## 1 Introduction  
A consensus has been reached in the engineering field regarding the influence of temperature variations' static and dynamic behaviors in bridge structures, especially in places that experience distinct seasons [1]. The mechanical properties of beam-arch combination bridges are quite different from those of conventional arch bridges; thus, the action of temperature is more complex and substantial during construction without deck pavement [2]. Several bridges under serviceability conditions have been damaged because of the nonuniform and time-varying temperature fields caused by annual and daily temperature cycles, such as the web and bottom flange buckling accident of the Fourth Danube Bridge in Vienna [3] and the severe cracking on the Jagst Bridge in Germany [4]. Therefore, many researchers have studied the influence of solar radiation, temperature, and other environmental factors on the temperature field distribution of bridges under serviceability conditions. Previous investigations of the temperature behavior of bridges under serviceability conditions focused on the temperature load, which is correlated with the sectional temperature distribution, thermal stress/strain, and thermal flexure of cable-stayed bridges [5], suspension bridges [6, 7, 8, 9], and long-span tied-arch bridges [10]. Generally, the temperatures of steel structures that directly receive solar radiation are higher than the environmental temperatures, and maximum temperatures may exceed 60 \({}^{\circ}\)C [11, 12, 13]. Using field-measurement data and finite element (FE) analysis, [PERSON] et al. [14] examined the effect of structural changes on the temperature behavior of a long-span bridge pylon and proposed that the temperature behavior of the pylon could be modelled using two characteristic parameters reflecting the influence of the variation in the ambient temperature and the sectional temperature difference. By studying the stability of the longest steel truss deck cable-stayed bridge during construction, [PERSON] et al. [15] found that temperature variations likely alter the stability coefficients during construction regarding the design temperature. On the other hand, studies of the variation in the sensitivity of the sensors and the changes in structural behavior due to temperature variations have been performed in the fields of health monitoring system design and structural damage detection. In these studies, the temperature variations were considered detrimental and needed to be compensated for or eliminated [16; 17; 18; 19]. [PERSON] et al. [20] calculated the temperature differences of concrete box girders in 34 major cities in China using FE models and long-term temperature field measurements, and proposed an empirical formula and zoning map applicable to concrete box girders with a 100 mm asphalt pavement. To achieve construction control of bridges without deck pavement during construction, [PERSON] et al. [21] proposed the temperature gradient model of the steel box girder in construction based on measurement data of the temperature field of the bridge and the influence of the temperature field on the construction stage of the bridge. [PERSON] et al. [22] studied the control measures for thermal effects during the placement of span-scale girder segments on continuous steel box girder bridges by the FE model and field-measured temperature data. [PERSON] et al. [23] calculated the temperature effect on a composite girder cable-stayed bridge under two key construction stages, the maximum double cantilever, and the maximum single cantilever, using the FE model and a reasonable time for construction control of each component was provided for construction control. Most previous studies mainly focused on the temperature load and temperature effects on bridges under service in health monitoring system design and structural damage detection. However, not as much research on the effect of conventional temperature has been conducted.