Loads & Seismic (IS 875 / IS 1893 / IS 13920) interview questions
27 real Loads & Seismic (IS 875 / IS 1893 / IS 13920) questions from the Civil Design & Codes bank, as asked in Indian campus drives and tech interviews. Every question has a verified answer and an AI-tutor explanation on placd — free to start.
1. What is Imposed floor loads?
Junior
A.Ta = 0.075 h^0.75 for bare RC moment frames, 0.085 h^0.75 for steel frames and 0.09 h/√d for buildings with masonry infill or shear walls
B.IS 875 Part 2 gives 2 kN/m² for residential rooms, 3 for residential stairs and corridors, 2.5 to 4 for offices and 1.5 for accessible roofs
C.Ah = (Z/2)(I/R)(Sa/g), multiplied by seismic weight W to give the design base shear VB distributed up the height in proportion to Wi hi²
D.1.5 for hospitals, schools, fire stations and other lifeline buildings, 1.2 for residential or commercial buildings housing over 200 people, and 1.0 otherwise
2. Which term means: "IS 875 Part 2 gives 2 kN/m² for residential rooms, 3 for residential stairs and corridors, 2.5 to 4 for offices and 1.5 for accessible roofs"?
A.Imposed floor loads — 0.10 for zone II, 0.16 for zone III, 0.24 for zone IV and 0.36 for zone V, the old zone I having been merged into zone II
B.Imposed floor loads — IS 875 Part 2 gives 2 kN/m² for residential rooms, 3 for residential stairs and corridors, 2.5 to 4 for offices and 1.5 for accessible roofs
C.Imposed floor loads — pz = 0.6 Vz² where Vz = Vb k1 k2 k3 k4, with basic 3-second gust speed at 10 m ranging from 33 to 55 m/s across six wind zones
D.Imposed floor loads — storey whose lateral stiffness is less than that of the storey above, typically open stilt parking, which the 2016 code makes a stiffness irregularity requiring explicit analysis rather than a 2.5 force multiplier
A.Zone factor Z — 0.10 for zone II, 0.16 for zone III, 0.24 for zone IV and 0.36 for zone V, the old zone I having been merged into zone II
B.Zone factor Z — IS 13920 requires the sum of column flexural capacities at a joint to be at least 1.4 times the sum of the beam capacities so hinges form in beams
C.Zone factor Z — pz = 0.6 Vz² where Vz = Vb k1 k2 k3 k4, with basic 3-second gust speed at 10 m ranging from 33 to 55 m/s across six wind zones
D.Zone factor Z — 1.5 for hospitals, schools, fire stations and other lifeline buildings, 1.2 for residential or commercial buildings housing over 200 people, and 1.0 otherwise
A.pz = 0.6 Vz² where Vz = Vb k1 k2 k3 k4, with basic 3-second gust speed at 10 m ranging from 33 to 55 m/s across six wind zones
B.0.10 for zone II, 0.16 for zone III, 0.24 for zone IV and 0.36 for zone V, the old zone I having been merged into zone II
C.Ta = 0.075 h^0.75 for bare RC moment frames, 0.085 h^0.75 for steel frames and 0.09 h/√d for buildings with masonry infill or shear walls
D.1.5 for hospitals, schools, fire stations and other lifeline buildings, 1.2 for residential or commercial buildings housing over 200 people, and 1.0 otherwise
8. Which term means: "1.5 for hospitals, schools, fire stations and other lifeline buildings, 1.2 for residential or commercial buildings housing over 200 people, and 1.0 otherwise"?
A.Importance factor I — pz = 0.6 Vz² where Vz = Vb k1 k2 k3 k4, with basic 3-second gust speed at 10 m ranging from 33 to 55 m/s across six wind zones
B.Importance factor I — 1.5 for hospitals, schools, fire stations and other lifeline buildings, 1.2 for residential or commercial buildings housing over 200 people, and 1.0 otherwise
C.Importance factor I — Ta = 0.075 h^0.75 for bare RC moment frames, 0.085 h^0.75 for steel frames and 0.09 h/√d for buildings with masonry infill or shear walls
D.Importance factor I — 0.10 for zone II, 0.16 for zone III, 0.24 for zone IV and 0.36 for zone V, the old zone I having been merged into zone II
A.Ah = (Z/2)(I/R)(Sa/g), multiplied by seismic weight W to give the design base shear VB distributed up the height in proportion to Wi hi²
B.1.5 for hospitals, schools, fire stations and other lifeline buildings, 1.2 for residential or commercial buildings housing over 200 people, and 1.0 otherwise
C.Ta = 0.075 h^0.75 for bare RC moment frames, 0.085 h^0.75 for steel frames and 0.09 h/√d for buildings with masonry infill or shear walls
D.ratio by which elastic seismic demand is divided for ductility and overstrength: 3 for an ordinary RC moment frame and 5 for a special frame detailed per IS 13920
11. Which term means: "ratio by which elastic seismic demand is divided for ductility and overstrength: 3 for an ordinary RC moment frame and 5 for a special frame detailed per IS 13920"?
A.Response reduction factor R — ratio by which elastic seismic demand is divided for ductility and overstrength: 3 for an ordinary RC moment frame and 5 for a special frame detailed per IS 13920
B.Response reduction factor R — 0.10 for zone II, 0.16 for zone III, 0.24 for zone IV and 0.36 for zone V, the old zone I having been merged into zone II
C.Response reduction factor R — IS 875 Part 2 gives 2 kN/m² for residential rooms, 3 for residential stairs and corridors, 2.5 to 4 for offices and 1.5 for accessible roofs
D.Response reduction factor R — storey whose lateral stiffness is less than that of the storey above, typically open stilt parking, which the 2016 code makes a stiffness irregularity requiring explicit analysis rather than a 2.5 force multiplier
14. Which term means: "Ah = (Z/2)(I/R)(Sa/g), multiplied by seismic weight W to give the design base shear VB distributed up the height in proportion to Wi hi²"?
A.Design horizontal seismic coefficient — IS 875 Part 2 gives 2 kN/m² for residential rooms, 3 for residential stairs and corridors, 2.5 to 4 for offices and 1.5 for accessible roofs
B.Design horizontal seismic coefficient — 1.5 for hospitals, schools, fire stations and other lifeline buildings, 1.2 for residential or commercial buildings housing over 200 people, and 1.0 otherwise
C.Design horizontal seismic coefficient — pz = 0.6 Vz² where Vz = Vb k1 k2 k3 k4, with basic 3-second gust speed at 10 m ranging from 33 to 55 m/s across six wind zones
D.Design horizontal seismic coefficient — Ah = (Z/2)(I/R)(Sa/g), multiplied by seismic weight W to give the design base shear VB distributed up the height in proportion to Wi hi²
A.pz = 0.6 Vz² where Vz = Vb k1 k2 k3 k4, with basic 3-second gust speed at 10 m ranging from 33 to 55 m/s across six wind zones
B.storey whose lateral stiffness is less than that of the storey above, typically open stilt parking, which the 2016 code makes a stiffness irregularity requiring explicit analysis rather than a 2.5 force multiplier
C.Ta = 0.075 h^0.75 for bare RC moment frames, 0.085 h^0.75 for steel frames and 0.09 h/√d for buildings with masonry infill or shear walls
D.0.10 for zone II, 0.16 for zone III, 0.24 for zone IV and 0.36 for zone V, the old zone I having been merged into zone II
17. Which term means: "Ta = 0.075 h^0.75 for bare RC moment frames, 0.085 h^0.75 for steel frames and 0.09 h/√d for buildings with masonry infill or shear walls"?
A.Empirical fundamental period — 1.5 for hospitals, schools, fire stations and other lifeline buildings, 1.2 for residential or commercial buildings housing over 200 people, and 1.0 otherwise
B.Empirical fundamental period — storey whose lateral stiffness is less than that of the storey above, typically open stilt parking, which the 2016 code makes a stiffness irregularity requiring explicit analysis rather than a 2.5 force multiplier
C.Empirical fundamental period — pz = 0.6 Vz² where Vz = Vb k1 k2 k3 k4, with basic 3-second gust speed at 10 m ranging from 33 to 55 m/s across six wind zones
D.Empirical fundamental period — Ta = 0.075 h^0.75 for bare RC moment frames, 0.085 h^0.75 for steel frames and 0.09 h/√d for buildings with masonry infill or shear walls
A.IS 875 Part 2 gives 2 kN/m² for residential rooms, 3 for residential stairs and corridors, 2.5 to 4 for offices and 1.5 for accessible roofs
B.pz = 0.6 Vz² where Vz = Vb k1 k2 k3 k4, with basic 3-second gust speed at 10 m ranging from 33 to 55 m/s across six wind zones
C.storey whose lateral stiffness is less than that of the storey above, typically open stilt parking, which the 2016 code makes a stiffness irregularity requiring explicit analysis rather than a 2.5 force multiplier
D.Ah = (Z/2)(I/R)(Sa/g), multiplied by seismic weight W to give the design base shear VB distributed up the height in proportion to Wi hi²
20. Which term means: "pz = 0.6 Vz² where Vz = Vb k1 k2 k3 k4, with basic 3-second gust speed at 10 m ranging from 33 to 55 m/s across six wind zones"?
A.Design wind pressure — Ah = (Z/2)(I/R)(Sa/g), multiplied by seismic weight W to give the design base shear VB distributed up the height in proportion to Wi hi²
B.Design wind pressure — pz = 0.6 Vz² where Vz = Vb k1 k2 k3 k4, with basic 3-second gust speed at 10 m ranging from 33 to 55 m/s across six wind zones
C.Design wind pressure — 0.10 for zone II, 0.16 for zone III, 0.24 for zone IV and 0.36 for zone V, the old zone I having been merged into zone II
D.Design wind pressure — 1.5 for hospitals, schools, fire stations and other lifeline buildings, 1.2 for residential or commercial buildings housing over 200 people, and 1.0 otherwise
A.storey whose lateral stiffness is less than that of the storey above, typically open stilt parking, which the 2016 code makes a stiffness irregularity requiring explicit analysis rather than a 2.5 force multiplier
B.Ah = (Z/2)(I/R)(Sa/g), multiplied by seismic weight W to give the design base shear VB distributed up the height in proportion to Wi hi²
C.IS 875 Part 2 gives 2 kN/m² for residential rooms, 3 for residential stairs and corridors, 2.5 to 4 for offices and 1.5 for accessible roofs
D.pz = 0.6 Vz² where Vz = Vb k1 k2 k3 k4, with basic 3-second gust speed at 10 m ranging from 33 to 55 m/s across six wind zones
23. Which term means: "storey whose lateral stiffness is less than that of the storey above, typically open stilt parking, which the 2016 code makes a stiffness irregularity requiring explicit analysis rather than a 2.5 force multiplier"?
A.Soft storey — ratio by which elastic seismic demand is divided for ductility and overstrength: 3 for an ordinary RC moment frame and 5 for a special frame detailed per IS 13920
B.Soft storey — IS 13920 requires the sum of column flexural capacities at a joint to be at least 1.4 times the sum of the beam capacities so hinges form in beams
C.Soft storey — 0.10 for zone II, 0.16 for zone III, 0.24 for zone IV and 0.36 for zone V, the old zone I having been merged into zone II
D.Soft storey — storey whose lateral stiffness is less than that of the storey above, typically open stilt parking, which the 2016 code makes a stiffness irregularity requiring explicit analysis rather than a 2.5 force multiplier
A.pz = 0.6 Vz² where Vz = Vb k1 k2 k3 k4, with basic 3-second gust speed at 10 m ranging from 33 to 55 m/s across six wind zones
B.1.5 for hospitals, schools, fire stations and other lifeline buildings, 1.2 for residential or commercial buildings housing over 200 people, and 1.0 otherwise
C.IS 13920 requires the sum of column flexural capacities at a joint to be at least 1.4 times the sum of the beam capacities so hinges form in beams
D.Ta = 0.075 h^0.75 for bare RC moment frames, 0.085 h^0.75 for steel frames and 0.09 h/√d for buildings with masonry infill or shear walls
26. Which term means: "IS 13920 requires the sum of column flexural capacities at a joint to be at least 1.4 times the sum of the beam capacities so hinges form in beams"?
A.Strong column–weak beam rule — 0.10 for zone II, 0.16 for zone III, 0.24 for zone IV and 0.36 for zone V, the old zone I having been merged into zone II
B.Strong column–weak beam rule — IS 13920 requires the sum of column flexural capacities at a joint to be at least 1.4 times the sum of the beam capacities so hinges form in beams
C.Strong column–weak beam rule — ratio by which elastic seismic demand is divided for ductility and overstrength: 3 for an ordinary RC moment frame and 5 for a special frame detailed per IS 13920
D.Strong column–weak beam rule — IS 875 Part 2 gives 2 kN/m² for residential rooms, 3 for residential stairs and corridors, 2.5 to 4 for offices and 1.5 for accessible roofs
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