*Article* **Central Load-Bearing Control in the Construction Process of the Concrete Spherical Joint Nandu River Swing Bridge: A Case Study**

**Tao Liu 1,2, Jianfeng Fan 1,\* and Ziqiang Peng <sup>1</sup>**


**Abstract:** The rotating mechanism is a significant procedure in swing bridges. In this paper, the Nandu River swing bridge is taken as an engineering case study to exhibit the critical technology of the monitoring process and the construction method of the swing bridge. The research focuses on the central load-bearing control system used to guarantee the security of the construction process. The mechanical problems during the construction process are discussed. Simultaneously, the cable tension and gravity center test are introduced. The non-Hertz contact theory is utilized to calculate the stress distribution of the spherical joint. Furthermore, the overturning moment is computed to monitor the stability of the rotating system based on the stress distribution calculation of the spherical joint. The monitoring process of central load-bearing control is entirely exhibited and discussed. Concurrently, the calculating result of the real-time overturning moment reflects the stability of the rotating construction process, and adjustments are made to ensure the safety of construction. The results show that, during the cable tension process, the middle position of the main arch exhibited 162.3 mm maximum vertical displacement. Meanwhile, the fraction moment was greatly larger than the unbalanced moment. Furthermore, the maximum overturning moment value was 2094.38 kN·m, which was smaller than the resistance of the overturning moment. The present research demonstrates that the non-Hertz contact theory fits the calculation of spherical joint stress distribution. Simultaneously, the middle position of the main arch should be monitored to control the vertical displacement at the cable tensioning stages. The gravity center test and stability control of the rotating construction are the key steps to reaching central load-bearing control.

**Keywords:** swing bridge; bridge construction; cable tension; gravity center test; non-Hertz contact theory; stability control

### **1. Introduction**

A bridge is a structure built to span a physical obstacle (such as a body of water, valley, road, or rail) without blocking the way underneath. It is constructed for the purpose of providing passage over the obstacle, which is usually something that is otherwise difficult or impossible to cross [1,2]. The technology of rotating construction is an unusual building method caused by the surrounding topography and site of the bridge construction [3]. The rotating construction divides the bridge into two rotating systems (shown in Figure 1a) on each side of the bank or mountain. Then, the rotating system is separated from the temporary supports and rotated from the bridge axis to the butt at the proper time [4]. Several bridges have been built using rotating construction worldwide [5]. In recent decades, in order to reduce the impact on existing railway lines or municipal facilities, as well as cross valleys and other complex topographical sites, rotating construction has been widely utilized [6,7]. Consequently, the structure of the swing bridge rotating

**Citation:** Liu, T.; Fan, J.; Peng, Z. Central Load-Bearing Control in the Construction Process of the Concrete Spherical Joint Nandu River Swing Bridge: A Case Study. *Buildings* **2022**, *12*, 511. https://doi.org/10.3390/ buildings12050511

Academic Editors: Srinath Perera and Eva O.L. Lantsoght

Received: 28 February 2022 Accepted: 19 April 2022 Published: 20 April 2022

**Publisher's Note:** MDPI stays neutral with regard to jurisdictional claims in published maps and institutional affiliations.

**Copyright:** © 2022 by the authors. Licensee MDPI, Basel, Switzerland. This article is an open access article distributed under the terms and conditions of the Creative Commons Attribution (CC BY) license (https:// creativecommons.org/licenses/by/ 4.0/).

system has characteristics of large mass and ultra-long cantilevers. Therefore, to ensure the security of swing bridge construction, an investigation into central load-bearing control is needed. This procedure significantly influences the overturning moment during the rotating construction process.

**Figure 1.** (**a**) Rotating system and rotating construction process; (**b**) spherical joint.

Rotating construction is utilized in long-span swing bridges, and the superstructure of swing bridges commonly utilize long-span cantilever structures. However, they are easy to overturn and collapse during the rotating construction process [8]. During the rotating process, all the mass of the rotating system is applied to the upper rotating table, and lifting jacks push the upper rotating table to rotate the rotating system to a specific position of bridge arch closure. The rotating system and the spherical joint (Figure 1b) are hinged to the lower rotating table. Therefore, the fraction between the upper spherical joint and the lower spherical joint provides resistance to the structural overturn of the rotating system [9]. Therefore, the entire building process and the subsequent analysis of the swing bridge are important to bridging security. Simultaneously, unbalanced weight results in the gravity eccentric of the rotating system. The gravity eccentric can cause a large overturning moment, resulting in the overturn of the whole structure [10]. Alocci et al. [11] studied the lightweight swing bridge, and the main span of the bridge was 21.26 m. A feasibility study presented an asymmetric, cable-stayed, pedestrian swing bridge. However, the construction of bridges crossing valleys or rivers are of a larger scale. Therefore, the overturning moments are harder to control compared to lightweight swing bridges. At the same time, the overturning moment mainly appears at the spherical joint. The spherical joint [12] is the key component that bears the mass of all rotating systems. Generally, the steel spherical joint is utilized to undertake the gravity of the rotating system. However, the transportation and the installation of steel spherical joints are large challenges in mountainous area [13]. Therefore, ordinary reinforced concrete is often selected to be the material of the spherical joint. Meanwhile, the load capacity of reinforced concrete spherical joints is lower than that of steel spherical joints. Consequently, the distribution of contact stress on the spherical joint is a critical limit, depending on the allowable load capacity of the reinforced concrete material. Besides, the construction of other components is also important in the bridge construction process. Fuchs [4] studied the practical construction process of the El Ferdan Swing Bridge. Meanwhile, Watanabe et al. [14] characterized the whole construction process of the Yumeshima–Maishima Swing Bridge. However, the monitoring processes for the construction of these swing bridges were not presented in the studies. Furthermore, significant procedure testing details, including the determination of the gravity center of the rotating system, were not reported. Therefore, an overview of the entire construction process is necessary. The gravity center of the rotating system is the critical parameter to calculate the weight of the counterweight, and the distribution of contact stress on the surface is another important factor to ensure the central load-bearing of the special joint.

The objective of this research was to investigate central load-bearing control and the construction process of concrete spherical joint swing bridges. Concrete spherical joint contact stress is triggered by the weight of rotating system, so the non-Hertz contact theory can be applied in terms of the contact stress distribution of the concrete spherical joint. Before the rotating construction procedure, the gravity center test needs to be utilized to detect the gravity position of the rotating system after the cable tension stage. Subsequently, we propose a deducted formula based on non-Hertz contact theory to calculate the overturning moment during the rotating construction process. Meanwhile, the inclination monitoring system can be used on the back wall of the swing bridge to monitor the overturning moment in the process of the rotating construction in order to enhance the safety of the bridge construction.

### **2. Mechanical Problems of the Superstructure**

#### *2.1. Case Study Description*

The construction of the Nandu River Swing Bridge is taken as an engineering case study (shown in 0); the bridge is the largest concrete spherical joint swing bridge in China, spans 190 m (L0), and is located in the Enshi province. The sagitta height (F0) is 38 m and the F0/L0 ratio is 1/5. Meanwhile, the arch axis coefficient (m) is 1.988. The design speed of the bridge is 40 km/h. The rotating system is formed by the rigid skeleton and the bottom of the rigid skeleton is cast by the concrete. The back wall provides a balanced weight during the process of rotating construction. The reinforced concrete spherical joint is cast by C50 concrete. Detailed information, in terms of the back wall and the spherical joint, is presented in Sections 4 and 5. Figure 2 shows the bridge layout of the Nandu River Swing Bridge.

**Figure 2.** The layout of the Nandu River Swing Bridge (unit: m).

### *2.2. Construction Process of the Superstructure*

Fuchs [4] expounded on the construction process of swing bridges using a case study. However, the construction of the Nandu River Swing Bridge is different: the rotating system of the bridge is an asymmetrical superstructure. The construction process of the superstructure is shown in Figure 3. Detailed information is presented below.


kept in a low-security state; therefore, the closure procedure needs to be implemented immediately (Figure 3b);


**Figure 3.** Construction process (**a**) main arch construction; (**b**) cable tension; (**c**) rotating process; (**d**) closure of main arch; (**e**) pier and deck construction.

#### *2.3. Construction Process of the Concrete Spherical Joint*

An ordinary reinforced concrete spherical joint consists of upper and lower spherical joints. The surface of the lower spherical joint is made by the scraper tool, which is utilized to scrape the lower spherical joint repeatedly along the busbar before the final setting of concrete. In order to decrease the friction between the upper and lower spherical joints, they grind against each other to achieve identical surface morphology after the setting of concrete. Finally, special lubricant is smeared on the contact surface to reduce rotating friction.

#### *2.4. Non-Hertz Contact Theory of the Concrete Spherical Joint*

The non-Hertz contact theory calculation model is suitable for conformal contact; therefore, the contact force of the upper and lower spherical joint can follow the law of non-Hertz contact theory [15,16]. The initial clearance of the axisymmetric structure (shown in Figure 4) is: *S* = *A*1*x*2+*A*2*x*4+ ... + *Anx*2*n*+ .... Take the first two items; the other items can be ignored because they will not affect the results [17].

$$S = A\_1 \mathbf{x}^2 + A\_2 \mathbf{x}^4 \tag{1}$$

where *S* is the distance between two contact surfaces and *x* is the distance of the contact border to the contact circle center. In Equation (1), *A*<sup>1</sup> and *A*<sup>2</sup> are quadratic parabolic coefficients.

**Figure 4.** Sketch for analyzing the conformal contact joint with clearance.

For two-dimensional axisymmetric shapes in the form of *Anx*2*n*, the total load function and its pressure distribution curve are obtained [18]:

$$F\_n = \frac{4nE^\*A\_{nl}a^{2n+1}}{2n+1} \cdot \frac{2 \cdot 4 \cdot \cdots \cdot 2n}{1 \cdot 3 \cdot \cdots \cdot (2n-1)}\tag{2}$$

$$p\_n(\mathbf{x}) = \frac{nE^\* A\_n a^{2n-2}}{\pi} \cdot \left[\frac{2 \cdot 4 \cdot \cdots \cdot 2n}{1 \cdot 3 \cdot \cdots \cdot (2n-1)}\right]^2 \cdot \left\{ \left(\frac{\mathbf{x}}{a}\right)^{2n-2} + \frac{1}{2} \left(\frac{\mathbf{x}}{a}\right)^{2n-4} + \dots + \frac{1 \cdot 3 \cdot \cdots \cdot (2n-3)}{2 \cdot 4 \cdot \cdots \cdot (2n-2)}\right\} (a^2 - \mathbf{x}^2)^{\frac{1}{2}}\tag{3}$$

where *Fn* is the total load, *a* is the contact bandwidth, *E*∗ is the equivalent modulus of elasticity, and *An* is the coefficient of *x*2*n*.

$$\frac{1}{E^\*} = \frac{1-\mu\_1^2}{E\_1} + \frac{1-\mu\_2^2}{E\_2} \tag{4}$$

$$A\_2 = \frac{R\_2^3 - R\_1^3}{8R\_1^3 R\_2^3} \tag{5}$$

where *E*<sup>1</sup> and *E*<sup>2</sup> are the elastic modulus of two elastic bodies, respectively; *μ*<sup>1</sup> and *μ*<sup>2</sup> are the Poisson's ratio of two elastic bodies, respectively; and *R*<sup>1</sup> and *R*<sup>2</sup> are the radii of the contact surfaces, respectively.

The resultant force *F* and stress distribution *p*(*x*) can be solved by using *n* = 2 with Equations (2) and (3).

$$F = \frac{64}{15} E^\* A\_2 a^5 \tag{6}$$

$$p(\mathbf{x}) = \frac{128E^\*A\_2a^2}{9\pi} \cdot [\left(\frac{\mathbf{x}}{a}\right)^2 + 1] \cdot (a^2 - \mathbf{x}^2)^{\frac{1}{2}} \tag{7}$$

Equation (6) can be rewritten, yielding the contact bandwidth *a* as:

$$a = \sqrt[5]{\frac{15F}{64E^\*A\_2}}\tag{8}$$

### **3. Cable Tension**

### *3.1. Objective of Cable Tension*

After the building procedure of the upper rotating table, back wall, and main arch, the weight of the main arch structure is not transferred to the position of the upper spherical joint [6]. The buckle cable and pulling cable are anchored alternately (Figure 5a), and are able to gradually transfer the weight of each part to the spherical joint position. The stages of cable tension are from a to k, which are shown in Figure 5. At stage a, the pulling cables are anchored. Then, the buckle cables are anchored at stage b. After stage a and b, the tension of pulling cables increases at stage c. Subsequently, the tension of the buckle cable increases at stage d. To prevent the cracking of the concrete back wall caused by too much tension in the cables, the tension of the pulling cables and buckle cables are increased alternately in the following stages of cable tension until stage k. The complete rotating system (Figure 5b) is formed by the construction procedure to ensure that the back wall concrete does not exceed the affordability of the tensile and compressive stresses.

**Figure 5.** (**a**) Cable tension stage; (**b**) cable tension measurement.

### *3.2. Results of Cable Tension*

During the cable tension process, the vertical displacement of the main arch must be monitored constantly. The vertical displacement monitoring positions are shown in Figure 6. The sensors for displacement testing were installed at every steel pipe welding position in our case study, because the joint position is the place where deformation is most likely to occur.

**Figure 6.** Vertical displacement monitoring position.

The results of the vertical displacements (No. 10, 19, 27, 36, and 38) during the cable tension stage are shown in Table 1. As can be seen, No. 19 had the largest vertical displacement during the cable tensioning process. This was due to the gravity and tensioning process bending the middle part of the arch. Special attention to the middle position of the main arch is recommended during the cable tensioning process.



### **4. Gravity Center Test**

*4.1. Mechanism of Gravity Center Test*

4.1.1. Frictional Moment *Mf* Larger Than the Unbalanced Moment *Mg*

When *Mf* > *Mg*, there will be no rotation in the rotating system after the dismantlement of temporary constraint (cable system); therefore, the frictional moment of the spherical joint resists against the unbalanced moment of the rotating system, and the entire system stays in a stable state.

When the lifting force is increased on the left side, the static friction force of the rotating system becomes a dynamic friction force at a specific *P*<sup>1</sup> value. At this time, the lifting moment (*P*1*L*1) is equal to the sum of the friction moment (*Mf*) and the unbalanced moment (*Mg*= *Ge*), and the spherical joint rotates instantaneously and slightly. Meanwhile, the data of the vertical and horizontal displacement sensors change instantaneously and

significantly. Therefore, the lifting force *P*<sup>1</sup> is increased to the maximum value. Here, the eccentric is supposed at the left side of the rotating system (Figure 7).

$$P\_1 L\_1 - G\varepsilon = M\_f \tag{9}$$

where *P*<sup>1</sup> is the lifting force of the spherical joint rotated instantaneously on the left side of the rotating system, *L*<sup>1</sup> is the arm of the lifting force, *e* is eccentric, *G* is the weight of the rotating system, and *Mf* is the frictional moment.

**Figure 7.** Lifting force on the left side of the rotating system.

When applying the lifting jack on the right side of the rotating system and increasing the lifting force, the static friction force of the rotating system becomes a dynamic friction force at a specific *P*<sup>2</sup> value. At this time, the lifting moment (*P*2*L*2) is equal to the sum of the friction moment (*Mf*) and the unbalanced moment (*Mg*= *Ge*). The spherical joint rotates instantaneously and slightly. Just as before, the data of the vertical and horizontal displacement sensors change instantaneously and significantly. Therefore, the lifting force *P*<sup>2</sup> is increased to the maximum value (Figure 8).

**Figure 8.** Lifting force on the right side of the rotating system.

$$P\_2L\_2 + Ge = M\_f \tag{10}$$

where *P*<sup>2</sup> is the lifting force of the spherical joint rotated instantaneously on the right side of the rotating system, and *L*<sup>2</sup> is the arm of the lifting force.

Combining Equations (9) and (10):

$$\sigma = \frac{P\_1 L\_1 - P\_2 L\_2}{2G} \tag{11}$$

$$M\_f = \frac{P\_1 L\_1 + P\_2 L\_2}{2} \tag{12}$$

$$M\_{\mathcal{K}} = G\varepsilon \tag{13}$$

$$
\mu = \frac{M\_f}{RG} \tag{14}
$$

where *μ* is the static friction coefficient and *R* is the radium of the spherical joint.

The traction force of the rotating construction according to the standard [19]:

$$T = \frac{2\mu RG}{3D} \tag{15}$$

where *D* is the arm of the traction force.

4.1.2. Frictional Moment *Mf* Less Than the Unbalanced Moment *Mg*

When *Mf* < *Mg*, the frictional moment of the spherical joint is not enough to resist against the unbalanced moment of the rotating system after the dismantlement of temporary constraint; therefore, the foot falls on the slideway are supported.

When the supporting foot is on the slideway, the lifting jack is applied only on the same side of the supporting foot (Figure 9). When the lifting force is increased, the static friction force of the rotating system becomes a dynamic friction force at a specific *P*<sup>1</sup> value. At this time, the lifting moment (*P*1*L*1) is equal to the sum of the friction moment (*Mf*) and the unbalanced moment (*Mg*). The spherical joint rotates instantaneously and slightly. Meanwhile, the data of the vertical and horizontal displacement sensors change instantaneously and significantly. Therefore, the lifting force *P*<sup>1</sup> increases to the maximum value.

$$P\_1 L\_1 - G\varepsilon = M\_f \tag{16}$$

**Figure 9.** Lifting force on the left side of the rotating system.

Continuing the test, the lifting force on the left side starts to decrease (Figure 10). Keeping the lifting force in the declining state, the dynamic friction force of the rotating system becomes a static friction force at a specific *P* value. At this time, the spherical joint rotates instantaneously and slightly. Just as before, the data of the vertical and horizontal

displacement sensors change instantaneously and significantly. Therefore, the lifting force *P* decreases to the minimum value.

**Figure 10.** Lifting force on the right side of the rotating system.

$$\mathcal{G}\varepsilon - \mathcal{P}\mathcal{L}\_1 = \mathcal{M}\_f \tag{17}$$

where *P* is the declining lifting force of the spherical joint rotated instantaneously at the right side of the rotating system.

Combining Equations (16) and (17):

$$c = \frac{(P\_1 - P)L\_1}{2G} \tag{18}$$

$$M\_f = \frac{(P\_1 - P)L\_1}{2} \tag{19}$$

The other parameters are the same as Equations (13)–(15).

### *4.2. Analysis of Engineering Results*

### 4.2.1. Measuring Sensors

In order to ensure the accuracy of the test results, the computer synchronous control lifting equipment was used in the gravity center test. The lifting force of two pieces of lifting equipment were controlled at the same time, and the displacement measurement was carried out to guarantee the accuracy of the test. The test equipment is shown in Figure 11.

**Figure 11.** (**a**) Lifting system; (**b**) displacement sensors.

#### 4.2.2. Position of Sensors

The layout of the gravity center test instruments is shown in Figure 12. Four lifting jacks were placed on both sides of the bridge rotating system to test the critical load during the gravity center test. The maximum load of each lifting jack was 4000 kN.

**Figure 12.** Position of the sensors.

### 4.2.3. Gravity Center Test Results

When the temporary constraints of the rotating system were lifted all the dial indicator readings remained unchanged, i.e., the rotating system did not rotate, so it was known that the system belonged to the situation of *Mf* > *Mg*. The test results with the lifting jacks on both sides are shown in Figure 13.

**Figure 13.** (**a**) Force–displacement curve of the main arch side; (**b**) force–displacement curve of the back wall side.

As can be seen from Figure 13a, the abrupt change point value *P*<sup>1</sup> of the main arch side during the lifting process was 1107.5 kN. As can be seen from Figure 13b, the abrupt change point value *P*<sup>2</sup> of the back wall side during the lifting process was 2695.79 kN. We used Equations (9)–(15) to calculate the related parameters (shown in Table 2).


**Table 2.** Calculation results of the rotating system.

#### **5. Stability Control of the Rotating Construction**

*5.1. Overturning Moment of Rotating Construction*

The eccentricity of the rotating system produces the overturning moment of the complete rotating system when the gravity center is not at the axis of the spherical joint center. Because the rotating process is the most crucial and dangerous step of the rotating bridge's construction, the inclination of the rotating system should be monitored in real time while the rotating construction is in progress [20]. The change in obliquity angle can be used to track the rotating system's overturning moment. Figure 14 depicts the relationship between the overturning moment and the slope of the back wall:

The overturning moment and rear-wall inclination angle are calculated using the following formula:

$$M\_1 = Ge$$

$$
\varepsilon = l \sin \delta \tag{21}
$$

where *M*<sup>1</sup> is the overturning moment, *M*<sup>2</sup> is the resistance of the overturning moment, i.e., the frictional moment of the spherical joint, *e* is eccentricity, *Fy* is the supporting force, *G* is the gravity of the back wall, *l* is the center of gravity of the rotating system, and *δ* is the obliquity of the back wall.

As depicted in Figure 15, the swing bridge's overturning resistance system consists of an annular slideway, several supporting feet, and a locating pin. The overturning resistance moment is generated by the friction moment of the spherical joint when the rotating bridge's supporting foot is not in contact with the ground. When the supporting foot touches the ground, the rotating system's overturning resistance capacity reaches its apex, and the supporting foot functions as the last barrier in the overturning resistance system.

**Figure 15.** Resistance system of the overturning moment. R is the radius of spherical joint; R' is the plane radius of spherical joint; α is the angle of the outer edge of the spherical joint; θ is the angle of the spherical joint.

### *5.2. Formula Deduction of Overturning Moment Resistance*

Figure 16a depicts the spherical joint's geometry and the size of the spherical joint is presented in Figure 16b.

**Figure 16.** (**a**) The geometry of spherical joint; (**b**) upper (left) and lower (right) spherical joints (unit: mm).

There is microfrictional resistance *f*<sup>1</sup> on micro plane A, which can be estimated as follows:

$$df\_1 = \mu \sigma ds\tag{22}$$

where *ds* = *R*<sup>2</sup> sin *θdθdγ* and *μ* is the friction coefficient. Therefore:

$$df\_1 = \mu \sigma R^2 \sin \theta d\theta d\gamma \tag{23}$$

The overturning moment *M*<sup>2</sup> has a resistance of:

$$dM\_2 = Ldf\_1 = L\mu \sigma R^2 \sin \theta d\theta d\gamma \tag{24}$$

where *L* is the overturning arm; for each micro plane *L* = (*R* cos *θ*) <sup>2</sup> + (*R* sin *θ* sin *γ*) 2 ; and Equation (7) is:

$$
\sigma = \frac{128E^\* A\_2 a^2}{9\pi} \cdot \left(\frac{x^2 + y^2}{a^2} + 1\right) \cdot (a^2 - x^2 - y^2)^{\frac{1}{2}}
$$

where *x*<sup>2</sup> + *y*<sup>2</sup> = *r*<sup>2</sup> = (*R* sin *θ*) 2 . Therefore:

$$\sigma = \frac{128E^\* A\_2 a^2}{9\pi} \cdot \left[ \left( \frac{R \sin \theta}{a} \right)^2 + 1 \right] \cdot (a^2 - (R \sin \theta)^2)^{\frac{1}{2}} \tag{25}$$

The whole bridge resistance of the overturning moment is:

$$M\_{2} = \mu \int\_{a}^{\oint} \int\_{0}^{2\pi} \frac{128E^{\*}A\_{2}a^{2}}{9\pi} \cdot \left[ \left(\frac{R\sin\theta}{a}\right)^{2} + 1 \right] \cdot \left(a^{2} - \left(R\sin\theta\right)^{2}\right)^{\frac{1}{2}} \cdot \sqrt{\left(R\cos\theta\right)^{2} + \left(R\sin\theta\sin\gamma\right)^{2}} \sin\theta d\theta d\gamma \tag{26}$$

In which, *α* is the smallest spherical joint size (the boundary of locating pin) and *β* is the largest spherical joint size of the radius of the spherical joint for contact bandwidth.

#### *5.3. Inclination Analysis of Rotating Construction*

The inclination tracking system is arranged on the rotating system of the Nandu River Swing Bridge to track the changes in the inclination angle of the back wall during the rotating process and to judge the changes in the overturning moment of the rotating system in real time. When the inclination angle of the rotating system is too large, the inclination angle of the rotating system can be corrected in real time to ensure the safety, stability, and smoothness of the rotating system. The lifting jacks are placed at the lower rotating table to lift and correct the inclination of the rotating system. The parameters of the rotating system are shown in Table 3.

**Table 3.** Factors of the rotating system.


The upper and lower limits of *θ* are *α* = Arcsin(50/8500) and *β* = Arcsin(1300/8500), respectively. The spherical joint *R* = 8500 mm, and the contact bandwidth *a* = 1300 mm. Changing all of the parameters in Equation (26), the resistance of the overturning moment *M*<sup>2</sup> = 4499.79 kNm is calculated using the Mathematica program.

The back wall's inclination angles X (along the bridge) and Y (across the bridge) are determined. Equations (20) and (21) are used to compute the back wall's overturning moment in the X and Y directions. Figure 17 depicts the results:

The largest inclination angle appears in 0 during 480 min of the rotating construction. The maximum overturning moment is calculated using Equations (20) and (21), and the maximum value of our case study was 2094.38 kNm, which was less than the resistance of the overturning moment. As a result, the rotating system stayed safe during the rotating construction process.

**Figure 17.** The rotating system's inclination and overturning moment.

#### **6. Recommendations for Practice**

The present study exhibits the whole process of rotating construction. The following recommendations are proposed for practical construction:


#### **7. Discussion and Conclusions**

The rotating construction of swing bridges has traditionally faced the problem of achieving a central load-bearing state. The monitoring process of rotating construction is critical, as it is related to the safety of the bridge construction. With increasing amounts of bridge construction in mountainous areas, research into swing bridges needs to be thoroughly explored. The entire process of the rotating construction of swing bridges has never been fully reported. Moreover, it is important to offer an example of rotating construction for clarity, in order to ensure the safety of swivel construction.

In this study, the complete construction process of the swing bridge is presented to give an insightful overview of its key problems. All of the involved processes aim to bring the bridge construction to a central load-bearing state. During the cable tension stage, the middle of the main arch can reach 162.3 mm in vertical displacement. This might trigger structural buckling. This can be controlled by monitoring the cable tension. Furthermore, there is the risk of the fractional moment being smaller than the unbalanced moment shown by the gravity center test results. Ideally, the overturning moment reaches its maximum value at 2094.38 kNm during the rotating process, as this is smaller than the overturning resistance (fractional moment). The whole monitoring process of the swivel

construction has been presented. The central load-bearing state is emphasized to safely control swivel construction.

The greatest advantage of this study is that it predicts the possible risks that could occur during swivel construction. By utilizing the following solutions, the safety of swivel construction can be ensured and a central load-bearing state can be achieved. As noted above, the following conclusions can be drawn.


**Author Contributions:** Conceptualization, T.L. and J.F.; formal analysis, T.L.; funding acquisition, J.F.; methodology, T.L.; project administration, J.F.; writing—original draft, T.L.; writing—review and editing, J.F. and Z.P. All authors have read and agreed to the published version of the manuscript.

**Funding:** This research received no external funding.

**Institutional Review Board Statement:** Not applicable.

**Informed Consent Statement:** Not applicable.

**Data Availability Statement:** The data presented in this study are available from the first author upon reasonable request.

**Conflicts of Interest:** The authors declare no conflict of interest.

### **References**

