Volume 8.
Issue 10.

Raw emulation capacity for flagship system-on-chip (SoC) programs keeps growing, and engineer-hour supply keeps falling further behind it. That gap, not machine availability, is the actual bottleneck in pre-silicon verification today, driven by workload diversity across artificial intelligence (AI), extended reality (XR), and mobile platforms converging on a single die. This article argues that closing the gap requires a bounded, governed layer of AI-guided assistance rather than either extreme - full automation or continued reliance on engineer-only throughput. A three-layer adoption framework is proposed: scoping, which restricts AI involvement to stimulus generation for known-workload classes and anomaly-flagged debug triage while keeping root-cause sign-off and tape-out risk calls fully engineer-owned; validation, which requires every AI-generated output to be checked against a trusted reference  -  simulation, formal methods, or historical regression baselines  -  before an engineer may act on it; and governance, an operating-review cadence with rollback criteria defined before deployment, not improvised afterward. Pilot deployment of emulation-friendly RTL on a premium-tier mobile SoC program produced a shift of approximately 60 percent of RTL earlier in the program schedule, with no coverage-model exception granted to reach that outcome. The finding that emerges is not that AI accelerates verification - that much is already argued elsewhere - but that the acceleration only survives contact with a tape-out schedule when it is deliberately bounded. Emulation productivity under AI assistance is a governance problem before it is a technical one, and the three-layer framework is offered as a transferable operating model for programs where the cost of an unvalidated miss is unacceptable.

This study investigates the construction technology for a two-story low-rise building in which the load-bearing system is assembled from factory-fabricated pultruded glass-fiber-reinforced polymer (GFRP) profiles, while the external enclosures comprise three-layer 3D-printed walls with a polystyrene-concrete core. The production task extends well beyond conventional wall printing: the digital model, fabrication and marking of GFRP components, surveying, installation of deformation-decoupled connections, generation of machine toolpaths, material delivery, installation of embedded components, core filling, geometric quality control, and transfer of as-built data into the digital building passport must all be coordinated.

A BIM-oriented methodology is developed around a continuous digital thread: “requirement—model object—technological operation—inspection record—acceptance decision.” The information environment is organized in accordance with the ISO 19650 series; open exchange is described through IFC under ISO 16739-1:2024; the level of information need is defined under ISO 7817-1:2024; and construction-object data are structured with reference to ISO 23386 and ISO 23387:2025. Qualification of the additive process follows the logic of ISO/ASTM 52939:2023. A persistent identifier is proposed for each element, linking its geometry, material, batch, toolpath, printing parameters, photographs, point cloud, test results, and as-built revision.

For the demonstration building measuring 10.8 × 7.2 m, with two stories and 20% openings, the net printed-enclosure area is 172.8 m². The calculated volume of print mortar, including local cross-ties, is 11.61 m³, and the volume of the polystyrene-concrete core is 31.59 m³. At a layer height of 20 mm, bead width of 45 mm, nozzle speed of 120 mm/s, and overall equipment effectiveness OEE = 0.742, the effective production rate is 0.289 m³/h and the printing duration is approximately 40.2 h. An 18-day demonstration 4D schedule is proposed for the superstructure, including frame assembly, printing of both stories, inspection hold points, core filling, roof installation, and compilation of the digital passport.

The scientific novelty lies in integrating BIM information management, DfMA preparation of the composite frame, process calculation for 3D printing, statistical process control, point-cloud-based geometric verification, and a system of release quality gates. It is shown that testing specimen strength alone is insufficient: wall reproducibility depends on the combined control of flow rate, speed, bead geometry, interlayer interval, green strength, embedded-component position, and preservation of free travel in the movement-accommodating connections. A verification program is established from material qualification and trial printing through a pilot module and the as-built building model.

A non-load-bearing, three-layer external wall for a low-rise building is investigated. The wall consists of two cementitious shells manufactured by layer-by-layer extrusion-based 3D printing and a cast-in-place expanded polystyrene (EPS) concrete core. The study aims to establish relationships between wall geometry, construction-stage actions, the mechanical response of the printed shells, heat and moisture transfer, and in-service performance, and to develop a testable experimental verification programme. The baseline model has an overall thickness of 250 mm, comprising two 30 mm shells and a 190 mm core. Using illustrative thermal conductivities of 0.80 and 0.10 W/(m·K), the calculated thermal resistance of the homogeneous region is 2.145 m²·K/W and its thermal transmittance is 0.466 W/(m²·K). Increasing the design thermal conductivity of the core by 20% and 40% increases U by 17.3% and 33.9%, respectively. Continuous cementitious ribs 30 mm wide at 0.6 m spacing can increase the equivalent U-value by 33.6%; thermal optimisation must therefore consider the actual two- or three-dimensional geometry. A construction-stage analysis of fresh infill pressure gives 3.18 kPa for a density of 450 kg/m³, a dynamic factor of 1.2 and a lift height of 0.6 m. For a 30 mm thick shell strip spanning 0.6 m, the elastic stress is 0.95 MPa and the deflection is 0.40 mm at an early-age modulus of 6 GPa. Wind-response screening identifies quadratic and fourth-power relationships between support spacing and stress and deflection, respectively. A steady-state winter moisture assessment indicates a potential intersection of vapour partial pressure and saturation pressure at the cold boundary of the core. This requires transient hygrothermal modelling that accounts for drying, joints and climate data rather than specifying a vapour barrier from the simplified analysis alone. A multilevel testing programme—material, printed element, connection, wall specimen and building—and a production quality-control matrix are developed. The scientific contribution lies in the integrated parametric treatment of the filling stage, the anisotropic printed shell, thermal bridges, moisture risk and verification of in-service performance.

The stress–strain behaviour of a two-storey load-bearing frame for a low-rise building, comprising pultruded glass-fibre-reinforced polymer (GFRP) hollow sections and intended for use with non-load-bearing 3D-printed walls, is investigated. The study aims to quantify the effects of joint rotational flexibility, transverse shear and the bracing system on frame displacements, internal forces, elastic stability and dynamic characteristics. A two-dimensional finite element model of a three-bay, two-storey frame measuring 10.8 × 6.0 m is developed. The columns, beams and diagonal braces have cross-sections of 200 × 200 × 12 mm, 300 × 150 × 12 mm and 100 × 100 × 8 mm, respectively. Members are represented by Timoshenko beam theory, beam-to-column connections by rotational springs, and geometric stability by a generalised eigenvalue problem. Braced and unbraced configurations are analysed over a range of joint stiffnesses, from pinned to idealised rigid connections. At the baseline stiffness kθ = 15 MN·m/rad, the roof displacement under the adopted storey-force pattern is 59.44 mm for the unbraced frame and 2.87 mm for the braced frame; the maximum interstorey drift ratio decreases from 10.76 to 0.51 ‰. The critical load factor increases from 10.49 to 80.41, while the fundamental vibration period decreases from 1.040 to 0.228 s. Under a uniformly distributed load of 12.6 kN/m, the calculated deflection of an isolated beam with kθ = 15 MN·m/rad is 3.82 mm, of which 1.03 mm, or 26.9%, is attributable to transverse shear. The bracing subsystem is shown to virtually eliminate the sensitivity of global displacement to uncertainty in the rotational stiffness of frame joints, whereas assuming rigid connections in the unbraced configuration can substantially distort the results. Requirements for the analytical model and multilevel experimental verification are formulated.