1 (a)
Explain under reinforced, balance and over reinforced R.C, section Derive an expression for single reinforced R.C section for balanced moment resisting capacity of section.

8 M

1 (b)
What are the codal provision with reference to short column and long column?

4 M

1 (c)
Explain why high strength concrete and steel is required in prestressed concrete.

4 M

1 (d)
Explain the IS codal provisions for design of section against shear.

4 M

2 (a)
An Reinforced concrete beam 230 mm × 600 mm overall with 4 bars of 20 mm diameter on tension side and 2 bars of 25 mm diameter on compression side. Find safe UDL the beam can carry on a simply supported effective span of 6 meter. Adopt M20 and Fe415 and effective cover as 50 mm.

12 M

2 (b)
Design simply supported beam subjected to UDL of 40 kN/m inclusive of its own weight. The width of beam is 230 mm and span is 6 meter. Show details of reinforcement. Adopt M20 and Fe415.

8 M

3 (a)
A Reinforced concrete Tee beam has the following dimension:

Flange width 2000 mm

width of Rib 300mm

Depth of Rib 700 mm

Depth of flange 120mm

Steel provided 6 no of 25 mm diameter bars

span 8.0 meter

Grade concrete M20 and steel Fe415

Find the safe UDL the beam can carry.

Flange width 2000 mm

width of Rib 300mm

Depth of Rib 700 mm

Depth of flange 120mm

Steel provided 6 no of 25 mm diameter bars

span 8.0 meter

Grade concrete M20 and steel Fe415

Find the safe UDL the beam can carry.

5 M

3 (b)
A simply supported beam of span 6 meter 250 mm × 600 mm (effective) carries a UDL of 30 kN/m its is reinforced with 5 bars of 20 mm diameter. Design shear reinforcement adopt M20 and Fe415

Pt% | 0.25 | 0.5 | 0.75 | 1.0 | 1.25 | 1.5 | 1.75 | 2.0 | 2.25 | 2.5 |

T | 0.22 | 0.3 | 0.35 | 0.39 | 0.42 | 0.45 | 0.47 | 0.49 | 0.51 | 0.51 |

5 M

4 (a)
Design an interior panel 4m × 4m of simply supported floor slab resting on brick wall on all four side subjected to live of 3 kN/m

αx=0.062 αy=0.062

^{2}and floor finish 1 kN/m^{2}M20 and Fe415αx=0.062 αy=0.062

12 M

4 (b)
Design a short rectangular column to carry an axial load of 1200 kN. One side of the column is restricted to 300mm. Adopt M20 and Fe415. Draw details of reinforcement.

8 M

5 (a)
Design a isolated slopped footing for teh given data

Column size 400mm × 400mm

Load 1050 kN

Longitudinal steel 4-20 mm bars.

Grade of concrete M20 and Grade of steel Fe415

Safe bearing capacity of soil 200 kN/m

Column size 400mm × 400mm

Load 1050 kN

Longitudinal steel 4-20 mm bars.

Grade of concrete M20 and Grade of steel Fe415

Safe bearing capacity of soil 200 kN/m

^{2}
10 M

5 (b)
The column section as shown in fig is subjected to an axial load of 600 kN and a moment of 12 kNm about y-y axis. Calculate maximum stresses in compression in concrete and steel. Also check whether the section is safe. The materials are M20 and Fe415.

10 M

6 (a)
A post tensioned prestressed concrete beam 15 meter span is subjected to initial prestress of 1400 kN transferred at 28 days strength of concrete cable profile is parabolic with eccentricity of 500 mm at mid-span. Jacking is done from both ends beam. Estimate net loss of prestress for following :

i) loss due to elastic shortening

ii) Shrinkage of concrete

iii) creep of concrete

iv) slip in anchorage

v) Frictional loss:

additional data:

cross-sectional Area=2.5×10

Wobble correction factor k=0.0015.

i) loss due to elastic shortening

ii) Shrinkage of concrete

iii) creep of concrete

iv) slip in anchorage

v) Frictional loss:

additional data:

cross-sectional Area=2.5×10

^{5}mm^{2}lxx-5.2 × 10^{9}mm^{2}Area of steel -1300mm^{2}Es-2× 10^{5}N/mm^{2}Ec-0.38×10^{5}N/mm^{2}fs-1050 N/mm^{2}at transfer Anchorage slip 2.5 mm μ=0.25Wobble correction factor k=0.0015.

15 M

6 (b)
Explain load balancing method.

5 M

7 (a)
A prestressed concrete beam 200mm×300mm is used over an effective span of 6 meter support an imposed load of 4 kN/m. The density of concrete is 24 kN/m

^{3}. Determine magnitude of prestressing force located at 50mm from soffit of the beam at mid span where permissible stresses in tension are limited to 1N/mm^{2}at service stage. Consider 20% loss of stresses in steel. Cable is parabolic and concentric at support. Determine stresses in extreme fibers at services at quarter span.
12 M

7 (b)
Calculate the efficiency of the section

Section top flange : 400mm × 200 mm bottom flange: 200mm × 200mm web : 100mm × 600 mm overall depth 1000 mm.

Section top flange : 400mm × 200 mm bottom flange: 200mm × 200mm web : 100mm × 600 mm overall depth 1000 mm.

8 M

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