Research Article  Open Access
Lifan Huang, Bin Luo, Mingmin Ding, Chunshui Zhang, Yangjie Ruan, "A Cumulative Expansion ForceFinding Method for SuspensionCable Truss Composite Structure", Advances in Civil Engineering, vol. 2020, Article ID 8828658, 13 pages, 2020. https://doi.org/10.1155/2020/8828658
A Cumulative Expansion ForceFinding Method for SuspensionCable Truss Composite Structure
Abstract
Suspensioncable truss composite structure is a new type of cablestrut structure which combines the conventional cable structure with the rigid truss. By laying rigid roofing slabs, this composite structure offsets most effect of the wind suction, reduces the axial force of the stable cables, and reduces the large vertical displacement effectively when compared with conventional cable trusses. For this new structure, the deformation relevance between adjacent substructures results in a nonindependent and stable union. To effectively and precisely find the cable forces of a suspensioncable truss composite structure for the construction completion state, a proper optimization order and a suitable selection of the substructures are necessary. In this paper, the structural mechanical characteristics of the suspensioncable truss composite structure are introduced at first, to reveal the force transmission path between adjacent substructures. Secondly, the cumulative expansion forcefinding method (CEFM) is proposed to obtain the optimal mode of the cable force distribution with a suitable operational efficiency. A numerical example is introduced and analyzed to verify the accuracy and feasibility of this method afterwards. The results show that CEFM could find out the optimal cable force distribution of the suspensioncable truss composite structure, with a geometry shape of whole structure and a rational stress level of all the components.
1. Introduction
The prestressed cable truss is a typical cablestrut structure [1], which is generally composed of two prestressed cables, several short compression struts, and a steel roof grid. The combination of the prestressed cables and the steel grid gives the overall structure external rigidity and make it an entire to resist relatively larger external load than conventional steel roofs. Due to its large clearance and strong spanning capacity, cable trusses have been widely used in many airports and exhibition centers, such as Shenzhen Bao’an Stadium (Figure 1(a)) [2], Ukraine National Sports Complex “Olympiysky” (Figure 1(b)), and Yueqing stadium (Figure 1(c)) [3]. Moreover, the bottom cablestrut system could be arranged in two orthogonal directions, which makes the whole structure suitable for rectangular, circular, elliptical, or other complex structural forms.
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Different from rigid structures (i.e., singlelayer latticed shell or suspend domes) [4–6], a cable truss is mainly composed of flexible cables, which directly bear roof loads, and compression struts, which exist in the ocean of tension cables [7]. The sectional stiffness of the cable itself is very small, leading to large outofplane deformation of the cables under small external loads. However, if pretension forces of the cables have been built in advance, a relatively larger overall stiffness will be established in the cablestrut system, which will reduce the overall displacement of the overall structure. Therefore, the static response of a cable truss is in some means determined by the prestress level of the bottom cablestrut system. For flexible tension structures, the prestress level in the cable system determines the geometric stiffness, the bearing capacity, and the applicability of the structure. If the prestress level is too low, it is not conducive to form the structural stiffness, and the bearing capacity is also insufficient. On the contrary, if the prestress level is too high, the reaction forces of the supports will be very large, which will bring about unnecessary consumption of the material dosage.
In recent years, extensive morphological studies have been conducted on cablestrut structures. Based on the Maxwell criterion [8] and the linear algebra tool, Pellegrino and Calladine conducted research on the selfstress mode of the cable dome system. After that, Pellegrino and Calladine put forward the theory of balance matrix in 1984, which laid the foundation for the analysis of the internal force of the strut system structure and successfully solved the balance equation and the selfstress mode of the strut system result by using the singular value decomposition method [9]. Kangwai and Guest determined the selfstress mode and mechanism of Geigertype cable dome by using the block decomposition balance matrix and then proposed the feasible prestress concept of a tensegrity structure. Furthermore, by taking the minimum sum of the initial selfstress mode combination coefficient of the structure as the goal and using the linear programming method, they carried out the optimal design of a cablestrut structure [10]. Based on the principle that all cables are under tension, all struts are under compression; the concept of overall feasible prestress was put forward by using the selfstress mode, obtained by the balance matrix method. Moreover, the integral feasible prestress equation was solved by using the haushold transformation to obtain the overall feasible prestress of the cable dome structure under the single selfstress mode [11]. By using the theory of structural equilibrium matrix and the algorithm of algebraic singular value decomposition, Lin et al. presented the objective selection optimization method through the decomposition transformation and combination operation of a structural modal matrix, which realized the feasible prestress distribution solution of cablestrut tension structure system with multiple selfstress modes conveniently and successfully applied this method to the cable truss structure in annular space [12]. What’s more, Zhou et al. modified the existing double singular value decomposition method using the proposed scheme that could provide an initial group classification being helpful to decrease the undesirable numbers of prestress states, which could be proved effective and accurate in saddleshaped roof structure [13]. In addition, considering the symmetry of the structure, Dong and Yuan et al. proposed a simple algorithm for the initial internal force finding of honeycombtype cable dome on the basis of the node balance theory [14]. In the field of finding form and force simultaneously, the force density method and dynamic relaxation method play an important role [15]. Schek firstly introduced the concept of force density to deform the node balance equation, turning the complex solution of nonlinear equation group into an independent solution of the firstorder equation group, which largely reduces the complexity of calculation [16]. Vassart and Motro et al. brought forward analytical method after a lot of calculation and analysis on the basis of the force density method. They solved the balance matrix by using the Gauss elimination method, which solved the problem of rank deficiency finding of the node balance matrix of the force density method and takes the lead in applying the force density method to the formfinding research of the tensegrity structure [17]. Based on the research of Schek and Motro, Zhang and Ohsaki proposed the selfadaptive density method based on the eigenvalue analysis and spectral decomposition of the force density matrix. In the iterative calculation, the force density matrix was automatically adjusted to constantly find the required rank deficiency value, which solved the problem that the force density method was difficult to be applied to the structures with massive cable and strut elements [18]. Based on the selfadaptive density method, Tran and Lee adjusted the iterative strategy, gave the iterative calculation method which could be applied to the super stable structure, and successfully carried out the form finding analysis on the cablestrut system and the tensegrity structure [19, 20]. Guo et al. introduced the idea of “Firstly, find the forces of cables through the determined form of the cablenet. Secondly, find the actual form through the cable forces found in the first step.” into the force density method, which solved the problem of poor convergence occurred in the force density method and successfully realized the formfinding analysis of saddleshaped cablenet structure [21]. More recently, Ding and Luo introduced the operation principle of the nonlinear force method into the dynamic relaxation method and proposed the nonlinear dynamic finite element theory [22].
The above studies are mainly focused on the circular cablestrut structures with the light membrane surface, with less attention on cable truss structures, especially the suspensioncable truss composite structure with a heavy roofing system. Different from the network structures, a unit of the suspensioncable truss composite structure is composed of two mutually perpendicular substructures in the horizontal direction; these two substructures share the load of the upper roof, and both are need to be pretensioned. For this kind of composite structure, a proper initial cable force distribution is the key point that needs to be obtained, while existing studies mainly lie in the rigid structure [23].
Considering these aspects, the cumulative expansion forcefinding method (CEFM) is proposed in this paper to find the initial cable force distribution of the suspensioncable truss composite structure. Due to the fact that adjacent cables are closely related in the process of force finding; it is difficult to find the initial forces of the cables one by one. CEFM divides the cables into several substructures at first, finds the forces of cables in each substructure afterwards, and combines the substructures into a whole. At last, the suspensioncable truss composite roof of Shijiazhuang International Exhibition Center is taken as a calculation example, the target of forcefinding analysis is given, and the iterative process is carried out. The results proved the feasibility and accuracy of the theory.
2. Configuration of SuspensionCable Truss Composite Structure (SCTCS)
A conventional cable truss structure is made of upper loadbearing cables, bottom stable cables, and middle struts (or cables). The loadbearing cables are the main components to bear external roofing loads, while the stable cables are mainly used to ensure the stability of the loadbearing cables and resist the wind loads. Therefore, whether the layout of the overall structure is parallel or circular, outofplane auxiliary members are needed to form the spatial form of cable trusses. Different from rigid grids, the stiffness of conventional cable truss is primarily attributed to pretension. The level of prestress not only affects the geometric configuration but also determines the applicability and loadbearing capacity of the entire structure. Wang et al. [24] indicated that the nodal vertical displacement increases linearly with an increasing, uniform external load. In this case, the controlling factor of the conventional cable truss is the large nodal deformations of the structure, not the material strength of the components, leading to a waste of the mechanical properties of the highstrength cables and struts.
In contrast, a SCTSC consists of a singlelayer single curved surface suspension structure and a bottom cablestrut system, as shown in Figure 2. The bottom cablestrut units could be divided into two main parts: the main bearing structure in the longitudinal direction, and the secondary bearing structure in the transverse direction. External loads from the upper roof would be transferred to a singlelayer single curved surface suspension structure at first, then to the secondary bearing structure, and to the main bearing structure afterwards. Consequently, with the addition of the bending stiffness contributed by the singlelayer single curved surface suspension structure, an SCTCS can produce a relatively higher bearing capacity with the same prestress level than conventional cable trusses. Meanwhile, the existence of cable truss can effectively improve the outofplane stability of the singlelayer suspension structure, which generates enough geometric stiffness for the overall structure to bear the heavy roofing panels laid on the top and could further improve the overall stiffness to reduce the overall deformation.
The main bearing structure of SCTSC is a twodimensional plane structure, which is composed of main suspension cables (MC1), outer inclined cables (MC2), landing vertical cables (MC3), upper chord pipes (UCP), lower chord pipes (LCP), selfanchor stocks (SAS), vertical struts (VS), and Ashaped pillars, as displayed in Figure 3. The detailed description of these components is listed as follows:(1)Ashaped pillar is a concretefilled steel tube structure, with the bottom fixed to the foundation, and each main bearing structure has two Ashaped supporting pillars, as shown in Figure 3(b).(2)MC1 transfers the roof load from the cable truss to the top of the Ashaped pillars. The horizontal component of tension force in MC1 is balanced by the outer inclined cable; the vertical component of inclined cable force is balanced by the landing vertical cable, while the horizontal component of inclined cable force is balanced by selfanchored stock.(3)VS, illustrated in Figure 3(c), is a boxsectional component, which connects the UCPs, the LCPs, the middle SASs, and the main suspension cables. They are also part of the main loadbearing components that transmit the loads from the cable truss to the main suspension cables.(4)UCPs, LCPs, and SASs are all roundsectional tubes. Among these three members, SASs connect the lower end of the outer inclined cable at both ends of the main bearing structure to balance the horizontal component of the outer inclined cable force and have the largest dimension, while the sizes of UCPs and LCPs, which do not directly bear loads are smaller.
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The secondary loadbearing structure (Figure 4) is a cable truss structure, which consists of loadbearing cables (C1), stable cables (C2), slings (C4), side inclined cables (C3), side columns, and swing columns. According to the direction, external loads can be divided into the vertical downward load (such as selfweight of the components) and vertical upward load (such as wind suction load). The secondary bearing structure can be divided into three parts: loadbearing cable system, stable cable system, and balanced cablestrut system. The detailed description of these components is listed as follows:(1)Loadbearing cable system is a kind of catenary suspension cable (i.e., the top chord cable of the cable truss), which is designed to bear vertical downward loads. External roof loads could be effectively transferred to the main loadbearing structure through C1 with its horizontal component balanced by the landing inclined cable on the outside.(2)Stable cable system includes a convex stable cable and vertical slings, which bears part of upward wind load and improves the stability of loadbearing cable.(3)Balanced cablestrut system includes the side columns and the side inclined cables; they are designed to balance the horizontal components of both the loadbearing cable and the stable cable. The side columns are a kind of compression rod, constrained by the bottomhinged ends.
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Furthermore, due to that, the resultant force of the wind suction load is straight up, while the selfweight of the roofing plates is straight down; heavy rigid roofing panels could be selected for SCTCS to offset most of the upward wind load and reduce the burden of the stable cable system. Therefore, the weight of heavy load roof panels is an important factor, which makes a large impact on the line shape of the entire structure.
3. The Cumulative Expansion ForceFinding Method
According to the characteristics mentioned above, deformation of each substructure of SCTCS will influence other ones, which means that there is not a single independent and stable substructure for the SCTCS. For example, the main loadbearing structure needs the secondary loadbearing structure to maintain its outofplane stability. Meanwhile, the secondary loadbearing structure is connected to the main loadbearing structure, and the loadbearing cables, stability cables, side columns, and landing cables of the main loadbearing structure are interdependent to maintain the balance. Thus, multiple forcefinding objectives should be set to guarantee the accuracy of finding pretension distribution in each substructure and to avoid the chaotic phenomenon of cable force distribution in the forcefinding process.
To achieve the goal of performing forcefinding analysis to find the completed construction state of the SCTCS, the cumulative expansion forcefinding method (CEFM) based on the fractionalstep finiteelement method [25] is introduced. Different from existing studies, the geometric relationship of the structure itself and the force transfer path combined with the optimization order of the cable forces of each substructure are fully considered in CEFM. The analysis steps of the present method are as follows:(1)Define the coordinates of all the structural nodes in the construction completion state. Then, built the finite element model, according to the construction completion state. Apply the gravity, other necessary loads, and corresponding constraints to the boundary nodes. Define the iterative convergence conditions.(2)Substructure division and solution order, as illustrated in Figure 5: Step 1. Constrain the vertical displacement U_{z} and horizontal displacement U_{x} (i.e., along the direction of the secondary bearing structure) of the upper and lower nodes of the main bearing struts. Define that the vertical displacement of node A and node B (i.e., the nodes in the middle of the cable span), as shown in Figure 5(a), U_{zA} and U_{zB} to be 0 as the goal to perform the forcefinding analysis of the cable system C1_{b} and C2_{b}. Step 2. Release the horizontal constraints of the main bearing structure and constrain the horizontal displacement of the upper and lower nodes of the side columns in the direction of the secondary bearing structure. Take the horizontal displacement of the upper and lower nodes C, D, E, and F of the main bearing structure struts to be 0 (i.e., U_{xC} = U_{xD} = U_{xE} = 0) as the goal to conduct the forcefinding analysis of the cable system C1_{a} and C2_{a}. Step 3. Release the horizontal constraints of the side columns. Take the horizontal displacement of the upperend nodes G and H of the side columns to be 0 (i.e. U_{xG} = U_{xH} = 0) as the goal to carry out the forcefinding analysis of the cable system C3. Step 4. Release the vertical constraint of the main bearing struts and constrain the horizontal displacements of the top nodes of the Ashaped pillars along the direction of the main bearing structure. Take the average vertical displacement of the top node of the main bearing structure struts to be 0 as the goal to carry out the forcefinding analysis of the cable system MC1. Step 5. Release the horizontal constraints of the Ashaped pillars and constrain the vertical displacement of the end node of the anchor rod. Take the horizontal displacement of the top nodes c and d of the Ashaped pillars to be 0 (i.e., U_{yc} = U_{yd} = 0) as the goal to carry out the forcefinding analysis of the cable system MC2. Step 6. Release the vertical constraints of the selfanchored stocks and take the vertical displacements of the end nodes e and f of the selfanchored stocks to be 0 (i.e., U_{ze} = U_{zf} = 0) as the goal to carry out the forcefinding analysis of the cable system MC3.(3)Iterative calculation of substructure:
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Preparation: apply a set of equivalent temperature groups [ΔT_{1}], [ΔT_{2}],…, [ΔT_{k−1}], and [ΔT_{k}] to the corresponding cables. Among them, temperature groups 1 to (k − 1) are calculated from the distribution of balanced cable forces in substructure 1 to (k − 1) after the completion of force finding through equation (2). And if the first substructure is analyzed, this step is skipped.
First iteration: apply a group of equivalent temperatures [] to the k^{th} substructure, meanwhile the corresponding constraints for the (k − 1) substructure are released. The nonlinear finite element analysis solution is carried out to obtain the target response value of the substructure (the target response value could be deformation, stress, and cable force. In this paper, the deformation value is taken as the target response value). The convergence conditions set in advance are compared, as shown in the following equation:
If the convergence condition is satisfied, the iteration is terminated. If not, the second step of iteration is started.
Second iteration: apply the equivalent temperatures [] transformed from the cable force distribution generated by iteration 1 through equation (2) to the k^{th} substructure. Then, carry out nonlinear finite element analysis to obtain the target response value of the substructure, which is compared with the convergence conditions set in advance, as shown in equation (3). If the convergence conditions are met, the iteration is completed. If the convergence conditions are not met, the third step of iteration is started.
The i^{th} iteration: apply the equivalent temperatures [] transformed from the prestress distribution generated by iteration (i − 1) through equation (2) to the k substructure. Then, carry out nonlinear finite element analysis to obtain the target response value of the substructure . If meets the convergence condition expressed by equation (4), the target initial equilibrium cable force distribution of the k substructure . If not, the (k + 1) step of iteration is started.
After the iterative force finding of all substructures, the nonlinear finite element solution of the whole structure is carried out to obtain a group of balanced cable forces, which is the objective initial balanced cable force distribution that we have been seeking for.
4. Calculation Example
4.1. Summary of the Structure
Shijiazhuang International Exhibition Center is located in Zhengding new area, northeast of the center of Shijiazhuang, China (Figure 6). The planned land area of the project is 64.4 hectares, with a total construction area of 356000 m^{2}. This project is composed of three standard exhibition halls (A, C, and E), one large exhibition hall (D), and one conference center (B) in the core area. The total length is about 648 m, and the total width is about 352 m.
The main structure system of the exhibition halls (i.e., A, C, D, and E) on the ground is a suspensioncable truss composite structure. The overall structure includes main loadbearing structure, secondary loadbearing structure, purlin structure, and roof panel. The main loadbearing structure is selfanchored suspension structure, the secondary loadbearing structure is cable truss structure, and the purlin structure includes purlins, supports, and braces.
The main structure of hall D has a transverse length of 306 m and a longitudinal length of 137.5 m. The roof cornice elevation is +18.000 m, the ridge structure elevation is +28.650 m, and the clear indoor structure height is 13 m. The roof supporting system is composed of six Ashaped pillars in the middle and 18 side supporting columns at the end of the exhibition hall. The transverse space between Ashaped pillars is 108 m, and the longitudinal space is 105 m. The distance between the edge supporting pillars at the end of the exhibition hall and the Ashaped pillars is 36 m, and the distance between the edge supporting pillars is 15 m.
4.2. Analysis Software, Models, and Parameters
(1)Analysis software: finite element analysis software ANSYS 12.0.(2)Analysis model: establish the finite element model according to the ideal model under the dead load.(3)Analysis load: In addition, the weights of cable clamps and cable heads are calculated, respectively, according to the dimensions and added in the form of node loads considering the additional coefficient of node selfweight of 1.05 (note: the total weight of the main purlin and roof system is 1 kN/m^{2}).(4)Support constraints: the supports at the bottom of Ashaped pillars are fully constrained, and the rest are hinge constraints.(5)Elastic modulus: the elastic modulus of steel members is 2.06 × 10^{5} MPa, and the elastic modulus of cables is 1.6 × 10^{5} MPa.
4.3. ForceFinding Target
Generally, the optimization of the initial pretension forces of the cables should meet the following requirements:(1)The whole structure must reach the required configuration after the initial pretension forces are applied.(2)The size and distribution of the prestress level should fulfill the requirements of member stresses and deformations of the structure under external loads, which means the requirements of ultimate limit state and normal use limit state, specified in the Eurocode 3(EN 1993111:2006) [26] should be met.(3)The pretension forces of the cables, with the same location and specifications in different substructures, should be the same.
In addition, the prestress level should be as low as possible when the above requirements are met. Too high prestress level will result in too large internal friction, and it is also difficult to deal with the connection nodes.
The overall goal is as follows: in the state of dead load, the cable forces could perfectly balance the structure dead loads, and the deformation of the whole structure should be natural. The specific target parameters are shown in Table 1.
 
In this paper, “construction completed state” is defined as cable tensioning, main purlin and roof installation, support unloading, and swing column installation are completed. 
4.4. Results and Discussion
The numbers of all concerned nodes are shown in Figure 7, and the detailed results are shown in the following table.
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As is shown in Table 2 and Figure 8, the maximum downwards deflection of the main bearing structure’s inner span strut nodes is 9.6 mm, and the deflection span ratio is 0.09‰; The maximum upwards deflection of the main bearing structure’s inner span strut nodes is 10.5 mm, and the deflection span ratio is 0.1‰; The average upwards deflection of all inner span strut nodes of the main bearing structure’s is 1.2 mm, and the average deflection span ratio is 0.09‰. This shows that the forcefinding target of the main suspension cables with the goal that average vertical displacement of the inner span top strut nodes is 0 mm is achieved.

From Tables 3 and 4 and Figure 8, it could be found that the maximum displacement of selfanchor stocks end is 0.9 mm and all vertical deformations of main truss selfanchor stocks end nodes vibrate around zero. These indicate the goal that the vertical displacement of the selfanchor stocks’ (SAS) ends is 0 mm is achieved, which is the forcefinding target of landing vertical cables (MC3). And the vertical displacement of loadbearing cables (C1) of secondary loadbearing structure ranges from −11.4 mm to 7.9 mm, and the vertical displacement of C1 is close to 0 mm, which achieves the goal that the midspan vertical displacement of secondary bearing structure is close to 0 mm.


As it is shown above, the deformation of the top of the main bearing structure strut and the middle span of the secondary bearing structure is very small, almost zero, which can accurately ensure that the position of the structure under the initial cable forces obtained from the forcefinding analysis can accurately meet the design and use requirements.
Tables 5 and 6 display that the cable forces of MC2 are 11600 kN and 11700 kN, respectively, which have a proper distribution and can meet the expected forcefinding goal as listed in Section 4.3. Table 7 indicates that the forces finding the result of side inclined cables (C3) of the secondary loadbearing structure range from 3440 kN to 5840 kN, which also have a proper distribution can meet the expected forcefinding goal as listed in Section 4.3. Furthermore, Figure 9 directly shows the cable forces distribution of all cables of the secondary loadbearing structure under the action of found initial cable force distribution. It could be directly concluded that, under the action of the found initial cable forces, the inner forces of the same cable type in the whole structure are almost the same, which could make cable design and selection convenient, and reduce the difficulty of cable force control during cable tension construction.



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From Table 8, it can be concluded that the displacement of the main bearing structure is less than 1/2000 of the span of the main bearing structure, and the displacement of the secondary bearing structure is less than 1/1000 of the span of the secondary loadbearing structure. The equivalent stress of the steel structure is 116.1 MPa and 175.1 MPa, respectively. From Table 7, it can be seen that the internal force of chord and selfanchored stocks of the main bearing structure is −9497.1∼−6701.0 kN and the equivalent stress is 0.0∼175.1 MPa, both of which are in the elastic stage. The internal force level of each cable system and the stress level of each component of the whole structure are in a very reasonable state, which shows that, under the action of the initial cable force distribution, each node of the structure has been fully and efficiently exerted.

5. Conclusions
In this paper, a new method of force finding called the cumulative expansion forcefinding method is proposed for the new type suspensioncable truss composite structure. Firstly, the characteristics of the suspension cabletruss composite structure are discussed (i.e., the deformations of the substructures of suspension cable truss structure are closely related to each other, which means that there is no single independent and stable local substructure). Based on this, a cumulative expansion forcefinding method is proposed. This method can flexibly divide and analyze the substructure according to the force transferring mechanism and structural characteristics, and allow the setting of multiple groups of force finding convergence goals according to different substructures. Finally, based on the actual Shijiazhuang Exhibition Center Exhibition D, the force finding analysis is carried out by using ANSYS finite element software.
The following conclusions could be drawn from the result of the finite element analysis:(1)Under the action of the found initial cable force distribution, the cable forces of the same cable type are almost the same; the internal force level of each cable system and the stress level of each component of the whole structure are in a very reasonable state, and the deformation of the top of the main bearing structure strut and the middle span of the secondary bearing structure is very small, almost zero, which means that the found initial cable force distribution can fully meet the design and use requirements.(2)The confusion in the force system during the analysis could be effectively avoided through the setting of multiple substructures and the corresponding convergence conditions, which greatly save the analysis time and improve the accuracy of the force finding analysis.
Therefore, the cumulative expansion forcefinding method is suitable for the force finding analysis of suspensioncable truss composite structure.
Data Availability
The forcefinding results and fem model 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
This work was supported by the Natural Science Foundation of Jiangsu Province, Grant no. BK20190753, and the Natural Science Foundation of the Jiangsu Higher Education Institutions of China no. 18KJB560011.
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