This paper systematically reviews and compares the performance of different constitutive models for stirrup-confined concrete in predicting the axial compressive peak stress, peak strain, and the overall stress-strain curve of concrete.Based on a large body of experimental data from multiaxial concrete tests and axial compression tests of reinforced concrete members, quantitative evaluations of representative models proposed by researchers such as Mander and Qian Jiaru are conducted using metrics including the mean relative error and the root mean square error.The applicability and limitations of these models under varying levels of lateral confinement pressure, transverse reinforcement characteristic values, and stirrup spacing are analyzed.Furthermore, in conjunction with the concrete damaged plasticity （CDP） model in ABAQUS, the study investigates rational approaches for incorporating confined concrete constitutive relationships into three-dimensional solid-element numerical analyses, and proposes a parameter input method for confined concrete constitutive models based on peak stress correction.Numerical examples involving axial compression and lateral pushover analyses demonstrate that, compared with unmodified confined concrete constitutive models, the proposed peak-stress-corrected model effectively mitigates the overestimation of peak load capacity, while also compensating for the deficiencies of unconfined concrete models in simulating peak strain and ductility.The proposed approach provides a more rational constitutive modeling strategy for the seismic performance analysis of reinforced concrete members.

To understand the impact of fire on the material properties of reinforced concrete structural entities, this paper selects typical engineering entities that have undergone fire and subsequent water spray extinguishment. The damage conditions of reinforced concrete structures after fire are divided into four levels. Experimental studies are conducted on the mechanical properties of HRB400 steel rebars with three different diameters, the compressive strength of concrete, the surface strength of concrete, and the neutralization of concrete under different damage conditions. The changes in material properties of steel rebars and concrete under different damage conditions are obtained. The results show that in the Level Ⅳ damage area, the yield strength and tensile strength of HRB400 steel rebars decrease significantly, while no significant decrease is observed in other damage levels; in the Level Ⅱ damage area, the surface strength and compressive strength of core concrete samples with fire-affected layers are significantly lower; in the Level Ⅰ damage area, the neutralization depth of concrete does not show significant fluctuations compared to non-fire-affected areas, while it gradually increases with the increase in damage level in other damage areas.

To solve bridge accidents caused by insufficient bearing capacity and durability of piers, this paper conducted finite element analysis on 22 UHPC-strengthened pier specimens and 1 concrete pier specimen. Considering the secondary loading of the strengthened piers, the failure modes and axial compression ultimate bearing capacity of the specimens were studied, and the effects of reinforcement axial compression ratio, core concrete and UHPC strength, UHPC reinforcement thickness, and whether the reinforcement layer is reinforced or not on the total axial compression bearing capacity of the pier were summarized. In addition, a theoretical derivation was made for the ultimate bearing capacity formula of the UHPC-strengthened piers with UHPC thickness greater than the theoretical limit thickness considering secondary loading, and it was compared with the ABAQUS finite element calculation results. The results show that the total bearing capacity of the UHPC-strengthened piers increases with the increase of UHPC thickness, core concrete strength grade, and UHPC compressive strength, and decreases with the increase of initial axial compression ratio. The bearing capacity calculated by the derived formula has an average error of -1.2% and a standard deviation of 1.2% compared with the finite element results. Moreover, based on the experimental data from other literature and combined with the proposed formula in this paper, the average ratio of calculated values to experimental values is 0.94 （in good agreement with the experimental values）, with a coefficient of variation of 0.05. The high precision indicates that the formula can provide a reference for the actual engineering application of UHPC reinforcement of damaged circular piers.

Deformation and cracks are valuable clues for evaluating the condition of existing concrete structures, but using traditional methods to obtain these two types of information is time-intensive and labor-intensive. Computer vision-based damage detection technology that has emerged in recent years is a key way to improve the efficiency of information acquisition. However, there is still a lack of systematic methods for extracting quantitative characterization parameters of deformation and cracks from images. There are problems such as inaccurate calculation methods of some indicators and neglect of historical information provided by multiple observations. This study took reinforced concrete beams as an example, established a deformation and crack characteristic parameter system for structure monitoring, which is composed of the initial position, width, length, direction, and occurrence time of the crack, etc. Correspondingly, methods such as crack identification based on sub-pixel edge detection and density-based spatial clustering algorithms were proposed, which improves the accuracy of extracting crack parameters and improves the computational efficiency of long-term monitoring through inter-frame constraints. And deformation extraction was achieved through methods such as image stitching, threshold segmentation and etc. To verify the effectiveness of the proposed methods, the loading test process of six beams with different failure modes was captured, and the dynamic evolution of deformation and cracks under different load levels was analyzed by our designed image processing pipeline. The results show that there is a close correlation between the parameter change trend and the structural safety margin. The constructed parameter system can be used to solve important inverse problems such as failure mode prediction and load estimation in the future.

Specialized steel-structure industrial workshops are among the key structures used for steel slag tipping and temporary storage in industrial production.However, long-term service under complex stockpiling loads makes them prone to performance deterioration.In this study, a three-dimensional numerical model of the main workshop at the Baguanhe slag yard is developed to systematically evaluate the effects of different steel-slag stockpiling modes on structural stability, with particular attention to critical indicators including ground-surface deformation, pile lateral displacement, and settlement of adjacent columns.The results indicate that the load distribution pattern, loading distance, and stockpiling magnitude are the dominant factors governing structural settlement and lateral movement.As the stockpiling distance increases, both settlement and lateral displacement of the workshop decrease progressively, and these variations tend to stabilize once the distance exceeds a threshold value.In addition, increasing stockpiling level leads to marked increases in settlement and lateral displacement, with a pronounced acceleration in the growth rate beyond a certain loading intensity.Based on these findings, a minimum safe clearance between the steel-slag stockpiling zone and the pile-cap boundary, together with a maximum allowable stockpiling level, is proposed to ensure the long-term stability of the workshop.This study provides a theoretical basis for the design and risk early warning of similar industrial workshops, and it may also facilitate improvements in current steel-slag disposal strategies.

For bridges spanning rivers or seas, piers are invariably situated in deep-water environments, contrasting sharply with land-based structures due to the continuous impact of currents and waves. To investigate the dynamic response characteristics of deep-water piers subjected to wave-current interactions, a refined two-way fluid-structure interaction （FSI） model was established, using rectangular piers as a representative case study. Consequently, a comprehensive dynamic response analysis of the piers was conducted across varying water depths, current velocities, wave heights, and wavelengths. The results indicate that under current action, the dynamic response of the pier rapidly peaks before stabilizing, exhibiting three distinct evolutionary phases： the rising stage, the attenuation stage, and the steady stage. Furthermore, the response peak escalates with increasing flow velocity and water depth, while instantaneous impacts induce significant accelerations within the pier. Under wave action, the dynamic response of the pier displays periodic variations primarily governed by wave height. Crucially, under the combined action of waves and currents, the response characteristics remain dominated by wave effects while concurrently exhibiting distinct periodic behavior.

In real-world bridge operations, many aging bridges lack complete finite element models and structural parameters, making it difficult to generate sufficient labeled sample data through numerical simulations. Consequently, the application of supervised learning methods is limited. To address this issue, this paper proposes an unsupervised learning-based bridge damage identification method. First, raw acceleration signals from a single accelerometer are processed using the natural excitation technique to construct recurrence plots. Subsequently, recurrence quantification analysis is performed on these plots to extract characteristic indicators. A principal component analysis model is then trained for anomaly detection, enabling the determination of structural damage within the monitored region. The effectiveness and robustness of the proposed method are validated through damage identification tests conducted on a cable-stayed bridge numerical model.

During the identification of damage points, the presence of substantial low-frequency signals often compromises signal quality, leading to misjudgments or missed detections. To address this, a method for identifying local damage points in HDPE winding structure wall pipes is proposed, utilizing the Variational Mode Decomposition （VMD） algorithm. Based on the circumferential propagation characteristics of guided waves within the pipe wall, a circumferential guided wave equation is established to model the reflection signals at damage locations. By employing the separation of variables technique, the equation is solved to obtain the temporal and angular variables of the reflected signal, from which an intrinsic function matrix is constructed. This matrix, combined with the VMD algorithm, facilitates the analysis of the signal's mean envelope and its time-frequency characteristics via adaptive decomposition. Subsequently, the degree of signal abnormality is calculated to accurately identify local damage points. Experimental results demonstrate that the proposed method achieves high recognition accuracy and exhibits promising application prospects.

To achieve the classification of pavement defects on elevated bridges, particularly addressing the issues of overlapping and fracture, an identification method is proposed. Unmanned Aerial Vehicle （UAV） inspection technology is employed to acquire complete and continuous centimeter-level data of the pavement defect domain. Following Fuzzy C-Means （FCM） segmentation, the data are grouped by similar attributes and partitioned into distinct regions using a Fast Region-based Convolutional Neural Network （Fast R-CNN） algorithm; each group corresponds to a specific defect category or normal pavement condition for identification. Experiments conducted on the pavement of urban trunk line elevated bridges demonstrate that the proposed method effectively handles complex backgrounds, accurately segments various defect regions, and precisely identifies texture alignment in real potholes and micro-cracks. The approach exhibits high detection accuracy and confidence, showing strong consistency with actual defect areas and confirming its capability for accurate defect identification.

Under freezing rain conditions, ice accretion readily forms on the surface of bridge cables. This alters the aerodynamic profile of the cable cross-section, leading to significant wind-induced cable vibrations and posing substantial safety risks to the bridge structure. Leveraging numerical wind tunnel technology and referencing actual cable-stayed bridge engineering cases, this study directly simulates the entire evolution of cable galloping under two commonly encountered ice cover geometries： the D-shaped and crescent-shaped profiles. The accuracy and reliability of the numerical method employed are validated through comparative analysis with wind tunnel experimental data. The results demonstrate that the galloping amplitude of iced cables increases linearly with rising wind speed, with the vibration being predominantly vertical. The galloping trajectory exhibits a distinct flattened elliptical shape, wherein the aspect ratio decreases as wind speed increases, while the phase difference between vertical and lateral vibrations correspondingly enlarges. Furthermore, the galloping amplitude diminishes with an increasing damping ratio, revealing a nonlinear relationship between the two. Notably, when the system damping ratio falls below the critical damping ratio, the cable galloping phenomenon essentially vanishes. Consequently, controlling the damping of the cable system proves effective in mitigating the risk of large-amplitude vibrations in iced cables.

An improved staged energy dissipation damper capable of meeting energy dissipation requirements under various seismic magnitudes is proposed. The damper is primarily composed of dumbbell-shaped plates, X-shaped plates, and upper and lower connecting plates. By optimizing the cross-sections of the energy-consuming steel plates and combining components with different energy dissipation mechanisms, the damper achieves sequential yielding and two-stage energy dissipation. Finite element numerical simulation analysis demonstrates that, while achieving phased energy dissipation, the proposed damper exhibits stable energy dissipation performance and a ductility coefficient approximately 52% higher than that of traditional single-stage yielding dampers. Furthermore, the staged energy dissipation damper was incorporated into a 12-story planar steel frame to conduct dynamic time-history analysis under different seismic levels using SAP2000. The structural seismic responses and the energy dissipation performance of the damper were compared across six different working conditions. The results indicate that under frequent earthquakes, the shear plates yield and initiate energy dissipation, whereas the curved plates remain in an elastic state. Under fortification earthquakes, both components cooperate in energy dissipation, demonstrating a clear graded energy dissipation mechanism. Under various seismic levels, the maximum reductions in floor displacement and inter-story drift ratio of the controlled structure reach 38.10% and 19.60%, respectively, compared to the uncontrolled structure. The maximum energy dissipation ratio of the damper within the structure reaches 42.77%, effectively dissipating the earthquake energy input into the structure. The phased energy dissipation damper delivers superior control effects compared to traditional single-stage dampers, indicating that the proposed damper can effectively enhance energy dissipation and shock absorption in structural systems.

Taking a hospital building as the research context, this study performs elastic time-history analyses on various seismic energy dissipation schemes—namely BRB, VFD, and their combination （BRB+VFD）—under moderate earthquake conditions. Story drift, base shear, and additional damping ratio are adopted as evaluation metrics for comparison, leading to the recommendation of the BRB+VFD composite scheme. A parametric analysis is subsequently conducted to investigate the influence of energy dissipation devices. The results indicate that optimizing VFD mechanical parameters and BRB placement can enhance the structural additional damping ratio by over 12%. Under moderate earthquakes, VFDs contribute predominantly to energy dissipation, accounting for more than 30% of the total structural energy dissipation. Finally, elastic-plastic time-history analysis is carried out. The findings reveal that under major earthquakes, the devices exhibit favorable energy dissipation behavior. Compared to the uncontrolled model, the combined scheme reduces plastic energy dissipation by approximately 50%. The maximum story drifts in the X and Y directions are 1/109 and 1/110, respectively, satisfying code limits. Overall, the structure sustains minor damage with only a few members moderately damaged, thereby fulfilling the prescribed performance objectives.

This paper analyzes the low-cycle fatigue performance of steel dampers in a typical small box girder bridge in Shanghai, which employs a combined damping system composed of laminated rubber bearings and triangular steel plate dampers. An OpenSees finite element model of the bridge was established to conduct seismic response time-history analysis. The fatigue life of the steel dampers was evaluated using both the energy method and the linear cumulative damage method. The influence of the effective duration of seismic ground motions on the fatigue life was investigated, and a comparative analysis of the calculation procedures and results of the two methods was conducted. The results indicate that the equivalent number of hysteresis loops calculated by both methods is less than the 20-cycle threshold specified in the design code. Between the two, the energy method, owing to its conservatism and simplicity, is considered more suitable for the engineering evaluation of steel damper fatigue performance.

The determination of ground roughness categories is of considerable significance for the wind-resistant design of building structures. This paper outlines the provisions for surface roughness specified in various national codes. Using the ESDU method, an analysis of ground roughness is performed for a specific project. Incoming wind speeds across multiple wind directions are calculated, and roughness indices are fitted accordingly. The influence of varying windward distances and roughness lengths on computational results is examined, and recommendations for selecting appropriate windward distances and roughness lengths are proposed. The results indicate that surface roughness varies substantially with wind direction. For the project investigated, the roughness index is lower for winds originating from the southeast and south due to the presence of a river surface. The ground roughness index exhibits minor variations with increasing far-field distance. It is recommended that the distance for distant terrains be determined based on actual topographic features, generally within a range of 5 to 10 kilometers. The ground roughness index at the target site demonstrates a strong correlation with the roughness length of the incoming airflow： greater incoming flow roughness corresponds to a larger ground roughness index. Consequently, appropriate specification of roughness length for far-field terrains is essential.

To evaluate the practical impact of fatigue damage on the static performance of in-service steel structures, this study focuses on Q420qd steel and investigates its performance evolution through pre-damage and static tensile tests. The experiment was designed with two stress levels and six groups of cyclic loading cycles to apply differentiated pre-damage to the specimens. Subsequently, static tensile tests were conducted to obtain the mechanical responses of each group of specimens. By comparing macroscopic mechanical parameters and microscopic fracture morphology, the influence of fatigue damage on the residual mechanical properties of the material was revealed. The results show that as the damage intensifies, the fracture characteristics of the material transition from ductile to brittle, with the macroscopic fracture surface becoming flatter and the density of microscopic dimples decreasing. The yield plateau in the static tensile curve shortens significantly or even disappears. Notably, compared to the undamaged state, the yield strength and elastic modulus of the damaged specimens exhibited a slight overall increase with low data dispersion, the average differences in yield strength across various damage levels all remain within 3.1%, while the tensile strength and elongation remained stable. The study demonstrates that pre-fatigue damage primarily alters the mechanical behavior of Q420qd steel during the yield stage. This conclusion provides a direct basis for evaluating the residual static performance of bridge steel structures with existing damage.

In order to study the size effect of damage behavior of high-strength concrete columns, low-cycle reversed loading tests were carried out on 9 high-strength concrete columns with bending, flexural shear and shear failure modes. According to the failure characteristics of the specimens, the damage grades of the columns were divided into slight failure, moderate failure and severe failure according to the damage development stage, and the damage analysis was carried out. The results show that for the flexural and flexural shear members, the damage indices calculated based on the Park-Ang and Niu Di-tao damage models are similar in the case of mild and moderate failure stage, while the damage stage,indices calculated based on the Park-Ang damage model are larger in the case of severe failure. For shear members, the damage indices of the two damage models are similar in the case of mild and moderate failure stage. The damage index of the large size column is higher than that of the small size column, and there is a certain size effect. In addition, under different damage states, the story drift ratio of large size column decreases compared with that of small size column, which has a certain size effect. Based on the test results, a correction method for the story drift ratio of large size column considering size effect is proposed.

To investigate metro-induced environmental vibrations and their effects on the serviceability of over-track buildings, field tests and performance analyses of soundproof vibration isolation rubber bearings were conducted based on a development project above a metro depot in Shanghai. The bearings achieve coupled vibration-acoustic control by reducing dynamic stiffness, increasing damping, and interrupting transmission paths （acoustic bridge effect）. Time-domain and frequency-domain analyses show that the bearings significantly reduce peak vertical acceleration and vibration levels, with responses attenuating along building height. The lead-core configuration, incorporating sound-insulating pads, further enhances performance by disrupting the “lead core-connection plate” path, achieving a maximum reduction of approximately 10dB. These results demonstrate the effectiveness of the proposed system in integrating vertical vibration mitigation and acoustic isolation for over-track buildings.

The operational environment of highway bridges is complex, and monitoring data from structural health monitoring systems are frequently contaminated with substantial noise. This noise significantly compromises the accuracy of bridge structural condition assessments. To address this issue, a denoising method based on the Long Short-Term Memory （LSTM） network is proposed to filter noise components from measured bridge vibration acceleration signals. First, the composition of bridge vibration acceleration data is numerically simulated, and a training dataset for the LSTM model is constructed based on these simulations. Second, an LSTM-based denoising model architecture is designed to meet practical engineering requirements. Noisy signals are input into the LSTM model to isolate noise components. Through training, the model effectively removes noise and enhances signal quality. Finally, a long-span double-tower cable-stayed bridge and a prestressed concrete continuous girder bridge are used as case studies to validate the proposed method. Complementary Ensemble Empirical Mode Decomposition （CEEMD） is employed to evaluate the original signal, Wavelet Transform （WT）-denoised signal, and LSTM-denoised signal. Denoising performance is assessed using correlation coefficients and orthogonality indices, while the accuracy of characteristic component identification is evaluated in both the time and frequency domains. Results demonstrate that acceleration data denoised by the LSTM model enable more accurate identification of characteristic signal components in both domains. The proposed method achieves adaptive denoising of acceleration data from bridge health monitoring systems, thereby improving the accuracy of bridge structural condition assessments.

Taking a deep foundation pit project adjacent to a metro in Shanghai as a background, a finite element model was established to investigate the effects of soil reinforcement and foundation pit excavation on the deformation of adjacent tunnels and surrounding soils. Based on the actual construction sequence, the study simulated and analyzed the displacement mechanisms arising from the interaction between reinforcement works and spatial positions, and validated the reliability of the numerical results with field monitoring data. The findings indicate that reinforced soil can effectively reduce far-field disturbances induced by pit excavation; however, the reinforcement process itself exerts lateral pressure on the surrounding soil, causing horizontal displacements and tunnel uplift. Moreover, if soil reinforcement and pit excavation are carried out simultaneously, the displacement of the soil located between the two processes will increase significantly, thereby raising construction risks. The study suggests that a rational arrangement of soil reinforcement and excavation sequences should be adopted to optimize the construction plan, control construction-induced disturbances, and enhance safety.

At a project site in Tianjin, the ground contains a relatively thick layer of medium-dense sand, and the pile-end bearing stratum exhibits relatively low end-bearing capacity. As an emerging pile type, the cement-soil composite pipe pile integrates the high strength and construction efficiency of PHC piles with the superior side friction performance of cement-soil mixing piles, making it well suited to such ground conditions. Based on static load limit tests, a comparative analysis was conducted among bored piles, post-grouting piles, and cement-soil composite pipe piles in terms of bearing capacity, construction duration, economic performance, and other relevant factors. The results indicate that the cement-soil composite pipe pile demonstrates the most favorable overall performance and offers significant advantages for the described soil conditions. Furthermore, in light of its application in dense sandy soil foundations, key considerations for the design and construction of this pile type under such geological conditions are presented.

To investigate rational cable replacement schemes for long-span cable-stayed bridges, this study analyzes existing cable force data from the pre-replacement inspection of the Han River Highway Bridge in Yunxian County. The results indicate that the deviation between the measured total cable force and the original design value is negligible, with a total discrepancy of 0.72%. Based on the current cable force status, the replacement work for the entire bridge was partitioned into three zones, with two alternative schemes proposed for each zone. A finite element model of the bridge was developed using MIDAS Civil to comparatively analyze variations in cable force, main girder vertical displacement, and structural internal forces throughout the replacement process. The findings demonstrate that the following schemes are optimal： a single-tower symmetric replacement of two cables for the long-cable zone; a combined single-tower symmetric and double-tower oblique symmetric replacement of four cables for the medium-long cable zone; and a single-tower symmetric replacement of four cables along with a double-tower sequential replacement for the short-cable zone. All monitored parameters remained within permissible limits, confirming the feasibility of the proposed schemes. Furthermore, the combined strategy for the long- and short-cable zones significantly reduces the construction duration. The segmented cable replacement methodology based on current cable force, as proposed in this paper, has been successfully validated through field implementation and provides a valuable reference for analogous projects.

The hoisting of prefabricated components comprises three stages： identification, hoisting, and installation. Adverse factors that hinder the progress of hoisting may arise at any stage, and potential changes to the hoisting scheme further render the control of the hoisting process inherently dynamic rather than static. To address this, this study integrates Blender visualization technology, RFID technology, and cloud computing technology to establish a dynamic control framework for hoisting schemes. Specifically, prior to hoisting, Blender is employed to conduct visual simulations of the optimal hoisting sequence scheme. During hoisting, an RFID-cloud-based monitoring mechanism is implemented to track potential influencing factors in real time. Post-hoisting, the scope of hoisting sequence adjustments is defined, the mechanisms and impact degrees of various influencing factors are analyzed, and a dynamic adjustment mechanism for hoisting sequences is proposed. Case simulations utilizing an improved genetic algorithm validate the effectiveness of this mechanism, ultimately enabling precise control and intensive management of the prefabricated component construction process.

The A1 tower of Suzhou East Station has a height of 199.95 m and adopts a concrete frame-core tube structural system, classified as a B‑level supertall building. Due to functional planning requirements, the shear walls above the 24th floor of the core tube are retracted by 3.05 m; furthermore, to accommodate architectural façade design, the perimeter frame columns from the 12th to the 43rd floors are set back using inclined columns with an angle of 1.4°—1.6°. In consideration of structural irregularities and height‑related challenges, targeted performance objectives for critical structural components were established. Corresponding analyses were performed, including elastic analysis under frequent seismic actions, performance‑based design for moderate earthquakes, and dynamic elastoplastic time‑history analysis for rare earthquakes. Specialized investigations were also conducted on the design of shear wall setbacks, inclined column transitions, and the tower crown. Based on these findings, reinforcement measures were implemented for key structural members, and all analytical results satisfied the prescribed requirements, confirming that the structure is safe and reliable.

The primary function of the studied building is office use, comprising two main towers and a podium. It features a two‑story basement, with the podium and main towers rising 5 and 15 stories above ground, respectively, separated by a seismic joint. This paper focuses exclusively on the structural design and analysis of the podium. The podium adopts a U‑shaped layout with an obtuse interior corner angle, resulting in a significant overhang measuring 35.6 m. Structural calculations reveal additional irregularities, including torsional irregularity, eccentric mass distribution, diaphragm discontinuity, vertical component discontinuity, and multi‑story elongated columns. To address the seismic resistance and construction challenges posed by the extensive overhang and multiple irregularities—while ensuring structural safety, reliability, and cost‑effectiveness—the podium employs a reinforced concrete frame with buckling‑restrained braces. The large overhang zone incorporates a multi‑story giant steel truss system. Through performance‑based design encompassing frequent, moderate, and rare earthquake scenarios, targeted enhancements were implemented for critical and ordinary vertical members, with particular strengthening applied to vulnerable regions. Comprehensive construction simulation analyses were conducted for the entire structure, supplemented by detailed finite element analyses of complex joints. These approaches effectively resolved the seismic and constructability issues associated with the large‑span cantilever and irregular configuration, offering valuable reference strategies for analogous engineering projects.

To address the insufficient efficiency and limited portability of parametric models in the BIM design process for railway mountain tunnel lining structures—as well as the risks of core technology restrictions and information security vulnerabilities stemming from reliance on international commercial BIM software platforms—this study investigates methods to overcome the barriers imposed by the built-in geometric constraints of such software. Grounded in the theory of independent geometric semantic parsing, a systematic investigation into the parametric modeling methodology for these structures is presented. First, a dedicated parametric modeling workflow and a 3D model deconstruction strategy are established. Subsequently, a corresponding parametric modeling algorithm is developed and implemented using the domestic, autonomous BIMBase geometric engine, culminating in the creation of specialized parametric BIM forward-design software for railway mountain tunnel linings. The principal conclusions are as follows： （1） Through API development on the domestic BIMBase platform, the proposed algorithm was successfully implemented, with its effectiveness and practicality validated via engineering case studies. （2） Designed to be independent of the internal constraint representation mechanisms of specific geometric engines, the algorithm can directly drive the generation and editing of tunnel cross-sections. Consequently, it accurately satisfies BIM design requirements for railway tunnel linings while significantly enhancing modeling automation and the general applicability of the parametric methodology across the industry.