lewis_ structural questionaire with answers

S T R U C T U R A L D E S I G NR E V I E W E RP H I L I P J O N E C H AV E Z - L E W I S

M O D U L E A

S E C T I O N A - 0 1

S t r u c t u r a l D e s i g n 4

1. Walls that support weight from above as well as their own dead weight.

2. It refers to the occupancy load which is either partially or fully in place or may not be present at all.

3. The distance between inflection point in the column when it breaks.

4. The amount of space measured in cubic units.

5. In the formula e=PL/AE, “E” stands for...??

6. A bent rod to resist shear and diagonal stresses in a concrete beam is...??

7. The ratio of unit-stress to unit-strain.

A . Load Bearing Walls

A . Live Load

A . Development Length

A . None of The Above

A . Total Deformation

A . Bottom Bar

A . Ratio and Proportion

C . Shoring Walls

C . Concentrated Load

C . Effective Length

C . Volume

C . Equal Force

C . Metal Plate

C . Modulus of Elasticity

B . Curtain Walls

B . Dead Load

B . Cross Sectional Area

B . Perimeter

B . Elongation

B . Stirrups

B . Moment of Inertia

D . None of The Above

D . Distributed Load


D . Area

D . Modulus of Elasticity

D . Temperature Bar

D . Slenderness Ratio


8. An expansion joint between adjacent parts of a structure which permits movement between them.

9. To find the volume of water in a cylindrical tank, multiply the area of its base by the...?

10. The most important component to determine the strength of a concrete mix

11. The greatest stretching stress that a structural member can bear without breaking or cracking.

12. The ultimate strength of the material divided by the allowable working load.

13. The stress per square unit area of the original cross section of a material which resists elongation.

14. A beam that projects beyond one or both of its supports.

A . Contraction Joint

A . Diameter

A . Cement

A . Tension Limit

A . Maximum Strength

A . Allowable Stress

A . Overhanging Beam

C . Construction Joint

C . Height

C . Gravel

C . None of These

C . Safety Factor

C . Flexural Stress

C . Intermediate Beam

B . Truss Joint

B . Radius

B . Sand

B . Tensile Strength

B . Strength Limit

B . Tensile Stress

B . Continuous Beam

D . Conduction Joint

D . None of the Above

D . Lime

D . Elastic Limit

D . Bending Stress

D . Bending Stress

D . Cantilevered Beam


15. The force adhesion per unit area of contact between two bent surfaces

16. These are composed of straight members connected at their ends by hinge connections to form a series of triangles and a stable configuration.

17. What wind zone is classified that of having a wind velocity of 250 kph

18. These are both flexural members and structural elements that mainly develop bending stress under the action of external loads.

19. An occupancy category supporting toxic and explosive substances and/or chemicals.

20. A registered and licensed engineer that conducts solid exploration, investigation and analysis.

21. A large beam(also called a primary beam) that supports a smaller beam.

A . Axial Stress

A . Bending Structures

A . Zone 1

A . Short Columns

A . Essential Facilities

A . Geodetic Engineer

A . Girt

C . Allowable Stress

C . Trusses

C . Zone 3

C . Truss Members

C . Hazardous Facilities

C . Slope Engineer

C . Joist

B . Bond Stress

B . Structural Elements

B . Zone 2

B . Beams

B . Hazardous Occupancies

B . Geo-technical Engineer

B . Girder

D . Flexural Stress


D . Zone 4

D . Pedestals

D . Storage and Hazardous

D . Materials Engineer

D . Lintel


22. The weight of a structure and any permanent load that is fixed.

23. Steel elements such as wires, cables, bars, rods or strands of wires or a bundle of such elements that are used in prestressed concrete structures.

24. Which of the following does not resist bending?

25. Which is an advantage of steel over concrete?

26. A type of stress developed that tends to elongate the structure.

27. An artificial stone derived from a mixture of properly proportioned amount of hydraulic cement, fine and coarse aggregates, with or without admixtures.

28. A structural system without a complete load-carrying space frame.

A . Dead Load

A . Deformed Bars

A . Moment of Inertia

A . Elasticity

A . Axial Stress

A . Concrete

A . Braced Frame

C . Impact Load

C . Tendons

C . Length

C . Creep

C . Shear Stress

C . Pavements

C . Building Frame System

B . Live Load

B . Reinforcing Bars

B . Bending Strength

B . Brittleness

B . Tensile Stress

B . Boulders

B . Bearing Wall System

D . Seismic Load

D . Wire Mesh

D . Effective Depth

D . Fatigue

D . Flexural Stress

D . Admixtures

D . Boundary Elements


29. Structural Elements that are subjected to transverse loads.

30. Also known as the buckling of a column.

31. Defined as the force per unit area.

32. A structure that is usually enclosed by walls and a roof, constructed to provide support or shelter for an intended use or occupancy.

33. A word that best describes water that is eligible to produce concrete.

34. The code that provided minimum load requirements for the design of buildings and other vertical structures as well as minimum standards and guidelines to safeguard lives and properties.

35. Substances added in small quantities to fresh concrete in order to alter its properties which can result into the improvement of workability, accelerate its set, delay of hardening, coloring agents, etc.

A . Columns

A . Crack

A . Load

A . Buildings

A . Tasteless

A . AISC Volume I

A . Water

C . Pilasters

C . Bending

C . Stress

C . Marquee

C . Potable

C . NSCP Volume I

C . Accelerator

B . Piers

B . Honeycomb

B . Strain

B . Frames

B . Colorless

B . ASTM Zone II

B . Admixtures

D . Beams

D . Crippling

D . Fatigue

D . All of The Above


D . NSCP Volume II

D . Aggregates


36. The computation of this load depends on factors such as wind velocity, velocity pressure, height of the building above ground, importance factor, etc.

37. McCormack specifies that the compressive strength of concrete ranges from 2,500 psi to 9,000 psi in English Unit. This range is the equivalent in (S.I) unit from 12.24 MPa to _____

38. Structural elements that are considered to be compressive members.

39. This states that stress is proportional to strain.

40. Who is the registered civil engineer responsible for signing and sealing structural works?

41. Public school buildings, hospitals and evacuation centers are examples o what type of occupancy?

42. This refers to movable and transferable loads.

A . Wind Load

A . 38.20 MPa

A . Columns

A . Hooke’s Law

A . Geodetic Engineer


A . Live Load

C . Impact Load

C . 62.05 MPa

C . Beams

C . Newtons Third Law

C . Geotechnic Engineer

C . Special Facilities

C . Transferable Load

B . Live Load

B . 45.00 MPa

B . Slabs

B . Young’s Modulus

B . Structural Engineer

B . Essential Occupancies

B . Dead Load

D . Seismic Load

D . 50.50 MPa

D . Trusses

D . Pascals Law

D . Materials Engineer

D . Hazardous Occupancies

D . Wind Load

S t r u c t u r a l D e s i g n 1 0

43. Steels bars that are also called shear reinforcements or web reinforcements. These bars resist vertical and diagonal Tensions in a beam.

44. Another term for bending stress.

45. An advantage of steel over concrete.

46. A type of stress developed that tends to split the structure.

47. One times ten raised to the ninth power newton per square meter is the same as

48. A wall constructed in order to prevent landslide and/or for slope protection.

49. The minimum average size of coarse aggregates allowed for use in a concrete building structural member.

A . Deformed Bars

A . Circumferential Stress

A . Elasticity

A . Axial Stress

A . 1 MPa

A . Retaining Wall

A . 12 mm

C . Stirrups or Hoops

C . Flexural Stress

C . Corrosion

C . Lateral Stress

C . 1 ksi

C . Load Bearing Wall

C . 25 mm

B . Reinforcing Bars

B . Young’s Stress

B . Creep

B . Tensile Stress

B . 1 GPa

B . Shear Wall

B . 24 mm

D . Tendons

D . Longitudinal Stress


D . Shear Stress

D . 1 N/M^2

D . Fire Wall

D . 26mm


50. The slope of the straight line within the stress-strain diagram. This is also known as “E” or the modulus of elasticity.

51. Defined as the deformation per unit length.

52. What is another term for admixtures. Admixtures are substances that are added in small quantities to fresh concrete in order to alter its properties.

53. A reinforced concrete slab that is supported on both sides.

54. This code provides minimum standards and guidelines for roads, bridges, and other horizontal structures.

55. Also knows as when two or more materials are combined together to act as a unit.

56. A factor that accounts for the degree of hazard to human life and damage to property and is designated by lW

A . Hooke’s Modulus

A . Stress

A . Additives

A . One-Way Slab

A . NSCP Volume I

A . Combined

A . Importance Safety Factor for Water

C . Newtons Modulus

C . Strain

C . Cement

C . Ground Slab

C . NSCP Volume III

C . Composite

C . Importance Safety Factor for Weight of Beams

B . Poisson’s Modulus

B . Fatigue

B . Accelerator

B . Two-Way Slab

B . NSCP Volume II

B . Dual

B . Importance Safety Factor for Wind

D . Young’s Modulus

D . Creep

D . All of The Above

D . Flat Slab

D . NSCP Volume IIII

D . Built-Up

D . Importance Safety Factor for Columns


57. A granular material such as sand, gravel, crushed stone and iron blast furnace slag, and when used with a cementing medium it forms a hydraulic cement concrete or mortar.

58. These are composed of straight members connected at their ends by hinge connections to form a series of triangles and a stable configuration.

59. A type of prestressing in which tendons are tensioned before concrete is placed.

60. A type of concrete floor which has no supporting beams.

61. The failure of a base when a heavily loaded column strikes a hole through it.

62. The force adhesion per unit area of contact between two bonded surfaces.

63. The temporary force exerted by a device that introduces tension into prestressing tendons.

A . Aggregates

A . Bending Structures

A . Pretensioning

A . Flat Slab

A . Punching Failure

A . Adhesion Stress

A . Impact Load

C . Boulders

C . Trusses

C . Prestressed Concrete

C . Deck

C . Fracture

C . Working Stress

C . Tensile Force

B . Accelerators

B . Structural Elements

B . Precast Concrete

B . Ribbed Slab

B . Fatigue

B . Shear Stress

B . Jacking Force

D . Tendons


D . Post Tensioning

D . Balcony


D . Bond Stress

D . Prestressing Force


64. Another term for rapid hardening cement.

65. The gradual downward movement of an engineered structure due to compression of the soil below the foundation.

65. Failure due to repeated pounding associated with high temperature.

66. An additive used to delay the hardening of fresh concrete.

67. Another term or description for aggregates.

68. The modulus of elasticity of structural steel.

69. The ability of top soil to allow water to flow through it.

A . Early Curing

A . Settlement

A . Creep

A . Accelerator

A . Admixtures

A . 150 GPa

A . Permeability

C . Rapid Setting

C . Settingment

C . Strain

C . Slower

C . Inert Materials

C . 150 pcf

C . Porosity

B . Early Settling

B . Liquefaction

B . Fatigue

B . Retarder

B . Accelerators

B . 200 GPa

B . Malleability

D . Early Setting

D . Compaction

D . Deflection

D . Deccelerator

D . Hardener

D . 7850 kg/m3

D . Seepage


70. Concrete cover for reinforced concrete structures permanently in contact with the ground.

71. The minimum bend diameter for 10 mm to 25 mm diameter rebars according to NSCP volume II.

72. The law that stipulates that anything that comes up must and will eventually go down.

73. The minimum diameter of for reinforcing steel bars to be used for structural members such as beams and columns.

74. The capacity reduction factor for concrete structures subjected to shear and torsion.

75. What happens to the strength of the concrete as the water-cement ratio increases.

76. Granular materials that occupy more that 75% of the concrete volume.

A . 20 mm

A . 6 db

A . Law of Gravity

A . 16 mm

A . 0.90

A . Decreases

A . Water

C . 75 mm

C . 10 db

C . Pascal’s Law

C . 32 mm

C . 0.80

C . Remains Constant

C . Sand

B . 40 mm - 50 mm

B . 8 db

B . Law of The Land

B . 12 mm

B . 0.85

B . Increases

B . Cement

D . 85 mm

D . 12 db

D . Hooke’s Law

D . 8 mm

D . 0.95


D . Aggregates


77. Addition or retention of water to the poured concrete mix.

78. The softening of soil due to excessive load.

79. Stress developed when an applied force twists or tends to twist the material.

80. The weight of steel per cubic meter.

81. A wall designed to resist the lateral forces parallel to the plane of the wall.

82. A storey in which the storey strength is less than 80% of the strength of the storey above.

83. Deformed bars should not be bundled should it exceed this size.

A . Creep

A . Liquefaction

A . Tensional stress

A . 1500 kg/m3

A . Load Bearing Wall

A . Weak Storey

A . 32 mm

C . Settlement

C . Compaction

C . Torsional Stress

C . 2400 kpa

C . Shear Wall

C . Stress Storey

C . 38 mm

B . Curing

B . Settlement

B . Twisting Stress

B . 77,000 N

B . Retaining Wall

B . Soft Storey

B . 36 mm

D . Hydration

D . Creep

D . Flexural Stress

D . 5480 kg/m3

D . Curtain Wall

D . Shear Storey

D . 28 mm


84. Prismatic members that are subjected to axial tension caused by forces acting through the centroid axis.

85. The NSCP/AISC specifications for steel tension and compression members on extreme fibers of the rolled shapes laterally.

86. The NSCP/AISC specifications for steel tension and compression members on extreme fibers of solid round and square base,solid sections and I or H Shapes bent on their weak and minor axis respectively.

87. Structures in which the reactive elements or reaction components can be determined using the 3 equations of static equilibrium.

88. Structures in which the reactive elements or reaction components can not be determined using the 3 equations of static equilibrium.

89. The secondary effect in shears and especially moments of frame members induced by vertical loads acting on a laterally displaced building frame.

90. Hospitals, communication centers, and others, which are necessary for emergency post-earthquake operations.

A . Tendons

A . 0.60 Fy

A . 0.60 Fy

A . Statically Determinate

A . Statically Determinate

A . P-Delta Effect


C . Trusses

C . 0.75 Fy

C . 0.75 Fy

C . Structurally Determinate

C . Structurally Determinate

C . Irregularity Effect

C . Special Facilities

B . Torsions

B . 0.55 Fy

B . 0.55 Fy

B . Statically Indeterminate

B . Statically Indeterminate

B . Orthogonal Effect

B . Essential Occupancies

D . Tension Members

D . 0.90 Fy

D . 0.90 Fy

D . Torsionally Indeterminate

D . Torsionally Indeterminate

D . Vertical Effect

D . Special Occupancies


91. A horizontal or nearly horizontal system acting to transmit lateral forces to the vertical resisting system including the horizontal bracing system.

92. Essentially a vertical truss system provided to resist lateral forces of a building.

93. Admixture that reduces the requirement of mixing water in order to produce a flowing concrete that does not segregate and requires very little vibration. Usually used in high-rise construction.

94. The duration in which the record of test material and of concrete must be preserved after the completion of the project should be kept.

95. The weight of one (1) cubic meter of steel.

96. A type of gunite mixed with an accelerating admixture with aggregate larger that 10 mm originally sprayed under high air pressure of lining tunnels.

97. The term used to describe a structure if it is judged under the condition to be no longer useful and unsafe for its intended function.

A . Diaphragm

A . Shear Wall System

A . Retarder

A . 24 Months

A . 2400 KN

A . Shotcrete

A . Proportional Limit

C . Bracing System

C . Diagrid System

C . Plasticizer

C . 22 Months

C . 7850 KN

C . Early Setting Gunite

C . Limit State


B . Skeletal Frame

B . Mixer

B . 26 Months

B . 2400 Kg

B . Pneumatic Gunite

B . Elastic Limit

D . Geodesic System

D . Braced Frame

D . Accelerator

D . 20 Months

D . 7850 Kg

D . Rapid Accelerating Gunite

D . Rupture State

E N D O F S E C T I O N A - 0 1

T O TA L N U M B E R O F I T E M S = 9 8

T O TA L S C O R E

P E R C E N TA G E

=

=

S E C T I O N A - 0 2


98. A phenomenon of failure or damage that may result in a sudden and brittle fracture of a ductile material due to reversals of stresses applied to a body repeatedly.

99. The load at which a perfectly straight member under compression assumes a deflected position.

100. A point within the structure at which a member can rotate slightly to eliminate bending moment in the member at that point.

101. A beam type supported by a hinger/roller at one end and the other end is projecting beyond a fixed support.

102. Floors in office buildings and in other buildings where partition locations are subject to change shall be designed to support in addition to all other loads, a uniformly distributed load equal to...?

103. The upward pressure against the bottom of the basement floor of a structure or road slab caused by the presence of water.

104. A pin-connected tension member of uniform thickness with a forged loop or head of greater width than the body which is proportioned to provide approx. Equal strength in both the head and the body.

A . Torsional Rupture

A . Deflecting Load

A . Contra-flexure

A . Semi-Continuous Beam

A . 1,000 Pa

A . Hydraulic Pressure

A . Eyebar

C . Limit State

C . Bending Load

C . Hinge

C . Fixed Beam

C . 1,200 Pa

C . Hydrodynamic Pressure

C . Rocker

B . Metal Fatigue

B . Buckling Load

B . Roller

B . Simply Supported Beam

B . 1,240 Pa

B . Liquefaction Pressure

B . Bolt

D . Inelastic Failure

D . Creeping Load

D . Support


D . 1,480 Pa

D . Uplift Pressure

D . Anchor


105. A revetment consisting of various sizes of rough stones placed compactly to protect the banks or bed of a river from the eroding effects of the flowing water.

106. A three dimensional spatial structure made up of one or more curved slabs or folded platehose thickness are small compared to their other dimensions.

107. Refers to the moment of a piece or a pair of diagonal braces to resist wind or other horizontal forces on a building.

108. Refers to a piece or a pair of diagonal braces to resist wind or other horizontal forces on a building.

109. Designed as a special foundation for intense column loads on a platform consisting usually of two layers of rolled steel joists, one on top of the other, at right angles.

110. Refers to any artificial method of strengthening the soil to reduce its shrinkage and ensure that solid will not move. Common methods are mixing the solid with cement or compaction.

111. A pit that is dug in the basement floor during excavation made to collect water in which a pump is placed in order to pump the liquid to the sewer pipe.

A . Sheet Pile

A . Diagrid Structure

A . Buckling Moment

A . Sway Brace

A . Mat Foundation

A . Soil Foundation

A . Sump

C . Form Slip

C . Geodesic Dome

C . Carry Over Moment

C . Chevron Brace

C . Grillage Foundation

C . Soil Stabilization

C . Caisson

B . Cofferdam

B . Thin Shell

B . Overturning Moment

B . Knee Brace

B . Floating Foundation

B . Soil Anti Settlement

B . Pile

D . Riprap

D . Coffered Structure


D . Eyebar

D . Raft Foundation

D . Soil Evaluation

D . Retaining Pit


112. A long, straight beam which by the inspection if two hinges in alternate spans, then it functions essentially as a cantilever beam.

113. An instrument which measures the actual displacement of the ground with respect to a stationary point during an earthquake.

114. The behavior of sandy soil to weaken its capacity to carry imposed loads when subjected to vibration such as earthquakes; particularly when the water table saturates this layer.

115. A beam especially provided over an opening door or window to carry the wall over its opening.

116. The steepest angle of descent or dip relative to the horizontal plane to which a material can be piled without slumping. At this angle, the material on the slope face is on the verge of sliding.

117. A special plate girder consisting of tees, plates, angles and multiples webs.

118. A hollow beam that is usually rectangular in section. If made out of steel, the sides are steel plates welded together, or they may be riveted together by steel angles at the corners.

A . Strap Beam

A . Deflectometer

A . Liquefaction

A . Transom Beam

A . Angle of Inclination

A . Box Girder

A . Box Girder

C . Tie Beam

C . Accelerograph

C . Settlement

C . Opening Beam

C . Angle of Repose

C . T-Flange Girder

C . T-Flange Girder

B . Grade Beam

B . Seismograph

B . Compaction

B . Spandrel Beam

B . Angle of Slipping

B . Hybrid Girder

B . Hybrid Girder

D . Gerber Beam

D . Seismometer

D . Liquidity

D . Lintel Beam

D . Angle of Cohesion

D . Bridging

D . Bridging


119. A steel beam composed of flanges with greater yield strength than that of the web,

120. A brace or a system of braces placed between joists to stiffen and hold them in place to help distribute the load.

121. The element at any transverse cross-section of a straight beam is the algebraic sum of components acting transverse to the axis of the beam of all loads and reactions applied to the portion of the beam on either side of the cross-section.

122. The type of slab when the ratio of the short span to the long span of the slab is less than 0.50.

123. The analysis of the stress, strain, and deflection characteristics of structural behavior.

124. Determination of the seismic effect on the structure.

125. The determination of load effects on members and connectors based on the assumption of rigid-plastic behavior.

A . Box Girder

A . Box Girder

A . Axial Force

A . One-Way Slab

A . Plastic Analysis



C . T-Flange Girder

C . T-Flange Girder

C . Lateral Force

C . Cantilever Slab

C . Structural Analysis



B . Hybrid Girder

B . Hybrid Girder

B . Shear Force

B . Two-Way Slab

B . Seismic Analysis



D . Bridging

D . Bridging

D . Parallel Force

D . Slab On Fill

D . Stress Analysis

D . Stress Analysis

D . Stress Analysis


126. The element at any transverse cross-section of a straight beam is the algebraic sum of the moments, taken about an axis passing through the centroid of the cross-section. The axis about which the moments are taken is normal to the plane of loading.

127. Longitudinal Beams which rest on the top chord and preferably at the joint of the truss. A piece of timber laid horizontally on the principal rafters on which the roof covering is laid.

128. Any rafter that is shorter than the usual length of the rafters used in the same building; especially occurring in hip roofs.

129. One in a series of inclined structural members from the ridge of the roof down to the eaves, providing support for the covering of a roof.

130. A large or principal beam of steel, reinforced concrete, or timber’ used to support concentrated loads at isolated points along its length.

131. The minimum wall thickness of fireplace chimneys with flue lining as per PD 1096.

132. The maximum deflection for a simply supported beam with a concentrated load at midspan.

A . External Moment

A . Purlins

A . Purlins

A . Purlins

A . Purlins

A . 100 mm

A . PL3 / 84 EI

C . Reaction

C . Rafters

C . Rafters

C . Rafters

C . Rafters

C . 150 mm

C . PL3 / 48 EI

B . Bending Moment

B . Jack Rafter

B . Jack Rafter

B . Jack Rafter

B . Jack Rafter

B . 250 mm

B . PL3 / 24 EI

D . Resisting Moment

D . Girders

D . Girders

D . Girders

D . Girders

D . 200 mm

D . PL3 / 16 EI


133. What is the section modulus of a triangular section with base b and height h.

134. The general term applied for all forces which act upon a structure and anything else which cause stress or deformation within a structure or a part thereof.

135. In wood frame construction, they are horizontal boards or timbers connecting and terminating posts, joists, rafters, etc.

136. A long, wide, square-sawn thick piece of timber. It’s specifications vary but often, the minimum width is 8” and 2”-4” thick for softwood and 1” thick for hardwood.

137. The allowable stress in MPa of other bars in tension.

138. The allowable stress in MPa of other bars in compression

139. The minimum thickness of the front and side walls of a smoke chamber of a fireplace as per PD 1096.

A . bh2 / 8

A . Loads

A . Plates

A . Plates

A . 3.23 √f’c / D

A . 3.23 √f’c / D

A . 100 mm

C . bh2 / 24

C . Unit Weights

C . Rafters

C . Rafters

C . 7.17 √f’c / D

C . 7.17 √f’c / D

C . 150 mm

B . bh2 / 16

B . Reactions

B . Purlins

B . Purlins

B . 10.14 √f ’c / D

B . 10.14 √f’c / D

B . 200 mm

D . bh2 / 32

D . None of the above

D . Planks

D . Planks

D . 7.18 √f’c / D

D . 7.18 √f ’c / D

D . 300 mm


140. This system consists of several forces, the lines of action of which are parallel.

141. In bond stress, as the yield strength of reinforcement is increased, the allowable tensile stress of the reinforcement requiring the development of higher bond stress...?

142. A three dimensional structural system without the bearing walls, composed of interconnected members laterally supported so as to function as a complete self-contained unit with or without the aid of horizontal diaphragms or floor-bracing systems.

143. Three dimensional structural system without bearing walls composed or members.

144. The frame of a building in which the resistance to lateral forces or to frame instability is provided by diagonal bracing, K-bracing or any other types of bracing.

145. The minimum thickness of reinforced concrete walls for masonry chimneys for residential type appliances as per PD 1096.

tt. The minimum bottom clearance of a concrete slab.

A . Parallel Coplanar Force System

A . Fails

A . Box System

A . Box System

A . Box System

A . 200 mm

A . 20 mm

C . Non-Coplanar Force System

C . Increases

C . Free form

C . Free form

C . Free-form

C . 150 mm

C . 25 mm

B . Concurrent Coplanar Force System

B . Resists

B . Space Frame

B . Space Frame

B . Space Frame

B . 100 mm

B . 15 mm

D . General Coplanar Force System

D . Decreases

D . Braced Frame

D . Braced Frame

D . Braced Frame

D . 300 mm

D . 16 mm


147. A wall which in its own plane, carries shear resulting from forces such as wind, blast or earthquake. It is designed to resist the forces parallel to the plane of the wall.

148. In a tall building of steel-frame construction, an exterior wall that is non-load bearing and does not have any structural function.

149. A wall capable of supporting an imposed load; also called a structural or load bearing wall.

150. The section at which the moment changes from positive to negative.

151. The ratio of the effective length to its least radius of gyration of a column.

152. A joint where two successive placements of concrete meet.

153. An expansion joint between adjacent parts of a structure which permits movement between them resulting in contraction.

A . Bearing Wall

A . Bearing Wall

A . Bearing Wall

A . Neutral Axis

A . Poissons Ratio

A . Truss Joint

A . Truss Joint

C . Grade Wall

C . Grade Wall

C . Grade Wall

C . Section of Zero Shear

C . Development Length



B . Curtain Wall

B . Curtain Wall

B . Curtain Wall

B . Inflection Point

B . Slenderness Ratio

B . Contraction Joint


D . Shear Wall

D . Shear Wall

D . Shear Wall

D . Maximum Moment

D . Moment of Inertia

D . Expansion Joint

D . Expansion Joint


154. A joint or gap between adjacent parts of a structure which permits their relative movements due to temperature changes and other conditions without any rupture or damage.

155. A quantity which measures the resistance of the mass to being revolved about a line. The twisting of a structural member about its longitudinal axis by two equal and opposite torques on both ends.

156. The state or condition of being pulled or stretched.

157. Any displacement in a body from its static position, or from an established direction or plane, as a result of forces acting on the body.

158. A type of concrete floor which has no beams, reinforced in two or more directions.

159. A reinforced concrete floor panel composed of a thin slab reinforced by a system of ribs.

160. A concrete floor slab in which the main reinforcement runs in two directions.

A . Truss Joint

A . Tension

A . Tension

A . Tension

A . Flat Slab

A . Flat Slab

A . Flat Slab


C . Variation

C . Variation

C . Variation

C . Two-Way Slab

C . Two-Way Slab

C . Two-Way Slab


B . Torsion

B . Torsion

B . Torsion

B . One-Way Slab

B . One-Way Slab

B . One-Way Slab

D . Expansion Joint

D . Deflection

D . Deflection

D . Deflection

D . Ribbed Floor

D . Ribbed Floor

D . Ribbed Floor


161. Any material changes in shape, form or dimensions produced in a body when subjected to the action of a force without the breach of the continuity of its parts.

162. The rate of change of the velocity of a moving body.

163. Any displacement in a body from its static position, or from an established direction or plane as a result of forces acting on the body.

164. The change of direction which a ray of light, sound, or radiant heat undergoes when it strikes a surface.

165. The lowest stress in a material at which the material begins to exhibit plastic properties; beyond this point an increase in strain occurs without an increase in stress.

166. The force of adhesion per unit area of contact between two bonded surfaces such as between a concrete and a steel reinforcing bar.

167. The maximum unit stress permitted under working loads by the codes and specifications. Also known as the working stress.

A . Reflection

A . Reflection

A . Reflection

A . Reflection

A . Bond Stress

A . Bond Stress

A . Bond Stress

C . Deformation

C . Deformation

C . Deformation

C . Deformation

C . Ultimate Stress

C . Ultimate Stress

C . Ultimate Stress

B . Deflection

B . Deflection

B . Deflection

B . Deflection

B . Yielding Stress

B . Yielding Stress

B . Yielding Stress

D . Acceleration

D . Acceleration

D . Acceleration

D . Acceleration

D . Working Stress

D . Working Stress

D . Allowable Stress


168. The greatest stress to which a material is capable of developing without a permanent deformation remaining upon the complete release of stress.

169. The sum of the products obtained by multiplying each element of mass by the square of its distance from the axis.

170. Measured by the maximum stress that a material can withstand while being stretched or pulled before breaking.

171. The measurement of the stiffness of a material.

172. The failure in a base when a heavily loaded column strikes a hole through the slab.

173. The material property, defined as the stress in a material just before it yields in a flexure test.

174. A number of shores acting collectively. A piece of timber to support a wall, usually set in a diagonal or oblique postion to hold the wall in place temporarily.

A . Ultimate Tensile Strength



A . Effective Length

A . Flexural Stress

A . Flexural Stress

A . Load Bearing Walls

C . Bending Stress

C . Bending Stress

C . Bending Stress

C . Stiffness Ratio

C . Punching Shear

C . Punching Shear

C . Shoring Walls




B . Proportional Limit

B . Punching Moment

B . Punching Moment

B . Dead Load

D . Proportional Limit



D . Ratio and Proportion

D . Single Shear

D . Single Shear

D . Retaining Wall


175. The moving or movable external load on a structure. This includes the weight of furnishings, the people, equipment, etc. This excludes the wind load.

176. The weight of a structure itself, including the weight of fixtures or equipment permanently attached to it.

177. A load acting on a very small area of a structure.

178. A load which acts evenly over a structural member or over a surface that supports the load.

179. The minimum length of a straight reinforcing rod which is required to anchor in concrete. The length of the embedded reinforcement required to develop the design strength at critical section.

180. The area of the section of any solid object.

181. The distance between inflection point in the column when it breaks.

A . Live Load

A . Live Load

A . Live Load

A . Live Load











B . Dead Load

B . Dead Load

B . Dead Load

B . Dead Load

B . Cross-Sectional Area







D . Equivalent Distance




182. A beam that projects beyond three or more of its supports, joined together so that, for any given load on one span, the effect on the other span can be calculated.

183. A beam freely supported at two points and having one or both ends extending beyond these supports.

184. In floor framing, any other floor beams that are positioned between the end floor beams.

185. A beam anchored at only one end to a (usually vertical) support from which it is protruding.

186. A structural system without a complete vertical load carrying space frame

187. A component including its attachments having a fundamental period less than or equal to 0.06 seconds.

188. A component including its attachments having a fundamental period greater than 0.60 seconds.





A . Braced Frame

A . Braced Frame

A . Braced Frame





C . Rigid Component

C . Rigid Component

C . Rigid Component

B . Continuous Beam

B . Continuous Beam

B . Continuous Beam

B . Continuous Beam








D . Flexible Component




189. Concrete filled driven piles of uniform sections shall have a nominal outside diameter of not less than.

h. The duration in which a complete record of test of materials and of concrete shall be available for inspection during the progress of work that shall be preserved by the inspecting architect or engineer.

191. The minimum bend diameter for 10 mm Ø to 25 mm Ø bars



194. The minimum clear spacing between parallel bars in a layer.

195. In spiral or tied reinforced compression members, what is the minimum clear distance between longitudinal bars.

A . 200 mm

A . 2 Years

A . 12 db

A . 12 db

A . 12 db

A . 50 mm

A . 2.0 db

C . 300 mm

C . 4 Years

C . 8 db

C . 8 db

C . 8 db

C . 22 mm

C . 1.50 db

B . 250 mm

B . 6 Years

B . 10 db

B . 10 db

B . 10 db

B . 100 mm

B . 2.15 db

D . 350 mm

D . 3 Years

D . 6 db

D . 6 db

D . 6 db

D . 25 mm

D . 1.75 db



T O TA L S C O R E

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S E C T I O N A - 0 3


196. In walls and slabs other than concrete joist construction, primary flexural reinforcement shall not be spaced farther apart than three (3) times the wall of slab thickness, nor farther than...?

197. The maximum number of pieces in one bundle of groups of parallel reinforcing bars bundled in contact to act as one unit.

198. The maximum dimension of bars that should not be bundles in beams.

199. The minimum stagger of individual bars within a bundle terminated within the span of flexural members.

200. The minimum concrete cover for concrete cast against and permanently exposed to the earth.

201. The minimum clear concrete covering for cast in place slab.

202. In ultimate strength design, the strength reduction factor for flexure without axial loads.

A . 375 mm

A . 4

A . 32 mm

A . 12 db

A . 65 mm

A . 90 mm

A . 0.90

C . 150 mm

C . 6

C . 22 mm

C . 40 db

C . 85 mm

C . 85 mm

C . 0.85

B . 450 mm

B . 2

B . 36 mm

B . 36 db

B . 75 mm

B . 65 mm

B . 0.75

D . 200 mm

D . 8

D . 16 mm

D . 20 db

D . 90 mm

D . 20 mm

D . 0.20


203. In ultimate strength design, the strength reduction factor for shear and torsion.

204. The minimum one way slab thickness which is simply supported at the ends only.

205 . The minimum one way slab thickness for a one end continuous slab.

206. The minimum one way slab thickness for a both end continuous slab.

207. The minimum one way slab thickness for a cantilevered slab.

208. The maximum overall depth to clear span ratio of deep continuous flexural members.

209. The maximum overall depth to clear span ratio of simple span flexural members.

A . 0.80

A . L/20

A . L/20

A . L/20

A . L/20

A . 0.60

A . 0.75

C . 0.65

C . L/28

C . L/28

C . L/28

C . L/28

C . 0.85

C . 0.90

B . 0.85

B . L/24

B . L/24

B . L/24

B . L/24

B . 0.20

B . 0.85

D . 0.90

D . L/10

D . L/10

D . L/10

D . L/10

D . 0.40

D . 0.20


210. The maximum spacing of shear reinforcement placed perpendicular to the axis of non-prestressed members.

212. The maximum development length for deformed bars in tension.

213. An essentially vertical truss system of the concentric or eccentric type that is provided to resist lateral forces.

214. A horizontal or nearly horizontal system which activity is to transmit lateral forces to the vertical resisting elements.

215. A frame in which members and joints are capable of resisting forces primarily by flexure.

216. The minimum percentage of live load that shall be applicable for storage and warehouse occupancies in the determination of seismic dead load.

217. The maximum slope percentage of slope cut surfaces.

A . d / 2

A . 300 mm

A . Building Frame System


A . Moment Resisting Frame

A . 50 %

A . 50 %

C . d / 6

C . 450 mm

C . Diaphragm

C . Diaphragm

C . Truss System

C . 60 %

C . 30 %

B . d / 4

B . 250 mm

B . Braced Frame

B . Braced Frame

B . Ordinary Braced Frame

B . 25 %

B . 25 %

D . d / 8

D . 150 mm

D . Sheet Pile

D . Sheet Pile

D . Eccentric Braced Frame

D . 30 %

D . 60 %


218. The required number of days in which the person making the excavation shall notify in writing, the owner of the adjoining buildings, with due regards the commencement of the excavation work.

219. The slope limit in which fill slopes shall not be constructed on natural slopes steeper than this value.

220. The minimum distance that the toe of the fill slope made to the site boundary line.

221. The maximum distance that the toe of the fill slope made to the site boundary line.

222. The maximum depth of the sand backfill that shall be thoroughly compacted by tamping in layers for the sand backfill in the annular space around a column not embedded in poured footings.

223. The ultimate strength of concrete at 28 days in using a concrete backfill in the annular space around a column not embedded in poured footings.

224. The minimum concrete cover on the bottom of grillage footings of structural steel shapes used on soils that are completely embedded in concrete.

A . 10 Days

A . 30 %

A . 0.80 M

A . 8 M

A . 500 mm

A . 30 MPa

A . 100 mm

C . 15 Days

C . 10 %

C . 0.40 M

C . 6 M

C . 300 mm

C . 15 MPa

C . 450 mm

B . 25 Days

B . 50 %

B . 0.70 M

B . 7 M

B . 200 mm

B . 20 MPa

B . 200 mm

D . 30 Days

D . 60 %

D . 0.60 M

D . 2 M

D . 400 mm

D . 40 MPa

D . 150 mm


225. The maximum limit of soil pressure in which temporary open air portable bleachers may be supported upon wood wills or steel plates directly placed upon the ground surface.

226. The minimum nominal diameter of steel bolts when wood plates or sill shall be bolted to a foundation wall in a zone 2 seismic area in the Philippines.


228. Individual pile caps and caissons of every structure subjected to seismic forces shall be interconnected by ties. What is the percentage of the largest column vertical load capable of resisting tension or compression.

229. The depth of the pile cap in which it may be considered fixed and laterally supported into firm ground.

230. The depth of the pile cap in which it may be considered fixed and laterally supported into soft ground.

231. What is the value to be multiplied to the average diameter of the pile in order to get the maximum length of cast in place piles/bored piles.

A . 100 Kpa

A . 10 mm

A . 10 mm

A . 10 %

A . 1.50 M

A . 1.50 M

A . 30 Times

C . 150 Kpa

C . 16 mm

C . 16 mm

C . 20 %

C . 3.0 M

C . 3.0 M

C . 25 Times

B . 50 Kpa

B . 20 mm

B . 20 mm

B . 16 %

B . 2.0 M

B . 2.0 M

B . 70 Times

D . 200 Kpa

D . 12 mm

D . 12 mm

D . 15 %

D . 3.5 M

D . 3.5 M

D . 16 Times


231. The minimum compressive strength of cast in place/bored piles.

232. The minimum compressive strength of precast concrete piles.

233. The maximum spacing (center on center) of ties and spirals in a driven precast concrete pile

234. The maximum compressive strength of precast prestressed concrete piles.

235. The minimum outside diameter of pipe piles when used.

236. Aviation Control Towers

237. Private garages, carports, sheds, agricultural buildings.

A . 17.50 MPa

A . 17.50 MPa

A . 75 mm

A . 15 MPa

A . 250 mm

A . Essential Facility


C . 15 MPa

C . 15 MPa

B . 100 mm

C . 35 MPa

C . 350 mm

C . Special Facility

C . Miscellaneous Occupancy

B . 20 MPa

B . 20 MPa

B . 100 mm

B . 20 MPa

B . 300 mm

B . Essential Occupancy


D . 25 MPa

D . 25 MPa

D . 150 mm

D . 25 MPa

D . 400 mm

D . Special Occupancy

D . Miscellaneous Facility


238. Buildings used for college or adult education with a capacity of 500 or more students.

239. The allowable deflection for any structural member loaded with live load only.

240. The allowable deflection for any structural member loaded with dead and live load only.

241. The value that which retaining walls shall be designed to resist lateral force.

242. The value that which retaining walls shall be designed to resist overturning.

243. The percentage of the sum of the rated capacity of the crane and the weight of the hoist and trolley in which the lateral force on a crane runway beam with electrically powered trolleys shall be calculated

244. The percentage of the maximum wheel load of the crane on longitudinal forces on crane runway beams , except for bridge cranes with hand geared bridges.


A . L / 300

A . L / 300

A . 3 Times

A . 3 Times

A . 20 %

A . 10 %


C . L / 200

C . L / 200

C . 1.50 Times

C . 1.50 Times

C . 30 %

C . 30 %

B . Special Occupancy

B . L / 360

B . L / 360

B . 2 Times

B . 2 Times

B . 15 %

B . 15 %

D . Hazardous Facility

D . L / 240

D . L / 240

D . 1.00 Times

D . 1.00 Times

D . 50 %

D . 50 %


245. The percentage of an open space in which a structure can be considered an open building.

246. The maximum height of a enclosed or partially enclosed building in which it shall be considered a low rise building or structure.

247. The wind load importance factor lw for essential facilities.

248. The wind load importance factor lw for hazardous facilities.

249. The wind load importance factor lw for standard occupancy structures.

250. The wind load importance factor lw for miscellaneous structures.

251. The exposure category for wind loading of large city centers with at least 50% of the buildings having a height greater than 21 M.

A . 50 %

A . 50 M

A . 1.15

A . 1.15

A . 1.15

A . 1.15

A . Exposure A

C . 70 %

C . 18 M

C . 2.15

C . 2.15

C . 2.15

C . 2.15

C . Exposure C

B . 60 %

B . 15 M

B . 1.00

B . 1.00

B . 1.00

B . 1.00

B . Exposure B

D . 80 %

D . 16 M

D . 0.87

D . 0.87

D . 0.87

D . 0.87

D . Exposure D


252. The exposure category for wind loading of open terrains with scattered obstructions having heights less than 9 M.

253. The exposure category for wind loading of flat unobstructed areas exposed to wind flowing over open water for a distance of at least 2 km.

254. The exposure category for wind loading of urban and suburban areas, wooded areas or other terrain with numerous closely spaced obstructions the size of a single family dwelling or larger.

255. The wind velocity of the zone 1 of the Philippine map.



258. The minimum value of any individual strength teast (Average of 2 cylinders) in testing concrete laboratory cured specimens.

A . Exposure A

A . Exposure A

A . Exposure A

A . 250 Kph

A . 250 Kph

A . 250 Kph

A . 5 MPa

C . Exposure C

C . Exposure C

C . Exposure C

C . 125 Kph

C . 125 Kph

C . 125 Kph

C . 3.50 Mpa

B . Exposure B

B . Exposure B

B . Exposure B

B . 200 Kph

B . 200 Kph

B . 200 Kph

B . 4.25 Mpa

D . Exposure D

D . Exposure D

D . Exposure D

D . 300 Kph

D . 300 Kph

D . 300 Kph

D . 4.0 Mpa


259. The maximum value in which the least width of the compression or face shall be multiplied to in order to obtain the spacing for a lateral support beam.

260. 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 if stability is being considered.

261. The maximum limit of the slenderness ratio for members whose design is based on compressive force.

262. The maximum limit of the slenderness ratio for members whose design is based on tensile force.

263. The allowable stress on the net area of the pinhole for pin connected members.

264. The allowable tensile stress on the gross area for other than pin connected members.

265. 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.

A . 40

A . 0.40

A . 300

A . 300

A . 0.60 Fy

A . 0.60 Fy

A . 3/4

C . 60

C . 0.60

C . 200

C . 200

C . 0.45 Fy

C . 0.45 Fy

C . 3/5

B . 50

B . 0.50

B . 250

B . 250

B . 0.50 Fy

B . 0.50 Fy

B . 2/3

D . 30

D . 0.30

D . 350

D . 350

D . 0.40 Fy

D . 0.40 Fy

D . 1/3


266. 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.

267. The maximum longitudinal spacing of bolts, nuts and intermittent welds correctly two rolled shapes in contact for a built up section.

268. The maximum ratio for lacing bars arranged in a single system.

269. The maximum ratio for lacing bars arranged in a double system.

270. The allowable bending stress for members bent about their strong or weak axes, members with compact section where the flanges continuously connect to the web.

271. The allowable bending stress for box type and tubular textural members that meet on the non compact section requirements of section 502.6 of PD 1096.

272. The maximum spacing of bolts and rivets connecting stiffness to the girder web (center on center)

A . 10 mm

A . 600 mm

A . 140 mm

A . 140 mm

A . 0.90 Fy

A . 0.90 Fy

A . 400 mm

C . 0.80 mm

C . 800 mm

C . 250 mm

C . 250 mm

C . 0.80 Fy

C . 0.80 Fy

C . 300 mm

B . 0.50 mm

B . 700 mm

B . 200 mm

B . 200 mm

B . 0.85 Fy

B . 0.60 Fy

B . 350 mm

D . 200 mm

D . 400 mm

D . 100 mm

D . 100 mm

D . 0.66 Fy

D . 0.66 Fy

D . 250 mm


273. 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.

274. The minimum lateral concrete covering of shear connectors.

275. The minimum center on center spacing of stud connectors along the longitudinal axis of a supporting composite beam.

276. The maximum center on center spacing of stud connectors along the longitudinal axis of a supporting composite beam.

277. The minimum force that shall be designed to support connections carrying calculated stresses, except for lacing, sag bars, and girts.

278. 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 shipping & erection.

279. The maximum spacing of the stud shear connector along the length of the supporting beam or girder when formed steel decking is a part of the composite beam.

A . 50 %

A . 50 mm

A . 6 Diameter of The Connector


A . 30

A . 50 %

A . 800 mm

C . 80 %

C . 25 mm

C . 12 Diameter of The Connector


C . 26.70

C . 65 %

C . 900 mm

B . 60 %

B . 100 mm

B . 10 Diameter of The Connector


B . 50

B . 70 %

B . 750 mm

D . 75 %

D . 40 mm

D . 8 Diameter of The Connector


D . 35

D . 100 %

D . 1000 mm


280. The minimum sizes of the fillet weld for plates with thickness greater than 20 mm.

281. The minimum size of the fillet weld for plates with a thickness of 6 mm.

282. The minimum size of the fillet weld for plates with a thickness of 12 mm - 20 mm.

A . 10 mm

A . 10 mm

A . 10 mm

C . 15 mm

C . 6 mm

C . 6 mm

B . 8 mm

B . 8 mm

B . 8 mm

D . 20 mm

D . 3 mm

D . 20 mm



T O TA L S C O R E

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E N D O F M O D U L E A

S E C T I O N A - 0 1

S E C T I O N A - 0 2

S E C T I O N A - 0 3

T O TA L S C O R E

P E R C E N TA G E

=

=

=

=

=

M O D U L E B

S E C T I O N B - 0 1


1. A registered and licensed engineer that conducts solid exploration, investigation and analysis

A . Geodetic Engineer C . Slope Engineer

B . Geo-technical Engineer D . Materials Engineer

2. A structural system without a complete load-carrying space frame.

A . Braced Frame C . Building Frame System

B . Bearing Wall System D . Boundary Elements

3. Also known as the buckling of a column.

A . Crack C . Bending

B . Honeycomb D . Crippling

4. Another term or description for aggregates.

A . Admixtures C . Inert Materials

B . Accelerators D . Hardener

5. Prismatic members that are subjected to axial tension caused by forces acting through the centroid axis.

A . Tendons C . Trusses

B . Torsions D . Tension Members

6. The steepest angle of descent or dip relative to the horizontal plane to which a material can be piled without slumping. At this angle, the material on the slope face is on the verge of sliding.

A . Angle of Inclination C . Angle of Repose

B . Angle of Slipping D . Angle of Cohesion

7. In wood frame construction, they are horizontal boards or timbers connecting and terminating posts, joists, rafters, etc.

A . Plates C . Rafters

B . Purlins D . Planks


8. A three dimensional structural system without the bearing walls, composed of interconnected members laterally supported so as to function as a complete self-contained unit with or without the aid of horizontal diaphragms or floor-bracing systems.A . Box System C . Free form

B . Space Frame D . Braced Frame

9. Three dimensional structural system without bearing walls composed of members.

A . Box System C . Free form



A . Box System C . Free-form


11. The ratio of the effective length to its least radius of gyration of a column.

A . Poissons Ratio C . Development Length

B . Slenderness Ratio D . Moment of Inertia

12. A structural system without a complete vertical load carrying space frame

A . Braced Frame C . Rigid Component

B . Bearing Wall System D . Flexible Component

13. The minimum clear spacing between parallel bars in a layer.

A . 50 mm C . 22 mm

B . 100 mm D . 25 mm

14. Any displacement in a body from its static position, or from an established direction or plane, as a result of forces acting on the body.

A . Tension C . Variation

B . Torsion D . Deflection


15. In walls and slabs other than concrete joist construction, primary flexural reinforcement shall not be spaced farther apart than three (3) times the wall of slab thickness, nor farther than...?

16. The maximum number of pieces in one bundle of groups of parallel reinforcing bars bundled in contact to act as one unit.

17. The maximum dimension of bars that should not be bundles in beams.

18. The minimum stagger of individual bars within a bundle terminated within the span of flexural members.

19. The minimum concrete cover for concrete cast against and permanently exposed to the earth.

20. The minimum clear concrete covering for cast in place slab.

21. In ultimate strength design, the strength reduction factor for flexure without axial loads.

A . 375 mm

A . 4

A . 32 mm

A . 12 db

A . 65 mm

A . 90 mm

A . 0.90

C . 150 mm

C . 6

C . 22 mm

C . 40 db

C . 85 mm

C . 85 mm

C . 0.85

B . 450 mm

B . 2

B . 36 mm

B . 36 db

B . 75 mm

B . 65 mm

B . 0.75

D . 200 mm

D . 8

D . 16 mm

D . 20 db

D . 90 mm

D . 20 mm

D . 0.20


22. In ultimate strength design, the strength reduction factor for shear and torsion.

23. The minimum one way slab thickness which is simply supported at the ends only.

24 . The minimum one way slab thickness for a one end continuous slab.

25. The minimum one way slab thickness for a both end continuous slab.

26. The minimum one way slab thickness for a cantilevered slab.

27. The maximum overall depth to clear span ratio of deep continuous flexural members.

28. The maximum overall depth to clear span ratio of simple span flexural members.

A . 0.80

A . L/20

A . L/20

A . L/20

A . L/20

A . 0.60

A . 0.75

C . 0.65

C . L/28

C . L/28

C . L/28

C . L/28

C . 0.85

C . 0.90

B . 0.85

B . L/24

B . L/24

B . L/24

B . L/24

B . 0.20

B . 0.85

D . 0.90

D . L/10

D . L/10

D . L/10

D . L/10

D . 0.40

D . 0.20


29. The maximum spacing of shear reinforcement placed perpendicular to the axis of non-prestressed members.

30. The maximum development length for deformed bars in tension.

31. An essentially vertical truss system of the concentric or eccentric type that is provided to resist lateral forces.

32. A horizontal or nearly horizontal system which activity is to transmit lateral forces to the vertical resisting elements.

33. A frame in which members and joints are capable of resisting forces primarily by flexure.

34. The minimum percentage of live load that shall be applicable for storage and warehouse occupancies in the determination of seismic dead load.

35. The maximum slope percentage of slope cut surfaces.

A . d / 2

A . 300 mm



A . Moment Resisting Frame

A . 50 %

A . 50 %

C . d / 6

C . 450 mm

C . Diaphragm

C . Diaphragm

C . Truss System

C . 60 %

C . 30 %

B . d / 4

B . 250 mm

B . Braced Frame

B . Braced Frame

B . Ordinary Braced Frame

B . 25 %

B . 25 %

D . d / 8

D . 150 mm

D . Sheet Pile

D . Sheet Pile

D . Eccentric Braced Frame

D . 30 %

D . 60 %


36. The required number of days in which the person making the excavation shall notify in writing, the owner of the adjoining buildings, with due regards the commencement of the excavation work.

37. The slope limit in which fill slopes shall not be constructed on natural slopes steeper than this value.

38. The minimum distance that the toe of the fill slope made to the site boundary line.

39. The maximum distance that the toe of the fill slope made to the site boundary line.

40. The maximum depth of the sand backfill that shall be thoroughly compacted by tamping in layers for the sand backfill in the annular space around a column not embedded in poured footings.

41. The ultimate strength of concrete at 28 days in using a concrete backfill in the annular space around a column not embedded in poured footings.

42. The minimum concrete cover on the bottom of grillage footings of structural steel shapes used on soils that are completely embedded in concrete.

A . 10 Days

A . 30 %

A . 0.80 M

A . 8 M

A . 500 mm

A . 30 MPa

A . 100 mm

C . 15 Days

C . 10 %

C . 0.40 M

C . 6 M

C . 300 mm

C . 15 MPa

C . 450 mm

B . 25 Days

B . 50 %

B . 0.70 M

B . 7 M

B . 200 mm

B . 20 MPa

B . 200 mm

D . 30 Days

D . 60 %

D . 0.60 M

D . 2 M

D . 400 mm

D . 40 MPa

D . 150 mm


43. The maximum limit of soil pressure in which temporary open air portable bleachers may be supported upon wood wills or steel plates directly placed upon the ground surface.



46. Individual pile caps and caissons of every structure subjected to seismic forces shall be interconnected by ties. What is the percentage of the largest column vertical load capable of resisting tension or compression.

47. The depth of the pile cap in which it may be considered fixed and laterally supported into firm ground.

48. The depth of the pile cap in which it may be considered fixed and laterally supported into soft ground.

49. What is the value to be multiplied to the average diameter of the pile in order to get the maximum length of cast in place piles/bored piles.

A . 100 Kpa

A . 10 mm

A . 10 mm

A . 10 %

A . 1.50 M

A . 1.50 M

A . 30 Times

C . 150 Kpa

C . 16 mm

C . 16 mm

C . 20 %

C . 3.0 M

C . 3.0 M

C . 25 Times

B . 50 Kpa

B . 20 mm

B . 20 mm

B . 16 %

B . 2.0 M

B . 2.0 M

B . 70 Times

D . 200 Kpa

D . 12 mm

D . 12 mm

D . 15 %

D . 3.5 M

D . 3.5 M

D . 16 Times


50. The minimum compressive strength of cast in place/bored piles.

51. The minimum compressive strength of precast concrete piles.

52. The maximum spacing (center on center) of ties and spirals in a driven precast concrete pile

53. The maximum compressive strength of precast prestressed concrete piles.

54. The minimum outside diameter of pipe piles when used.

55. Aviation Control Towers

56. Private garages, carports, sheds, agricultural buildings.

A . 17.50 MPa

A . 17.50 MPa

A . 75 mm

A . 15 MPa

A . 250 mm



C . 15 MPa

C . 15 MPa

B . 100 mm

C . 35 MPa

C . 350 mm

C . Special Facility


B . 20 MPa

B . 20 MPa

B . 100 mm

B . 20 MPa

B . 300 mm



D . 25 MPa

D . 25 MPa

D . 150 mm

D . 25 MPa

D . 400 mm

D . Special Occupancy

D . Miscellaneous Facility


57. Buildings used for college or adult education with a capacity of 500 or more students.

58. The allowable deflection for any structural member loaded with live load only.

59. The allowable deflection for any structural member loaded with dead and live load only.

60. The value that which retaining walls shall be designed to resist lateral force.

61. The value that which retaining walls shall be designed to resist overturning.

62. The percentage of the sum of the rated capacity of the crane and the weight of the hoist and trolley in which the lateral force on a crane runway beam with electrically powered trolleys shall be calculated

63. The percentage of the maximum wheel load of the crane on longitudinal forces on crane runway beams , except for bridge cranes with hand geared bridges.


A . L / 300

A . L / 300

A . 3 Times

A . 3 Times

A . 20 %

A . 10 %


C . L / 200

C . L / 200

C . 1.50 Times

C . 1.50 Times

C . 30 %

C . 30 %

B . Special Occupancy

B . L / 360

B . L / 360

B . 2 Times

B . 2 Times

B . 15 %

B . 15 %

D . Hazardous Facility

D . L / 240

D . L / 240

D . 1.00 Times

D . 1.00 Times

D . 50 %

D . 50 %


64. The percentage of an open space in which a structure can be considered an open building.

65. The maximum height of a enclosed or partially enclosed building in which it shall be considered a low rise building or structure.

66. The wind load importance factor lw for essential facilities.

67. The wind load importance factor lw for hazardous facilities.

68. The wind load importance factor lw for standard occupancy structures.

69. The wind load importance factor lw for miscellaneous structures.

70. The exposure category for wind loading of large city centers with at least 50% of the buildings having a height greater than 21 M.

A . 50 %

A . 50 M

A . 1.15

A . 1.15

A . 1.15

A . 1.15

A . Exposure A

C . 70 %

C . 18 M

C . 2.15

C . 2.15

C . 2.15

C . 2.15

C . Exposure C

B . 60 %

B . 15 M

B . 1.00

B . 1.00

B . 1.00

B . 1.00

B . Exposure B

D . 80 %

D . 16 M

D . 0.87

D . 0.87

D . 0.87

D . 0.87

D . Exposure D


71. The exposure category for wind loading of open terrains with scattered obstructions having heights less than 9 M.

72. The exposure category for wind loading of flat unobstructed areas exposed to wind flowing over open water for a distance of at least 2 km.

73. The exposure category for wind loading of urban and suburban areas, wooded areas or other terrain with numerous closely spaced obstructions the size of a single family dwelling or larger.


75 The wind velocity of the zone 2 of the Philippine map.


77. The minimum value of any individual strength teast (Average of 2 cylinders) in testing concrete laboratory cured specimens.

A . Exposure A

A . Exposure A

A . Exposure A

A . 250 Kph

A . 250 Kph

A . 250 Kph

A . 5 MPa

C . Exposure C

C . Exposure C

C . Exposure C

C . 125 Kph

C . 125 Kph

C . 125 Kph

C . 3.50 Mpa

B . Exposure B

B . Exposure B

B . Exposure B

B . 200 Kph

B . 200 Kph

B . 200 Kph

B . 4.25 Mpa

D . Exposure D

D . Exposure D

D . Exposure D

D . 300 Kph

D . 300 Kph

D . 300 Kph

D . 4.0 Mpa


78. The maximum value in which the least width of the compression or face shall be multiplied to in order to obtain the spacing for a lateral support beam.

79. 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 if stability is being considered.

80. The maximum limit of the slenderness ratio for members whose design is based on compressive force.

81. The maximum limit of the slenderness ratio for members whose design is based on tensile force.

82. The allowable stress on the net area of the pinhole for pin connected members.

83. The allowable tensile stress on the gross area for other than pin connected members.

84. 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.

A . 40

A . 0.40

A . 300

A . 300

A . 0.60 Fy

A . 0.60 Fy

A . 3/4

C . 60

C . 0.60

C . 200

C . 200

C . 0.45 Fy

C . 0.45 Fy

C . 3/5

B . 50

B . 0.50

B . 250

B . 250

B . 0.50 Fy

B . 0.50 Fy

B . 2/3

D . 30

D . 0.30

D . 350

D . 350

D . 0.40 Fy

D . 0.40 Fy

D . 1/3


85. 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.

86. The maximum longitudinal spacing of bolts, nuts and intermittent welds correctly two rolled shapes in contact for a built up section.

87. The maximum ratio for lacing bars arranged in a single system.

88. The maximum ratio for lacing bars arranged in a double system.

89. The allowable bending stress for members bent about their strong or weak axes, members with compact section where the flanges continuously connect to the web.

90. The allowable bending stress for box type and tubular textural members that meet on the non compact section requirements of section 502.6 of PD 1096.

91. The maximum spacing of bolts and rivets connecting stiffness to the girder web (center on center)

A . 10 mm

A . 600 mm

A . 140 mm

A . 140 mm

A . 0.90 Fy

A . 0.90 Fy

A . 400 mm

C . 0.80 mm

C . 800 mm

C . 250 mm

C . 250 mm

C . 0.80 Fy

C . 0.80 Fy

C . 300 mm

B . 0.50 mm

B . 700 mm

B . 200 mm

B . 200 mm

B . 0.85 Fy

B . 0.60 Fy

B . 350 mm

D . 200 mm

D . 400 mm

D . 100 mm

D . 100 mm

D . 0.66 Fy

D . 0.66 Fy

D . 250 mm


92. 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.

93. The minimum lateral concrete covering of shear connectors.

94. The minimum center on center spacing of stud connectors along the longitudinal axis of a supporting composite beam.

95. The maximum center on center spacing of stud connectors along the longitudinal axis of a supporting composite beam.


97. 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 shipping & erection.

98. The maximum spacing of the stud shear connector along the length of the supporting beam or girder when formed steel decking is a part of the composite beam.

A . 50 %

A . 50 mm



A . 30

A . 50 %

A . 800 mm

C . 80 %

C . 25 mm



C . 26.70

C . 65 %

C . 900 mm

B . 60 %

B . 100 mm



B . 50

B . 70 %

B . 750 mm

D . 75 %

D . 40 mm



D . 35

D . 100 %

D . 1000 mm


99. The minimum sizes of the fillet weld for plates with thickness greater than 20 mm.

100. The minimum size of the fillet weld for plates with a thickness of 6 mm.

101. The minimum size of the fillet weld for plates with a thickness of 12 mm - 20 mm.

A . 10 mm

A . 10 mm

A . 10 mm

C . 15 mm

C . 6 mm

C . 6 mm

B . 8 mm

B . 8 mm

B . 8 mm

D . 20 mm

D . 3 mm

D . 20 mm

102. A beam type supported by a hinger/roller at one end and the other end is projecting beyond a fixed support.

A . Semi-Continuous Beam C . Fixed Beam

B . Simply Supported Beam D . Cantilevered Beam

103. A 1000 mm x 25 mm nominal diameter deformed steel bar is subjected to test. The following results were obtained: Actual length is 999mm; actual diameter is 23.5 mm; actual weight is 3.90 kg; yield force = 22,099.13 kgs.; yield stress = 45.02 kg/sq. mm; ultimate force = 31,425.74 kgs.; Ultimate stress = 64.02 kg/sq. mm; actual strain = 12%. Judge the quality of the steel bar as per PS standard 681-04.02:1975.

104. What is the minimum concrete cover for primary reinforcement of beams and columns not exposed to earth or weather for precast concrete manufactured under plant conditions?

A . Nominal diameter of the steel bar, 23.5 mm, is less than the required diameter of 25 mm, thus of poor quality.

A . db but not less than 25 mm

C . Results is less than the minimum standard of PS Grade 410 thus may be categorized only as PS Grade 275.

C . db but not less than 20 mm and need not exceed 40 mm

B . The steel bar is an intermediate steel bar.

B . db but not less than 15 mm and need not exceed 40 mm

D . Steel bar is PS Grade 410 and passes the minimum standard for PS Grade 410 thus of good quality.

D . db but not less than 30 m


105. A brochure of a steel bar manufacturer claims the following specs: Yield strength = 275 MPa; tensile strength = 480 MPa. A sample of a 32 mm x 1000mm long steel bar was cut for sampling with the following test results: Yield stress = 28.54 kg/sq. mm; ultimate stress = 50.55 kg/sq. mm. Judge the actual test result against what is claimed in the brochure and if the test results meet the minimum PS standards.

107. Aggregates should conform to PNS or ASTM standards and must be well-graded for easy workability and method of consolidation are such that the concrete can be poured without honeycomb or voids. What is the nominal maximum size of a coarse aggregate when working spaces between reinforcements for proper bonding?

106. What criterion conforms to good construction practice for the earliest time to remove scaffolding for concrete flooring other than early-strength concrete if no anticipated load is expected over poured floor?

108. Which of the following concrete handling criterion impairs the quality of concrete?

A . The test results surpass the claims on the brochure and surpass PS standards.

A . Coarse aggregates shall be no larger than 1/2 the minimum clear spacing between individual reinforcing bars or wires, bundles of bars or prestressing tendons or ducts.

B . Coarse aggregates shall be no larger than 5/8 the minimum clear spacing between individual reinforcing bars or wires, bundles of bars or prestressing tendons or ducts.

C . Coarse aggregates shall be no larger than 7/8 the minimum clear spacing between individual reinforcing bars or wires, bundles of bars or prestressing tendons or ducts.

D . Coarse aggregates shall be no larger than 3/4 the minimum clear spacing between individual reinforcing bars or wires, bundles of bars or prestressing tendons or ducts.

A . 25% of scaffoldings can be removed at the slab area after 21 days of pouring and 100% of scaffolds after 28 days.

A . Re-tempering concrete shall not be used and discarded by approved means.

C . The test results are equal to the claim of the brochure.

C . 50% of scaffoldings can be removed over slab area after 28 days of pouring and 100% of scaffolds after 36 days.

C . Top surfaces of vertically formed lifts shall be generally level.

B . Test results is below the claims in the brochure but passes PS standards.

B . 50% of scaffoldings can be removed after 14 days of pouring and 100% of scaffolds after 21 days.

B . Carried at a rate that concrete is at all times plastic and flows readily into spaces between reinforcements.

D . Test results is below the claims on the brochure and below the PS standard.

D . 25% of scaffoldings can be removed at the slab area after 14 days of pouring and 100% of scaffolds after 21 days.

D . Concrete that has initially set shall be mixed with new concrete and shall be deposited in the structure with approved means


109. How is a 90 degree bend standard hook for concrete reinforcement constructed?

110. What is the minimum inside diameter of a standard hook for stirrups and ties for a 16m bar and smaller in diameter?

111. What is a material other than water, aggregate or hydraulic cement, used as an ingredient of concrete and added to concrete before or during its mixture to modify its properties?

A . 90 degree bend plus 10 db extension

A . 8 db

A . Admixture

C . 90 degree bend plus 6 db extension

C . 4 db

C . Plasticizer

B . 90 degree bend plus 12 db extension

B . 6 db

B . Steam

D . 90 degree bend plus 4 db extension

D . 10 db

D . Retarder

112. What is a steel element such as wire, cable, bar, rod or strand or a bundle of such elements, used to impart prestressed to concrete?

A . Prestressed Cables C . Tendon Cables

B . Reinforcement D . Tendons

113. What is the minimum requirement for development of at least 1/3 of the total reinforcement provided for negative moment reinforcement, as an embedded length beyond the point of inflection?

114. Which is NOT among the following arrangement, a seismic requirement for transverse reinforcement?

A . Not less than the effective length of member of 12 db, or 1/16 of the clear span, whichever is greater.

A . Maximum spacing of hoops shall not exceed 24 times the diameter of the hoop bars.

C . Not less than 1.5d or 14db, or 1/12th the clear span, whichever is greater.

C . Maximum spacing of hoops shall not be more than d/4.

B . L/3 + d or 24 db, or 1/12th the clear span, whichever is greater.

B . Maximum spacing of hoops shall not be 8 times the diameter of the smallest longitudinal bars.

D . L/4 + d or 12 db, or 1/12th the clear span, whichever is greater.

D . The first hoop shall be located not more than 75mm from the face of the supporting member.


A . Admixture C . Plasticizer

B . Steam D . Retarder

115. As a seismic requirement for flexural members where hoops are required, how are the remaining portions of a beam treated with transverse reinforcement as minimum requirement other than those required with hoops?

117. Which of the following criterion precludes good construction practice for conduits and pipes embedded in concrete?

116. What is a material other than water, aggregate or hydraulic cement, used as an ingredient of concrete and added to concrete before or during its mixture to modify its properties?

118. Which of the following criteria for bundled bars do NOT apply?

A . Where hoops are not required, stirrups shall be spaced at no more than d/2 throughout the length of the member.

A . Conduits and pipes embedded in slab, the wall or beam shall not be larger in outside dimension than 1/3 the overall thickness of slab, wall or beam in which they are embedded.

B . Reinforcement with an area not less than 0.002 times the area of cross section shall be provided normal to piping.

C . Concrete cover for pipes, conduits and fittings, shall not be less than 40mm for concrete exposed to earth or weather.

D . Conduit and pipes, with their fittings, embedded within a column, shall not displace more than 5% of the area of the cross section on which strength is calculated.

A . Bars larger than 32mm shall not be bundled in beams.

C . Where hoops are not required, hoops shall continue except that spacing shall not be more than d/2.

C . Group of parallel reinforcing bars bundled in contact to act as a unit shall be limited to three in any one bundle.

B . Where hoops are not required, cross ties shall be spaced at no more than d/3 throughout the length of the member.

B . Bundle bars shall be enclosed within stirrups or ties.

D . Where hoops are not required, closed stirrups shall be spaced at no more than d/4 throughout the length of the member.

D . Individual bars within a bundle terminated within the span of flexural members shall terminate at different points with at least 40db staggered.


119. What is the act of excavating or filling of earth or any sound material or combination thereof, in preparation for a finishing surface such as paving?

120. The kind of pile that is placed at an inclination to resist forces that are not critical.

121. The method of analyzing indeterminate module building frames by assuming hinges at the center of beam spans and column heights.

122. What is a concrete beam placed directly on the ground to provide foundation for the superstructure?

123. The round, steel bolt embedded in concrete or masonry used to hold down masonry, steel columns, beam castings, shock beam plates and engine heads?

124. Two M.S. plates are to be welded by end butt joint by a partial penetration groove weld. The thickness of the plates are 16 mm. What is the minimum effective throat thickness of the weld?

125. The steel materials are to be butt-jointed using a fillet weld. The thicker material is 8.5 mm. What is the minimum size of the fillet weld?

A . Cut and Fill

A . Guide Piles

A . Cantilever Method

A . Strap Beam

A . Retaining Bolts

A . 6.0 mm

A . 3.0 mm

C . Site Preparation

C . Slope Piles

C . Free Body Diagram Method

C . Grade Beam

C . Anchor Bolts

C . 7.5 mm

C . 5.0 mm

B . Grading

B . Batter Piles

B . Moment Distribution Method

B . Gerber Beam

B . Foundation Bolts

B . 9.0 mm

B . 7.0 mm

D . Benching

D . Fender Piles

D . Portal Method

D . Tie Beam

D . Friction Bolts

D . 12 mm

D . 4.5 mm


126. How is a camber treated in a steel truss 25 meters or longer?

A . Camber shall be approximately equal to 1% of the span.

C . Camber shall be approximately equal to 0.8% of the span plus 1/3 the dead load deflection.

B . Camber shall be approximately equal to the dead load deflection.

D . Camber shall be approximately equal to 0.5% of the span plus 1/3 the live load deflection.

127. Which of the following criterion is NOT applicable for plug and slot welds?

128. Good high-strength bolted connection for steel should have the following physical characteristics for good workmanship. Which of the following list is NOT ideal?

A . The thickness of plug or slot welds in material 16mm or less in thickness shall be equal to the thickness of the material.

A . High-strength bolted parts shall fit solidly together when assembled and shall not be separated by gaskets or any other interposed compressive material.

B . The minimum center to center spacing in a longitudinal direction of any line shall be 2 times the length of the slot.

C . The thickness of plug or slot welds in material over 16mm in thickness shall be at least 1/2 the thickness of the material but not less than 16mm.

B . Bolts tightened by means of a calibrated wrench shall be installed with a hardened washer under the nut or bolt head whichever is the element turned in tightening.

D . The width of the slot shall not be less than the thickness of the parts containing it plus 10mm nor 2 1/4 times the thickness of the weld.

C . When assembled, all joint surfaces, including those adjacent to the washer, shall be free of scale, except tight ___, dirts, and burns.

D . Surface in contact with the bolt head and nut head shall have a slope of not more than 1:10 with respect to a plane nor-mal to the bolt axis.

E N D O F S E C T I O N B - 0 1

T O TA L N U M B E R O F I T E M S = 1 2 7

T O TA L S C O R E

P E R C E N TA G E

=

=

S E C T I O N B - 0 2


127. An assemblage of framing members designed to support vertical and lateral loads.

128. This must be considered in designing structural members in order to limit deflections, lateral drifts, vibrations,etc. That adversely affect the intended use and performance of buildings and the like.

129. A soil investigation performed in order to determine the soil bearing capacity.

130. The maximum value in which all fills must be compacted in thickness to a minimum of 95% of the maximum density as determined by the ASTM standard D-1553.

131. Aggregates with an average grain size particle larger than 6 mm up to 25 mm

132. These are visual warnings of concrete failure.

133. The dry and loose weight of light weight aggregate

A . Building

A . Stiffness

A . Soil Exploration

A . 140 mm

A . Cobble

A . Creep

A . 1145 kg/m3

C . Structure

C . Permeability

C . Compaction

C . 250 mm

C . Boulder

C . Fatigue

C . 1120 kg/m3

B . Frame

B . Softness

B . Excavation

B . 200 mm

B . Sand

B . Cracks

B . 1600 kg/m3

D . Bridge

D . Elasticity

D . Boreholes

D . 100 mm

D . Gravel

D . Buckling

D . 7840 kg/m3


135. The maximum moment developed in a simply supported beam loaded with uniformly distributed load or W in N/m on the entire span length, L, in meters.

134. The force which cause uplift on floors and foundations.

136. A subsequent purpose of stirrups aside from resisting vertical and diagonal tension in beams.

137. Ties are used for what type of structural elements?


139. A column that is not directly aligned to the column below or above it.

140. The type of prestressing for which tension is applied prior to the placing of concrete.

A . Expansive Soil Pressure

A . 1/24 wl2

A . To Resist Flexure

A . Columns

A . 30

A . Eccentric

A . Prestressed Concrete

C . Reaction

C . 1/4 wl2

C . Hold Longitudinal Bars in Place

C . Slabs

C . 26.70

C . Floating

C . Post Tensioning

B . Hydrostatic Pressure

B . 1/8 wl2

B . Serve as Temperature Bars

B . Footings

B . 50

B . Planted

B . Pretensioning

D . Weight of the Building

D . 1/48 wl2

D . To Resist Shear

D . Beams

D . 35

D . Unaligned

D . Precast Concrete


141. A type of concrete floor which has no supporting beams.

142. This force adhesion per unit area of contact between two bonded surface.

143. The distance between two structural supports.

144. The temporary force exerted by a device that introduces tension into prestressing tendons.

145. The gradual downward movement of an engineering structure due to the compression of the force below.

146. Slump test is done in fresh concrete in order primarily to determine what?

147. A groove that is formed, sawed, or tooled in a concrete structure to create a weakened plane and regulate the location of cracking, resulting from the dimensional changes of the structure.

A . Flat Slab

A . Adhesive Stress


A . Jacking Force

A . Settlement

A . Workability

A . Contraction Joint

C . Slab

C . Hydrostatic Pressure

C . Span Length

C . Tensile Force

C . Compaction

C .Rigidity

C . Seismic Gap

B . One-Way Slab

B . Bond Stress

B . Development Length

B . G-Force

B . Liquefaction

B . Elasticity

B . Construction Joint

D . Simple Supported Slab

D . Axial Stress

D . Overhang

D . Driving Force

D . Curing

D . Stiffness

D . Hole


149. The stressed induced as a result of restrained deformations due to changes in temperature.

148. The type of prestressing for which tension is applied after to the placing of concrete.

150. A point within a beam or column where no moment is developed.

151. A form of bracing where a pair of braces are located either above or below a beam and terminates at a single point within the clear span of the beam.

152. An upright compression member with a ratio of unsupported height to an average least lateral dimension exceeding 3.

153. A column that is not directly aligned to the column below or above it.

154. A separation between adjoining parts of a concrete structure, usually a vertical plane, at a designed location such as to interfere least with the performance of the structure, yet allow such relative movement in three directions and avoid formation of cracks elsewhere in the concrete and through which all or part of the bonded reinforcement is interrupted.

A . Prestressed Concrete

A . Thermal Stress

A . Midpoint

A . Chevron

A . Pedestal

A . Eccentric

A . Isolation Joint

C . Post Tensioning

C . Creep

C . Point of Zero Shear

C . Bracing System

C . Short Column

C . Floating


B . Pretensioning

B . Strain

B . Inflection Point

B . Diaphragm

B . Pilaster

B . Planted


D . Precast Concrete

D . Yield Stress

D . L/3

D . Diagonal System

D . Long Column

D . Unaligned

D . Seismic Gap


155. The defect classification of knots in woods or timbers.

156. The ratio of width to length in meters for one-way slabs.

157. The ratio of width to length in meters for two-way slabs.

158. The symbol of ASTM steel with yield stress of 3600 psi.

159. The coarse aggregates in concrete must be larger than this value but not exceed the nominal size prescribed in section 403.4.2 of the NSCP.

160. The strength of concrete at the 28th day is 3000 psi. This value is the same as:

161. Grade 60 steel reinforcement has a yield stress of 275.8 MPa. This value is the same as:

A . Natural Defect

A . m < 0.5

A . m > 0.5

A . A36

A . 3/4 inch

A . 17.50 MPa

A . 60 ksi

C . Handling Effect

C . m < 0.5

C . m > 0.5

C . A3

C . 2/6 inch

C . 20.68 MPa

C . 40 ksi

B . Processing Defect

B . m = 0.5

B . m = 0.5

B . A360

B . 1/4 inch

B . 20 MPa

B . 20 ksi

D . Over Drying Effect

D . m = 1.0

D . m = 1.0

D . A36000

D . 1/4 inch

D . 25.75 MPa

D . 30 ksi


163. The diameter of a No. 8 deformed bar.

162. ASTM Type I cement is generally known for:

164. Lap splices for uncoated deformed bar or wires must not be less than the larger of 48 db and:

165. A simple supported beam, L meters long, carrying a uniformly distributed load of w (N/m)throughout the span, has a maximum moment of:

166. The minimum length of a Class A lap for tension lap splices shall be_____, but not less than 300 mm.

167. The minimum fllet weld.

168. Where can we stop pouring ready mixed concrete on beams if pouring cannot be done in one setting?

A . General Purpose

A . 10 mm

A . 200 mm

A . 1/8 WL2

A . 1d

A . 2 mm

A . L/2

C . High-Early Strength

C . 20 mm

C . 240 mm

C . 1/2 WL2

C . 2.1d

C . 4 mm

C . Shear Point

B . Low-Heat

B . 8 mm

B . 400mm

B . 1/2 WL

B . 1.5d

B . 3 mm

B . L/3

D . Rapid Setting

D . 25 mm

D . 300 mm

D . 1/4 WL

D . 3.1d

D . 5 mm

D . Zero Moment


169. The force that a curtain wall resists.

170. Distance measured from the extreme compression fiber to the centroid of the tension reinforcement.

170. The loops of reinforcing bars or wires enclosing longitudinal reinforcement in tied columns.

171. An uptight compression member with a ratio of unsupported height to average least lateral dimension of less than 3.

172. A 3 second gust speed at 10 meters above the ground in Exposure C and associated with an annual probability of 0.02 of being equaled or exceeded (50 year mean recurrence interval)

173. A displacement of one level relative to the level above or below it.

174. Splices of deformed bars shall be staggered in at least this value and in such a manner as to develop at every section at least twice the calculated tensile force at that section but not less than 1.40 MPa.

A . Own Weight and Wind Load


A . Hoops

A . Pedestal

A . Basic Wind Speed

A . Deflection

A . 600 mm

C . Wind Load

C . Critical Depth

C . Ties

C . Beam

C . Normal Wind Speed

C . Storey Motion

C . 300 mm

B . Earthquake Load

B . Eminent Depth

B . Stirrups

B . Column

B . Annual Wind Speed

B . Storey Displacement

B . 500 mm

D . Lateral Load

D . Nominal Depth

D . Rebars

D . Pilaster

D . Critical Wind Speed

D . Storey Drift

D . 480 mm


176. The required strength U to resist dead load (DL) and live load (LL) shall be at least:

175. A continuous reinforcing bar having a seismic hook at one end and a hook of not less than 90o with at least a 6 d extension at the other end. It shall alternately engaged peripheral longitudinal bars.

177. The minimum concrete cover for non prestressed concrete beams and columns not exposed to weather and not in contact with earth.

178. The minimum ties or hoop diameter for bundled bars.

179. For cast-in-place construction, size (diameter) of spirals shall not be less than this value for 16 mm through 32 mm longitudinal bars.

180. The minimum diameter bend for bars larger than 25mm diameter.

181. Slabs are designer per

A . Cross-tie

A . U = 1.4DL + 1.7LL

A . 20 mm

A . 6 mm

A . 6 mm

A . 6 db

A . Linear Meter

C . Splice

C . U = 1.45DL + 1.75LL

C . 24 mm

C . 10 mm

C . 10 mm

C . 10 db

C . Cubic Meter

B . Anchorage

B . U = 1.7DL + 1.4LL

B . 40mm

B . 8 mm

B . 8 mm

B . 8 db

B . Square Foot

D . Stirrup

D . U = 1.45DL + 1.45LL

D . 30 mm

D . 12 mm

D . 12 mm

D . 12 db

D . Cubit Foot


182. Slabs are structural members that are subjected to

183. Another term for stirrups and hoops.

184. A simply supported beam carrying a uniformly distributed load W in N/m in a span length of L in meters, the maximum deflection at the support is:

185. A simply supported beam carrying a uniformly distributed load W in N/m in a span length of L in meters, the maximum deflection is at:

186. The minimum size of a fillet weld.

186. In pin connected tension members, the pin diameter shall not be less than this values multiplied to the eyebar width.

187. The modulus of elasticity of a structural steel.

A . Flexural Stress

A . Main Bars

A . 8=(5WL4) / (384EI)

A . Supports

A . 3 mm

A . 1.0

A . Es = 200 GPa

C . Lateral Stress

C . Web Reinforcement

C . 8=(WL3) / (8EI)

C . L/3

C . 2 mm

C . 1/2

C . Es = 100 GPa

B . Axial Stress

B . Tendons

B . 8=(WL4) / (484EI)

B . Midspan

B . 4 mm

B . 3/4

B . Es = 250 GPa

D . Shear Stress

D . Ties

D . 8=(WL2) / (4EI)

D . L/4

D . 1.5 mm

D . 7/8

D . Es = 200 MPa


189. The recorded earthquake intensity dependent on how far away from its epicenter the observer it located, rating intensities from I to XXL.

188. This type is when the framing assumes that the beam-column connections have sufficient rigidity to hold virtually the original angles and positions.

A . Semi-Rigid Frame

A . Earthquake Meter

C . Braced Frame

C . Rossi-Ferrel Scale

B . Simple Frame

B . Accelerometer

D . Rigid Frame

D . Modified Mercalli Scale


A . Box System C . Free-form


E N D O F S E C T I O N B - 0 2


T O TA L S C O R E

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E N D O F M O D U L E B

S E C T I O N B - 0 1

S E C T I O N B - 0 2

T O TA L S C O R E

P E R C E N TA G E

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lewis_ structural questionaire with answers

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