engineering reviewer

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)
4
3
2
5

22. 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)
4
3
2
5

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 lw for essential facilities is equal
to? (NSCP 207.50)
1.15
1.0
2.15
0.87

126. The wind load importance factor lw 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