Research Article  Open Access
A Simplified Calculation Method of Length Adjustment of Datum Strand for the Main Cable with Small Sag
Abstract
In order to overcome the complicated iterative process of the cable length adjustment based on catenary theory and large error of length adjustment for cable with a small sag based on the parabola theory, this paper firstly develops a direct and simply calculation method based on parabola theory, considering the influence of elastic elongation on the cable unstressed length, which can apply for datum strand of the main cable and catwalk bearing rope with a small sag to improve the construction accuracy of the datum strand of suspension bridges. Then, the applicability of the proposed cable length adjustment formula under different conditions of the sagspan ratio is analyzed and compared with other calculation methods based on the theory of catenary or parabola. Finally, numerical examples are presented and discussed to illustrate the accuracy and efficiency of the proposed analytical method.
1. Introduction
Cablesupported structures such as suspension bridges have been recognized as the most appealing structures due to their aesthetic appearance as well as the structural advantages of the cables [1–6]. It is well known that cables cannot behave as structural members until large tensioning forces are induced. Therefore, in order to design a cablesupported structure economically and efficiently, it is extremely important to determine the optimized initial cable tensions or unstrained lengths.
Generally, designers cannot determine the initial shape arbitrarily when cable structures are considered. The initial shape is determined to satisfy the equilibrium condition between dead loads and internal member forces including cable tensions in the preliminary design stage, because cable members display strongly geometric nonlinear behaviors and the configuration of a cable system cannot be defined in the stressfree state. The process determining the initial state of cable structures is referred to as “shape finding,” “form finding,” or “initial shape or initial configuration’’ [7–13].
Cables in cablesupported structures present highly nonlinear behavior, so there have been various studies of the cables. Cable analysis can be separated into two categories: parabolic approach and catenary approach.
The catenary approach aims at obtaining the exact solutions of cable behavior. This approach was originally presented by O’Brien and Francis [14]. Irvine et al. subsequently derived the flexibility matrix of a twodimensional inclined cable [15, 16]. For the analysis of suspension bridges, threedimensional catenary cable elements were later developed by several researchers [11, 17]. In particular, there are two catenarytype analytical elements available which can be used to model the cables with a large sag in suspension bridges: (1) inextensible catenary elements: the cable elements adopted are infinitely stiff in the axial direction and cannot experience any increment of the length; (2) elastic catenary elements: an elastic catenary curve is defined as the curve formed by a perfectly elastic cable, which obeys Hooke’s law and has negligible bending resistance when suspended from its ends and subjected to gravity.
In contrast, the parabola approach provides an approximate solution. To account for a cable’s sag effect, Ernst proposed the equivalent modulus of elasticity for a parabolic cable [18]. The simplicity of Ernst’s formula has made it widely used not only in the research field but also for practical designs of cablesupported structures such as suspension bridges. Later, Ren et al. [19] proposed a twodimensional horizontal parabolic cable element that includes the vertical stiffness as well as the horizontal stiffness determined by Ernst’s formula.
Generally, the main cable should be erected before the installation of the main girder for earthanchored suspension bridges; the configuration of the main cable under construction stage is very important. In order to reach the initial configuration of the main cable, the configuration of the datum strand should be controlled precisely. The key to precise control is how to calculate the cable length adjustment and what is the relationship between cable length adjustment ΔS and sag adjustment Δf [20].
Based on the abovementioned cable analysis approaches, the cable length adjustment can be calculated using a parabolic or catenary approach. The calculation of cable length adjustment based on catenary theory can provide exact results, but a complicated iterative method must be used [20]. The calculation formula of cable length adjustment based on quasicatenary theory (adopt inextensible catenary elements) can represent explicitly by the ratio (c) of applied distribution load to the horizontal component of cable force, but the solution of c also need to use a complicated iterative method. The cable length adjustment based on parabola theory is a direct method, but the error of the adjustment amount is large when the sag is small (generally, the sagspan ratio is less than 1/30), since the effect of elastic elongation on the unstressed cable length of the cable strand is not considered.
In order to overcome the complicated iterative process of the cable length adjustment based on catenary theory and large error of length adjustment for cable with small sag based on the parabola theory, we aim to find a simple and direct calculation method having both high search efficiency and accuracy. This paper starts from the basic principle of parabolic theory, considering the influence of elastic elongation on the unstressed cable length, and establishes a simplified and direct calculation method which can apply for datum strand of the main cable and catwalk bearing rope with a small sag. Then, the applicability of cable length adjustment formula based on parabolic theory is analyzed under different conditions of sagspan ratios. Finally, numerical examples are presented and discussed to illustrate the accuracy and efficiency of the proposed analytical method.
2. The Complete Solution of Unstressed Cable Length Based on Parabolic Theory
2.1. Basic Equations
Following the theory of Irvine [15] and on the basis of the assumption of a parabolic cable, the selfweight is distributed uniformly along the horizontal direction, and the ratio of the sag at the midpoint to the horizontal length is kept relatively small, that is, 1/8 or less. Furthermore, the cable’s cross section, elastic modulus, and density are considered to be constant along its length, and the cable is under a small strain. The geometry of an inclined parabolic cable considered in this study is shown in Figure 1; a uniform cable is suspended between two rigid supports with a horizontal distance of l, a vertical height difference of h, a sag of f at midspan, and subjected to a uniform distributed load q along the horizontal length of the cable; the value of q can be calculated as follows:where is the elastic modulus of the suspension cable; and are the crosssectional area and the density of the suspension cable, respectively; and is the horizontal angle of the connecting line between two ends of the suspension cable.
Based on a parabolic configuration, the cable ordinate with respect to the xaxis, shown in Figure 1, is expressed as follows:
The sag is calculated from , in which is the horizontal component of the cable force, because represents the total weight, and its value does not vary as the shape changes and it can be replaced by the selfweight per unit unstressed length multiplied by the unstressed length . Thus, the sag can be expressed as follows:
The total length S and its elastic elongation ΔS_{q} of a parabolic cable (stressed cable length) can be presented as equations (4) and (5), along with equations (2) and (3):where .
Therefore, the unstressed length S_{0} can be determined as follows:
2.2. Relationship between Cable Length Adjustment and Sag Variation
We consider the unstressed length S_{0} in equation (6) as a function of cable sag f; differentiating equation (6) with respect to , we getwhere , , , , and .
3. Simplified Calculation of Cable Length Adjustment Based on Parabola Theory
3.1. Traditional Simplified Cable Length Adjustment Formula without considering the Effect of Elastic Elongation
The total length S of parabolic cable in equation (4) can be expanded as series of () in the following equation, and only the first two items are adopted [21]:Equation (8) is called the traditional simplified cable length formula without considering the effect of elastic elongation.
Differentiating equation (8) with respect to , we obtainEquation (9) is the traditional simplified cable length adjustment formula without considering the effect of elastic elongation, only the first two items of the expansion series are considered, and the value of is required small enough (less than 1/8) to ignore the highorder terms. The literature [22] pointed out that the error is relatively large when calculating the cable length adjustment of the side span (the sag is small) using equation (9).
3.2. Improved Cable Length Formula considering the Effect of Elastic Elongation
Similarly, expanding the first item of the right side in equation (6) as series of () and considering the effect of elastic elongation, adopting the first two items, we getEquation (10) is called the improved cable length formula considering the effect of elastic elongation.
Differentiating equation (10) with respect to , we obtainEquation (11) is the simplified cable length adjustment formula considering the effect of elastic elongation; we call equation (11) as simplified cable length adjustment formula I. The latter two items at the right side of equation (11) consider the effect of elastic elongation.
3.3. Further Improved Cable Length Formula considering the Effect of Elastic Elongation
Generally, the density and elastic modulus of parallel steel wires (or steel stands) are 80 kN/m^{3} and 2.0 × 10^{5} MPa, respectively; substituting them into equation (11), we getwhere the unit of the span and height is meter.
Let cable length adjustment tolerance (Δ(ΔS)) be less than 1 mm. For the midspan of a suspension bridge, if we set Δf = 200 mm, cos θ ≈1, l ≤ 3000 m, the effect of the third item in the right side of equation (12) on the cable length adjustment is , which is much smaller than (Δ(ΔS)); therefore, the third item can be ignored in this condition. For the side span, if we set Δf = 100 mm, l ≤ 1000 m, and cos θ ≥ 1/3 (generally, suspension bridges satisfied these conditions), then the effect of the third item in the right side of equation (12) on the cable length adjustment is , which is also much smaller than (Δ(ΔS)), thus, the third item can be ignored.
Therefore, for stay cables in a cablestayed bridge or main cable in both middle and side span of a suspension bridge, the third item in the right side of equation (12) or equation (11) can be ignored.
Thus, equation (11) can be further simplified asEquation (13) is the further simplified cable length adjustment formula considering the effect of elastic elongation; we call equation (13) as simplified cable length adjustment formula II.
From equation (13), when the first item in the right side plays a leading role, it can be found that the smaller the f/l, the faster the variation for the sag at midspan. However, when the first item in the right side can be ignored, the second item plays a leading role and the sag at midspan changes more slowly with the cable length if the value of f/l is small enough.
Similarly, equation (12) is further simplified to the following equation for a suspension cable which is made of parallel steel wires (or steel stands):
3.4. Calculation of Cable Length Adjustment
The cable length adjustment amount (ΔS) is expressed as follows if the sag difference (Δf) is known:where (or ) is the average value of (or ) when f is changed from to (i.e.), in which is the sag before adjustment and is the target sag adjustment. Since the average value is not easily obtained, it usually is replaced by the value of at [19, 21]. If sag difference () is relatively large, the value of changes obviously when the sag changes from f_{0} to f_{0} + Δf; thus, the value of is taken as the value of at the midpoint of the interval , i.e., at [19].
4. Applicability of Traditional Simplified Cable Length Adjustment Formula for Small SagSpan Ratio
4.1. Cable in the Middle Span
Let and and in equation (14) , thenThe unit of l in equation (16) is meter.
Equation (16) shows the applicable range of traditional simplified cable length adjustment for midspan. When the ratio of sag to span in midspan is larger than the critical value , the traditional simplified equation for cable length adjustment meets the accuracy requirements. And is proportional to and inversely proportional to .
As long as the requirement of is not too strict, the length adjustment of datum strand cable for most suspension bridges can meet the requirement of equation (16), so the traditional simplified cable length adjustment equation can be adopted in midspan. Take the datum strand cable at midspan in Huangpu Suspension Bridge as an example, the horizontal distance , the sag at midspan , and let ; substituting them into equation (16), we get . Thus, equation (16) can be satisfied.
4.2. Cable in the Side Span (or the Main Cable of the Suspension Bridge with a Single Tower)
Let and in equation (14), , thenThe unit of l in equation (17) is meter. Equation (17) shows the applicable range of traditional simplified cable length adjustment for side span. When the ratio of sag to span in the side span is larger than the critical value , the traditional simplified equation for cable length adjustment meets the accuracy requirements. And is proportional to and inversely proportional to and .
When the value of adopts an acceptable value satisfying engineering accuracy, the length adjustment of datum strand cable at side span can be calculated by equation (13) and the calculated value by the second item in equation (13) will be smaller or larger than the value of ; therefore, the length adjustment of datum strand cable at side span should be calculated considering the influence of elastic elongation.
From equations (16) and (17), it can be found that the sagspan ratio should not be too small when traditional simplified cable adjustment formulas are used without considering the influence of elastic elongation.
5. Numerical Examples
5.1. Example 1
A flexible cable in References [23, 24] was adopted as an example; the geometrical and material parameters are as follows: l = 210.925 m; h = 110.485 m; E = 2.0 × 10^{5} MPa; f_{0} = 1.082276 m; A = 0.011 m^{2}; γ = 72.5 kN/m^{3}; and Δf = 67.357 mm. The unstressed cable length S_{0} and cable length adjustment ΔS will be solved. The calculation results by a perfect solution of parabola theory, improved simplified formula, traditional simplified formula, quasicatenary theory, and the theory of catenary are shown in Table 1.

It can be found that for the suspension cable with f/l = 1/194.5, h/l = 0.524, and l = 210.925 m, unstressed cable length calculation using perfect solution of parabola theory has enough accuracy, as well as the improved simplified formula (but with the increase of sagspan ratio, the calculation error for unstressed cable length gradually increases since improved simplified method only adopts the first two items in the expansion series); cable length adjustment amount calculation using perfect solution of parabola theory, improved simplified formulas I and II, has sufficient accuracy; the absolute error does not exceed 1 mm, while the relative error does not exceed 2.5%; but the calculation absolute error is large using traditional simplified method, especially the error of cable length adjustment is too large to be accepted.
5.2. Example 2
The calculation error of length adjustment for datum strand in the middle span using traditional and improved simplified formula was compared in this example.
The known conditions for a datum strand in the middle span of the Guangzhou Huangpu suspension bridge [20] (Figure 2) are as follows: l = 1105.622 m; h ≈ 0; E = 2.02 × 10^{5} MPa; and γ = 78.495 kN/m^{2}. Comparison of length adjustment results of datum strand in the middle span with different sag to span ratio under the condition that the sag f was reduced 20 cm (Δf = −20 cm) as shown in Table 2.

5.3. Example 3
The calculation error of length adjustment for datum strand in the side span using traditional and improved simplified formula was compared in this example.
The known conditions for a datum strand in the side span of the Guangzhou Humen suspension bridge [22] are as follows: l = 298 m; h = 96.798; E = 2.0 × 10^{5} MPa; and γ = 78.358 kN/m^{2}. Comparison of the calculation results of length adjustment for datum strand in the side span with different sag to span ratio under the condition that the sag f was reduced 8.7 cm (Δf = −8.7 cm) as shown in Table 3.

From Tables 2 and 3, the following can be found:(1)The applicable range of sag to span ratio for four solutions based on parabola theory is different. There is no lower limit of sag to span ratio for the methods of the perfect solution of parabola theory, improved simplified formulas I and II, but the lower limit for traditional simplified formula is about 1/30. The upper limit for the perfect solution of parabola theory is the highest for all four solutions; the upper limit for other three simplified formula is about 1/8, since those three methods ignore the effect of highorder items of expansion series. The calculation error of length adjustment for datum strand by the methods of perfect solution of parabola theory, improved simplified formulas I and II, is less than 4% for the suspension cable whose sagspan ratio is less than 1/8.(2)From the calculation results by the methods of the perfect solution of parabola theory, the improved simplified formula I and II, the finding “the smaller the sagspan ratio, the faster the sag variation in midspan with the change of cable length” is right only in a certain range of sagspan ratio.
6. Engineering Application
6.1. Bridge Overview
Lishui Bridge on the expressway from the city of Zhangjiajie to Huayuan is a suspension bridge with a single span, two towers (no hangers at two side spans), and steel truss girders [24]. The deck system uses a composite section with steelstiffened girder and concrete slab. The main cable is arranged with dimensions (200 + 856 + 190) m; the ratio of sag to span is 1/10 at the main span; the bridge uses 69 pairs of hangers; the standard spacing of these hangers is 12 m; and the distance from the end hanger to the tower is 20 m. The bridge arrangement is shown in Figure 3.
6.2. Cable Length Adjustment
The sag of the datum strand and catwalk bearing rope at both main span and side span were corrected according to the cable length adjustment calculated using the modified simplified formula II to get the target sag. The elevation error of the erection of datum strand and catwalk bearing rope is less than 1 cm, much higher than the required accuracy in construction specifications.
Table 4 lists target geometry parameters of the datum strand and catwalk bearing rope at the main span and side span in Zhangjiajie direction. In addition, the main mechanical parameters of catwalk bearing rope and datum strand are listed in the following: the density γ of catwalk bearing rope and datum strand are 123.9 kN/m^{3} and 77 kN/m^{3}, respectively, and the elastic modulus of catwalk bearing rope and datum strand are 1.21 × 10^{5} MPa and 1.96 × 10^{5} MPa, respectively.

Table 5 shows cable length adjustment process of the datum strand and catwalk bearing rope at the main span and the side span in Zhangjiajie direction from the beginning to the target state using different methods. The calculated results indicate that the cable length adjustment can quickly reach the goal with high accuracy using the improved simplified formula II.

7. Conclusions
(1)The improved simplified formulas considering the influence of elastic elongation on the cable unstressed length was derived for a suspension cable with small sag to develop parabola theory of cable analysis.(2)In comparison with the catenary theory (exact method) and quasicatenary theory, three proposed cable length adjustment formulas considering the effect of elastic elongation are direct calculation methods which do not need iteration and programming. Especially for improved simplified formula II, the calculation work is further reduced.(3)The applicability and accuracy of three proposed cable length adjustment formulas at both middle and side span for suspension bridges were verified through numerical examples and practical engineering projects.(4)The sag variation rate with the change of cable length depends on sagspan ratio, when the sagspan ratio is greater than a certain value (such as 1/60); the smaller the sagspan ratio, the faster the sag variation at the middle span with the change of cable length; however, when the sagspan ratio is less than a certain value (such as 1/60), the smaller the sagspan ratio, the slower the sag variation at middle span with the change of cable length.
Data Availability
The data used to support the findings of this study are included within the article.
Conflicts of Interest
The authors declare that they have no conflicts of interest.
Acknowledgments
The authors acknowledge funding from the National Natural Science Foundation of China (Nos. 51778069, 51308070, and 51378080), National Basic Research Program of China (973 Program, No. 2015CB057702), and Key Discipline Fund Project of Civil Engineering of Changsha University of Sciences and Technology (18ZDXK06 and 13KA04).
References
 A. Pugsley, The Theory of Suspension Bridges, Arnold Ltd, London, UK, 2nd edition, 1968.
 N. J. Gimsing and C. T. Georgakis, Cable Supported Bridges: Concept and Design, Wiley, New York, NY, USA, 3rd edition, 2012.
 P. Clemente, G. Nicolosi, and A. Raithel, “Preliminary design of very longspan suspension bridges,” Engineering Structures, vol. 22, no. 12, pp. 1699–1706, 2000. View at: Publisher Site  Google Scholar
 N.K. Hong, H.M. Koh, and S.G. Hong, “Conceptual design of suspension bridges: from concept to simulation,” Journal of Computing in Civil Engineering, vol. 30, no. 4, Article ID 04015068, 2016. View at: Publisher Site  Google Scholar
 F. Xu, M. Zhang, L. Wang, and Z. Zhang, “Selfanchored suspension bridges in China,” Practice Periodical on Structural Design and Construction, vol. 22, no. 1, Article ID 04016018, 2016. View at: Publisher Site  Google Scholar
 J. He, Y. Liu, and B. Pei, “Experimental study of the steelconcrete connection in hybrid cablestayed bridges,” Journal of Performance of Constructed Facilities, vol. 28, no. 3, pp. 559–570, 2014. View at: Publisher Site  Google Scholar
 A. Hanaor, “Prestressed pinjointed structuresflexibility analysis and prestress design,” Computers and Structures, vol. 28, no. 6, pp. 757–769, 1988. View at: Publisher Site  Google Scholar
 H. Murakami, “Static and dynamic analyses of tensegrity structures. Part II. Quasistatic analysis,” International Journal of Solids and Structures, vol. 38, no. 20, pp. 3615–3629, 2001. View at: Publisher Site  Google Scholar
 R. Motro, “Tensegrity systems and geodesic domes,” International Journal of Space Structures, vol. 5, no. 34, pp. 341–351, 2016. View at: Publisher Site  Google Scholar
 K.S. Kim and H. S. Lee, “Analysis of target configurations under dead loads for cablesupported bridges,” Computers and Structures, vol. 79, no. 2930, pp. 2681–2692, 2001. View at: Publisher Site  Google Scholar
 H.K. Kim, M.J. Lee, and S.P. Chang, “Nonlinear shapefinding analysis of a selfanchored suspension bridge,” Engineering Structures, vol. 24, no. 12, pp. 1547–1559, 2002. View at: Publisher Site  Google Scholar
 Y. Sun, H.P. Zhu, and D. Xu, “New method for shape finding of selfanchored suspension bridges with threedimensionally curved cables,” Journal of Bridge Engineering, vol. 20, no. 2, Article ID 04014063, 2015. View at: Publisher Site  Google Scholar
 C. Li, J. He, Z. Zhang et al., “An improved analytical algorithm on main cable system of suspension bridge,” Applied Sciences, vol. 8, no. 8, p. 1358, 2018. View at: Publisher Site  Google Scholar
 W. O’Brien and A. Francis, “Cable movements under twodimensional loads,” Journal of Structural Division, ASCE, vol. 90, no. 3, pp. 89–123, 1964. View at: Google Scholar
 H. M. Irvine, Cable Structures, MIT Press, Cambridge, MA, USA, 1981.
 H. B. Jayaraman and W. C. Knudson, “A curved element for the analysis of cable structures,” Computers and Structures, vol. 14, no. 34, pp. 325–333, 1981. View at: Publisher Site  Google Scholar
 H.T. Thai and S.E. Kim, “Nonlinear static and dynamic analysis of cable structures,” Finite Elements in Analysis and Design, vol. 47, no. 3, pp. 237–246, 2011. View at: Publisher Site  Google Scholar
 H. J. Der Ernst, “Emodul von seilen unter berucksichtigung des durchhanges,” Der Bauingenieur, vol. 40, no. 2, pp. 52–55, 1965. View at: Google Scholar
 W. X. Ren, M. G. Huang, and W. H. Hu, “A parabolic cable element for static analysis of cable structures,” Engineering Computations, vol. 25, no. 4, pp. 366–384, 2008. View at: Publisher Site  Google Scholar
 H. Tan, S. Yuan, and R. Xiao, “The adjustment of datum strand of long span suspension bridges,” China Railway Science, vol. 31, no. 1, pp. 38–43, 2010, in Chinese. View at: Google Scholar
 W. He, “Study of construction control of longspan suspension bridge,” Ph.D. thesis, Zhejiang University, Hangzhou, China, 2003, in Chinese. View at: Google Scholar
 J. Wei, “Application of catenary solution in sag adjustment of suspension cable,” Steel Construction, vol. 21, no. 6, pp. 40–43, 2006, in Chinese. View at: Google Scholar
 J. Wei, R. Zhao, and H. Chen, “Static design of cable in cablestayed bridge,” Bridge Construction, no. 2, pp. 21–26, 1999, in Chinese. View at: Google Scholar
 C. Li, Static Nonlinear Theory and Practice of Modern Suspension Bridge, China Communication Press Co., Ltd., Beijing, China, 1st edition, 2014.
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Copyright © 2019 Jun He et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.