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It is a structural system without complete vertical local carrying space frame. (NSCP 208.20) Braced frame Bearing wall system Rigid component Concentric.

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Presentation on theme: "It is a structural system without complete vertical local carrying space frame. (NSCP 208.20) Braced frame Bearing wall system Rigid component Concentric."— Presentation transcript:

1 It is a structural system without complete vertical local carrying space frame. (NSCP 208.20) Braced frame Bearing wall system Rigid component Concentric braced frame

2 It is a structural system without complete vertical local carrying space frame. (NSCP 208.20) Braced frame Bearing wall system Rigid component Concentric braced frame

3 Is a component including its attachments having fundamental period less than or equal to 0.06 sec. (NSCP 208.20) Braced frame Bearing wall system Rigid component Flexible component

4 Is a component including its attachments having fundamental period less than or equal to 0.06 sec. (NSCP 208.20) Braced frame Bearing wall system Rigid component Flexible component

5 Is a component including its attachments having fundamental period greater than 0.60 sec. (NSCP 208.20) Braced frame Bearing wall system Rigid component Flexible component

6 Is a component including its attachments having fundamental period greater than 0.60 sec. (NSCP 208.20) Braced frame Bearing wall system Rigid component Flexible component

7 Concrete filled driven piles of uniform section shall have a nominal outside diameter of not less than (NSCP 307.7.3) 200 mm 250 mm 300 mm 350 mm

8 Concrete filled driven piles of uniform section shall have a nominal outside diameter of not less than (NSCP 307.7.3) 200 mm 250 mm 300 mm 350 mm

9 A complete record of test of materials and of concrete shall be available for inspection during the progress of work and _______ years after completion of the project and shall be preserved by the inspecting engineer or architect for that purpose, (NSCP 403.20) 2 years 5 years 10 years 15 years

10 A complete record of test of materials and of concrete shall be available for inspection during the progress of work and _______ years after completion of the project and shall be preserved by the inspecting engineer or architect for that purpose, (NSCP 403.20) 2 years 5 years 10 years 15 years

11 The minimum bend diameter for 10mm Ø through 25mm Ø bars (NSCP 407.30) 12 db 6 db 8 db 10 db

12 The minimum bend diameter for 10mm Ø through 25mm Ø bars (NSCP 407.30) 12 db 6 db 8 db 10 db

13 The minimum bend diameter for 28mm Ø through 36mm Ø bars (NSCP 407.30) 12 db 6 db 8 db 10 db

14 The minimum bend diameter for 28mm Ø through 36mm Ø bars (NSCP 407.30) 12 db 6 db 8 db 10 db

15 The minimum clear spacing between parallel bars in a layer must be db but not less than? (NSCP 407.7.3) 50mm 25mm 75mm 100mm

16 The minimum clear spacing between parallel bars in a layer must be db but not less than? (NSCP 407.7.3) 50mm 25mm 75mm 100mm

17 In spirally reinforced or tied reinforced compression members, clear distance between longitudinal bars shall not be less than? (NSCP 407.7.3) 2.0 db 2.15 db 1.50 db 1.75 db

18 In spirally reinforced or tied reinforced compression members, clear distance between longitudinal bars shall not be less than? (NSCP 407.7.3) 2.0 db 2.15 db 1.50 db 1.75 db

19 In walls and slabs other than concrete joist construction, primary flexural reinforcement shall not be spaced farther apart than 3 times wall or slab thickness nor farther than? (NSCP 407.7.5) 375mm 450mm 500mm 300mm

20 In walls and slabs other than concrete joist construction, primary flexural reinforcement shall not be spaced farther apart than 3 times wall or slab thickness nor farther than? (NSCP 407.7.5) 375mm 450mm 500mm 300mm

21 Groups of parallel reinforcing bars bundled in contact to act as one unit shall be united to ___ pieces in one bundle. (NSCP 407.7.6.1) 43254325

22 43254325

23 Bars larger than ___mm shall not be bundled in beams: (NSCP 407.7.6.3) 25mm 16mm 28mm 36mm

24 Bars larger than ___mm shall not be bundled in beams: (NSCP 407.7.6.3) 25mm 16mm 28mm 36mm

25 Individual bars within a bundle terminated within the span of flexural members shall terminate at different points with at least ____ stagger: (NSCP 407.7.6.4) 12 db 10 db 50 db 40 db

26 Individual bars within a bundle terminated within the span of flexural members shall terminate at different points with at least ____ stagger: (NSCP 407.7.6.4) 12 db 10 db 50 db 40 db

27 Minimum concrete cover cast against and permanently exposed to earth: (NSCP 407.8.1) 100 mm 75 mm 50 mm 150 mm

28 Minimum concrete cover cast against and permanently exposed to earth: (NSCP 407.8.1) 100 mm 75 mm 50 mm 150 mm

29 The minimum clear concrete covering for cast in place slab: (NSCP 407.8.1) 20mm 25mm 40mm 50mm

30 The minimum clear concrete covering for cast in place slab: (NSCP 407.8.1) 20mm 25mm 40mm 50mm

31 In ultimate strength design, the strength reduction factor Ø for flexure without axial loads: (NSCP 409.2.1) 0.85 0.75 0.90 0.70

32 In ultimate strength design, the strength reduction factor Ø for flexure without axial loads: (NSCP 409.2.1) 0.85 0.75 0.90 0.70

33 In ultimate strength design, the strength reduction factor Ø for shear and torsion: (NSCP 409.4.2.3) 0.70 0.75 0.85 0.90

34 In ultimate strength design, the strength reduction factor Ø for shear and torsion: (NSCP 409.4.2.3) 0.70 0.75 0.85 0.90

35 The minimum one way slab thickness which is simply supported at the ends only is: (NSCP 409.6.2) L/20 L/24 L/28 L/10

36 The minimum one way slab thickness which is simply supported at the ends only is: (NSCP 409.6.2) L/20 L/24 L/28 L/10

37 The minimum one way slab thickness for a ONE end continuous slab is: (NSCP 409.6.2) L/20 L/24 L/10 L/28

38 The minimum one way slab thickness for a ONE end continuous slab is: (NSCP 409.6.2) L/20 L/24 L/10 L/28

39 The minimum one way slab thickness for a BOTH ends continuous slab is: (NSCP 409.6.2) L/20 L/24 L/10 L/28

40 The minimum one way slab thickness for a BOTH ends continuous slab is: (NSCP 409.6.2) L/20 L/24 L/10 L/28

41 The minimum cantilevered slab thickness is : (NSCP 409.6.2) L/20 L/24 L/10 L/28

42 The minimum cantilevered slab thickness is : (NSCP 409.6.2) L/20 L/24 L/10 L/28

43 Deep continuous flexural members has overall depth to clear span ratio greater than: (NSCP 410.8.10) 0.40 0.60 0.75 0.70

44 Deep continuous flexural members has overall depth to clear span ratio greater than: (NSCP 410.8.10) 0.40 0.60 0.75 0.70

45 Deep simple span flexural members has overall depth to clear span ratio greater than: (NSCP 307.4.2) 0.40 0.60 0.75 0.70

46 Deep simple span flexural members has overall depth to clear span ratio greater than: (NSCP 307.4.2) 0.40 0.60 0.75 0.70

47 Spacing of shear reinforcement placed perpendicular to axis of non-prestressed member shall not exceed: (NSCP 411.6.4.1) d/2 d/4 ¾ d d/5

48 Spacing of shear reinforcement placed perpendicular to axis of non-prestressed member shall not exceed: (NSCP 411.6.4.1) d/2 d/4 ¾ d d/5

49 Development length Ld for deformed bars in tension shall be less than: (NSCP 412.3.1) 300 mm 250 mm 200 mm 350 mm

50 Development length Ld for deformed bars in tension shall be less than: (NSCP 412.3.1) 300 mm 250 mm 200 mm 350 mm

51 Is an essentially vertical truss system of the concentric or eccentric type that is provided to resist lateral forces: (NCSP 208.1) Building frame system Braced frame Diaphragm Collector

52 Is an essentially vertical truss system of the concentric or eccentric type that is provided to resist lateral forces: (NCSP 208.1) Building frame system Braced frame Diaphragm Collector

53 Is a horizontal or nearly horizontal system activity to transmit lateral forces to the vertical resisting elements: Building frame system Braced frame Diaphragm Collector

54 Is a horizontal or nearly horizontal system activity to transmit lateral forces to the vertical resisting elements: Building frame system Braced frame Diaphragm Collector

55 Is a frame in which members and joints are capable of resisting forces primarily by flexure: Moment resisting frame Ordinary braced frame Truss Eccentric braced frame

56 Is a frame in which members and joints are capable of resisting forces primarily by flexure: Moment resisting frame Ordinary braced frame Truss Eccentric braced frame

57 In the determination of seismic dead load with a minimum of ________% of floor live load shall be applicable for storage and warehouse occupancies. (NSCP 208.5.1.1) 50% 25% 30% 35%

58 In the determination of seismic dead load with a minimum of ________% of floor live load shall be applicable for storage and warehouse occupancies. (NSCP 208.5.1.1) 50% 25% 30% 35%

59 The slope of cut surfaces shall be no steeper than _______% slope. (NSCP 302.2.2) 50% 60% 30% 40%

60 The slope of cut surfaces shall be no steeper than _______% slope. (NSCP 302.2.2) 50% 60% 30% 40%

61 Before commencing the excavation work, the person making the excavation shall notify in writing the owner of the adjoining building not less than _____days before such excavation is to be made. (NSCP 302.2.4) 15 days 10 days 30 days 60 days

62 Before commencing the excavation work, the person making the excavation shall notify in writing the owner of the adjoining building not less than _____days before such excavation is to be made. (NSCP 302.2.4) 15 days 10 days 30 days 60 days

63 Fill slopes shall not be constructed on natural slopes steeper than ____% slope (NSCP 302.3.1) 50% 10% 20% 60%

64 Fill slopes shall not be constructed on natural slopes steeper than ____% slope (NSCP 302.3.1) 50% 10% 20% 60%

65 The minimum distance that the toe of fill slope made to the site boundary line: (NSCP 302.4.3) 0.80 M 0.60 M 1.50 M 2.00 M

66 The minimum distance that the toe of fill slope made to the site boundary line: (NSCP 302.4.3) 0.80 M 0.60 M 1.50 M 2.00 M

67 The max. distance that the toe of fill slope made to the site boundary: (NSCP 302.4.3) 0.80 M 0.60 M 6.00 M 1.00 M

68 The max. distance that the toe of fill slope made to the site boundary: (NSCP 302.4.3) 0.80 M 0.60 M 6.00 M 1.00 M

69 In using sand backfill in the annular space around column not embedded in poured footings, the sand shall be thoroughly compacted by tamping in layers not more than _____mm in depth? (NSCP 305.7.3) 500 mm 400 mm 200 mm 300 mm

70 In using sand backfill in the annular space around column not embedded in poured footings, the sand shall be thoroughly compacted by tamping in layers not more than _____mm in depth? (NSCP 305.7.3) 500 mm 400 mm 200 mm 300 mm

71 In using a concrete backfill in the annular space around column not embedded in poured footings, the concrete shall have ultimate strength of ____Mpa at 28 days. (NSCP 305.7.3) 30 Mpa 15 Mpa 10 Mpa 5 Mpa

72 In using a concrete backfill in the annular space around column not embedded in poured footings, the concrete shall have ultimate strength of ____Mpa at 28 days. (NSCP 305.7.3) 30 Mpa 15 Mpa 10 Mpa 5 Mpa

73 When grillage footings of structural steel shapes are used on soils, they shall be completely embedded in concrete. Concrete cover shall be at least _____mm on the bottom. (NSCP 305.8) 100 mm 200 mm 150 mm

74 When grillage footings of structural steel shapes are used on soils, they shall be completely embedded in concrete. Concrete cover shall be at least _____mm on the bottom. (NSCP 305.8) 100 mm 200 mm 150 mm

75 Temporary open air portable bleachers may be supported upon wood sills or steel plates placed directly upon the ground surface, provided soil pressure does not exceed ____Kpa. (NSCP 305.9) 100 Kpa 50 Kpa 150 Kpa 200 Kpa

76 Temporary open air portable bleachers may be supported upon wood sills or steel plates placed directly upon the ground surface, provided soil pressure does not exceed ____Kpa. (NSCP 305.9) 100 Kpa 50 Kpa 150 Kpa 200 Kpa

77 The minimum nominal diameter of steel bolts when wood plates or sill shall be bolted to foundation wall in zone 2 seismic area in the Philippines. (NSCP 305.60) 10mm 12mm 16mm 20mm

78 The minimum nominal diameter of steel bolts when wood plates or sill shall be bolted to foundation wall in zone 2 seismic area in the Philippines. (NSCP 305.60) 10mm 12mm 16mm 20mm

79 The minimum nominal diameter of steel bolts when wood plates or sill shall be bolted to foundation wall in zone 4 seismic area in the Philippines. (NSCP 305.60) 10mm 12mm 16mm 20mm

80 The minimum nominal diameter of steel bolts when wood plates or sill shall be bolted to foundation wall in zone 4 seismic area in the Philippines. (NSCP 305.60) 10mm 12mm 16mm 20mm

81 15% 20% 10% 25% Individual pile caps and caissons of every structure subjected to seismic forces shall be interconnected by ties. Such ties shall be capable of resisting in tension or compression a minimum horizontal force equal to _____% of the largest column vertical load. (NSCP 306.20)

82 15% 20% 10% 25% Individual pile caps and caissons of every structure subjected to seismic forces shall be interconnected by ties. Such ties shall be capable of resisting in tension or compression a minimum horizontal force equal to _____% of the largest column vertical load. (NSCP 306.20)

83 Such piles into firm ground may be considered fixed and laterally supported at _____M below the ground surface. (NSCP 306.20) 1.50 M 2.00 M 2.50 M 3.00 M

84 Such piles into firm ground may be considered fixed and laterally supported at _____M below the ground surface. (NSCP 306.20) 1.50 M 2.00 M 2.50 M 3.00 M

85 Such piles into soft ground may be considered fixed and laterally supported at _____M below the ground surface. (NSCP 306.20) 1.50 M 2.00 M 2.50 M 3.00 M

86 Such piles into soft ground may be considered fixed and laterally supported at _____M below the ground surface. (NSCP 306.20) 1.50 M 2.00 M 2.50 M 3.00 M

87 The maximum length of cast in place piles/bored piles shall be _____times the average diameter of the pile. (NSCP 307.2.1) 10 times 20 times 30 times 15 times

88 The maximum length of cast in place piles/bored piles shall be _____times the average diameter of the pile. (NSCP 307.2.1) 10 times 20 times 30 times 15 times

89 Cast in place/bored piles shall have a specific compressive strength Fc of not less than ______Mpa. (NSCP 307.2.1) 17.50 Mpa 20 Mpa 15 Mpa 25 Mpa

90 Cast in place/bored piles shall have a specific compressive strength Fc of not less than ______Mpa. (NSCP 307.2.1) 17.50 Mpa 20 Mpa 15 Mpa 25 Mpa

91 Pre-cast concrete piles shall have a specific compressive strength Fc of not less than _____Mpa. (NSCP 304.7.1) 17.50 Mpa 20 Mpa 15 Mpa 25 Mpa

92 Pre-cast concrete piles shall have a specific compressive strength Fc of not less than _____Mpa. (NSCP 304.7.1) 17.50 Mpa 20 Mpa 15 Mpa 25 Mpa

93 The maximum spacing of ties and spirals in a driven pre-cast concrete pile center to center. (NSCP 307.5.1) 75 mm 100 mm 125 mm 150 mm

94 The maximum spacing of ties and spirals in a driven pre-cast concrete pile center to center. (NSCP 307.5.1) 75 mm 100 mm 125 mm 150 mm

95 Pre-cast pre-stressed concrete piles shall have a specified compressive strength Fc of not less than ____Mpa. (NSCP 307.5.1) 20 Mpa 15 Mpa 25 Mpa 35 Mpa

96 Pre-cast pre-stressed concrete piles shall have a specified compressive strength Fc of not less than ____Mpa. (NSCP 307.5.1) 20 Mpa 15 Mpa 25 Mpa 35 Mpa

97 The minimum outside diameter of pipe piles when used must be? (NSCP 307.6.3) 300 mm 250 mm 350 mm 400 mm

98 The minimum outside diameter of pipe piles when used must be? (NSCP 307.6.3) 300 mm 250 mm 350 mm 400 mm

99 Aviation control towers fall to what type of occupancy? Special occupancy structures Essential facilities Hazardous facility Standard occupancy

100 Aviation control towers fall to what type of occupancy? Special occupancy structures Essential facilities Hazardous facility Standard occupancy

101 Private garages, carports, sheds, agricultural buildings fall to what type of occupancy? Miscellaneous occupancy Essential facilities Special occupancy Hazardous facility

102 Private garages, carports, sheds, agricultural buildings fall to what type of occupancy? Miscellaneous occupancy Essential facilities Special occupancy Hazardous facility

103 Buildings used for college or adult education with a capacity of 500 or more students fall to what type of occupancy? Miscellaneous occupancy Essential facilities Special occupancy Hazardous facility

104 Buildings used for college or adult education with a capacity of 500 or more students fall to what type of occupancy? Miscellaneous occupancy Essential facilities Special occupancy Hazardous facility

105 Buildings or structures therein housing and supporting toxic or explosive chemicals or substances fall to what type of category? Miscellaneous occupancy Essential facilities Special occupancy Hazardous facility

106 Buildings or structures therein housing and supporting toxic or explosive chemicals or substances fall to what type of category? Miscellaneous occupancy Essential facilities Special occupancy Hazardous facility

107 The allowable deflection for any structural member loaded with live load only. (NSCP 107.2.2) L/300 L/360 L/200 L/240

108 The allowable deflection for any structural member loaded with live load only. (NSCP 107.2.2) L/300 L/360 L/200 L/240

109 The allowable deflection for any structural member loaded with dead load and live load only. (NSCP 104.2.2) L/240 L/300 L/360 L/200

110 The allowable deflection for any structural member loaded with dead load and live load only. (NSCP 104.2.2) L/240 L/300 L/360 L/200

111 Retaining walls shall be designed to resist sliding by at least _______times the lateral force. (NSCP 206.6) 3 2 1.50 1.0

112 Retaining walls shall be designed to resist sliding by at least _______times the lateral force. (NSCP 206.6) 3 2 1.50 1.0

113 Retaining walls shall be designed to resist overturning by at least ______times the overturning moment. (NSCP 206.6) 1.0 2.50 2.0 1.50

114 Retaining walls shall be designed to resist overturning by at least ______times the overturning moment. (NSCP 206.6) 1.0 2.50 2.0 1.50

115 As per NSCP 2001 sect. 206.9.3 vertical impact force for crane load, if powered monorail cranes are considered, the max. wheel load of the crane shall be increased by what percent to determine the induced vertical impact? (NSCP 206.9.3) 50% 25% 15% 20%

116 As per NSCP 2001 sect. 206.9.3 vertical impact force for crane load, if powered monorail cranes are considered, the max. wheel load of the crane shall be increased by what percent to determine the induced vertical impact? (NSCP 206.9.3) 50% 25% 15% 20%

117 The lateral force on a crane runway beam with electrically powered trolleys shall be calculated as ______% of the sum of the rated capacity of the crane and the weight of the hoist and trolley. (NSCP 206.9.4) 20% 15% 30% 50%

118 The lateral force on a crane runway beam with electrically powered trolleys shall be calculated as ______% of the sum of the rated capacity of the crane and the weight of the hoist and trolley. (NSCP 206.9.4) 20% 15% 30% 50%

119 The longitudinal forces on crane runway beams, except for bridge cranes with hand geared bridges shall be calculated as _____% of the max. wheel load of the crane. (NSCP 206.9.5) 15% 10% 25% 20%

120 The longitudinal forces on crane runway beams, except for bridge cranes with hand geared bridges shall be calculated as _____% of the max. wheel load of the crane. (NSCP 206.9.5) 15% 10% 25% 20%

121 An open building is a structure having all walls at least _____% open. (NSCP 207) 50% 60% 80% 75%

122 An open building is a structure having all walls at least _____% open. (NSCP 207) 50% 60% 80% 75%

123 Low rise buildings is an enclosed or partially enclosed with mean roof height less than or equal to? (NSCP 207.20) 70 M 50 M 15 M 18 M

124 Low rise buildings is an enclosed or partially enclosed with mean roof height less than or equal to? (NSCP 207.20) 70 M 50 M 15 M 18 M

125 The wind load importance factor l w for essential facilities is equal to? (NSCP 207.50) 1.15 1.0 2.15 0.87

126 The wind load importance factor l w for essential facilities is equal to? (NSCP 207.50) 1.15 1.0 2.15 0.87

127 The wind load importance factor for hazardous facilities is equal to? 1.0 0.87 1.15 2.15

128 The wind load importance factor for hazardous facilities is equal to? 1.0 0.87 1.15 2.15

129 The wind load importance factor for standard occupancy structures is equal to? 1.0 1.15 0.87 2.0

130 The wind load importance factor for standard occupancy structures is equal to? 1.0 1.15 0.87 2.0

131 The wind load importance factor for miscellaneous structures is equal to? 1.0 1.15 0.87 2.0

132 The wind load importance factor for miscellaneous structures is equal to? 1.0 1.15 0.87 2.0

133 Large city centers with at least 50% of the buildings having a height greater than 21M. falls on what exposure category for wind loading? (NSCP 207.5.3) Exposure A Exposure B Exposure C Exposure D

134 Large city centers with at least 50% of the buildings having a height greater than 21M. falls on what exposure category for wind loading? (NSCP 207.5.3) Exposure A Exposure B Exposure C Exposure D

135 Open terrain with scattered obstructions having heights less than 9M. Falls on what exposure category for wind loading? Exposure A Exposure B Exposure C Exposure D

136 Open terrain with scattered obstructions having heights less than 9M. Falls on what exposure category for wind loading? Exposure A Exposure B Exposure C Exposure D

137 Flat unobstructed areas exposed to wind flowing over open water for a distance of at least 2 km falls on what exposure category for wind loading? Exposure A Exposure B Exposure C Exposure D

138 Flat unobstructed areas exposed to wind flowing over open water for a distance of at least 2 km falls on what exposure category for wind loading? Exposure A Exposure B Exposure C Exposure D

139 Urban and suburban areas, wooded areas or other terrain with numerous closely spaced obstructions having the size of single family dwelling or larger falls on what exposure category for wind loading? Exposure A Exposure B Exposure C Exposure D

140 Urban and suburban areas, wooded areas or other terrain with numerous closely spaced obstructions having the size of single family dwelling or larger falls on what exposure category for wind loading? Exposure A Exposure B Exposure C Exposure D

141 Zone 1 of the Philippine map has a wind velocity of ____Kph? 150 Kph 250 Kph 125 Kph 200 Kph

142 Zone 1 of the Philippine map has a wind velocity of ____Kph? 150 Kph 250 Kph 125 Kph 200 Kph

143 Zone 2 of the Philippine map has a wind velocity of ____Kph? 200 Kph 125 Kph 150 Kph 250 Kph

144 Zone 2 of the Philippine map has a wind velocity of ____Kph? 200 Kph 125 Kph 150 Kph 250 Kph

145 Zone 3 of the Philippine map has a wind velocity of ____Kph? 200 Kph 125 Kph 150 Kph 250 Kph

146 Zone 3 of the Philippine map has a wind velocity of ____Kph? 200 Kph 125 Kph 150 Kph 250 Kph

147 In testing concrete laboratory cured specimens, no individual strength test (average of 2 cylinders) falls below fc’ by more than _______. (NSCP 405.7.3.3) 5 Mpa 4.25 Mpa 3.50 Mpa 4.0 Mpa

148 In testing concrete laboratory cured specimens, no individual strength test (average of 2 cylinders) falls below fc’ by more than _______. (NSCP 405.7.3.3) 5 Mpa 4.25 Mpa 3.50 Mpa 4.0 Mpa

149 Spacing for a lateral support for a beam shall not exceed _______times the least width b of compression flange or face. (NSCP 410.5.10) 40 50 60 30

150 Spacing for a lateral support for a beam shall not exceed _______times the least width b of compression flange or face. (NSCP 410.5.10) 40 50 60 30

151 For a rectangular reinforced concrete compression member, it shall be permitted to take the radius of gyration equal to _______times the overall dimension of the direction of stability is being considered. (NSCP 410.12.20) 0.30 0.45 0.50 0.75

152 For a rectangular reinforced concrete compression member, it shall be permitted to take the radius of gyration equal to _______times the overall dimension of the direction of stability is being considered. (NSCP 410.12.20) 0.30 0.45 0.50 0.75

153 For members whose design is based on compressive force, the slenderness ratio kL/r preferably should not exceed ________? (NSCP 502.8.1) 300 250 200 350

154 For members whose design is based on compressive force, the slenderness ratio kL/r preferably should not exceed ________? (NSCP 502.8.1) 300 250 200 350

155 For members whose design is based on tensile force, the slenderness ratio L/r preferably should not exceed _________. 200 300 250 350

156 For members whose design is based on tensile force, the slenderness ratio L/r preferably should not exceed _________. 200 300 250 350

157 For pin connected members, the allowable stress on the net area of the pinhole for pin connected members is _________. (NSCP 504.4.1.1) 0.60 Fy 0.50 Fy 0.45 Fy 0.40 Fy

158 For pin connected members, the allowable stress on the net area of the pinhole for pin connected members is _________. (NSCP 504.4.1.1) 0.60 Fy 0.50 Fy 0.45 Fy 0.40 Fy

159 Other than pin connected members, the allowable tensile stress shall not exceed _______ on the gross area. (NSCP 504.2.1) 0.60 Fy 0.45 Fy 0.33 Fy 0.66 Fy

160 Other than pin connected members, the allowable tensile stress shall not exceed _______ on the gross area. (NSCP 504.2.1) 0.60 Fy 0.45 Fy 0.33 Fy 0.66 Fy

161 For pin connected plates, the minimum net area beyond the pinhole parallel to the axis of the member shall not be less than _______of the net area across the pinhole. (NSCP 504.4.2.1) 3/4 2/3 3/5 1/3

162 For pin connected plates, the minimum net area beyond the pinhole parallel to the axis of the member shall not be less than _______of the net area across the pinhole. (NSCP 504.4.2.1) 3/4 2/3 3/5 1/3

163 For pin connected members in which the pin is expected to provide for relative movement between connected parts while under full load, the diameter of the pinhole shall not be more than ______mm greater than the diameter of the pin. (NSCP 504.4.2.3) 1 mm 0.5 mm 0.80 mm 2 mm

164 For pin connected members in which the pin is expected to provide for relative movement between connected parts while under full load, the diameter of the pinhole shall not be more than ______mm greater than the diameter of the pin. (NSCP 504.4.2.3) 1 mm 0.5 mm 0.80 mm 2 mm

165 The maximum longitudinal spacing of bolts, nuts and intermittent welds correctly two rolled shapes in contact for a built up section shall not exceed ________. (NSCP 505.5.4) 700 mm 500 mm 600 mm 400 mm

166 The maximum longitudinal spacing of bolts, nuts and intermittent welds correctly two rolled shapes in contact for a built up section shall not exceed ________. (NSCP 505.5.4) 700 mm 500 mm 600 mm 400 mm

167 The ratio L/r for lacing bars arranged in single system shall not exceed ________. (NSCP 505.5.80) 140 mm 200 mm 250 mm 100 mm

168 The ratio L/r for lacing bars arranged in single system shall not exceed ________. (NSCP 505.5.80) 140 mm 200 mm 250 mm 100 mm

169 The ratio L/r for lacing bars arranged in double system shall not exceed ________. 140 mm 200 mm 250 mm 100 mm

170 The ratio L/r for lacing bars arranged in double system shall not exceed ________. 140 mm 200 mm 250 mm 100 mm

171 For members bent about their strong or weak axes, members with compact sections where the flanges continuously connected to web the allowable bending stress is _________. (NSCP 506.4.1.1) 0.75 Fy 0.60 Fy 0.45 Fy 0.66 Fy

172 For members bent about their strong or weak axes, members with compact sections where the flanges continuously connected to web the allowable bending stress is _________. (NSCP 506.4.1.1) 0.75 Fy 0.60 Fy 0.45 Fy 0.66 Fy

173 For box type and tabular textural members that meet the non compact section requirements of section 502.6, the allowable bending stress is ________. (NSCP 506.4.1.1) 0.75 Fy 0.60 Fy 0.45 Fy 0.66 Fy

174 For box type and tabular textural members that meet the non compact section requirements of section 502.6, the allowable bending stress is ________. (NSCP 506.4.1.1) 0.75 Fy 0.60 Fy 0.45 Fy 0.66 Fy

175 Bolts and rivets connecting stiffness to the girder web shall be spaced not more than ______mm on centers. (NSCP 507.5.3) 300 mm 400 mm 350 mm 250 mm

176 Bolts and rivets connecting stiffness to the girder web shall be spaced not more than ______mm on centers. (NSCP 507.5.3) 300 mm 400 mm 350 mm 250 mm

177 Ira composite beam section, the actual section modulus of the transformed composite section shall be used in calculating the concrete flexural compressed stress and for construction without temporary shores, this stress shall be based upon loading applied after the concrete has reached _____% of its required strength. 50% 60% 80% 75%

178 Ira composite beam section, the actual section modulus of the transformed composite section shall be used in calculating the concrete flexural compressed stress and for construction without temporary shores, this stress shall be based upon loading applied after the concrete has reached _____% of its required strength. 50% 60% 80% 75%

179 Shear connectors shall have at least ________mm of lateral concrete covering. (NSCP 509.5.8) 50 mm 100 mm 25 mm 40 mm

180 Shear connectors shall have at least ________mm of lateral concrete covering. (NSCP 509.5.8) 50 mm 100 mm 25 mm 40 mm

181 The minimum center to center spacing of stud connectors along the longitudinal axis of supporting composite beam is ____________. (NSCP 509.5.8) 6 diameter of connector 10 diameter of connector 12 diameter of connector 5 diameter of connector

182 The minimum center to center spacing of stud connectors along the longitudinal axis of supporting composite beam is ____________. (NSCP 509.5.8) 6 diameter of connector 10 diameter of connector 12 diameter of connector 5 diameter of connector

183 The maximum center to center spacing of stud connectors along the longitudinal axis of supporting composite beam is ____________. (NSCP 509.5.8) 8 diameter of connector 6 diameter of connector 5 diameter of connector 10 diameter of connector

184 The maximum center to center spacing of stud connectors along the longitudinal axis of supporting composite beam is ____________. (NSCP 509.5.8) 8 diameter of connector 6 diameter of connector 5 diameter of connector 10 diameter of connector

185 Connections carrying calculated stresses, except for lacing, sag bars and girts, shall be designed to support not less than ________Kn of force. (NSCP 510.10.61) 30 50 26.70 35

186 Connections carrying calculated stresses, except for lacing, sag bars and girts, shall be designed to support not less than ________Kn of force. (NSCP 510.10.61) 30 50 26.70 35

187 The connections at ends of tension or compression members in trusses shall develop the force due to the design load, but no less than _______% at the effective strength of the member unless a smaller percentage is justified by engineering analysis that considers other factors including handling, shipping and erection. (NSCP 510.2.5.1) 50 70 65 100

188 The connections at ends of tension or compression members in trusses shall develop the force due to the design load, but no less than _______% at the effective strength of the member unless a smaller percentage is justified by engineering analysis that considers other factors including handling, shipping and erection. (NSCP 510.2.5.1) 50 70 65 100

189 When formed steel decking is a part of the composite beam, the spacing of stud shear connector along the length of the supporting beam or girder shall not exceed _______mm. (NSCP 509.6.1.2) 800 750 900 1000

190 When formed steel decking is a part of the composite beam, the spacing of stud shear connector along the length of the supporting beam or girder shall not exceed _______mm. (NSCP 509.6.1.2) 800 750 900 1000

191 The minimum sizes of filler weld for plates with thickness greater than 20mm is ________. (NSCP 510.3.3.2) 10 8 15 20

192 The minimum sizes of filler weld for plates with thickness greater than 20mm is ________. (NSCP 510.3.3.2) 10 8 15 20

193 The minimum sizes of filler weld for plates with thickness 6mm is ________? (NSCP 510.3.3.2) 3 mm 6 mm 8 mm 10 mm

194 The minimum sizes of filler weld for plates with thickness 6mm is ________? (NSCP 510.3.3.2) 3 mm 6 mm 8 mm 10 mm

195 The minimum sizes of filler weld for plates with thickness over 12mm to 20mm is ________? (NSCP 510.3.3.2) 8 mm 10 mm 6 mm 5 mm

196 The minimum sizes of filler weld for plates with thickness over 12mm to 20mm is ________? (NSCP 510.3.3.2) 8 mm 10 mm 6 mm 5 mm


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