Solved question paper for SD May-2022 (DIPLOMA 6th)
Solved Question Paper
Structural drawing May-2022
PSBTE • DIPLOMA • Cvil Engineering • 6th • May-2022
Structural Drawing for Punjab State Board of Technical Education Diploma in Engineering students in Civil Engineering, 6th semester, is listed here to help you find subject-wise previous year question papers and old papers for exam preparation. Students can use this page to review paper style, understand repeated question patterns, and revise important topics before the exam. BRpaper is not the official website of Punjab State Board of Technical Education. It only helps students discover structural drawing question paper material and related previous year papers for better revision and practice.
Solved Questions
Solved-
Draw to suitable scale the X-section (one near the support and other near the free end) along with L-section of cantilever beam with following data: Span projecting beyond support = 3m; Size of beam at fixed end = 300mm x 600mm; Size of beam at free end = 300mm x 200mm; Main reinforcement 4-20 mm dia. out of which two bars are curtailed at 1.80m from fixed end; Wall thickness and bearing = 400mm; Shear stirrups = 8 mm dia. 2-legged @ 300mm c/c; Anchor bars = 2-12mm dia. Use HYSD Steel and also prepare bar bending schedule.Long Answer 25 Marks May-2022 • PSBTE DIPLOMA
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May 2022 Draw to a suitable scale the X-section (one near the support and other near the free end) along with L-section of cantilever beam with following data: Span projecting beyond support = 3 m; Size of beam at fixed end = 300 mm x 600 mm; Size of beam at free end = 300 mm x 200 mm; Main reinforcement 4-20 mm dia. out of which two bars are curtailed at 1.80 m from fixed end; Wall thickness and bearing = 400 mm; Shear stirrups = 8 mm dia. 2-legged @ 300 mm c/c; Anchor bars = 2-12 mm dia. Use HYSD Steel and also prepare bar bending schedule.
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May 2018 Draw the cross-sections one near supports and the other near the free end along with L-section of a cantilever beam which is projecting 3 m beyond support having sizes 300 x 600 mm and 300 x 150 mm at the fixed end and free end respectively. Reinforcement: 4 bars 25 mm dia, stirrups are 2-legged 8 mm dia. Use suitable scale. Assume any other data as per requirement.
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Dec 2018 Draw the suitable scale the cross section (one near support and other near the free end) along with L-section of a cantilever beam with the following data: span projecting beyond support = 3.5 m, size of beam at fixed end = 300 mm x 600 mm, size of beam at free end = 300 mm x 200 mm, main reinforcement = 4 bars of 20 mm diameter, out of which two bars are curtailed at 1.80 m from fixed end, wall thickness and bearing = 400 mm, shear stirrups = 8 mm diameter, 2-legged @ 300 mm c/c, anchor bars = 2 bars of 12 mm diameter, use HYSD steel reinforcement. Assume any other missing data. Prepare bar bending schedule.
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May 2016 Draw to a suitable scale the cross-sections, one near support and the other near the free end, along with longitudinal section of a cantilever beam with span projecting beyond support 3 m. Size of beam at fixed end 300 mm x 600 mm, size of beam at free end 300 mm x 200 mm, main reinforcement 4 bars of 20 mm diameter, out of which two bars are curtailed at 1.80 m from fixed end, wall thickness and bearing 400 mm, shear stirrups 8 mm diameter 2-legged @ 300 mm c/c, anchor bars 2 bars of 12 mm diameter, use HYSD steel reinforcement. Assume any other missing data. Prepare bar bending schedule.
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May 2015 Draw to a suitable scale the cross-sections (one near the support and other near the free end) along with L-section of a cantilever beam with following data: Span projecting beyond support = 3.0 m; Size of beam at fixed end = 300 mm x 600 mm; Size of beam at free end = 300 mm x 200 mm; Main reinforcement = 4-20 mm dia (out of which two bars are curtailed at 1.80 m from fixed end); Wall thickness and bearing = 400 mm; Shear stirrups = 8 mm dia 2-legged @ 300 mm c/c throughout. Use HYSD steel reinforcement and prepare the Bar Bending Schedule.
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May 2015 Draw to a suitable scale the cross-sections (one near the support and other near the free end) along with L-section of a cantilever beam with following data: Span projecting beyond support = 3.0 m; Size of beam at fixed end = 300 mm x 600 mm; Size of beam at free end = 300 mm x 200 mm; Main reinforcement = 4-20 mm φ (out of which two bars are curtailed at 1.80 m from fixed end); Wall thickness and bearing = 400 mm; Shear stirrups = 8 mm φ 2-legged @ 300 mm c/c throughout. Use HYSD steel reinforcement and prepare the Bar Bending Schedule.
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Draw the L-section and two cross-sections (one at the mid span and other near the support) of a supported RCC beam having the following data: Size of beam = 300mm x 500mm; Clear span = 4.5m; Bearing on walls = 400mm; Thickness of wall = 300mm; Main Reinforcement (Mild Steel) = 3-20mm dia. (out of which one bar is bent up at 17°); Shear Stirrups = 8mm dia. 2-legged @ 200mm c/c; Anchor bars = 2-16mm dia. Also prepare bending schedule.Long Answer 25 Marks May-2022 • PSBTE DIPLOMA
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May 2022 Draw the L-section and two cross-sections (one at the mid span and other near the support) of a supported RCC beam having the following data: Size of beam = 300 mm x 500 mm; Clear span = 4.5 m; Bearing on walls = 400 mm; Thickness of wall = 300 mm; Main reinforcement (Mild Steel) = 3-20 mm dia. (out of which one bar is bent up at l7); Shear stirrups = 8 mm dia. 2-legged @ 200 mm c/c; Anchor bars = 2-16 mm dia. Also prepare bending schedule.
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May 2021 Draw the L-section and two cross-sections (one at mid span and other near the support) of a simply supported rectangular RCC beam with the given data: clear span 3.5 m, bearing on wall 200 mm, wall thickness 300 mm, beam size 300 mm × 500 mm, main reinforcement 5–20 mm dia (three bars bent up at 1/7 from the inner face of support), HYSD bars, stirrups 8 mm dia 2-legged @ 200 mm c/c, and anchor bars 2–12 mm dia. Prepare bar bending schedule.
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May 2019 Draw the L-section and two cross-sections (one at mid-span and the other near the support) of a supported RCC beam having the given data: beam size 300 mm x 500 mm, clear span 3.5 m, bearing on walls 200 mm, wall thickness 300 mm, main reinforcement (mild steel) 5-20 mm dia bars, out of which three bars are bent up at L/7 from the centre of support, shear stirrups 8 mm dia, 2-legged @ 200 mm c/c, and anchor bars 2-12 mm dia. Also prepare the bending schedule.
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May 2018 Draw to a suitable scale L-section and two cross-sections of a singly reinforced beam from the following data: Size of beam = 300 mm x 500 mm; Clear span = 4.6 m; Bearing on walls = 600 mm; Main reinforcement = 5-20 mm dia in two tiers (3 bars at the lower tier and 2 bars in the upper tier); Spacer bars = 20 mm dia @ 1 m c/c; Anchor bars = 2-12 mm dia bars. Also prepare bar bending schedule.
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Dec 2017 Draw the L-section and two cross-sections (one at the mid span and other near the support) of a supported RCC beam having the following data: Size of beam = 300mm x 500mm; Clear span = 4.5m; Bearing on walls = 400mm; Main reinforcement HYSD Fe 415 grade = 3 bars of 20mm dia (one bar is bent up at l/7); Compression reinforcement = 2-16mm dia; Shear stirrups = 8mm dia 2-legged @ 200mm c/c throughout. Also prepare bending schedule.
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May 2015 Draw to a suitable scale the longitudinal section and two cross-sections of a singly reinforced beam from the following data: Size of beam = 300 mm x 450 mm; Clear span = 4.5 m; Bearing on wall = 400 mm; Main reinforcement = 3-25 mm dia (one bar is bent-up at l/7 distance from the centre of support); Anchor bars = 2-12 mm dia; Shear stirrups = 8 mm dia 2-legged centre to centre upto 1 m from supports and 240 mm c/c for the remaining central length. Also prepare the Bar Bending Schedule. (All reinforcement consists of Fe 415 HYSD bars)
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May 2015 Draw to a suitable scale the longitudinal section and two cross-sections of a singly reinforced beam from the following data: Size of beam = 300 mm x 450 mm; Clear span = 4.5 m; Bearing on wall = 400 mm; Main reinforcement = 3-25 mm φ (One bar is bent-up at l/7 distance from the centre of support); Anchor bars = 2-12 mm φ; Shear stirrups = 8 mm φ 2-legged centre to centre upto 1 m from supports and 240 mm c/c for the remaining central length. Also prepare the Bar Bending Schedule. (All reinforcement consists of Fe 415 HYSD bars)
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Draw sectional plan and sectional elevation of simply supported one-way slab with the following data: Size of room = 3.5m x 7.5m; Thickness of wall = 500mm; Bearing on wall = 300mm; Reinforcement detail of HYSD bars; Main bars = 12mm dia. @ 150 mm c/c (with alternative bars bent up); Distribution steel = 10mm dia. bars @ 200mm c/c. Note: Assume thickness of slab.Long Answer 25 Marks May-2022 • PSBTE DIPLOMA
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May 2022 Draw sectional plan and sectional elevation of simply supported one-way slab with the following data: Size of room = 3.5 m x 7.5 m; Thickness of wall = 500 mm; Bearing on wall = 300 mm; Reinforcement detail of HYSD bars; Main bars = 12 mm dia. @ 150 mm c/c (with alternative bars bent up); Distribution steel = 10 mm dia. bars @ 200 mm c/c; Assume thickness of slab.
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May 2021 Draw sectional plan and sectional elevation of a simply supported one way slab with the given data: room size 3.5 m × 7.5 m, bearing on wall 300 mm, slab thickness 150 mm, wall thickness 500 mm, HYSD reinforcement details with main bars 12 mm dia @ 150 mm c/c (alternate bars bent up) and distribution steel 10 mm dia @ 200 mm c/c. Prepare bar bending schedule.
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May 2020 Draw to a suitable sectional plan and sectional elevation of simply supported one-way slab with the following data: Room size = 3m x 6m; thickness of slab = 150mm; bearing on walls = 150mm; wall thickness = 300mm; reinforcement: main bars = 12mm dia bars @150mm c/c with alternate bars bent-up at 0.45m from centre of bearing; distribution steel = 10mm dia bars @200mm c/c.
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May 2019 Draw sectional plan and sectional elevation of a simply supported one-way slab with the given data: room size 4 m x 7.5 m, wall thickness 500 mm, bearing on wall 300 mm, slab thickness 150 mm, HYSD reinforcement details: main bars 12 mm dia @ 150 mm c/c with alternative bars bent up, and distribution steel 10 mm dia bars @ 200 mm c/c.
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May 2018 Draw to a suitable sectional plan and sectional elevation of simply supported one-way slab with the following data: Room size = 3 m x 6 m; Thickness of slab = 150 mm; Bearing on walls = 150 mm; Wall thickness = 300 mm; Reinforcement: Main bars = 12 mm dia bars @ 150 mm c/c with alternate bars bent-up at 0.45 m from centre of bearing; Distribution steel = 10 mm dia bars @ 200 mm c/c.
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Dec 2017 Draw sectional plan and sectional elevation of simply supported one-way slab with the following data: Size of room = 3.5m x 7.5m; Thickness of wall = 500mm; Bearing on wall = 300mm; Thickness of slab = 150mm; Reinforcement detail of HYSD bars. Main bars = 12mm dia @ 150mm c/c (with alternative bars bent up); Distribution steel = 10mm dia bars @ 200mm c/c.
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May 2016 Draw sectional plan and sectional elevation of a simply supported one-way slab with room size 3 m x 7 m, thickness of wall 500 mm, bearing on wall 300 mm, thickness of slab 150 mm, main bars 10 mm diameter @ 150 mm c/c with alternative bars bent up, and distribution steel 8 mm diameter bars @ 200 mm c/c.
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May 2015 Draw sectional elevation of simply supported one-way slab with following data: Size of the room = 3 m x 7 m; Thickness of the wall = 500 mm; Bearing on the wall = 300 mm; Thickness of the slab = 150 mm; Main steel = 10 mm dia @ 150 mm c/c (with alternative bars bent-up); Distribution steel = 8 mm dia bars @ 200 mm c/c. Also prepare the Bar Bending Schedule.
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May 2015 Draw sectional elevation of simply supported one-way slab with following data: Size of the room = 3 m x 7 m; Thickness of the wall = 500 mm; Bearing on the wall = 300 mm; Thickness of the slab = 150 mm; Main steel = 10 mm φ @ 150 mm c/c (with alternative bars bent-up); Distribution steel = 8 mm φ bars @ 200 mm c/c. Also prepare the Bar Bending Schedule.
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Dec 2015 Draw sectional plan and sectional elevation of a simply supported one-way slab with the following data: room size 3 × 7 m; wall thickness 500 mm; bearing on wall 300 mm; slab thickness 150 mm; main bars 100 mm diameter @ 150 mm c/c (with alternate bars bent up); distribution steel 8 mm diameter bars @ 20 mm c/c.
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Dec 2015 Draw sectional plan and sectional elevation of simply supported one-way slab with the following data: Size of room = 3 × 7m; Thickness of wall = 500mm; Bearing on wall = 300mm; Thickness of slab = 150mm; Main bars = 100mm Φ @ 150mm c/c (with alternative bars bent up); Distribution steel = 8mm Φ bars @ 20mm c/c.
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Draw to a suitable scale the sectional plan and sectional elevation of a circular column from the following details: Diameter of circular column = 500 mm; Depth below G.L. = 1.0 m; Plinth level = 400 mm above G.L.; Height of ceiling above plinth level = 3.8 m; Reinforcement details: column main longitudinal steel = 6-20 mm dia.; Lateral ties = 8mm dia. @ 300mm c/c; Footing size = 3.0 m x 3.0 m; Thickness of footing = 300 mm; Reinforcement = 12 mm dia. @ 290 mm c/c both ways. Assume that main bars of the columns are going into 150 mm thick slabs. All reinforcement used is of HYSD Fe 415 grade of steel. Also prepare the bar bending schedule.Long Answer 25 Marks May-2022 • PSBTE DIPLOMA
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May 2022 Draw to a suitable scale the sectional plan and sectional elevation of a circular column from the following details: Diameter of circular column = 500 mm; Depth below G.L. = 1.0 m; Plinth level = 400 mm above G.L.; Height of ceiling above plinth level = 3.8 m; Reinforcement details: column main longitudinal steel = 6-20 mm dia.; Lateral ties = 8 mm dia. @ 300 mm c/c; Footing size = 3.0 m x 3.0 m; Thickness of footing = 300 mm; Reinforcement = 12 mm dia. @ 290 mm c/c both ways. Assume that main bars of the columns are going into 150 mm thick slabs. All reinforcement used is of HYSD Fe 415 grade of steel. Also prepare the bar bending schedule.
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May 2021 Draw sectional plan and sectional elevation of a square column with an isolated footing of uniform thickness from the given data: column size 450 mm × 450 mm, depth below G.L. 1.2 m, plinth level 300 mm above G.L., ceiling height above plinth level 3.5 m, column reinforcement 4–25 mm dia main bars and 8 mm dia lateral ties @ 300 mm c/c, footing size 2.2 m × 2.2 m, footing thickness 300 mm, footing reinforcement 12 mm dia bars @ 150 mm c/c both ways, and the main bars of the column are tied with the steel of 130 mm thick RCC slab. Prepare bar bending schedule.
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May 2020 Draw to a suitable scale the sectional plan and sectional elevation of a circular column from the following details: diameter of circular column = 500mm; depth below G.L. = 1.0m; plinth level = 400mm above G.L.; height of ceiling above plinth level = 3.8m; reinforcement details: column main longitudinal steel = 6-20mm dia; lateral ties = 8mm dia @300mm c/c; footing size = 3m x 3m; thickness of footing = 300mm; reinforcement in footing = 12mm dia @290mm c/c both ways; assume the main bars of the columns are going into 150mm thick slabs. All reinforcement used is of HYSD Fe415 grade of steel. Also prepare bar bending schedule.
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May 2019 Draw the sectional plan and sectional elevation of a square column with an isolated footing of uniform thickness from the given data: column size 500 mm x 500 mm, depth below G.L. 1.2 m, plinth level 300 mm above G.L., height of ceiling above plinth level 3.5 m, column reinforcement 4-25 mm dia main bars and 8 mm dia lateral ties @ 300 mm c/c, footing size 2.5 m x 2.5 m, footing thickness 300 mm, reinforcement 12 mm dia bars @ 150 mm c/c both ways, and the main bars of the column are tied with the steel of 130 mm thick RCC slab. Assume any other missing data and prepare the bar bending schedule.
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May 2018 Draw the sectional plan and elevation of a 450 x 450 mm square column from the following data: Longitudinal bars = 6 Nos. 20 mm dia; Transverse ties = 8 mm dia @ 300 mm c/c; Base reinforcement = 12 mm dia bars @ 150 mm c/c both ways; Footing = 1.2 m x 1.2 m; Thickness of footing at free end = 150 mm; Thickness of footing at column face = 250 mm; Concrete cover = 25 mm; Depth below G.L. = 1.2 m.
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Dec 2018 Draw to a suitable scale sectional elevation and footing plane of circular column of 600 mm diameter with the following data: depth of foundation below GL = 1200 mm, plinth height = 400 mm, height of column above plinth = 3500 mm, column reinforcement main = 6 bars of 25 mm diameter, lateral ties = 8 mm diameter @ 300 mm c/c, footing size at bottom = 3500 mm x 3500 mm, size at top = 600 mm x 600 mm, footing thickness at column face = 800 mm, thickness at free end = 400 mm, reinforcement = 12 mm diameter @ 200 mm c/c both ways.
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Dec 2017 Draw to a suitable scale the sectional plan and sectional elevation of a circular column from the following details: Diameter of circular column = 500mm; Depth below G.L = 1.0m; Plinth level = 400mm above G.L.; Height of ceiling above plinth level = 3.8m; Reinforcement details of column main longitudinal steel = 6-20mm dia; Lateral ties = 8mm dia @ 300mm c/c; Footing size of footing = 3.0m x 3.0m; Thickness of footing = 300mm; Reinforcement = 12mm dia @ 290mm c/c both ways. Assume that main bars of the columns are going into 150mm thick slabs. All reinforcement used is of HYSD Fe 415 grade of steel. Also prepare the bar bending schedule.
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May 2016 Draw sectional elevation and footing plan of a circular column with diameter of column 500 mm, longitudinal main bars 8 nos. 25 mm diameter, lateral ties 8 mm diameter @ 300 mm c/c, diameter of footing 3.0 m, thickness at free end 400 mm and at column face 800 mm, reinforcement 12 mm diameter @ 250 mm c/c both ways. Assume cover.
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Dec 2016 Draw to a suitable scale sectional elevation and footing plan of circular column of 500 mm dia. with the following data: Depth of foundation below GL = 1200 mm; plinth height = 400 mm; height of column above plinth = 3500 mm; column reinforcements main = 6-25 mm dia; lateral ties = 8 mm dia @ 300 mm c/c; footing size at bottom = 3500 mm x 3500 mm; size at top = 600 mm x 600 mm; footing thickness at column face = 800 mm; thickness at free end = 400 mm; reinforcement = 12 mm dia @ 200 mm c/c both ways.
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May 2015 Draw to a suitable scale sectional plan and sectional elevation of a square column with isolated footing from the following data: Size of the column = 500 mm x 500 mm; Longitudinal main bars = 8-20 mm dia (Fe 415 Grade); Lateral ties = 8 mm dia @ 300 mm centre to centre (Double ties); Base reinforcement = 12 mm dia @ 200 mm c/c both ways; Height of the column = 3.6 m; Size of the footing = 3.0 m x 3.0 m; Thickness of footing at column face = 700 mm; Thickness of footing at free end = 400 mm; Depth below G.L. = 1.2 m; Plinth level above G.L. = 350 mm. Also prepare the Bar Bending Schedule.
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May 2015 Draw to a suitable scale sectional plan and sectional elevation of a square column with isolated footing from the following data: Size of the column = 500 mm x 500 mm; Longitudinal main bars = 8-20 mm φ (Fe 415 Grade); Lateral ties = 8 mm φ @ 300 mm centre to centre (Double ties); Base reinforcement = 12 mm φ @ 200 mm c/c both ways; Height of the column = 3.6 m; Size of the footing = 3.0 m x 3.0 m; Thickness of footing at column face = 700 mm; Thickness of footing at free end = 400 mm; Depth below G.L. = 1.2 m; Plinth level above G.L. = 350 mm. Also prepare the Bar Bending Schedule.
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Dec 2015 Draw to a suitable scale the sectional plan and sectional elevation of a circular column from the following details: diameter of circular column 500 mm; depth above G.L. 1.0 m; plinth level above G.L. 400 mm; height of column 3.8 m; main longitudinal steel 6-20 mm diameter; lateral ties 8 mm diameter @ 300 mm c/c; footing size 3.0 × 3.0 m; thickness of footing 300 mm; reinforcement 12 mm diameter @ 290 mm c/c both ways. Assume that the main bars of column are going into 150 mm thick slabs. All reinforcement used is of HYSD Fe-415 grade steel. Also prepare the bending schedule.
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Dec 2015 Draw to a suitable scale the sectional plan and sectional elevation of a circular column from the following details: Diameter of Circular Column = 500mm; Depth above G.L. = 1.0m; Plinth level of above G.L. = 400mm; Height of column = 3.8m. Column Reinforcement: Main longitudinal steel = 6-20mm Φ; Lateral ties = 8mm Φ @ 300mm c/c. Footing details: Size of footing = 3.0 × 3.0m; Thickness of footing = 300mm; Reinforcement = 12mm Φ @ 290mm c/c (both ways). Assume that the main bars of column are going into 150mm thick slabs. All reinforcement used is of HYSD Fe-415 grade of steel. Also prepare the bending schedule.
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Draw to a scale the front and side elevation of unstiffened seated beam to column connection using the following data: Column = ISHB300 @ 576.8 N/m; Beam = ISMB 225 @ 306.1 N/m; Seat angle = ISA 100mm x 75mm x 12mm; Top cleat angle = ISA 90mm x 90mm x 8mm; Nominal diameter of rivet = 20mm.Long Answer 25 Marks May-2022 • PSBTE DIPLOMA
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May 2022 Draw to a scale the front and side elevation of unstiffened seated beam to column connection using the following data: Column = ISHB 300 @ 576.8 N/m; Beam = ISMB 225 @ 306.1 N/m; Seat angle = ISA 100 mm x 75 mm x 12 mm; Top cleat angle = ISA 90 mm x 90 mm x 8 mm; Nominal diameter of rivet = 20 mm.
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May 2022 Draw to a scale the front and side elevation of seated beam to beam connection using the following data: Main beam = ISMB 500 @ 852.5 N/m; Secondary beam = ISLB 300 @ 369.8 N/m; Seat angle = ISA 100 mm x 90 mm x 10 mm; Top cleat angle = ISA 90 mm x 90 mm x 10 mm; Nominal diameter of rivet = 20 mm.
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May 2022 Draw to a scale the front and side elevation of seated beam to beam connection using the following data: Main beam = ISMB 500 @ 852.5 N/m; Secondary beam = ISLB 300 @ 369.8 N/m; Seat angle = ISA 100mm x 90mm x 10mm; Top cleat angle = ISA 90mm x 90mm x 10mm; Nominal diameter of rivet = 20mm.
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May 2021 Draw the front and side elevation of a column and two beams seated connection when two beams are connected to both flanges of the column, using the following data: column ISHB 300 @ 576.8 N/m, beam 2–ISMB 225 @ 306.1 N/m, seat angles 2–ISA 100 × 75 × 8 mm, top cleat angles 2–ISA 90 × 90 × 8 mm, and rivet diameter 20 mm.
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May 2020 Draw side view of a framed connection of a beam with that a flange of a column with the following data: Column = ISHB 300 @ 576.8 N/m; Beam = ISLB 250 @ 273.7 N/m; Cleat angles 2 – ISA 90 x 90 x 8mm; use 22 mm diameter rivets both on web of the beam and flange of column.
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May 2019 Draw two views, front and side elevation, of a column and two beams seated connection from the following data: when two beams are connected to both the flanges of the column, column ISMB 300 @ 576.8 N/m, beam 2-ISMB 225 @ 306.1 N/m, seat angles 2-ISA 100 x 75 x 8 mm, top cleat angle 2-ISA 90 x 90 x 8 mm, and diameter of rivet 20 mm. For ISHB 300 @ 576.9 N/m used as column, width of flange b = 250 mm, thickness of flange tf = 10.6 mm, thickness of web tw = 7.6 mm. For ISMB 225 @ 306.1 N/m, width of flange b = 110 mm, thickness of flange tf = 1.8 mm, thickness of web tw = 6.5 mm, gauge distance g = 60.
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May 2018 Draw to a scale the front and side elevation of seated beam to beam connection using the following data: Main beam = ISMB 500@ 852.5 N/m; Secondary beam = ISMB 250@ 365.9 N/m; Seat angle = ISA 100 mm x 90 mm x 10 mm; Top cleat angle = ISA 80 mm x 80 mm x 10 mm; Nominal diameter of rivet = 20 mm.
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May 2016 Draw side view of a framed connection of a beam with the flange of a column with the following data: column ISHB 300 @ 576.8 N/m, beam ISLB 250 @ 273.7 N/m, cleat angles 2-ISA 90 x 90 x 8 mm, use 22 mm diameter rivets both on web of the beam and flange of column.
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Dec 2016 Draw front and side elevation of seated beam to beam connection from the following data: main beam = ISMB 550 @ 1017.3 N/m; secondary beam = ISMB 250 @ 365.9 N/m; seat angle = ISA 100 mm x 90 mm x 10 mm; top cleat angle = ISA 80 mm x 80 mm x 10 mm; dia. of rivet = 20 mm.
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May 2015 Draw to a suitable scale the front and side elevation of an unstiffened seated connection of a beam to the flange of a column from the following data: Rolled steel column = ISHB 300 @ 576.8 N/m; Rolled steel beam = ISMB 225 @ 306.1 N/m; Seat angle = ISA 100 mm x 75 mm x 8 mm; Top cleat angle = ISA 90 mm x 90 mm x 8 mm; Diameter of rivets = 20 mm.
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May 2015 Draw to a suitable scale the front and side elevations of seated beam to beam connection using the following data: Main beam = ISMB 500 @ 852.5 N/m; Secondary beam = ISMB 250 @ 365.9 N/m; Seat angle = ISA 100 mm x 90 mm x 10 mm; Top cleat angle = ISA 80 mm x 80 mm x 10 mm; Nominal diameter of rivet = 20 mm.
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May 2015 Draw to a suitable scale the front and side elevation of an unstiffened seated connection of a beam to the flange of a column from the following data: Rolled steel column = ISHB 300 @ 576.8 N/m; Rolled steel beam = ISMB 225 @ 306.1 N/m; Seat angle = ISA 100 mm x 75 mm x 8 mm; Top cleat angle = ISA 90 mm x 90 mm x 8 mm; Diameter of rivets = 20 mm.
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May 2015 Draw to a suitable scale the front and side elevations of seated beam to beam connection using the following data: Main beam = ISMB 500 @ 852.5 N/m; Secondary beam = ISMB 250 @ 365.9 N/m; Seat angle = ISA 100 mm x 90 mm x 10 mm; Top cleat angle = ISA 80 mm x 80 mm x 10 mm; Nominal diameter of rivet = 20 mm.
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Dec 2015 Draw the front elevation and side elevation of seated beam-to-beam connection from the given data: main beam ISMB 350 @ 853.6 N/mm2; secondary beam ISLB 300 @ 369.8 N/mm2; seat angle 150 × 150 × 10 mm @ 223.7 N/m2; web cleat angle 75 × 75 × 8 mm; diameter of rivets 16 mm.
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Dec 2015 Draw to a suitable scale the front and side elevations of an unstiffened seated connection of a beam with web of a column from the following data: column ISHB 350 @ 661.2 N/m; beam ISMB 225 @ 306.1 N/m; seat angle ISA 100 × 75 × 10 mm; top cleat angle ISA 90 × 90 × 10 mm; nominal diameter of rivets 20 mm.
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Dec 2015 Draw the front elevation and side elevation of seated beam to beam connection from the data given as under: Main = ISMB 350 @ 853.6N/mm2; Secondary Beam = ISLB 300 @ 369.8N/mm2; Seat angle = 150×150×10mm @ 223.7N/m2; Web cleat angle = 75×75×8mm; Diameter of rivets = 16mm.
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Dec 2015 Draw to a suitable scale the front and side elevations of an unstiffened seated connection of a beam with web of a column from the following data: Column = ISHB 350 @ 661.2N/m; Beam = ISMB 225 @ 306.1N/m; Seat angle = ISA 100×75×10mm; Top cleat angle = ISA 90×90×10mm; Nominal diameter of rivets = 20mm.
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Draw to a scale the front and side elevation of seated beam to beam connection using the following data: Main beam = ISMB 500 @ 852.5 N/m; Secondary beam = ISLB 300 @ 369.8 N/m; Seat angle = ISA 100mm x 90mm x 10mm; Top cleat angle = ISA 90mm x 90mm x 10mm; Nominal diameter of rivet = 20mm.Long Answer 25 Marks May-2022 • PSBTE DIPLOMA
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May 2022 Draw to a scale the front and side elevation of unstiffened seated beam to column connection using the following data: Column = ISHB 300 @ 576.8 N/m; Beam = ISMB 225 @ 306.1 N/m; Seat angle = ISA 100 mm x 75 mm x 12 mm; Top cleat angle = ISA 90 mm x 90 mm x 8 mm; Nominal diameter of rivet = 20 mm.
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May 2022 Draw to a scale the front and side elevation of seated beam to beam connection using the following data: Main beam = ISMB 500 @ 852.5 N/m; Secondary beam = ISLB 300 @ 369.8 N/m; Seat angle = ISA 100 mm x 90 mm x 10 mm; Top cleat angle = ISA 90 mm x 90 mm x 10 mm; Nominal diameter of rivet = 20 mm.
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May 2022 Draw to a scale the front and side elevation of unstiffened seated beam to column connection using the following data: Column = ISHB300 @ 576.8 N/m; Beam = ISMB 225 @ 306.1 N/m; Seat angle = ISA 100mm x 75mm x 12mm; Top cleat angle = ISA 90mm x 90mm x 8mm; Nominal diameter of rivet = 20mm.
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May 2021 Draw the front and side elevation of a column and two beams seated connection when two beams are connected to both flanges of the column, using the following data: column ISHB 300 @ 576.8 N/m, beam 2–ISMB 225 @ 306.1 N/m, seat angles 2–ISA 100 × 75 × 8 mm, top cleat angles 2–ISA 90 × 90 × 8 mm, and rivet diameter 20 mm.
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May 2020 Draw side view of a framed connection of a beam with that a flange of a column with the following data: Column = ISHB 300 @ 576.8 N/m; Beam = ISLB 250 @ 273.7 N/m; Cleat angles 2 – ISA 90 x 90 x 8mm; use 22 mm diameter rivets both on web of the beam and flange of column.
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May 2019 Draw two views, front and side elevation, of a column and two beams seated connection from the following data: when two beams are connected to both the flanges of the column, column ISMB 300 @ 576.8 N/m, beam 2-ISMB 225 @ 306.1 N/m, seat angles 2-ISA 100 x 75 x 8 mm, top cleat angle 2-ISA 90 x 90 x 8 mm, and diameter of rivet 20 mm. For ISHB 300 @ 576.9 N/m used as column, width of flange b = 250 mm, thickness of flange tf = 10.6 mm, thickness of web tw = 7.6 mm. For ISMB 225 @ 306.1 N/m, width of flange b = 110 mm, thickness of flange tf = 1.8 mm, thickness of web tw = 6.5 mm, gauge distance g = 60.
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May 2018 Draw to a scale the front and side elevation of seated beam to beam connection using the following data: Main beam = ISMB 500@ 852.5 N/m; Secondary beam = ISMB 250@ 365.9 N/m; Seat angle = ISA 100 mm x 90 mm x 10 mm; Top cleat angle = ISA 80 mm x 80 mm x 10 mm; Nominal diameter of rivet = 20 mm.
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May 2016 Draw side view of a framed connection of a beam with the flange of a column with the following data: column ISHB 300 @ 576.8 N/m, beam ISLB 250 @ 273.7 N/m, cleat angles 2-ISA 90 x 90 x 8 mm, use 22 mm diameter rivets both on web of the beam and flange of column.
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Dec 2016 Draw front and side elevation of seated beam to beam connection from the following data: main beam = ISMB 550 @ 1017.3 N/m; secondary beam = ISMB 250 @ 365.9 N/m; seat angle = ISA 100 mm x 90 mm x 10 mm; top cleat angle = ISA 80 mm x 80 mm x 10 mm; dia. of rivet = 20 mm.
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May 2015 Draw to a suitable scale the front and side elevation of an unstiffened seated connection of a beam to the flange of a column from the following data: Rolled steel column = ISHB 300 @ 576.8 N/m; Rolled steel beam = ISMB 225 @ 306.1 N/m; Seat angle = ISA 100 mm x 75 mm x 8 mm; Top cleat angle = ISA 90 mm x 90 mm x 8 mm; Diameter of rivets = 20 mm.
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May 2015 Draw to a suitable scale the front and side elevations of seated beam to beam connection using the following data: Main beam = ISMB 500 @ 852.5 N/m; Secondary beam = ISMB 250 @ 365.9 N/m; Seat angle = ISA 100 mm x 90 mm x 10 mm; Top cleat angle = ISA 80 mm x 80 mm x 10 mm; Nominal diameter of rivet = 20 mm.
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May 2015 Draw to a suitable scale the front and side elevation of an unstiffened seated connection of a beam to the flange of a column from the following data: Rolled steel column = ISHB 300 @ 576.8 N/m; Rolled steel beam = ISMB 225 @ 306.1 N/m; Seat angle = ISA 100 mm x 75 mm x 8 mm; Top cleat angle = ISA 90 mm x 90 mm x 8 mm; Diameter of rivets = 20 mm.
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May 2015 Draw to a suitable scale the front and side elevations of seated beam to beam connection using the following data: Main beam = ISMB 500 @ 852.5 N/m; Secondary beam = ISMB 250 @ 365.9 N/m; Seat angle = ISA 100 mm x 90 mm x 10 mm; Top cleat angle = ISA 80 mm x 80 mm x 10 mm; Nominal diameter of rivet = 20 mm.
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Dec 2015 Draw the front elevation and side elevation of seated beam-to-beam connection from the given data: main beam ISMB 350 @ 853.6 N/mm2; secondary beam ISLB 300 @ 369.8 N/mm2; seat angle 150 × 150 × 10 mm @ 223.7 N/m2; web cleat angle 75 × 75 × 8 mm; diameter of rivets 16 mm.
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Dec 2015 Draw to a suitable scale the front and side elevations of an unstiffened seated connection of a beam with web of a column from the following data: column ISHB 350 @ 661.2 N/m; beam ISMB 225 @ 306.1 N/m; seat angle ISA 100 × 75 × 10 mm; top cleat angle ISA 90 × 90 × 10 mm; nominal diameter of rivets 20 mm.
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Dec 2015 Draw the front elevation and side elevation of seated beam to beam connection from the data given as under: Main = ISMB 350 @ 853.6N/mm2; Secondary Beam = ISLB 300 @ 369.8N/mm2; Seat angle = 150×150×10mm @ 223.7N/m2; Web cleat angle = 75×75×8mm; Diameter of rivets = 16mm.
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Dec 2015 Draw to a suitable scale the front and side elevations of an unstiffened seated connection of a beam with web of a column from the following data: Column = ISHB 350 @ 661.2N/m; Beam = ISMB 225 @ 306.1N/m; Seat angle = ISA 100×75×10mm; Top cleat angle = ISA 90×90×10mm; Nominal diameter of rivets = 20mm.
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Draw the plan and front elevation of column base from the following data: Column = ISHB 350 @ 710.2 N/m; Base plate = 700mm x 600mm x 20mm; Web cleat = 2-ISA 100 x 100 x 10 mm; Flange cleat = 2-ISA 100 x 100 x 110 mm; Holding down bolt = 18 mm diameter, 350 mm long; Foundation size = 2m x 2m x 0.6m; Anchor plate = 100 mm x 100 mm x 10 mm; R.C.C. base slab = 900mm x 800mm x 500mm. Assume missing data.Long Answer 25 Marks May-2022 • PSBTE DIPLOMA
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May 2022 Draw the plan and front elevation of column base from the following data: Column = ISHB 350 @ 710.2 N/m; Base plate = 700 mm x 600 mm x 20 mm; Web cleat = 2-ISA 100 x 100 x 10 mm; Flange cleat = 2-ISA 100 x 100 x 110 mm; Holding down bolt 18 diameter = 350 long; Foundation size = 2 m x 2 m x 0.6 m; Anchor plate = 100 mm x 100 mm x 10 mm; R.C.C. base slab = 900 mm x 800 mm x 500 mm; Assume missing data.
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May 2019 Draw the plan and front elevation of a column base from the following data: column ISHB 300 @ 618.0 N/m, base plate 650 mm x 650 mm x 32 mm, web cleat ISA 100 x 100 x 12 mm, flange cleat ISA 100 x 100 x 12 mm and 300 mm long, holding down bolt 18 mm diameter and 200 mm long, foundation size 2 m x 2 m x 0.6 m, and anchor plate 100 mm x 100 mm x 10 mm. For ISHB 300 @ 618 N/m, use width of flange b = 250 mm, thickness of flange tf = 10.6 mm, thickness of web tw = 9.4 mm, gauge distance g = 140 mm.
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May 2018 Draw the plan and front elevation of column base from the following data: Column = ISHB 250@ 500.3 N/m; Cover plate = 10 mm thick; Base plate = 700 mm x 600 mm x 20 mm; Web cleat angles = ISA 90 mm x 60 mm x 10 mm; Flange cleat angles = ISA 90 mm x 90 mm x 10 mm; Holding down bolts = 18 mm dia – 4 Rag bolts; Diameter of rivets = 16 mm; RCC base slab = 900 mm x 800 mm x 500 mm; Reinforcement in base slab = 12 mm dia @ 150 mm c/c both ways.
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Dec 2018 Draw the plan, front elevation and side elevation of the gusseted base stanchion from the following data: stanchion = ISHB 350 @ 661.2 N/m, gusset plate = 15 mm thick, flange cleat angles = 2-ISA 150 x 115 x 8 mm, web cleat angles = 2-ISA 150 x 115 x 8 mm, base plate = 800 x 600 x 20 mm, RCC base plate = 900 x 700 x 400 mm, diameter of rivets = 12 mm, holding down bolts = 18 mm - 4 Nos. rag bolts. Assume any missing data.
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May 2016 Draw the plan, front elevation and side elevation of a gusseted base stanchion from the following data: stanchion ISHB 350 @ 661.2 N/m, gusset plate 15 mm thick, flange cleat angles 2-ISA 150 x 115 x 8 mm, web cleat angles 2-ISA 150 x 115 x 8 mm, base plate 800 x 600 x 20 mm, RCC base plate 900 x 700 x 400 mm, diameter of rivets 2 mm, holding down bolts 18 mm, 4 nos. rag bolts. Assume any missing data.
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Dec 2016 Draw plan and front elevation of column base from the data given below: column = ISHB350 @ 661.2 N/m; cover plate = 10 mm thick; base plate = 750 mm x 650 mm x 20 mm; web cleat angle = 2-ISA 100 mm x 100 mm x 10 mm; flange cleat angle = 2-ISA 100 mm x 100 mm x 10 mm; holding down bolts = 4-18 mm dia, 400 mm long with 100 mm x 100 mm x 10 mm anchor plates; RCC base slab = 950 mm x 850 mm x 550 mm. Assume any other missing data.
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May 2015 Draw the plan, front elevation and side elevation of a gusseted base steel column from the following data: Rolled steel column = ISHB 350 @ 661.2 N/m; Gusset plate = 15 mm thick; Flange cleat angles = 2- ISA 150 mm x 115 mm x 8 mm; Web cleat angles = 2- ISA 150 mm x 115 mm x 8 mm; Base plate = 800 mm x 600 mm x 20 mm; RCC base slab = 900 mm x 700 mm x 400 mm; Diameter of rivets = 20 mm; Holding down bolts = 18 mm - 4 nos. Rag bolts.
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May 2015 Draw the plan, front elevation and side elevation of a gusseted base steel column from the following data: Rolled steel column = ISHB 350 @ 661.2 N/m; Gusset plate = 15 mm thick; Flange cleat angles = 2-ISA 150 mm x 115 mm x 8 mm; Web cleat angles = 2-ISA 150 mm x 115 mm x 8 mm; Base plate = 800 mm x 600 mm x 20 mm; RCC base slab = 900 mm x 700 mm x 400 mm; Diameter of rivets = 20 mm; Holding down bolts = 18 mm – 4 nos. Rag bolts.
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Dec 2015 Draw the plan and front elevation of the column base from the following data: column ISHB 250 @ 500.3 N/m; cover plate 10 mm thick; base plate 700 mm × 600 mm × 18 mm; web cleat angles ISA 90 × 90 × 10 mm; flange cleat angles ISA 90 × 90 × 10 mm; holding down plates 20 mm, 4 rag bolts; diameter of rivets 18 mm; RCC base slab 900 × 800 × 500 mm; reinforcement in base slab 12 mm @ 150 mm c/c both ways.
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Dec 2015 Draw the plan and front elevation of the column base from the following data: Column = ISHB 250 @ 500.3N/m; Cover Plate = 10mm thick; Base plate = 700mm × 600mm × 18mm; Web cleat angles = ISA 90×90×10mm; Flange cleat angles = ISA 90×90×10mm; Holding down plates = 20mm-4 Rags bolts; Diameter of rivets = 18mm; RCC base slab = 900×800×500mm; Reinforcement in base slab = 12mm @ 150mm c/c both ways.
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Draw front elevation of a plate girder from following design data: Clear span of plate girder = 8m; Web plate = 800 x 12 mm; Depth over angle = 810 mm; Flange angles = 2-ISA 80 x 80 x 8 mm; Bearing plates = 200 x 250 x 15 mm; Cover plates = 200mm x 12mm; Diameter of rivets = 20 mm; Pitch of rivets = 60 mm.Long Answer 25 Marks May-2022 • PSBTE DIPLOMA
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May 2022 Draw front elevation of a plate girder from following design data: Clear span of plate girder = 8 m; Web plate = 800 x 12 mm; Depth over angle = 810 mm; Flange angles = 2-ISA 80 x 80 x 8 mm; Bearing plates = 200 x 250 x 15 mm; Cover plates = 200 mm x 12 mm; Diameter of rivets = 20 mm; Pitch of rivets = 60 mm.
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May 2019 Draw front elevation and sectional plan of a plate girder from the following design data: clear span 10 m, web plate 800 mm x 12 mm, flange angle 2-ISA 80 mm x 80 mm x 8 mm, bearing plate 200 mm x 250 mm x 20 mm, depth over angles 810 mm, top and bottom cover 200 mm x 12 mm, diameter of rivets 20 mm, size of concrete block 300 mm x 200 mm x 200 mm, and expansion gap 12 mm.
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Dec 2018 Draw front elevation of a plate girder from following design data: clear span of plate girder = 10 m, web plate = 1000 x 10 mm, flange angles = 2-ISA 150 x 115 x 8 mm, bearing plates = 300 x 400 x 12 mm, thickness of filler plate = 8 mm, end bearing stiffeners = ISA 150 x 115 x 8 mm, intermediate stiffeners = ISA 100 x 75 x 8 mm @ 1000 mm c/c, flange plates (cover plates) = 400 x 10 mm, one at top and one at bottom.
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May 2016 Draw front elevation of a plate girder from the following design data: clear span of plate girder 8 m, web plate 1000 mm x 8 mm, flange angles 2-ISA 150 x 115 x 8 mm, bearing plate 300 x 400 x 12 mm, thickness of filler plate 8 mm, end bearing stiffeners ISA 150 x 115 x 8 mm, intermediate stiffeners ISA 100 x 75 x 8 mm @ 1000 mm c/c, flange plates (cover plates) 400 x 10 mm, one at top and one at bottom.
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01 Where can I find Structural Drawing previous year papers for Civil 6th semester?
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