The dampers of cable-stayed bridges play a crucial role in bridge seismic resistance. Traditional research requires a large number of trial calculations of damper parameters, and the application of machine learning methods to optimize the seismic performance of dampers in cable-stayed bridges has a great significance. This article is based on the parameter analysis data of dampers for a single tower cable-stayed bridge. Firstly, the advantages and disadvantages of central composite design and comprehensive experimental method were compared and analyzed. Then, the response surface fitting method was optimized using support vector egression. Finally, the optimal damper parameters were studied using particle swarm optimization algorithm. Analysis shows that there is significant nonlinearity in the structural response under earthquake action. The use of support vector machines and particle swarm optimization algorithms can accurately and efficiently fit and optimize damper parameters. From this, it can be concluded that the machine learning method combining support vector machine and particle swarm optimization has good accuracy and applicability in optimizing the seismic performance of cable-stayed bridge dampers, and can be further extended to other research fields.

The adoption of manufactured sand (MS) in concrete production offers a dual environmental advantage by conserving natural sand resources and mitigating solid waste disposal burdens, which is an effective way to promote sustainable development. However, the research on MS ultra-high performance concrete (UHPC) remains limited, and MS may lead to poor workability and significant flowability loss of concrete, which hinders its further promotion in UHPC. To address these challenges, this study develops an eco-friendly UHPC by utilizing crushed tuff tunnel waste as MS, modified by an independently developed surface modifier and nano-CaCO3. The synergistic effects of these modifications are evaluated through multi-scale macroscopic and microscopic performance characterizations. Results indicate that surface modifiers significantly improve the flowability and workability retention ability of UHPC, with 1 h flowability loss dramatically reduced from 27.1% in the reference group to 7.4%. Although surface modifiers prolong the setting time and delay the hydration peaks, nanomaterials can effectively offset these effects and further enhance the mechanical strengths. Modified sand can also inhibit autogenous shrinkage, optimize pore structure (reduce cumulative porosity at low dosage), and densify the interfacial transition zone (ITZ) without elemental enrichment. Furthermore, the production of MS generates 69% lower CO2 emissions than conventional quartz sand, and the modified MS UHPC demonstrates 14 kg reduction in CO2 emissions per cubic meter, 24.8% and 25.0% reductions in costs per cubic meter and unit compressive strength versus the conventional UHPC, showing superior environmental and economic benefits and contributing to circular and sustainable construction practices.

In this study, seven steel and concrete composite beams (SCCBs) connected by T-shaped perfobond rib (PBL) shear connectors were tested to evaluate cracking performance in the hogging moment area. The selected parameters included the type of shear connectors, T-shaped PBL flange widths, and reinforcement ratios. The impact of these parameters on the crack distribution and load-crack width relationship was emphasized in this study. Finally, a modified method was developed that accounts for the T-shaped PBLs to estimate the average crack spacing and maximum crack width in the hogging moment regions of the composite beams. It was found that the flange enhances the cracking performance of the T-shaped PBL connectors. Compared with the composite beam with a flange width of 70 mm, the average crack spacing of 100 mm-and 130 mm-width decreased by 22% and 24%. The reinforcement ratio was a crucial factor affecting the cracking performance of the composite beam. The modified equations provided accurate predictions for the maximum crack width and mean crack spacing, with average calculated-to-test ratios of 0.92 and 1.00, respectively, and standard deviations of 0.11 and 0.09. This research could improve understanding of the cracking performance of SCCBs connected with T-shaped PBLs and provides guidance for crack control design.

The adoption of 0.7-in.-diameter prestressing strands can increase the nominal prestressing capacity by approximately 35% and 92% compared with 0.6-in.-diameter and 0.5-in.-diameter strands, respectively, thereby reducing strand congestion and improving the feasibility of compact prestressed Ultra-High Performance Concrete (UHPC). However, the bond mechanism between UHPC and 0.7-in.-diameter strands remains insufficiently characterized in current engineering practice. To address this gap, this study investigates the interfacial bond behavior through pullout tests on both local bond specimens and long anchorage specimens equipped with embedded distributed optical fiber sensors. The effects of UHPC compressive strength on bond performance and the distribution of bond stress along the embedment length were systematically analyzed. Experimental results demonstrate that the ultimate interfacial bond stress is correlated with UHPC compressive strength via a power function, and the bond stress distribution along the embedment length is markedly non-uniform, peaking at approximately 0.36Ld from the free end before decreasing toward the loaded end. A modified BPE bond-slip model and an analytical stress-transfer model were further established and validated against the measured strain profiles. These findings may facilitate anchorage design, bond performance assessment, and the broader application of 0.7-in.-diameter prestressing strands in UHPC structures.

To investigate the bond performance between reinforcement and tunnel lining concrete under freeze-thaw cycles in plateau regions, pull-out tests were conducted on secondary-lining-reinforced concrete specimens subjected to different numbers of freeze-thaw cycles. The variations in the fundamental properties of the lining concrete, as well as the bond stress and maximum slip between the reinforcement and the concrete, were examined. The results indicate that, with an increasing number of freeze-thaw cycles, the mass of the lining concrete first increases and then decreases, while the compressive strength and splitting strength gradually decrease. The bond stress between the reinforcement and concrete shows a decreasing trend, whereas the maximum slip exhibits an increasing trend. Furthermore, a finite element model of the reinforced concrete pull-out specimen was established using ABAQUS software to simulate the bond performance under different freeze-thaw cycles. The comparison between experimental and simulated results validates the rationality of the finite element model. This study provides a reference for understanding the bond-slip behavior of tunnel lining reinforced concrete subjected to freeze-thaw environments in cold plateau regions.

To promote the safe and widespread application of steel-concrete composite structures in cold and high-altitude regions, and to solve the problem of unclear tensile pull-out performance of stud connectors in steel-concrete composite structures under low-temperature conditions, an investigation was conducted in which 54 material tests were performed at both normal and low temperatures on high-performance concrete (HPC) and ultra-high performance concrete (UHPC), demonstrating the change rules of their basic mechanical properties. Subsequently, a loading and insulation fixture designed for stud pull-out assessments under low-temperature conditions was independently employed, and low-temperature pull-out tests were executed on 8 sets of stud specimens. The study investigated the effects of different temperatures (20 degrees C,-20 degrees C,-40 degrees C,-60 degrees C), effective embedment depths of studs (40 mm, 60 mm, 80 mm), and concrete types (HPC, UHPC) on the failure modes and pull-out capacity of stud shear connectors. Based on the experimental results, the enhancement mechanism of stud connectors in low-temperature environments was analyzed, and a modified formula for the pull-out capacity of stud connectors under low-temperature conditions was proposed. The tests revealed that the compressive and tensile strengths of both HPC and UHPC were improved with the decreasing temperature, with HPC demonstrating a greater enhancement. Within the temperature range from-60 degrees C to +20 degrees C, two types of failure modes were observed in stud pull-out specimens: concrete failure (characterized by splitting failure, cone failure, or a combined failure) and stud failure. The cone failure angles for HPC and UHPC were in the ranges of 30-35 degrees and 22-30 degrees, respectively. Notably, as temperature decreased and embedment depth of studs increased, the failure mode of the stud connectors transitioned from concrete failure to stud failure, accompanied by concurrent increase in tensile capacity and peak displacement of the connectors. Based on the modified formula for the ultimate tensile capacity in low-temperature conditions derived from the Visual Assessment Criteria (VAC) model, the standard deviation between calculated values and experimental observations was 0.15, indicating a favorable prediction efficacy.

Uneven solar radiation due to terrain shading poses a significant challenge for bridge safety in mountainous regions as it causes complex temperature distributions within the bridge tower. This study addresses this challenge by introducing an efficient shadow identification algorithm that combines digital elevation models and raytracing techniques. By filtering out the irrelevant areas in ray-tracing, the proposed approach demonstrates high accuracy in shadow detection while achieving a 46 % reduction in computational time. Integrating this algorithm with the finite element method allows for simulating the spatiotemporal variation of the bridge tower's temperature field. The feasibility of the approach is further showcased with the analysis of a vase-shaped bridge tower nestled in a deep river valley. The results show that the varying inclination angles of the vase-shaped tower and the terrain shading cause an uneven temperature distribution along the height, which is different from the even distribution usually adopted in the design codes. Additionally, parameter analysis indicates that terrain shading can lead to 11 % deviations in temperature compared to neglecting such effects.

The climate of the Tibetan Plateau differs significantly from that of the plains, characterized by large temperature fluctuations, low humidity, and intense ultraviolet radiation. However, existing studies have not sufficiently addressed the impact of these unique climatic conditions on the shrinkage performance of Portland cement. In this paper, the temperature and humidity around and on the top of a building in Lhasa are analyzed, and the total shrinkage, autogenous shrinkage and drying shrinkage of cement specimens with different orientations are studied. Relationships between drying shrinkage, time, and humidity are established, along with a model linking outdoor drying shrinkage under humidity influence to standard drying shrinkage. The main conclusions are as follows: There are significant differences in temperature and humidity variations across different orientations, with an inverse relationship between temperature and humidity. The total shrinkage is greatest in the top orientation and smallest in the north orientation, with a maximum difference of 0.05 % at the same age. By subtracting autogenous shrinkage from total shrinkage at the same age, the study identifies the significant impact of humidity on drying shrinkage, with the order of magnitude being top > west > south > east > north. Additionally, the study establishes a cement drying shrinkage equation considering exposure time and environmental relative humidity, applicable to both outdoor conditions on the plateau and standard laboratory drying conditions. The mean relative deviation and mean relative standard deviation for outdoor drying shrinkage prediction are kept within 15 %, while the deviation for standard laboratory drying conditions remains within 7 %. Finally, a model is established to explain the relationship between drying shrinkage in the plateau environment and standard test drying shrinkage (with humidity set at 50 % and temperature at 20 +/- 2 degrees C) considering the effect of outdoor relative humidity. This model can be applied to evaluate cement drying shrinkage in actual plateau environments.

Most geological materials can be classified as granular materials. Knowledge of the shear behavior of granular materials has important practical and scientific significance for better understanding the mechanisms for initiation and mobility of geological disasters. Acoustic emission (AE) testing captures elastic wave signals, directly reflecting the material’s physical and mechanical mechanisms. Although promising progress has been made in understanding the AE characteristics of granular systems, much remains unknown regarding the correlation between AE signals and geo- granular materials, particularly for the involved physical processes and failure mechanisms. The motivation for this study is to investigate the correlation of the AE signal with the granular shear behavior by designing a series of laboratory tests. Stacking Shear-Acoustic Emission tests were conducted on nonuniform sand samples with varying fractal dimensions and a maximum particle size of 40 mm. The AE characteristics and their changes throughout the entire shearing process of geo-granular materials were analysed and then compared to the energy dissipation rate calculated on the basis of granular solid hydrodynamics (GSH) theory. Finally, the AE signals were explained based on the principle of the minimum energy dissipation rate. The results showed that geo-granular energy release occurs consistently prior to changes in the macroscopic mechanical parameters, and the ring-down count (RDC) of the AE signals decreases significantly as the system approaches the residual stage. For the same geo-granular material, the higher the vertical load is, the lower the AE energy information entropy. Under the same vertical load, the AE energy information entropy is inversely related to the shear strength. In conclusion, the AE energy behavior aligns with the principle of the minimum energy dissipation rate. This study provides a new understanding of the AE characteristics of geo-granular materials during shearing from the perspective of energy dissipation, and the conclusions provide a scientific basis for disaster monitoring and prevention.

Advances in supercapacitor energy storage rely on innovations in electrode materials. Although hybrid carbon materials provide large surface areas and abundant active sites, they often suffer from limited conductivity and cycling stability. Metal oxide composites introduce Faradaic pseudocapacitance but face challenges in achieving uniform dispersion and scalable green synthesis. Here, we report a copper-hybridized lignin-derived carbon nanotube (Cu@LCNT) nanocomposite synthesized from renewable sodium lignosulfonate and copper chloride. The Cu@LCNT exhibits uniformly distributed cuprous oxide and copper nanoparticles that enhance conductivity and contribute pseudocapacitance. It delivers a high specific capacitance of 847.9 F/g at 0.5 A/g. The capacitance retention reaches 107.3% after 10,000 cycles. The slight increase above 100% retention arises from an activation process that improves electrode-electrolyte contact and exposes additional active sites during cycling. This study demonstrates a sustainable and efficient approach to designing metal-carbon nanocomposites from biomass resources for high-performance supercapacitor electrodes.

The large diurnal temperature variation in the Qinghai-Tibet Plateau region in western China, coupled with freeze-thaw cycles, poses a significant threat to the durability of reinforced concrete tunnel linings, often resulting in structural damage and failure. Therefore, it is crucial to conduct research on the pull-out performance of reinforced concrete under freeze-thaw cycles in plateau environments. This study innovatively combines central pull-out tests with finite element numerical simulations, using rebar diameter and anchorage length as primary variables, to comprehensively analyze the changes in the bonding performance of reinforced concrete under different freeze-thaw cycle conditions and the bonding performance degradation mechanism is also explored. The aim is to provide theoretical insights for the durability design of tunnels in the plateau region, enhancing the resistance of tunnel lining concrete structures to freeze-thaw cycles. The results indicate that the increase in freeze-thaw cycles leads to a decrease in the pull-out load, with a faster rate of decline during the first 100 cycles. Both increasing the rebar diameter and anchorage length improve the pull-out load. Notably, in regions with severe freeze-thaw damage, increasing the rebar diameter yields a better improvement in bonding performance. Under 200 freeze-thaw cycles, the pull-out load growth factor (the ratio of the pull-out load of rebar specimens with different diameters to those with a 10 mm diameter) for rebar specimens with a diameter of 20 mm compared to those with 10 mm diameter increases to 2.27, while the slip ratio (the ratio of the slip displacement) decreases to 0.51. In contrast, the effect of increasing rebar anchorage length on pull-out load improvement initially increases but gradually diminishes. Finite element simulations, combined with experimental results, were used to analyze the damage stress distribution and load-slip curves under different conditions. The results show that an increase in rebar diameter enlarges the damage area in the stress distribution, while an increase in anchorage length reduces the damage area.

The nanocellulose represents an important sustainability and chemical stability candidate for conductive 3D aerogel sensors, while introducing additional conductive additives is necessary. Herein, the as developed lignin derived carbonized nanotube (LCNT) in our lab was adopted as conductive ingredient to fabricate cellulose nanofiber (CNF) based composite aerogel by 3D printing. Specifically, the as-prepared LCNT/CNF composite aerogel with ratio of 85:15 in weight presented homogeneous porous morphology with well dispersed and penetrated LCNT in CNF porous matrix, providing a piezoresistive type pressure sensor. Stable signals were achieved under testing range from 0.2 to 9.8 kPa, with response time between 100 and 200 ms, related to the testing accuracy. The mechanical property of the as-prepared composite aerogel was found to be satisfactory. Under a constant 30 % compression strain for 1000 cycles, 92.5 % stress retention was maintained, and the ultimate stress was tested to be 16.64 kPa. This work provided a customized wearable pressure sensor with satisfactory comprehensive performance made completely from cellulose and lignin renewable natural polymers.

To mitigate excessive long-term deflection observed in segmentally erected box girder bridges globally, engineers have proposed a novel structural form: the prestressed concrete bridge with a stiffened steel truss. Exhibiting enhanced rigidity, these bridges are particularly well-suited for high-speed rail applications, exemplified by successful implementations in northwest China. However, a comprehensive understanding of their long-term creep behavior remains a critical research gap. This study investigates a substantial four-span bridge on a high-speed railway line in northwest China as a representative case study. Utilizing in-situ concrete creep test data, a comparative analysis of the creep coefficient and classical creep models is performed. Subsequently, finite element modeling, incorporating optimized creep model parameters, is employed to analyze the long-term creep response of the reinforced steel truss prestressed concrete bridge, focusing on vertical deflection, longitudinal deformation, and prestress loss. The results indicate strong agreement between the in-situ creep coefficient and predictions derived from the ACI209 (1992) model. Finite element analysis, based on the ACI209 (1992) creep model, demonstrates that the incorporated stiffened steel truss significantly enhances bridge stiffness and mitigates vertical deflection. Furthermore, the stiffened steel truss prestressed concrete bridge exhibits reduced sensitivity to loading age and environmental humidity compared to conventional prestressed concrete bridges. These findings demonstrate that reinforced steel trusses effectively mitigate the adverse effects of creep in concrete bridge structures.

During concrete bridge tower construction, non-uniform temperature fields caused by solar radiation and other ambient thermal conditions can induce deformations or stresses exceeding code-specified limits. Various temperature models for predicting thermal response often rely on site testing for parameter calibration, limiting their general applicability. To address that, a temperature gradient model for bridge towers under construction is proposed in this study. The model incorporates the radiation penetration depth affecting concrete temperature and derives a temperature gradient formula based on solar radiation intensity and ambient temperature, validated against real-world bridge tower measurements. Owing to its generality, the model can be applied to finite element simulations using 2D elements to predict thermal effects. Simulations indicate that construction-stage thermal stresses reach 1.82 MPa, approaching the tensile strength of concrete. Thermal displacements at the tower top reach 156.2 mm, exceeding the 1/300 height limit specified in the code. Furthermore, the application of light-colored coatings is shown to reduce thermal stress and displacement by up to 43.3 % and 45.8 %, respectively. This study provides both empirical data and practical guidance for evaluating solar-induced temperature effects during bridge tower construction.

Deformation monitoring at cantilever ends of large-span prestressed concrete rigid-frame bridges is vital for ensuring structural safety during symmetrical cantilever casting operations. Traditional contact-based measurement techniques are typically time-consuming and labor-intensive, whereas noncontact vision-based methods offer significant benefits in terms of multipoint deformation measurement and cost-effectiveness . However, their implementation in complex construction environments presents challenges including susceptibility to object occlusion, illumination variations, and reduced detection accuracy for various shaped artificial targets. To address these limitations, this study proposes an enhanced vision-based deformation measurement methodology for large-span prestressed concrete rigid-frame bridges under construction scenarios including partial target occlusion. The proposed methodology initially employs the U2net, a learning-based background segmentation network, is combined with an incremental image repair network to automatically detect and repair occluded images. Afterward, an enhanced target detection algorithm, which integrates the Convolutional Block Attention Module (CBAM) with the You Only Look Once (YOLO)v8 neural network, is utilized to simultaneously extract deformation data from multiple targets attached to the bridge. The robustness and efficacy of the proposed method have been thoroughly verified through field tests on a prestressed concrete rigid-frame bridge during the symmetrical cantilever casting process. The results demonstrate that our proposed method greatly minimizes deformation anomalies due to object occlusion and efficiently captures deformation from targets of various shapes, such as circular and chessboard patterns. This method demonstrates significant potential for accurately measuring multipoint deformations of large-scale bridges in complex construction environments, thereby providing essential data for bridge safety assessment and construction strategy decision-making.

Advanced multifunctional green packaging barrier coating hold profound significance for product preservation and environmental sustainability. Considering the increasing requirement on barrier properties, the lignin nanotubes (LNTs) and polyvinyl alcohol (PVA) were adopted to fabricate coating lamina in this study. The obtained composite barrier coating with 1.0 wt% LNT content presented optimum water vapor transmission rate (WVT) of 12.06 g/m2·24 h, and oxygen transmission rate (OTR) of 0.58 cm3/m2·24 h·0.1 MPa, which decreased 57.02 % and 55.38 % respectively compared with pure PVA. The robust hydrogen bonding network between LNT and PVA significantly enhances the composite coating's mechanical properties (38.23 MPa of tensile strength at 2.0 wt% LNT) and thermal stability, which strengthening structure validated by molecular simulations. Crucially, the inclusion of LNT imparts near-complete UV-shielding efficacy and exceptional antimicrobial performance, achieving a 99.30 % inhibition rate against staphylococcus aureus. This composite coating is adaptive for combination with variety base materials in food and medicine packaging, which provides a promising safe and biodegradable barrier coating candidate.

Flexural size effect, originating from the fracture characteristics of materials, is a common phenomenon in concrete. Conventionally, time-consuming and labor-intensive experiments are required to investigate the flexural size effect and fracture behaviors of concrete. To tackle the limitations, a data-driven approach was adopted to predict the multifactor-influenced flexural size effect and fracture behaviors of concrete by gene expression programming (GEP) due to its capability of addressing non-linear problems and developing empirical equations with multiple input variables. Results show that the GEP models can accurately predict nominal flexural strength (R2, 0.890) and fracture toughness (R2, 0.946). Parametric analysis reveals that the compressive strength and tensile strain capacity positively impact the nominal flexural strength and fracture toughness of concrete. Based on the GEP model, a multifactor-influenced size effect law (SEL) is proposed to predict the nominal flexural strength by incorporating both material and geometric parameters, removing the need for extensive experimental investigations. The findings provide generalized models to predict the nominal flexural strength and fracture toughness of various materials at different sizes.

There are higher requirements for shear connectors as the span length of steel-concrete composite structures increases. T-type perfobond rib (T-type PBL) shear connectors have better mechanical properties than conventional PBL, but the effects of the flange on the overall performance of composite beams have barely been well understood. Therefore, four-point bending tests were first conducted to investigate the failure mode, loaddeflection behavior, and strain distribution of steel-concrete composite beams with the T-type PBL connector under negative bending moments. Subsequently, verified finite element models were established to evaluate the effect of flange width and reinforcement ratio on the flexural performance based on the test results. Finally, a bearing capacity evaluation formula for steel-concrete composite beams in the hogging moment region was proposed considering T-type PBL connectors. Based on the test results, the failure mode of specimens under negative bending moments was bending failure along with cracking of the concrete slab and local buckling of the steel beam flange. The specimens with T-type PBL shear connectors showed better strengthening performance than those with conventional PBL. The bending bearing capacity of composite beams with flange widths of 70 mm, 100 mm, and 130 mm were 6 %, 17 %, and 22 % higher than those with conventional PBL connectors, respectively. The FE parametric study showed that the bearing capacity of the composite beam was improved with the increase of flange width and reinforcement ratio. The flange width and reinforcement ratio of 70 mm and 1 % were recommended, respectively. The evaluation formula was verified by the test and FE results, with an average calculated-to-FE result ratio of 0.99 and a standard deviation of 0.17. This study could enhance the understanding of the behavior of steel-concrete composite beams with T-type PBL connectors in the negative bending moment region and promote the application in long-span composite constructions.

The wet joint interface concrete deck in the negative moment region of steel-concrete composite beams is susceptible to tensile cracking, which compromises the durability of the structure. Herein, a basalt fiber reinforced concrete (BFRC) is proposed to examine the wet joint cracking performance of concrete deck in the negative moment region of steel-concrete composite beams. To this end, four-point bending tests were conducted on seven steel-concrete composite beams to investigate failure modes, crack distribution patterns, load-deflection relationship, and load-crack width relationship. Experimentally, the effects of the wet joint concrete types (BFRC and normal concrete), basalt fiber volume content (0, 0.3%, and 0.6%), and concrete age (28, 14, 7, and 3 days) on their mechanical behavior were performed and discussed. The results showed that typical flexural failure commonly occurred in all specimens under the negative moment, with initial cracks appearing at the wet joint interface. The wet joint concrete with basalt fiber volume content of 0.3% exhibited the highest crack resistance, which resulted in a higher number of cracks, less crack spacing, and more uniform crack distribution in the wet joint concrete deck. The prediction methods of the average crack spacing and crack width of the wet joint concrete were proposed based on the existing theoretical models. The crack width and concrete age influence coefficients were proposed to rationally assess the effects of basalt fiber and concrete age. The modified formulas for the average crack spacing and crack width showed a reasonably good agreement with the experimental results when considering the effects of basalt fiber and concrete age. These formulas can be effectively utilized to evaluate the main crack width at the non-interface joint in the negative moment region of steel-concrete composite beam decks. The proposed approaches can provide a simple and practical method to effectively predict the crack width in the negative moment region of the steel-concrete composite beam.

In this study, indoor-outdoor comparison tests of shrinkage and creep were carried out in northwest China. The experimental results were compared with commonly used models of shrinkage and creep, some of which have adapted different methods for temperature and humidity correction. A finite element model for a continuous rigid-frame bridge with steel truss bracing was established. The calculated values from different shrinkage and creep models were then compared with the measured deflection values. An analysis was conducted to determine the influence of variable temperature and humidity on the long-term mechanical behavior of the steel truss-stiffened continuous rigid-frame bridge.The results show that when the concrete reaches the age of one year, the creep coefficient for the outdoor environment is 18.5% smaller than that in the indoor environment, while the outdoor shrinkage strain is 16.0% smaller. The CEB 90 model agrees best with the indoor test results. The corrected shrinkage and creep model (CSCM) is the closest to the outdoor test results, and the fib2010 model ranked second. The predicted values from CSCM exhibit the best agreement with the measured deflection values after the bridge completion. The CEB 90 model's predicted values for deflection of the main girder, longitudinal displacement of the pier, the maximum stress in steel trusses, and prestressing loss are lower than those in the CSCM after 20 years of construction, indicating that the influence of temperature and relative humidity variations on shrinkage and creep effect of the bridge can not be negligible.