| Rigid Portal Frame |
Warehouses, manufacturing plants, logistics buildings, agricultural facilities, and aircraft hangars.
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Approximately 15–60 m, depending on loading, frame spacing, roof geometry, and deflection limits.
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Structural carbon steel such as S275 or S355 under European practice, or comparable grades specified by the governing national standard.
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Efficient for gravity loads and moderate lateral loads. Roof slope, frame stability, wind uplift, snow drift, crane loads, and serviceability deflection require specific verification.
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EN 1993-1-1 and EN 1993-1-8; AISC 360; ASCE 7 for design loads; local building and fire codes.
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Cost-efficient
Fast erection
Large open interior
Adaptable cladding
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Less suitable for very tall buildings or highly irregular geometry. Long-span frames may require deeper rafters, tapered members, or internal bracing.
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| Braced Steel Frame |
Industrial buildings, multi-storey structures, utility buildings, schools, commercial facilities, and buildings in high-wind or seismic regions.
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Commonly 6–15 m between primary columns; overall building length can be extended through repeated braced bays.
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Rolled sections, hollow structural sections, angles, channels, and tension or compression bracing members in standard structural grades.
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Provides efficient resistance to wind and earthquake actions. Bracing layout must address force reversal, connection ductility, buckling, drift, and architectural access requirements.
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EN 1993-1-1 and EN 1998-1; AISC 360 and AISC 341 where applicable; ASCE 7; ISO 3010 principles for seismic actions.
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High lateral stiffness
Material-efficient
Suitable for seismic design
Robust load path
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Diagonal braces can interfere with doors, windows, circulation, and equipment. Connection detailing is critical for seismic or cyclic loading.
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| Moment-Resisting Frame |
Office towers, industrial buildings requiring unobstructed façades, parking structures, and buildings where bracing conflicts with space planning.
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Typically 6–12 m between columns, with larger spans possible through heavier beams and connections.
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Rolled wide-flange sections, welded box sections, plate girders, and steel grades selected for strength, ductility, and weldability.
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Resists lateral actions through rigid beam-column connections. Requires careful control of drift, connection rotation capacity, panel-zone behavior, weld toughness, and second-order effects.
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EN 1993-1-8 and EN 1998-1; AISC 360 and AISC 341; ASCE 7; applicable welding and fabrication standards.
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Open floor plans
Few architectural obstructions
Good façade flexibility
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More expensive and fabrication-intensive connections. Greater lateral drift may lead to larger member sizes or additional drift-control measures.
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| Steel Truss System |
Sports halls, exhibition centers, terminals, auditoriums, process plants, and long-span roofs.
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Approximately 20–100 m or more, depending on truss depth, support conditions, vibration criteria, and imposed loads.
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Hollow sections, angles, channels, rolled sections, and welded box members in structural steel grades suitable for compression and tension actions.
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Efficient for long spans with controlled deflection. Design must consider member buckling, joint eccentricity, vibration, erection stability, temperature movement, and maintenance access.
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EN 1993-1-1, EN 1993-1-8, and EN 1993-1-9; AISC 360; ASCE 7; local vibration, fire, and snow-load requirements.
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Very long spans
Reduced interior columns
Efficient load distribution
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Greater structural depth, more fabrication nodes, complex temporary works, and potentially higher inspection and maintenance requirements.
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| Steel Space Frame |
Large-span roofs, stadiums, transport terminals, convention centers, and architectural roofs with irregular or curved geometry.
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Commonly 30–120 m or more, subject to module size, support arrangement, roof loads, and geometric complexity.
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Circular or square hollow sections, cast or fabricated nodes, and structural steel grades selected for strength and connection performance.
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Three-dimensional load sharing can provide high stiffness and redundancy. Analysis should include geometric nonlinearity, construction sequence, joint behavior, wind uplift, and progressive instability.
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EN 1993-1-1 and EN 1993-1-8; AISC 360; ISO 2394 for reliability principles; applicable local wind, snow, seismic, and fire codes.
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Large column-free areas
Architectural flexibility
Three-dimensional redundancy
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Specialized analysis, node fabrication, surveying, temporary support, and erection control may increase project cost and schedule risk.
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| Composite Steel–Concrete Frame |
Multi-storey offices, hospitals, residential buildings, commercial facilities, and structures requiring efficient floor systems.
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Approximately 6–15 m between columns or primary beams, depending on slab type, floor loading, and vibration limits.
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Structural steel beams and columns combined with reinforced or composite concrete slabs using shear connectors where required.
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Composite action can improve stiffness, strength, and fire performance. Design must verify construction-stage behavior, shear connection, slab integrity, vibration, shrinkage, and differential movement.
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EN 1994-1-1 and EN 1994-1-2; AISC 360 composite provisions; ASCE 7; local reinforced-concrete and fire-resistance codes.
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Efficient floor depth
Good stiffness
Fast steel erection
Suitable for multi-storey use
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Requires coordinated steel, concrete, deck, and connector installation. Construction sequence and temporary propping can affect final performance.
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| Pre-Engineered Metal Building System |
Standardized warehouses, workshops, retail storage, agricultural buildings, and low-rise industrial facilities.
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Commonly 12–40 m, with project-specific options for larger spans or added mezzanines and cranes.
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Factory-fabricated tapered built-up members, cold-formed secondary members, profiled steel sheeting, and protective coating systems.
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Optimized for defined load cases and repetitive geometry. Must be checked for local climate, wind zones, snow, seismic effects, equipment loads, fire, and future alterations.
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Applicable national steel design code; EN 1993 or AISC 360; ASCE 7 or local loading code; ISO 12944 for corrosion protection where specified.
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Rapid delivery
Factory fabrication
Low site labor
Predictable cost
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Standardized geometry may restrict architectural changes. Supplier-specific design assumptions must be reconciled with the project’s legally adopted code.
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| Modular or Volumetric Steel System |
Hotels, worker accommodation, healthcare facilities, classrooms, apartments, and projects requiring repeated room modules.
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Individual modules commonly use 3–5 m widths and 6–15 m lengths; complete buildings can be assembled into larger plan layouts.
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Hollow sections, cold-formed sections, welded frames, floor cassettes, and fire-protected steel modules.
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Factory quality and speed are strong benefits. Design must address lifting loads, transport acceleration, module-to-module connections, vibration, fire separation, acoustics, and cumulative tolerances.
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Applicable national building and fire codes; EN 1993 or AISC 360; ISO 668 for transport dimensions where relevant; local lifting and temporary works requirements.
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High off-site productivity
Shorter site program
Repeatable quality
Reduced site waste
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Transport dimensions, lifting capacity, logistics routes, connection tolerances, and module repetition can constrain design flexibility.
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