Abstract: The widespread adoption of sliding thermal blanket systems in solar greenhouses represents a significant advancement in energy-saving agricultural facility technology. However, corresponding research on the structural skeleton parameters, load forms, and mechanical performance characteristics of greenhouses specifically designed to accommodate this opening mechanism remains insufficient. This knowledge gap poses challenges for the structural safety assessment, standardized design, and performance optimization of such greenhouses, particularly under critical vertical loads like snow accumulation. To address this, the present study focuses on a sliding-blanket-adapted solar greenhouse skeleton with a 13.6 m span, typical for the Shenyang region. A comprehensive investigation was conducted by integrating a 1:1 full-scale skeleton loading test with a sophisticated Finite Element Analysis simulation using Midas-Gen software. The primary objective was to validate and analyze the mechanical response of this greenhouse structural type under vertically applied loads.The experimental and numerical protocols were designed to simulate realistic loading conditions. Vertical load was systematically applied to the front roof surface. During testing and simulation, load-displacement curves were meticulously obtained from three strategically chosen measurement points: the base connection of the rear roof, the inflection point of the rear wall column, and the mid-span section of the front roof. These data were crucial for analyzing the global and local deformation behavior. Furthermore, the internal force distribution across the entire skeleton was analyzed in detail to identify inherent structural vulnerabilities and potential failure initiation zones. The ultimate bearing capacity of the structure under the defined vertical load case was conclusively determined through both experimental and numerical approaches.The comparative results demonstrated a high degree of consistency between the physical test and the computational model. Under identical loading and boundary conditions, the load-displacement curves from both the experimental skeleton and the FEA model exhibited a distinct two-stage trend, characterized by an initial linear elastic phase followed by a nonlinear deformation phase, indicating good agreement. Quantitatively, the FEA model predicted a slightly higher overall structural strength. The numerically derived ultimate bearing capacity was 24.19 kN, which was marginally greater than the experimental average of 23.35 kN. The relative error between these values was a mere 3.62%, effectively validating the accuracy, rationality, and reliability of the established finite element model for simulating the structural behavior of this greenhouse type.Building upon this validated model, and while keeping the fundamental geometric parameters of the greenhouse skeleton (span, ridge height, and purlin spacing) constant, a subsequent phase of structural optimization was undertaken. Two principal modification strategies were explored to enhance performance: 1) strengthening the identified weak point at the inflection point of the rear wall column ; 2) modifying the structural boundary conditions. These interventions aimed to reinforce local weaknesses and redistribute internal stresses for improved global efficiency.The optimization yielded significant and actionable insights. First, enhancing the out-of-plane lateral bracing at the rear column inflection point proved highly effective. When the spacing of these additional lateral constraints was reduced to 1.5 m and further to 1.2 m, the ultimate load capacity of the skeleton increased substantially, with a maximum enhancement of 26.90% achieved. It is noted that this gain in strength was accompanied by a concurrent increase in displacement at the measurement points, highlighting a trade-off between load-bearing capacity and deformation. Second, altering the boundary conditions had a profound impact on both the overall load-bearing capacity and the fundamental failure mode of the structure. Specifically, when the support condition at the base of the rear wall column was changed from a typical pinned or partially restrained connection to a fully fixed (embedded) condition (denoted as GG in engineering terms), a significant redistribution of internal forces occurred. This redistribution led to a shift in the location of the relative weak section within the skeleton. Consequently, this boundary adjustment resulted in a 16.99% increase in the ultimate load capacity of the optimized structure.In conclusion, this study provides robust evidence-based guidance for engineering practice. The findings indicate that the overall mechanical performance of solar greenhouse skeletons designed for sliding thermal blanket systems can be substantially improved through two key practical measures: increasing out-of-plane lateral constraints at the critical inflection point of the rear columns and enhancing the rotational and translational fixity at the base of these rear column footings. These modifications effectively strengthen local weak areas, promote a more favorable redistribution of internal stresses, and thereby elevate the structural safety margin. Ultimately, this research establishes a solid theoretical foundation and provides a reliable methodological framework-combining full-scale experimentation with advanced numerical simulation and optimization for the structural safety evaluation, performance assessment, and optimized design of this increasingly important category of solar greenhouses under predominant vertical loading scenarios. The outcomes contribute meaningfully to the fields of agricultural structural engineering and protected horticulture facility design.