Structural Reviewer (Q&A)

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

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

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

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

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

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

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

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

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

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

The minimum bend diameter for 10mm Ø through 25mm Ø bars (NSCP 407.30)

12 db

6 db

8 db

10 db


12 db

6 db

8 db

10 db


12 db

6 db

8 db

10 db


12 db

6 db

8 db

10 db

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

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

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

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

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

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

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

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

Bars larger than ___mm shall not be bundled in beams:

(NSCP 407.7.6.3)

25mm

16mm

28mm

36mm

Bars larger than ___mm shall not be bundled in beams:

(NSCP 407.7.6.3)

25mm

16mm

28mm

36mm

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

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

Minimum concrete cover cast against and permanently exposed to earth: (NSCP 407.8.1)

100 mm

75 mm

50 mm

150 mm

Minimum concrete cover cast against and permanently exposed to earth: (NSCP 407.8.1)

100 mm

75 mm

50 mm

150 mm

The minimum clear concrete covering for cast in place slab:

(NSCP 407.8.1)

20mm

25mm

40mm

50mm

The minimum clear concrete covering for cast in place slab:

(NSCP 407.8.1)

20mm

25mm

40mm

50mm

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

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

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

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

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

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

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

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

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

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

The minimum cantilevered slab thickness is : (NSCP 409.6.2)

L/20

L/24

L/10

L/28

The minimum cantilevered slab thickness is : (NSCP 409.6.2)

L/20

L/24

L/10

L/28

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

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

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

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

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

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

Development length Ld for deformed bars in tension shall be less than: (NSCP 412.3.1)

300 mm

250 mm

200 mm

350 mm

Development length Ld for deformed bars in tension shall be less than: (NSCP 412.3.1)

300 mm

250 mm

200 mm

350 mm

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

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


Braced frame

Diaphragm

Collector

Is a horizontal or nearly horizontal system activity to transmit lateral forces to the vertical resisting elements:


Braced frame

Diaphragm

Collector

Is a horizontal or nearly horizontal system activity to transmit lateral forces to the vertical resisting elements:


Braced frame

Diaphragm

Collector

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

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

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%

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%

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

50%

60%

30%

40%

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

50%

60%

30%

40%

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

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

Fill slopes shall not be constructed on natural slopes steeper than ____% slope (NSCP 302.3.1)

50%

10%

20%

60%

Fill slopes shall not be constructed on natural slopes steeper than ____% slope (NSCP 302.3.1)

50%

10%

20%

60%

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

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

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

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

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

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

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

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

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

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

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

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

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



10mm

12mm

16mm

20mm



10mm

12mm

16mm

20mm



10mm

12mm

16mm

20mm

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)

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)

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

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

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

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

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

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

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

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

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

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

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

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

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

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

The minimum outside diameter of pipe piles when used must be? (NSCP 307.6.3)

300 mm

250 mm

350 mm

400 mm

The minimum outside diameter of pipe piles when used must be? (NSCP 307.6.3)

300 mm

250 mm

350 mm

400 mm

Aviation control towers fall to what type of occupancy?

Special occupancy structures

Essential facilities

Hazardous facility

Standard occupancy

Aviation control towers fall to what type of occupancy?

Special occupancy structures


Hazardous facility

Standard occupancy

Private garages, carports, sheds, agricultural buildings fall to what type of occupancy?

Miscellaneous occupancy


Special occupancy

Hazardous facility

Private garages, carports, sheds, agricultural buildings fall to what type of occupancy?



Special occupancy

Hazardous facility

Buildings used for college or adult education with a capacity of 500 or more students fall to what type of occupancy?



Special occupancy

Hazardous facility

Buildings used for college or adult education with a capacity of 500 or more students fall to what type of occupancy?



Special occupancy

Hazardous facility

Buildings or structures therein housing and supporting toxic or explosive chemicals or substances fall to what type of category?



Special occupancy

Hazardous facility

Buildings or structures therein housing and supporting toxic or explosive chemicals or substances fall to what type of category?



Special occupancy

Hazardous facility

The allowable deflection for any structural member loaded with live load only. (NSCP 107.2.2)

L/300

L/360

L/200

L/240

The allowable deflection for any structural member loaded with live load only. (NSCP 107.2.2)

L/300

L/360

L/200

L/240

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

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

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

3

2

1.50

1.0

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

3

2

1.50

1.0

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

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

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%

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%

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%

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%

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%

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%

An open building is a structure having all walls at least _____% open. (NSCP 207)

50%

60%

80%

75%

An open building is a structure having all walls at least _____% open. (NSCP 207)

50%

60%

80%

75%

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

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

The wind load importance factor lw for essential facilities is equal to? (NSCP 207.50)

1.15

1.0

2.15

0.87

The wind load importance factor lw for essential facilities is equal to? (NSCP 207.50)

1.15

1.0

2.15

0.87

The wind load importance factor for hazardous facilities is equal to?

1.0

0.87

1.15

2.15

The wind load importance factor for hazardous facilities is equal to?

1.0

0.87

1.15

2.15

The wind load importance factor for standard occupancy structures is equal to?

1.0

1.15

0.87

2.0

The wind load importance factor for standard occupancy structures is equal to?

1.0

1.15

0.87

2.0

The wind load importance factor for miscellaneous structures is equal to?

1.0

1.15

0.87

2.0

The wind load importance factor for miscellaneous structures is equal to?

1.0

1.15

0.87

2.0

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

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

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

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

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

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

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

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

Zone 1 of the Philippine map has a wind velocity of ____Kph?

150 Kph

250 Kph

125 Kph

200 Kph


150 Kph

250 Kph

125 Kph

200 Kph


200 Kph

125 Kph

150 Kph

250 Kph


200 Kph

125 Kph

150 Kph

250 Kph


200 Kph

125 Kph

150 Kph

250 Kph


200 Kph

125 Kph

150 Kph

250 Kph

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

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

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

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

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

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

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

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

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

200

300

250

350

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

200

300

250

350

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

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

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

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

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

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

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

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

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

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

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

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

The ratio L/r for lacing bars arranged in double system shall not exceed ________.

140 mm

200 mm

250 mm

100 mm

The ratio L/r for lacing bars arranged in double system shall not exceed ________.

140 mm

200 mm

250 mm

100 mm

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

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

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

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

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

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

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%

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%

Shear connectors shall have at least ________mm of lateral concrete covering. (NSCP 509.5.8)

50 mm

100 mm

25 mm

40 mm

Shear connectors shall have at least ________mm of lateral concrete covering. (NSCP 509.5.8)

50 mm

100 mm

25 mm

40 mm

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




The minimum center to center spacing of stud connectors along the longitudinal axis of supporting composite beam is

____________.

(NSCP 509.5.8)





The maximum center to center spacing of stud connectors along the longitudinal axis of supporting composite beam is

____________. (NSCP 509.5.8)





The maximum center to center spacing of stud connectors along the longitudinal axis of supporting composite beam is

____________. (NSCP 509.5.8)





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

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

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

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

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

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

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

10

8

15

20

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

10

8

15

20

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

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

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

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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