guidance, and reviewed the manuscript. All authors read and approved the final manuscript. References Arora, I., Rajinder Singh, E., & Pandit, P. (2008). A REVIEW ON THE STUDY OF CABLE STAYED BRIDGES. International Research Journal of Engineering and Technology, 1104. www.irjet.net Dhilawala, F. S., & Tarachandani, D. R. (n.d.). Effect of Dynamic Load Analysis on Pylon Configurations of Cable Stayed Bridges (Vol. 2). www.ijariie.com Garg, P. (n.d.). Analysis of Cable Stayed Bridge for Different Structural Model. www.ijert.org James, S., Jeena, V., & Tech, E. M. (n.d.). Dynamic Response of Radial, Fan and Harp Type of Cable Stayed Bridges Due to Moving Load and Earth Quake Load . www.ijert.org Janbandhu, N. K., & Gaikwad, S. (2018). Study and Analysis of Cable Stayed Bridges Using STAAD Pro (Vol. 5). JETIR. www.jetir.org Jankar, Y. B., & R, S. M. (2008). Time-History Analysis of a Cable Stayed Bridge for Various Spans and Pylon Height. International Research Journal of Engineering and Technology , 166. www.irjet.net Nadkarni, P. R., Salunke, P. J., & Narkhede, T. (2015). Analytical Investigation of Cable Stayed Bridge using Various Parameters. International Journal of Recent Technology and Engineering . www.ijrte.org Parmar, V., & Parikh, K. B. (2015). Effect of Pylon Height on Cable Stayed Bridge. In IJSTE-International Journal of Science Technology & Engineering | (Vol. 1, Issue 11). www.ijste.org Sanjay D, Ashwini L. K, Sangamesh L. Allur, & Sanjay N, Sunil M. (2020). Analysis of Different Types of Cable Arrangement in Cable Stayed Bridge with Different Material Properties using STAAD Pro. International Journal of Engineering Research And , V9 (05). https://doi.org/10.17577/IJERTV9IS050812 Yadav, M., & Majumdar, K. (n.d.). IJESRT INTERNATIONAL JOURNAL OF ENGINEERING SCIENCES & RESEARCH TECHNOLOGY BEHAVIOR ANALYSIS OF STAYED BRIDGE WITH DIFFERENT CABLE ARRANGEMENT USING STAAD PRO. International Journal of Engineering Sciences & Research Technology , 109 . https://doi.org/10.5281/zenodo.1282009 Varghese, S. J., & Edayadayil, J. B. (2015). Dynamic Response of Radial, Fan and Harp Type of Cable Stayed Bridges Due to Moving Load and Earth Quake Load International Journal of Engineering Research & Technology, 3(29), 1-9. Sanjay D, Ashwini L. K, Sangamesh L Alur, Sanjay N, Sunil M (2020). Analysis Of Different Types Of Cable Arrangements In Cable Stayed Bridge With Different Material Properties Using STAAD Pro. International Research Journal of Engineering and Technology. 2278-0181 N. Krishna Raju. (1998). Bridge Design (THIRD EDIT). https://doi.org/2001 Guruprasad D (2016), “Comparison of Two Planes and Three Planes Cable Configuration Of Cable Stayed Bridge”, International Research Journal of Engineering and Technology, Volume: 03 Issue: 09,PP: 1029-1031. IRC:6-2017. (2017). Standard Specifications and Code of Practice for Road Bridges. IRC:112-2020. (2020). Code of Practice for Concrete Road Bridges. Additional Declarations No competing interests reported. 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Moreover, improvement in materials causing it to become light weight and carry more strength which in turn has led to building and designing \u0026nbsp;of more slender girder cross sections. And due to this light weight and high strength , external loads are now comparable with the bridge\u0026rsquo;s self weight and an accurate effect of moving load is needed to properly evaluate the dynamic behavior of Bridge. Along with this there has been a substantial development in the transportation of human beings leading to development of fast and rapid moving vehicles, and these fast and rapid moving vehicles have a tendency to drastically influence the dynamic bridge vibration by non standard excitation modes. Therefore Investigation and a deep analysis is required to understand the effects produced by the fast moving vehicles on bridge vibrations especially on the bridge superstructure as it is responsible for holding almost all of the live loads.\u003c/p\u003e\n\u003cp\u003e\u0026nbsp; \u0026nbsp; \u0026nbsp; Among the various cable configurations, the fan, harp, and semi-harp arrangements are the most commonly adopted. In the fan arrangement, all cables converge near the top of the pylon, providing efficient force transfer and minimal bending in the pylon. The harp arrangement features cables that are parallel and uniformly spaced along the height of the pylon, offering improved aesthetics and ease in cable replacement but often resulting in higher bending moments. The semi-harp arrangement represents a hybrid configuration that balances structural performance and visual appeal.\u003c/p\u003e\n\u003cp\u003e\u0026nbsp; \u0026nbsp; \u0026nbsp; This research aims to perform a comparative analysis of cable-stayed bridges using these three arrangements under identical geometric and loading conditions. By utilizing finite element modeling through MIDAS Civil software, the study evaluates critical structural parameters such as bending moments, axial forces, deflections, and support reactions. The objective is to determine the most structurally efficient and practically viable cable arrangement among the three.\u003c/p\u003e\n\u003cp\u003e\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp;Understanding the influence of cable layout is essential for optimal bridge design, ensuring not only structural safety but also cost-effectiveness and construction feasibility. This research provides valuable insights for bridge engineers and designers in selecting appropriate cable configurations based on performance criteria and project-specific requirements.\u003c/p\u003e"},{"header":"Methodology","content":"\u003col\u003e\n \u003cli\u003eThis study investigates the comparative performance of three cable stayed bridge\u0026mdash;Harp, fan and semi harp. A 340m span cable stayed bridge was modelled using advanced structural engineering software (MIDAS Civil), and the bridges were evaluated under various static and dynamic load combinations according to Indian standard codes.\u003c/li\u003e\n\u003c/ol\u003e\n\u003col start=\"2\" type=\"1\"\u003e\n \u003cli\u003eThe 3D FEM model for the bridge used is a 3 span Single Pylon Bridge and the cable arrangement is of Harp, Semi Harp and Fan. The Length of the bridge is 340m (90m-160m-90m) and the height of the upper pylon is 65m.\u003c/li\u003e\n\u003c/ol\u003e"},{"header":"Experimental Program","content":"\u003cp\u003e\u003cstrong\u003e\u0026nbsp;Description of considered model:\u003c/strong\u003e\u0026nbsp; Analysis is made for cable stayed bridge. The total span of the bridge is 340 m. The total width of the deck of the bridge is 16 m. The diagram of bridge is as shown in Figure.1. In construction; firstly edge beams are erected and then followed by deck slab with crossbeams. The total height of bridge is 65 m. The pylon used here is Single Pylon. Bridges with Harp arrangement, semi-harp arrangement and Fan arrangement are as shown in Figure 3, Figure 4 and Figure 5. The earthquake load is considered. The thesis is limited to the three cables arrangement only, other are not considered. The Size of the member and their materials are given table 1 and table 2. Three Models have been created based on the cable arrangement and analysed.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e3.1 Details Of Bridge\u003c/strong\u003e\u003c/p\u003e\n\u003ctable border=\"1\" cellspacing=\"0\" cellpadding=\"0\"\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 43.5076%;\"\u003e\n \u003cp\u003eConfiguration Type\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 56.4924%;\"\u003e\n \u003cp\u003eSpecification\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 43.5076%;\"\u003e\n \u003cp\u003eBridge Type\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 56.4924%;\"\u003e\n \u003cp\u003eThree Span Continuous Cable Stayed Bridge\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 43.5076%;\"\u003e\n \u003cp\u003ePylon Type\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 56.4924%;\"\u003e\n \u003cp\u003eSingle Pylon Type\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 43.5076%;\"\u003e\n \u003cp\u003eTotal Bridge Length\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 56.4924%;\"\u003e\n \u003cp\u003e340m\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 43.5076%;\"\u003e\n \u003cp\u003eMain Span Length\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 56.4924%;\"\u003e\n \u003cp\u003e160m\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 43.5076%;\"\u003e\n \u003cp\u003eSide span Length\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 56.4924%;\"\u003e\n \u003cp\u003e90m\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 43.5076%;\"\u003e\n \u003cp\u003eNo. Of \u0026nbsp;Pylons\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 56.4924%;\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 43.5076%;\"\u003e\n \u003cp\u003eNo. Of Lanes\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 56.4924%;\"\u003e\n \u003cp\u003e4\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 43.5076%;\"\u003e\n \u003cp\u003eType of deck\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 56.4924%;\"\u003e\n \u003cp\u003ePSC-1 CELL\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 43.5076%;\"\u003e\n \u003cp\u003eDepth of deck\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 56.4924%;\"\u003e\n \u003cp\u003e3m, 2.5m\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 43.5076%;\"\u003e\n \u003cp\u003eHeight of Upper Pylon\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 56.4924%;\"\u003e\n \u003cp\u003e65 m\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 43.5076%;\"\u003e\n \u003cp\u003eHeight of Lower Pylon\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 56.4924%;\"\u003e\n \u003cp\u003e14 m\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 43.5076%;\"\u003e\n \u003cp\u003eWidth of bridge\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 56.4924%;\"\u003e\n \u003cp\u003e16m\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 43.5076%;\"\u003e\n \u003cp\u003eCable Arrangements\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 56.4924%;\"\u003e\n \u003cp\u003eFan, Harp, Radial\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n\u003c/table\u003e\n\u003cp\u003eTable No. 1 Bridge Details\u003cstrong\u003e3.2 material Properties:\u0026nbsp;\u003c/strong\u003e\u003c/p\u003e\n\u003ctable border=\"1\" cellspacing=\"0\" cellpadding=\"0\"\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 42.0814%;\"\u003e\n \u003cp\u003eMaterial Types\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 57.9186%;\"\u003e\n \u003cp\u003eMaterial Properties\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 42.0814%;\"\u003e\n \u003cp\u003eDeck\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 57.9186%;\"\u003e\n \u003cp\u003eM60\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 42.0814%;\"\u003e\n \u003cp\u003eUpper Pylon\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 57.9186%;\"\u003e\n \u003cp\u003eM60\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 42.0814%;\"\u003e\n \u003cp\u003eLower Pylon\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 57.9186%;\"\u003e\n \u003cp\u003eM60\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 42.0814%;\"\u003e\n \u003cp\u003eWell Cap\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 57.9186%;\"\u003e\n \u003cp\u003eM40\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 42.0814%;\"\u003e\n \u003cp\u003eAnchor Cable\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 57.9186%;\"\u003e\n \u003cp\u003eE = 200 KN/mm\u003csup\u003e2\u003c/sup\u003e\u003c/p\u003e\n \u003cp\u003e\u0026micro; =\u0026nbsp;0.2\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n\u003c/table\u003e\n\u003cp\u003eTable No. 2 material properties\u0026nbsp;\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e3.3 Section Properties:\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e\u0026nbsp;PSC- 1 Deck :\u0026nbsp;\u003c/strong\u003eThe Deck \u0026nbsp;has been given a tapered section with the thicker section provided at mid section/ pier \u0026nbsp;and thinner section provided at mid\u003cstrong\u003e.\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e\u003cstrong\u003e3.4 Bridge Model \u003c/strong\u003e\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e 3.5 Loading on a Bridge :\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe load actings on a bridge are given by the Indian Road Congress (IRC). All of these have been mentioned below are taken in consideration for analysis.\u003c/p\u003e\n\u003cp\u003e1. Dead Load\u003c/p\u003e\n\u003cp\u003e2. Live Load (Class 70R and Class A)\u003c/p\u003e\n\u003cp\u003e3. Impact Load\u003c/p\u003e\n\u003cp\u003e4. Wind Load\u003c/p\u003e\n\u003cp\u003e5. Thermal Effect\u003c/p\u003e\n\u003cp\u003e6. Seismic Load\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003ePretension:\u003c/strong\u003e \u003c/p\u003e\n\u003cp\u003eThe pretensioning of cables has been done with the help of a Midas\u0026rsquo;s inbuilt function known as unknown load factor. The procedure of cable pretensioning is such that at first we put a nominal pretensioning to the cables say 1KN and then the keeping the deflection of deck in check/under control we get the load factors from the software say 3000. These factors are then multiplied with our initial pretension given to the cables by us, in this case 1KN. It means that in order to keep the deck in predefined deflection the total pretension in the cables need to be 3000KN. The loading of stresses has been done in such a way that loads are equal from both sides as given in table no. 3. \u003c/p\u003e\n\u003cdiv\u003e\n \u003ctable border=\"1\" cellspacing=\"0\" cellpadding=\"0\" width=\"481\" class=\"fr-table-selection-hover\"\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 50%;\"\u003e\n \u003cp\u003eCable No.\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 50%;\"\u003e\n \u003cp\u003ePretension (KN)\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 50%;\"\u003e\n \u003cp\u003e15100, 15200, 25100, 25200\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 50%;\"\u003e\n \u003cp\u003e300\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 50%;\"\u003e\n \u003cp\u003e15101, 15201, 25101, 25201\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 50%;\"\u003e\n \u003cp\u003e700\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 50%;\"\u003e\n \u003cp\u003e15102, 15202, 25102, 25202\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 50%;\"\u003e\n \u003cp\u003e1100\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 50%;\"\u003e\n \u003cp\u003e15103, 15203, 25103, 25203\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 50%;\"\u003e\n \u003cp\u003e1600\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 50%;\"\u003e\n \u003cp\u003e15104, 15204, 25104, 25204\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 50%;\"\u003e\n \u003cp\u003e2100\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 50%;\"\u003e\n \u003cp\u003e15105, 15205, 25105, 25205\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 50%;\"\u003e\n \u003cp\u003e2500\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 50%;\"\u003e\n \u003cp\u003e15106, 15206, 25106, 25206\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 50%;\"\u003e\n \u003cp\u003e3000\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 50%;\"\u003e\n \u003cp\u003e15107, 15207, 25107, 25207\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 50%;\"\u003e\n \u003cp\u003e3200\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 50%;\"\u003e\n \u003cp\u003e15108, 15208, 25108, 25208\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 50%;\"\u003e\n \u003cp\u003e3200\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd valign=\"top\" style=\"width: 50%;\"\u003e\n \u003cp\u003e15109, 15209, 25109, 25209\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd valign=\"top\" style=\"width: 50%;\"\u003e\n \u003cp\u003e3200\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n \u003c/table\u003e\n\n\u003cp\u003eTable No. 3\u003c/p\u003e"},{"header":"Result and Discussion","content":"\u003cp\u003eIn this section the efficient results in the form of graphs are presented for different cable arrangement viz Harp shape, Semi-Harp shape, Fan shape under Final Load (Considering Gravity load, Temperature load, Moving Load, Impact load, Wind load \u0026amp; Seismic load).\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e4.1 Displacement : \u003c/strong\u003e\u003c/p\u003e\u003cp\u003eIn this section the efficient results in the form of graphs are presented for different cable arrangement viz Harp shape, Semi-Harp shape, Fan shape under Final Load (Considering Gravity load, Temperature load, Moving Load, Impact load, Wind load \u0026amp; Seismic load).\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e4.1 Displacement : \u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003ea) \u003cu\u003eDisplacement in Upper Pylon :\u003c/u\u003e\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eFrom the Fig. 8. displacement in upper pylon for harp shape CSB is less by 2.63% and 7.02% than semi-harp and Fan shape CSB.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eb)\u003cu\u003e Displacement in Deck:\u003c/u\u003e\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eFrom the Fig. 8. displacement in deck for fan shape CSB is less by 2.10% and 9.09% than Harp and semi-harp shape CSB.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e4.2 Cable Force:\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eCable Force in cable for semi-harp shape CSB is less by 1.41% and 2.47% than Fan and Harp shape CSBas shown in fig. 9.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e4.3 Moment in Deck \u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eBending Moment In Deck for Fan shape CSB is less by 6.46% and 5.6% than Harp and Semi-harp shape CSB.\u003c/p\u003e"},{"header":"Conclusion","content":"\u003cp\u003e\u0026nbsp; \u0026nbsp; \u0026nbsp; \u0026nbsp; In this study, an implementation of four types of cables arrangement for the design of the cable stayed bridges have been introduced considering fan, harp, radial and star arrangements. The shear force, bending moment and deflection for four types of cable-stayed bridges are compared with each other and the result of comparisons are reported.\u003c/p\u003e\n\u003cul\u003e\n \u003cli\u003eDeflection in upper pylon is much less for Harp shape CSB as compared to Semi-Harp and Fan shape CSB indicates better lateral stiffness in the pylon.\u003c/li\u003e\n \u003cli\u003eDeflection in deck \u0026nbsp;is less for Fan shape CSB ensures better serviceability.\u003c/li\u003e\n \u003cli\u003eCable force in cable is much lesser for Semi-Harp shape CSB as compared to Harp and Fan shape CSB.\u003c/li\u003e\n \u003cli\u003eReaction Force in Semi-Harp shape Cable Stayed Bridge is Less compared to Harp and Fan shape CSB.\u0026nbsp;\u003c/li\u003e\n \u003cli\u003eThe Fan-type CSB shows the lowest bending moment as compared to Harp and Semi-Harp CSB.\u0026nbsp;\u003c/li\u003e\n\u003c/ul\u003e\n"},{"header":"Declarations","content":"\u003cp\u003e\u003cstrong\u003e\u003cu\u003eFunding\u003c/u\u003e\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003e\u0026ldquo;The authors declare that no funds, grants, or other support were received during the preparation of this manuscript.\u0026rdquo;\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e\u003cu\u003eData Availability Statement\u003c/u\u003e\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eThe datasets generated and/or analysed during the current study are not publicly available as they were obtained through laboratory experiments conducted by the authors, but are available from the corresponding author on reasonable request.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e\u003cu\u003eConsent to Participate declaration\u003c/u\u003e\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eNot applicable\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e\u003cu\u003eConsent to Publish declaration\u003c/u\u003e\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eNot applicable\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e\u003cu\u003eEthics declaration\u003c/u\u003e\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eNot applicable.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e\u003cu\u003eCompeting Interest Declaration:\u003c/u\u003e\u003c/strong\u003e\u003cbr\u003e\u0026nbsp;The author declares that there are no competing interests related to this paper.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e\u003cu\u003eAuthors Contribution\u003c/u\u003e\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eAll authors contributed to the study. The conceptualization, material preparation, data collection, analysis, and manuscript writing were carried out by Sagar Yadav, Associate Prof. U. L. Deshpande supervised the work, provided guidance, and reviewed the manuscript. All authors read and approved the final manuscript.\u003c/p\u003e\n\n"},{"header":"References","content":"\u003col\u003e\n\u003cli\u003eArora, I., Rajinder Singh, E., \u0026amp; Pandit, P. (2008). A REVIEW ON THE STUDY OF CABLE STAYED BRIDGES. International Research Journal of Engineering and Technology, 1104. www.irjet.net\u003c/li\u003e\n\u003cli\u003eDhilawala, F. S., \u0026amp; Tarachandani, D. R. (n.d.). Effect of Dynamic Load Analysis on Pylon Configurations of Cable Stayed Bridges (Vol. 2). www.ijariie.com\u003c/li\u003e\n\u003cli\u003eGarg, P. (n.d.). Analysis of Cable Stayed Bridge for Different Structural Model. www.ijert.org\u003c/li\u003e\n\u003cli\u003eJames, S., Jeena, V., \u0026amp; Tech, E. M. (n.d.). \u003cem\u003eDynamic Response of Radial, Fan and Harp Type of Cable Stayed Bridges Due to Moving Load and Earth Quake Load\u003c/em\u003e. www.ijert.org\u003c/li\u003e\n\u003cli\u003eJanbandhu, N. K., \u0026amp; Gaikwad, S. (2018). \u003cem\u003eStudy and Analysis of Cable Stayed Bridges Using STAAD Pro\u003c/em\u003e (Vol. 5). JETIR. www.jetir.org\u003c/li\u003e\n\u003cli\u003eJankar, Y. B., \u0026amp; R, S. M. (2008). Time-History Analysis of a Cable Stayed Bridge for Various Spans and Pylon Height. \u003cem\u003eInternational Research Journal of Engineering and Technology\u003c/em\u003e, 166. www.irjet.net\u003c/li\u003e\n\u003cli\u003eNadkarni, P. R., Salunke, P. J., \u0026amp; Narkhede, T. (2015). Analytical Investigation of Cable Stayed Bridge using Various Parameters. \u003cem\u003eInternational Journal of Recent Technology and Engineering\u003c/em\u003e. www.ijrte.org\u003c/li\u003e\n\u003cli\u003eParmar, V., \u0026amp; Parikh, K. B. (2015). Effect of Pylon Height on Cable Stayed Bridge. In \u003cem\u003eIJSTE-International Journal of Science Technology \u0026amp; Engineering |\u003c/em\u003e (Vol. 1, Issue 11). www.ijste.org\u003c/li\u003e\n\u003cli\u003eSanjay D, Ashwini L. K, Sangamesh L. Allur, \u0026amp; Sanjay N, Sunil M. (2020). Analysis of Different Types of Cable Arrangement in Cable Stayed Bridge with Different Material Properties using STAAD Pro. \u003cem\u003eInternational Journal of Engineering Research And\u003c/em\u003e, \u003cem\u003eV9\u003c/em\u003e(05). https://doi.org/10.17577/IJERTV9IS050812\u003c/li\u003e\n\u003cli\u003eYadav, M., \u0026amp; Majumdar, K. (n.d.). IJESRT INTERNATIONAL JOURNAL OF ENGINEERING SCIENCES \u0026amp; RESEARCH TECHNOLOGY BEHAVIOR ANALYSIS OF STAYED BRIDGE WITH DIFFERENT CABLE ARRANGEMENT USING STAAD PRO. \u003cem\u003eInternational Journal of Engineering Sciences \u0026amp; Research Technology\u003c/em\u003e, \u003cem\u003e109\u003c/em\u003e. https://doi.org/10.5281/zenodo.1282009\u003c/li\u003e\n\u003cli\u003eVarghese, S. J., \u0026amp; Edayadayil, J. B. (2015). Dynamic Response of Radial, Fan and Harp Type of Cable Stayed Bridges Due to Moving Load and Earth Quake Load International Journal of Engineering Research \u0026amp; Technology, 3(29), 1-9.\u003c/li\u003e\n\u003cli\u003eSanjay D, Ashwini L. K, Sangamesh L Alur, Sanjay N, Sunil M (2020). Analysis Of Different Types Of Cable Arrangements In Cable Stayed Bridge With Different Material Properties Using STAAD Pro. International Research Journal of Engineering and Technology. 2278-0181\u003c/li\u003e\n\u003cli\u003eN. Krishna Raju. (1998). Bridge Design (THIRD EDIT). https://doi.org/2001\u003c/li\u003e\n\u003cli\u003eGuruprasad D (2016), \u0026ldquo;Comparison of Two Planes and Three Planes Cable Configuration Of Cable Stayed Bridge\u0026rdquo;, International Research Journal of Engineering and Technology, Volume: 03 Issue: 09,PP: 1029-1031.\u003c/li\u003e\n\u003cli\u003eIRC:6-2017. (2017). Standard Specifications and Code of Practice for Road Bridges.\u003c/li\u003e\n\u003cli\u003eIRC:112-2020. (2020). Code of Practice for Concrete Road Bridges.\u003c/li\u003e\n\u003c/ol\u003e"}],"fulltextSource":"","fullText":"","funders":[],"hasAdminPriorityOnWorkflow":false,"hasManuscriptDocX":true,"hasOptedInToPreprint":true,"hasPassedJournalQc":"","hasAnyPriority":true,"hideJournal":true,"highlight":"","institution":"","isAcceptedByJournal":false,"isAuthorSuppliedPdf":false,"isDeskRejected":"","isHiddenFromSearch":false,"isInQc":false,"isInWorkflow":false,"isPdf":false,"isPdfUpToDate":true,"isWithdrawnOrRetracted":false,"journal":{"display":true,"email":"[email protected]","identity":"researchsquare","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":true,"externalIdentity":"","sideBox":"","snPcode":"","submissionUrl":"/submission","title":"Research Square","twitterHandle":"researchsquare","acdcEnabled":true,"dfaEnabled":false,"editorialSystem":"","reportingPortfolio":"","inReviewEnabled":false,"inReviewRevisionsEnabled":true},"keywords":"Cable Stayed Bridge (CSB), Stay Cables, Pylon, Cable Arrangement, Harp Shape, Semi-Harp Shape, Fan Shape","lastPublishedDoi":"10.21203/rs.3.rs-7265181/v1","lastPublishedDoiUrl":"https://doi.org/10.21203/rs.3.rs-7265181/v1","license":{"name":"CC BY 4.0","url":"https://creativecommons.org/licenses/by/4.0/"},"manuscriptAbstract":"Among all the types of bridges the cable stayed bridge are basically opted for long spans and aesthetics. These bridges showed stability, desirable use of structural materials, aesthetic in view, comparatively low design and maintenance cost point of view, and providing efficient structural characteristics. The cable-stayed bridges are ideal for ranges longer than cantilever bridges and shorter than suspension bridges. This is where cantilever bridges would quickly become heavier if the range were stretched, while suspension bridge cabling would not be more conservative if the range were abbreviated. The Pylon deals with compressive forces. Pylons are mostly loaded with by compression where concrete pylons are more economical. Tension occurs along the cable lines. Reinforced concrete girder design for Deck member ranges from 200m to 400m are generally considered economical. Multiple design choices are available for Designer and Architecture. Cable Stayed Bridge act as self-supporting structure (In case of minor damage, cable snap). Analysis result will be useful for designer so as to get best geometry of cable arrangement. Here in this study. Cable Stayed Bridge is analyzed with 3 different cable arrangements for single pylon and thereafter it is concluded that Semi-Harp shape Cable Stayed Bridge is more effective configuration compared to Harp and Fan shape Cable Stayed Bridge. This study presents a comparative structural analysis of cable-stayed bridges using three different cable patterns: fan, harp, and semi-harp. The objective is to evaluate the structural behavior and efficiency of each arrangement under similar geometric and loading conditions. A uniform bridge geometry with fixed pylon height, span lengths, and deck configuration is adopted for all cases to ensure consistency. Finite element modeling and analysis are conducted using MIDAS Civil, focusing on key parameters such as bending moment, shear force, axial force, deck deflection, and pylon forces. The results highlight the influence of cable arrangement on the distribution of internal forces and overall bridge performance.","manuscriptTitle":"Comparative analysis of Cable Stayed Bridge with different cable arrangements","msid":"","msnumber":"","nonDraftVersions":[{"code":1,"date":"2025-08-18 08:20:17","doi":"10.21203/rs.3.rs-7265181/v1","editorialEvents":[{"type":"communityComments","content":0}],"status":"published","journal":{"display":true,"email":"[email protected]","identity":"researchsquare","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":true,"externalIdentity":"","sideBox":"","snPcode":"","submissionUrl":"/submission","title":"Research Square","twitterHandle":"researchsquare","acdcEnabled":true,"dfaEnabled":false,"editorialSystem":"","reportingPortfolio":"","inReviewEnabled":false,"inReviewRevisionsEnabled":true}}],"origin":"","ownerIdentity":"afb9b137-2c88-4cf1-bc86-4f4c0a9e56ee","owner":[],"postedDate":"August 18th, 2025","published":true,"recentEditorialEvents":[],"rejectedJournal":[],"revision":"","amendment":"","status":"posted","subjectAreas":[],"tags":[],"updatedAt":"2025-08-18T08:20:17+00:00","versionOfRecord":[],"versionCreatedAt":"2025-08-18 08:20:17","video":"","vorDoi":"","vorDoiUrl":"","workflowStages":[]},"version":"v1","identity":"rs-7265181","journalConfig":"researchsquare"},"__N_SSP":true},"page":"/article/[identity]/[[...version]]","query":{"redirect":"/article/rs-7265181","identity":"rs-7265181","version":["v1"]},"buildId":"8U1c8b4HqxoKbykW_rLl7","isFallback":false,"isExperimentalCompile":false,"dynamicIds":[84888],"gssp":true,"scriptLoader":[]}