# Symmetrically Construction Monitoring Analysis and Completed State Evaluation of a Tied Steel Box Arch Bridge Based on Finite Element Method

^{1}

^{2}

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## Abstract

**:**

## 1. Introduction

## 2. Project Overview

#### 2.1. Bridge Overview

#### 2.2. Finite Element Model of the Newly Built Dafeng River Bridge

^{s}15.24 is adopted as a suspender and tie rod. The permanent load mainly includes the dead weight of steel and concrete, referring to Table 1. Asphalt bridge deck pavement, anti-collision guardrail, handrail, tie box, and other structures are considered loads. The deck pavement load is 0.07 × 24 = 1.68 kN/m

^{2}. The anti-collision guardrail is applied according to the beam unit load, and the value is 9.5 kN/m. The sidewalk slab and handrail are applied according to the pressure load, and the value is 6.0 kN/m

^{2}. The access slab is applied according to the pressure load, and the value is 10.0 kN/m

^{2}. The shrinkage and creep of concrete shall be calculated according to the relevant provisions of JTG 3362-2018. The tie rods are tensioned two times. The first tensioning control force is 1400 kN, the second tensioning control force of tie rods N2~N8 is 2200 kN, and the tensioning control force of tie rods N10~N16 is 2250 kN.

## 3. Results and Discussion

#### 3.1. Finite Element Calculation and Analysis in Bridge Construction Stage

#### 3.1.1. Stress Calculation Results and Analysis

- 1.
- Stress of Main Arch and Transverse Brace during Construction

- 2.
- Stress of Lattice Beam during Construction

#### 3.1.2. Displacement Calculation Results and Analysis

## 3.2. Finite Element Structural Checking Calculation in Bridge Completion Stage

#### 3.2.1. Force Calculation Results and Analysis

#### 3.2.2. Structural Checking Calculation Results

- 1.
- Structural Checking of Main Arch, Transverse Brace, and Lattice Beam

- 2.
- Structural Checking of Suspender and Tie Rod

## 3.3. Analysis of Camber of Arch and Lattice Beam, Blanking Length of Suspender

- 1.
- Camber Calculation of Arch and Lattice Beam

_{dead}+ 0.5 × D

_{vehicle}+ D

_{construction}+ SC

_{10},

_{dead}is the dead load displacement, D

_{vehicle}is the load displacement, D

_{construction}is the construction load displacement, and SC

_{10}is 10 years of shrinkage creep.

- 2.
- Calculation of Blanking Length of Suspender

## 3.4. Comparative Analysis and Evaluation of Alignment and Cable Force after Bridge Construction Completion

## 4. Conclusions

## Author Contributions

## Funding

## Data Availability Statement

## Conflicts of Interest

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**Figure 2.**The structural schematic diagram of the key construction stages: (

**a**) arch abutment construction completed; (

**b**) arch rib section 1 installation completed; (

**c**) arch rib section 4 installation completed; (

**d**) arch rib closure; (

**e**) transverse brace installation completed; (

**f**) remove the arch rib bracket and tension the tie bar; and (

**g**) construction completion.

**Figure 3.**The maximum tensile and compressive stress of the main arch and transverse brace during the construction of the newly built Dafeng River Bridge: (

**a**) maximum tensile stress; (

**b**) maximum compressive stress.

**Figure 4.**The maximum tensile and compressive stress of the lattice beam during the construction of the newly built Dafeng River Bridge: (

**a**) maximum tensile stress; (

**b**) maximum compressive stress.

**Figure 5.**The cumulative displacement of the main arch and lattice beam of the main bridge during the construction of the newly built Dafeng River Bridge: (

**a**) cumulative displacement of the main arch; (

**b**) cumulative displacement of the lattice beam.

**Figure 6.**The force of main arch and transverse brace after the completion of the newly built Dafeng River Bridge: (

**a**) bending moment diagram; (

**b**) axial force diagram; and (

**c**) shear force diagram.

**Figure 7.**The force of lattice beam after the completion of the newly built Dafeng River Bridge: (

**a**) bending moment diagram; (

**b**) axial force diagram; and (

**c**) shear force diagram.

**Figure 8.**The cable force of the suspender after the completion of the newly built Dafeng River Bridge.

**Figure 9.**The maximum tensile and compressive stress envelope diagram of main arch and transverse brace under basic combinations of ultimate limit state of bearing capacity: (

**a**) envelope diagram of maximum tensile stress on top surface; (

**b**) envelope diagram of maximum tensile stress on bottom surface; (

**c**) envelope diagram of maximum compressive stress on top surface; and (

**d**) envelope diagram of maximum compressive stress on bottom surface.

**Figure 10.**The maximum tensile and compressive stress envelope diagram of lattice beam under basic combinations of ultimate limit state of bearing capacity: (

**a**) envelope diagram of maximum tensile stress on top surface; (

**b**) envelope diagram of maximum tensile stress on bottom surface; (

**c**) envelope diagram of maximum compressive stress on top surface; and (

**d**) envelope diagram of maximum compressive stress on the bottom surface.

**Figure 11.**The maximum tensile and compressive stress envelope diagram of main arch and transverse brace under basic combinations of serviceability limit state: (

**a**) envelope diagram of maximum tensile stress on top surface; (

**b**) envelope diagram of maximum tensile stress on bottom surface; (

**c**) envelope diagram of maximum compressive stress on top surface; and (

**d**) envelope diagram of maximum compressive stress on bottom surface.

**Figure 12.**The maximum tensile and compressive stress envelope diagram of lattice beam under basic combinations of serviceability limit state: (

**a**) envelope diagram of maximum tensile stress on top surface; (

**b**) envelope diagram of maximum tensile stress on bottom surface; (

**c**) envelope diagram of maximum compressive stress on top surface; and (

**d**) envelope diagram of maximum compressive stress on the bottom surface.

**Figure 13.**The cable forces of the newly built Dafeng River Bridge under basic combinations of ultimate limit state of bearing capacity: (

**a**) suspender; and (

**b**) tie rod.

**Figure 14.**The camber calculation results of the main bridge for the newly built Dafeng River Bridge: (

**a**) main arch; and (

**b**) lattice beam.

**Figure 16.**The cable force monitoring and calculated results of suspenders and tie rods after bridge construction completion: (

**a**) comparison analysis of suspender cable force; (

**b**) comparison analysis of tie rod cable force.

**Figure 17.**The alignment monitoring and calculated results of bridge deck elevation after bridge construction completion: (

**a**) alignment comparison of deck elevation; (

**b**) deviation of deck elevation.

No. | Material | Elastic Modulus | Linear Expansion Coefficient | Unit Weight |
---|---|---|---|---|

1 | Q355C | 2.06 × 10^{5} | 1.20 × 10^{5} | 76.98 |

2 | Q235C | 2.06 × 10^{5} | 1.20 × 10^{5} | 76.98 |

3 | C40 | 3.25 × 10^{4} | 1.00 × 10^{5} | 26.00 |

4 | C35 | 3.15 × 10^{4} | 1.00 × 10^{5} | 26.00 |

5 | C50 | 3.45 × 10^{4} | 1.00 × 10^{5} | 26.00 |

6 | φ^{s}15.24 | 1.90 × 10^{5} | 1.20 × 10^{5} | 78.50 |

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**MDPI and ACS Style**

Pan, J.; Wang, X.; Huang, K.; Wang, W.
Symmetrically Construction Monitoring Analysis and Completed State Evaluation of a Tied Steel Box Arch Bridge Based on Finite Element Method. *Symmetry* **2023**, *15*, 932.
https://doi.org/10.3390/sym15040932

**AMA Style**

Pan J, Wang X, Huang K, Wang W.
Symmetrically Construction Monitoring Analysis and Completed State Evaluation of a Tied Steel Box Arch Bridge Based on Finite Element Method. *Symmetry*. 2023; 15(4):932.
https://doi.org/10.3390/sym15040932

**Chicago/Turabian Style**

Pan, Jian, Xirui Wang, Kainan Huang, and Wensheng Wang.
2023. "Symmetrically Construction Monitoring Analysis and Completed State Evaluation of a Tied Steel Box Arch Bridge Based on Finite Element Method" *Symmetry* 15, no. 4: 932.
https://doi.org/10.3390/sym15040932