Objective Underground lined rock cavern (LRC) gas storage facilities offer advantages including long service life, minimal land use, and high safety, with internal pressures reaching up to 15 MPa. It is essential to monitor the stress and deformation characteristics of the overall cavern during construction and operation.

Methods In the model test, Class II sandstone was selected. The model measured 500 mm × 500 mm × 250 mm and consisted of a steel–concrete–surrounding rock composite structure. Confining pressure was applied using a true triaxial loading device, while an internal pressure of 15 MPa was exerted on the steel lining surface via a hydraulic bladder. Pressure and strain at the steel–concrete and rock–concrete interfaces, along with changes in the specimen’s wave velocity before and after testing, were monitored. Comparative analysis with numerical simulation results was conducted to validate the numerical model’s rationality in calculating circumferential strain and stress transfer coefficient. Subsequently, strain and pressure data beyond the monitoring points were obtained through numerical simulation.

Results The model test results indicated that, after applying an internal pressure of 15 MPa, neither the steel lining nor the rock reached the yielding stage, with overall circumferential strains of 600×10⁻⁶ and 150×10⁻⁶, respectively. However, the concrete’s wave velocity decreased by over 30％ after the test. Based on the empirical formula, the estimated crack opening was 0.47 mm. The stress transfer coefficients at the steel–concrete and rock–concrete interfaces were 72.3％ and 65.5％, respectively, with 47.7％ of the radial stress transferred to the rock–concrete interface. Numerical simulation results showed absolute errors in circumferential strain at the steel–concrete and rock–concrete interfaces of 3×10⁻⁶ and 14×10⁻⁶, respectively, and an absolute error of 2.9％ for radial stress transfer at the rock–concrete interface. There was close agreement between the numerical simulation and test results for circumferential deformation and stress transfer.

Conclusion Since LRC gas storage facilities are buried shallowly with low geological tectonic stress, the steel lining and surrounding rock exhibit minimal circumferential strain variation in different cavern directions. After applying internal pressure in the test, the concrete lining was damaged and entered the plastic damage stage. Crack opening can be estimated from wave velocity reduction using an empirical formula. Radial stress at the interface significantly attenuates during transfer, primarily controlled by the elastic modulus and compressive strength of the steel lining, concrete lining, and rock. Higher elastic moduli of concrete and rock improve radial stress transfer.