1. Modulus of rigidity is defined as the ratio of
2. If the Young's modulus of elasticity of a material is twice its modulus of rigidity, then the Poisson's ratio of the material is
3. Limit of proportionality depends upon
4. For an isotropic, homogeneous and elastic material obeying Hooke's law, number of independent elastic constants is
5. In a thin cylindrical shell, the ratio of longitudinal stress to hoop stress is
6. If all the dimensions of a prismatic bar are doubled, then the maximum stress produced in it under its own weight will
7. The relationship between Young's, modulus of elasticity E, bulk modulus K and Poisson's ratio u is given by
8. Limiting values of Poisson's ratio are
9. The elongation of a conical bar under its own weight is equal to
10. If a material has identical properties in all directions, it is said to be
11. Two bars of different materials are of the same size and are subjected to same tensile forces. If the bars have unit elongations in the ratio of 4 : 7, then the ratio of moduli of elasticity of the two materials is
12. A prismatic bar of volume V is subjected to a tensile force in longitudinal direction.
If Poisson's ratio of the material is u and longitudinal strain is e, then the final volume of the bar becomes
13. If a composite bar of steel and copper is heated, then the copper bar will be under
14. Effective length of a weld is equal to
15. Size of a right angled fillet weld is given by
16. The effective length of a fillet weld designed to transmit axial load shall not be less than
17. Size of fillet weld with unequal legs is equal to
18. Weakest section in a fillet weld is
19. Effective throat thickness of a fillet weld is
20. According to Unwin's formula, the dia¬meter of rivet in mm to suit the t mm thickness of plate is given by
21. A flat carrying a pull of 69C kN is con-nected to a gusset plate using rivets. If the pulls required to shear the rivet, to crush the rivet and to tear the plate per pitch length are 68.5 kN, 46 kN and 69 kN respectively, then the number of rivets required is
22. If the rivet value is 16.8 kN and force in the member is 16.3 kN, then the number of rivets required for the connection of the member to a gusset plate is
23. At a point in a strained body carrying two unequal unlike principal stresses pi and p2 (Pi > P2X the maximum shear stress is given by
24. If a point in a strained material is subjected to equal normal and tangential stresses, then the angle of obliquity is
25. If a prismatic member with area of cross-section A is subjected to a tensile load P, then the maximum shear stress and its inclination with the direction of load respectively are
26. The sum of normal stresses is
27. The radius of Mohr's circle for two equal unlike principal stresses of magnitude p is
28. Shear stress on principal planes is
29. The state of pure shear stress is produced by
30. According to Rankine's hypothesis, the criterion of failure of a brittle material is
31. Maximum bending moment in a beam occurs where
32. Rate of change of bending moment is equal to
33. The diagram showing the variation of axial load along the span is called
34. The difference in ordinate of the shear curve between any two sections is equal to the area under
35. The variation of the bending moment in the portion of a beam carrying linearly varying load is
36. The maximum bending moment due to a moving load on a fixed ended beam occurs
37. A cantilever beam AB of length 1 carries a concentrated load W at its midspan C. If the free end B is supported on a rigid prop, then there is a point of contraflow
38. A prismatic beam fixed at both ends carries a uniformly distributed load. The ratio of bending moment at the supports to the bending moment at mid-span is
39. A beam of overall length 1 with equal overhangs on both sides carries a uniformly distributed load over the entire length. To have numerically equal bending moments at centre of the beam and at supports, the distance between the supports should be
40. A prismatic beam of length 1 and fixed at both ends carries a uniformly distributed load. The distance of points of contraflexure from either end is
41. A simply supported beam of length 1 carries a load varying uniformly from zero at left end to maximum at right end. The maximum bending moment occurs at a distance of
42. A portion of a beam between two sections is said to be in pure bending when there is
43. The ratio of width to depth of a strongest beam that can be cut out of a cylindrical log of wood is
44. Of the several prismatic beams of equal lengths, the strongest in flexure is the one having maximum
45. Of the two prismatic beams of same material, length and flexural strength, one is circular and other is square in cross-section. The ratio of weights of circular and square beams is
46. A flitched beam consists of a wooden joist 150 mm wide and 300 mm deep strengthened by steel plates 10 mm thick and 300 mm deep one on either side of the joist. If modulus of elasticity of steel is 20 times that of wood, then the width of equivalent wooden section will be
47. A beam of rectangular cross-section is 100 mm wide and 200 mm deep. If the section is subjected to a shear force of 20 kN, then the maximum shear stress in the section is
48. A beam of square cross-section with side 100 mm is placed with one diagonal vertical. If the shear force acting on the section is 10 kN, the maximum shear stress is
49. A prismatic bar when subjected to pure bending assumes the shape of
50. A beam of triangular cross section is placed with its base horizontal. The maximum shear stress intensity in the section will be
51. A beam of uniform strength has at every cross-section same
52. For no torsion, the plane of bending should
53. Two beams, one of circular cross-section and other of square cross-section, have equal areas of cross-section. If subjected to bending
54. The portion, which should be removed from top and bottom of a circular cross section of diameter d in order to obtain maximum section modulus, is
55. A beam of overall length / rests on two simple supports with equal overhangs on both sides. Two equal loads act at the free ends. If the deflection at the center of the beam is the same as at either end, then the length of either overhang is
56. A beam ABC rests on simple supports at A and B with BC as an overhang. D is center of span AB. If in the first case a concentrated load P acts at C while in the second case load P acts at D, then the
57. If the deflection at the free end of a uniformly loaded cantilever beam is 15mm and the slope of the deflection curve at the free end is 0.02 radian, then the length of the beam is
58. If the deflection at the free end of a uniformly loaded cantilever beam of length 1 m is equal to 7.5 mm, then the slope at the free end is
59. A cantilever beam carries a uniformly distributed load from fixed end to the centre of the beam in the first case and a uniformly distributed load of same inten¬sity from centre of the beam to the free end in the second case. The ratio of deflections in the two cases is
60. If the length of a simply supported beam carrying a concentrated load at the centre is doubled, the defection at the centre will become
61. A simply supported beam with rectangular cross-section is subjected to a central concentrated load. If the width and depth of the beam are doubled, then the deflection at the centre of the beam will be reduced to
62. A laminated spring is given an initial curvature because
63. A laminated spring is supported at
64. Laminated springs are subjected to
65. Deflection in a leaf spring is more if its
66. Buckling load for a given column depends upon
67. When both ends of a column are fixed, the crippling load is P. If one end of the column is made free, the value of crippling load will be changed to
68. Euler's formula for a mild steel long column hinged at both ends is not valid for slenderness ratio
69. A long column has maximum crippling load when its
70. Effective length of a chimney of 20 m height is taken as
71. Rankine's formula for column is valid when slenderness ratio
72. Slenderness ratio of a 5 m long column hinged at both ends and having a circular cross-section with diameter 160 mm is
73. The effect of arching a beam is
74. Internal forces at every cross-section in a arch are
75. According to Eddy's theorem, the vertical intercept between the linear arch and the centre line of actual arch at any point represents to some scale
76. Due to rise in temperature in a three hinged arch, induced stress is
77. In a three hinged arch, the linear and the actual arch meet at
78. If a three hinged parabolic arch carries a uniformly distributed load over the entire span, then any section of the arch is subjected to
79. Three hinged arch is
80. A linear arch has
81. A three hinged arch is carrying uniformly distributed load over the entire span. The arch is free from shear force and bending moment if its shape is
82. For a determinate pin-jointed plane frame, the relation between the number of joints j and members m is given by
83. The basic perfect frame is a
84. Method of joints is applicable only when the number of unknown forces at the joint under consideration is not more than
85. A short column of external diameter of 250 mm and internal diameter of 150 mm carries an eccentric load of 1000 kN. The greatest eccentricity which the load can have without producing tension anywhere is
86. Proof resilience is the maximum energy stored at
87. Strain energy stored in a member is given by
88. A rectangular block of size 200 mm x 100 mm x 50 mm is subjected to a shear stress of 100 N/mm2. If modulus of rigidity of material is 1 x 105 N/mm2, strain energy stored will be
89. A steel rod of cross sectional area equal to 1000 mm2 is 5 m long. If a pull of 100 kN is suddenly applied to it, then the maximum stress intensity will be
90. If the depth of a beam of rectangular section is reduced to half, strain energy stored in the beam becomes
91. The specimen in a Charpy impact test is supported as a
92. Impact test enables one to estimate the property of
93. The phenomenon of decreased resistance of a material to reversal of stress is called
94. The property of metal which allows it to deform continuously at slow rate without any further increase in stress is known as
95. The stress below which a material has a high probability of not failing under reversal of stress is known as
96. A three hinged parabolic arch rib is acted upon by a single load at the left quarter point. If the central rise is increased and the shape of arch altered to segmental without changing the other details, the horizontal thrust will
97. For ductile materials, the most appropriate failure theory is
98. At a point in a steel member, the major principal stress is 2000 kg/cm2 and the minor principal stress is compressive. If the uni-axial tensile yield stress is 2500 kg/cm2, then the magnitude of the minor principal stress at which yielding will commence, according to the maximum shearing stress theory, is
99. For the design of a cast iron member, the most appropriate theory of failure is
2. If the Young's modulus of elasticity of a material is twice its modulus of rigidity, then the Poisson's ratio of the material is
3. Limit of proportionality depends upon
4. For an isotropic, homogeneous and elastic material obeying Hooke's law, number of independent elastic constants is
5. In a thin cylindrical shell, the ratio of longitudinal stress to hoop stress is
6. If all the dimensions of a prismatic bar are doubled, then the maximum stress produced in it under its own weight will
7. The relationship between Young's, modulus of elasticity E, bulk modulus K and Poisson's ratio u is given by
8. Limiting values of Poisson's ratio are
9. The elongation of a conical bar under its own weight is equal to
10. If a material has identical properties in all directions, it is said to be
11. Two bars of different materials are of the same size and are subjected to same tensile forces. If the bars have unit elongations in the ratio of 4 : 7, then the ratio of moduli of elasticity of the two materials is
12. A prismatic bar of volume V is subjected to a tensile force in longitudinal direction.
If Poisson's ratio of the material is u and longitudinal strain is e, then the final volume of the bar becomes
13. If a composite bar of steel and copper is heated, then the copper bar will be under
14. Effective length of a weld is equal to
15. Size of a right angled fillet weld is given by
16. The effective length of a fillet weld designed to transmit axial load shall not be less than
17. Size of fillet weld with unequal legs is equal to
18. Weakest section in a fillet weld is
19. Effective throat thickness of a fillet weld is
20. According to Unwin's formula, the dia¬meter of rivet in mm to suit the t mm thickness of plate is given by
21. A flat carrying a pull of 69C kN is con-nected to a gusset plate using rivets. If the pulls required to shear the rivet, to crush the rivet and to tear the plate per pitch length are 68.5 kN, 46 kN and 69 kN respectively, then the number of rivets required is
22. If the rivet value is 16.8 kN and force in the member is 16.3 kN, then the number of rivets required for the connection of the member to a gusset plate is
23. At a point in a strained body carrying two unequal unlike principal stresses pi and p2 (Pi > P2X the maximum shear stress is given by
24. If a point in a strained material is subjected to equal normal and tangential stresses, then the angle of obliquity is
25. If a prismatic member with area of cross-section A is subjected to a tensile load P, then the maximum shear stress and its inclination with the direction of load respectively are
26. The sum of normal stresses is
27. The radius of Mohr's circle for two equal unlike principal stresses of magnitude p is
28. Shear stress on principal planes is
29. The state of pure shear stress is produced by
30. According to Rankine's hypothesis, the criterion of failure of a brittle material is
31. Maximum bending moment in a beam occurs where
32. Rate of change of bending moment is equal to
33. The diagram showing the variation of axial load along the span is called
34. The difference in ordinate of the shear curve between any two sections is equal to the area under
35. The variation of the bending moment in the portion of a beam carrying linearly varying load is
36. The maximum bending moment due to a moving load on a fixed ended beam occurs
37. A cantilever beam AB of length 1 carries a concentrated load W at its midspan C. If the free end B is supported on a rigid prop, then there is a point of contraflow
38. A prismatic beam fixed at both ends carries a uniformly distributed load. The ratio of bending moment at the supports to the bending moment at mid-span is
39. A beam of overall length 1 with equal overhangs on both sides carries a uniformly distributed load over the entire length. To have numerically equal bending moments at centre of the beam and at supports, the distance between the supports should be
40. A prismatic beam of length 1 and fixed at both ends carries a uniformly distributed load. The distance of points of contraflexure from either end is
41. A simply supported beam of length 1 carries a load varying uniformly from zero at left end to maximum at right end. The maximum bending moment occurs at a distance of
42. A portion of a beam between two sections is said to be in pure bending when there is
43. The ratio of width to depth of a strongest beam that can be cut out of a cylindrical log of wood is
44. Of the several prismatic beams of equal lengths, the strongest in flexure is the one having maximum
45. Of the two prismatic beams of same material, length and flexural strength, one is circular and other is square in cross-section. The ratio of weights of circular and square beams is
46. A flitched beam consists of a wooden joist 150 mm wide and 300 mm deep strengthened by steel plates 10 mm thick and 300 mm deep one on either side of the joist. If modulus of elasticity of steel is 20 times that of wood, then the width of equivalent wooden section will be
47. A beam of rectangular cross-section is 100 mm wide and 200 mm deep. If the section is subjected to a shear force of 20 kN, then the maximum shear stress in the section is
48. A beam of square cross-section with side 100 mm is placed with one diagonal vertical. If the shear force acting on the section is 10 kN, the maximum shear stress is
49. A prismatic bar when subjected to pure bending assumes the shape of
50. A beam of triangular cross section is placed with its base horizontal. The maximum shear stress intensity in the section will be
51. A beam of uniform strength has at every cross-section same
52. For no torsion, the plane of bending should
53. Two beams, one of circular cross-section and other of square cross-section, have equal areas of cross-section. If subjected to bending
54. The portion, which should be removed from top and bottom of a circular cross section of diameter d in order to obtain maximum section modulus, is
55. A beam of overall length / rests on two simple supports with equal overhangs on both sides. Two equal loads act at the free ends. If the deflection at the center of the beam is the same as at either end, then the length of either overhang is
56. A beam ABC rests on simple supports at A and B with BC as an overhang. D is center of span AB. If in the first case a concentrated load P acts at C while in the second case load P acts at D, then the
57. If the deflection at the free end of a uniformly loaded cantilever beam is 15mm and the slope of the deflection curve at the free end is 0.02 radian, then the length of the beam is
58. If the deflection at the free end of a uniformly loaded cantilever beam of length 1 m is equal to 7.5 mm, then the slope at the free end is
59. A cantilever beam carries a uniformly distributed load from fixed end to the centre of the beam in the first case and a uniformly distributed load of same inten¬sity from centre of the beam to the free end in the second case. The ratio of deflections in the two cases is
60. If the length of a simply supported beam carrying a concentrated load at the centre is doubled, the defection at the centre will become
61. A simply supported beam with rectangular cross-section is subjected to a central concentrated load. If the width and depth of the beam are doubled, then the deflection at the centre of the beam will be reduced to
62. A laminated spring is given an initial curvature because
63. A laminated spring is supported at
64. Laminated springs are subjected to
65. Deflection in a leaf spring is more if its
66. Buckling load for a given column depends upon
67. When both ends of a column are fixed, the crippling load is P. If one end of the column is made free, the value of crippling load will be changed to
68. Euler's formula for a mild steel long column hinged at both ends is not valid for slenderness ratio
69. A long column has maximum crippling load when its
70. Effective length of a chimney of 20 m height is taken as
71. Rankine's formula for column is valid when slenderness ratio
72. Slenderness ratio of a 5 m long column hinged at both ends and having a circular cross-section with diameter 160 mm is
73. The effect of arching a beam is
74. Internal forces at every cross-section in a arch are
75. According to Eddy's theorem, the vertical intercept between the linear arch and the centre line of actual arch at any point represents to some scale
76. Due to rise in temperature in a three hinged arch, induced stress is
77. In a three hinged arch, the linear and the actual arch meet at
78. If a three hinged parabolic arch carries a uniformly distributed load over the entire span, then any section of the arch is subjected to
79. Three hinged arch is
80. A linear arch has
81. A three hinged arch is carrying uniformly distributed load over the entire span. The arch is free from shear force and bending moment if its shape is
82. For a determinate pin-jointed plane frame, the relation between the number of joints j and members m is given by
83. The basic perfect frame is a
84. Method of joints is applicable only when the number of unknown forces at the joint under consideration is not more than
85. A short column of external diameter of 250 mm and internal diameter of 150 mm carries an eccentric load of 1000 kN. The greatest eccentricity which the load can have without producing tension anywhere is
86. Proof resilience is the maximum energy stored at
87. Strain energy stored in a member is given by
88. A rectangular block of size 200 mm x 100 mm x 50 mm is subjected to a shear stress of 100 N/mm2. If modulus of rigidity of material is 1 x 105 N/mm2, strain energy stored will be
89. A steel rod of cross sectional area equal to 1000 mm2 is 5 m long. If a pull of 100 kN is suddenly applied to it, then the maximum stress intensity will be
90. If the depth of a beam of rectangular section is reduced to half, strain energy stored in the beam becomes
91. The specimen in a Charpy impact test is supported as a
92. Impact test enables one to estimate the property of
93. The phenomenon of decreased resistance of a material to reversal of stress is called
94. The property of metal which allows it to deform continuously at slow rate without any further increase in stress is known as
95. The stress below which a material has a high probability of not failing under reversal of stress is known as
96. A three hinged parabolic arch rib is acted upon by a single load at the left quarter point. If the central rise is increased and the shape of arch altered to segmental without changing the other details, the horizontal thrust will
97. For ductile materials, the most appropriate failure theory is
98. At a point in a steel member, the major principal stress is 2000 kg/cm2 and the minor principal stress is compressive. If the uni-axial tensile yield stress is 2500 kg/cm2, then the magnitude of the minor principal stress at which yielding will commence, according to the maximum shearing stress theory, is
99. For the design of a cast iron member, the most appropriate theory of failure is
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