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Seismic Design

5-Storey Seismic Frame — EN 1998-1 Analysis

5-storey moment-resisting frame designed per EN 1998-1 with Italy National Annex (a_g = 0.25g, S = 1.5). Behavior factor q = 4.0 (DCM, medium ductility). Lateral force method, interstorey drift verification, and capacity design checks. Fabrication export includes EXC2 traceability metadata.

24NC1 Parts
HEA340 / HEA360Frame Sections
DCM q=4.0Ductility Class
Italy NANational Annex
12Moment Connections
EXC 2Execution Class
Fabrication Output

Ready-to-Download Artefacts

FrameAI outputs DSTV NC1 files for this seismic frame with EXC2 traceability embedded in the file header. DXF shop drawings carry full connection notes and welding requirements per EN 1090-2.

DSTV NC1 DSTV NC1 ASCII 7th edition, 24 parts, EXC2 traceability header DXF Shop Drawings DXF AutoCAD R12, seismic connection notes IFC 4 BIM Model IFC Structural model with seismic analysis metadata
Structure

5-Storey MRF Geometry

Plan dimensions30 m × 18 m (2 bays)
Total height17 000 mm (5 storeys × 3.4 m)
Primary frame2D MRF, lateral-resisting in X and Y
Beam sections10 × HEA340, Class 1 (S275)
Column sections6 × HEA360, Class 1 (S275)
Connection typeBolted stiffened end-plate (DALM), capacity-designed
BracingConcentric X-bracing at perimeter bays
Brace sections6 × CHS 114.3 × 5 (S355)
MaterialS275JR (EN 10025-2), Charpy 27 J at −20°C
Eurocode Verification

EN 1998-1 Seismic Analysis

FrameAI automatically derives seismic actions per EN 1998-1 §3.2 using the Italy National Annex. Lateral force method applied for regular buildings. Drift limits and capacity design checks included.

Seismic action — Italy NA, Zone 2
a_g = 0.25g, S = 1.5 (soil class C), TC = 0.60s, TD = 2.0s. PGA = 0.25 × 1.5 × 1.0 = 0.375g.
S_e(T) = 0.375g, TC = 0.60 s EN 1998-1 §3.2.2.2 + IT NA
Behavior factor — DCM, MRF
q = q_0 × k_d × k_r = 3.9 × 1.0 × 1.0 = 3.9 → q = 4.0. Primary beams Class 1, columns Class 1.
q = 4.0, DCM medium ductility EN 1998-1 §6.3.2 Table 6.2
Base shear — lateral force method
T_1 = 0.85s (approx. formula). S_e(T_1) = 0.29g. m_total = 1 650 t. F_b = 4 775 kN.
F_b = 4 775 kN, T_1 = 0.85 s EN 1998-1 §4.3.3.2
Interstorey drift — SLS (3 × 0.0075 × h)
Top storey drift = 14 mm ≤ 25.5 mm. Ground storey drift = 18 mm ≤ 25.5 mm.
η_dr = 0.55 < 1.0, SLS drift OK EN 1998-1 §4.4.3.2
Capacity design — column over beam
γ_Rd = 1.3, ΣM_Rc ≥ 1.3 ΣM_Rb at all joints. HEA360 columns: M_Rd = 480 kNm, ΣM_Rc / ΣM_Rb = 1.52 ≥ 1.3.
γ_Rd = 1.52, capacity design satisfied EN 1998-1 §6.2.3
Material toughness — EN 1993-1-10
t_p = 20 mm, σ_Ed = 210 N/mm², T = −20°C, DK = 27 J. Required z = 25 mm (Z25 quality per EN 10164). 2 × CHS brace requires T27J at −30°C.
Z25 required, T27J at −20°C EN 1993-1-10 Table 3

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