Metallbaumeister in HFP Practice Questions - Metallbaumeisterin Metallbaumeister mit eidgenössischem Diplom (HFP) Maître constructeur métallique Exam - Metallbaumeister in HFP Practice Questions - Metallbaumeisterin Metallbaumeister mit eidgenössischem Diplom (HFP) Maître constructeur métallique Exam

Question 1

A metal construction engineer is calculating the characteristic wind velocity pressure (qp) according to SIA 261 for a 22-meter-tall commercial building located in Zurich (altitude 430 m above sea level, Terrain Category III / Geländekategorie III - suburban area). According to SIA 261, what is the correct approach to determine the wind action on the mullion-transom facade?

Determine the basic velocity pressure qp0 (0.90 kN/m2) adjusted for Zurich's altitude, apply the profile coefficient ch(z) for Terrain Category III at z = 22 m, and multiply by the aerodynamic external pressure coefficients (cpe) for pressure and suction zones Apply a constant uniform wind pressure of 0.50 kN/m2 across the entire facade height regardless of terrain category or building height Use the unreduced wind speed of 130 km/h and multiply directly by the glass area without applying peak pressure coefficients ch(z) Calculate wind actions solely based on the 500-year return period earthquake acceleration spectra according to SIA 261

Correct Answer:

Question 2

An entrance canopy with a monopitch roof (inclination alpha = 5°) is attached to a 15-meter-high vertical facade in Chur (altitude 600 m a.s.l.). When calculating the characteristic snow load (s) according to SIA 261, how must the metal construction master account for snow drifting against the adjacent high facade wall?

Ignore snow accumulation at the wall junction because wind continuously blows snow off low-pitch canopies Combine the undrifted snow load shape coefficient mu1 with an additional snow drift shape coefficient mu2 that increases linearly toward the facade wall based on the height difference and canopy length Apply the basic ground snow load sk without multiplying by any roof shape or thermal coefficients Reduce the snow load by 50% because the monopitch angle of 5° allows instant snow sliding

Correct Answer:

Combine the undrifted snow load shape coefficient mu1 with an additional snow drift shape coefficient mu2 that increases linearly toward the facade wall based on the height difference and canopy length

Question 3

When verifying the structural safety (Ultimate Limit State / ULS / Tragfähigkeit) and serviceability (Serviceability Limit State / SLS / Gebrauchstauglichkeit) of a steel canopy according to SIA 260 and SIA 263, which partial safety factor combination is correct for the persistent design situation?

ULS: Ed = 1.0 * Gk + 1.0 * Qk; SLS: Ed = 1.50 * Gk + 1.35 * Qk ULS: Ed = 2.0 * (Gk + Qk); SLS: Ed = 0.5 * (Gk + Qk) ULS: Ed = 1.35 * Gk + 1.50 * Qk,1 + sum(1.50 * psi_0,i * Qk,i); SLS: Ed = 1.0 * Gk + 1.0 * Qk,1 + sum(psi_0,i * Qk,i) (characteristic combination) ULS: Ed = 1.15 * Gk + 1.15 * Qk; SLS: Ed = 1.0 * Gk without variable loads

Correct Answer:

ULS: Ed = 1.35 * Gk + 1.50 * Qk,1 + sum(1.50 * psi_0,i * Qk,i); SLS: Ed = 1.0 * Gk + 1.0 * Qk,1 + sum(psi_0,i * Qk,i) (characteristic combination)

Question 4

A steel roof girder (IPE 360 in S355JR, span L = 8.0 m) is subjected to positive bending moments from gravity loads. The compression flange is unrestrained along its span between end supports. What stability failure mode must the metal construction master calculate according to SIA 263?

Local flange crushing (Flanschquetschung) without lateral displacement Pure plastic torsional warping (Wölbkrafttorsion) without any flexural bending component Punching shear failure (Durchstanzen) of the IPE web Lateral-torsional buckling (Biegedrillknicken), determined by calculating the ideal elastic critical moment Mcr and applying the reduction factor chi_LT based on the non-dimensional slenderness lambda_bar_LT

Correct Answer:

Lateral-torsional buckling (Biegedrillknicken), determined by calculating the ideal elastic critical moment Mcr and applying the reduction factor chi_LT based on the non-dimensional slenderness lambda_bar_LT

Question 5

A steel column (HEB 180 in S235JR, system length L = 4.5 m) is rigidly clamped into the reinforced concrete foundation at the bottom and pinned at the top against horizontal sway. What is the theoretical effective buckling length (Knicklänge lk / s) to be used for flexural buckling verification according to SIA 263?

lk = 0.70 * L = 3.15 m lk = 1.00 * L = 4.50 m lk = 2.00 * L = 9.00 m lk = 0.50 * L = 2.25 m

Correct Answer:

lk = 0.70 * L = 3.15 m

Question 1

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Prepare with the Metallbaumeister in HFP Practice Questions - Metallbaumeisterin Metallbaumeister mit eidgenössischem Diplom (HFP) Maître constructeur métallique Exam practice quiz. This question bank includes 100 questions covering facade, glass, steel, swiss, and standard. Use it to review important concepts, identify knowledge gaps, and build confidence for the related exam, course, or assessment.

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Metallbaumeister in HFP Practice Questions - Metallbaumeisterin Metallbaumeister mit eidgenössischem Diplom (HFP) Maître constructeur métallique Exam

This practice set contains 100 questions from the matching question bank and focuses on facade, glass, steel, swiss, and standard. Work through each question carefully, review the provided solutions, and revisit topics that need more study before your next attempt.

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Metallbaumeister in HFP Practice Questions - Metallbaumeisterin Metallbaumeister mit eidgenössischem Diplom (HFP) Maître constructeur métallique Exam

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