MANILA: Room 206, JPD Building, CM Recto Avenue, Manila
CEBU: 4/F J. Martinez Bldg., Osmeña Blvd., Cebu City
Telephone Number: (02) 516 7559 (Manila) E-Mail: buksmarquez1 @yahoo.com
(032) 254-6697 (Cebu)
PREBOARD EXAMINATION 3: STRUCTURAL ENGINEERING AND CONSTRUCTION (SET B)
INSTRUCTION: Select the best answer to each of the following questions. Mark only one answer for each item by shading the box
corresponding to the letter of your choice on the answer sheet provided. STRICTLY NO ERASURES ALLOWED. Use pencil no. 2 only.
DO NOT WRITE ANYTHING ON THIS PAPER. DO NOT FOLD OR MUTILATE.
1. As per PD 1096, what is referred to by the total number of
persons that may occupy a building or a portion thereof at any
one time?
A. Building occupancy C. Building usage
B. Occupant load
D. Unit capacity
2. As per PD 1096, what is the minimum ceiling height of the
first story of a habitable room provided with artificial
ventilation?
A. 2.00m
C. 2.10 m
B. 2.40 m
D. 2.70 m
3. As per PD 1096, under what classification shall factories
and workshops using less flammable or non-combustible
materials be classified?
A. Industrial
C. Business and mercantile
B. Assembly
D. Accessory
Yielding on gross area = 0.60 Fy
Rupture on net area = 0.50 Fu
Shear rupture = 0.30 Fu
Bolt stress = 168 MPa
7. Determine the load capacity P (in kN) based on shearing
on the 4-25 mmØ bolts.
A. 330
B. 770
C. 660
D. 385
8. Determine the load capacity P (in kN) based on rupture on
net area.
A. 811.2
B. 746.4
C. 1492.8
D. 1622.4
9. Determine the load capacity P (in kN) based on block
shear.
A. 1136.6
B. 568.3
C. 1129.0
D. 564.5
Situation 3
Refer to FIG. STRST - 157
Situation 1
For the three-story building shown in FIG. ABP-143.
Given:
Design base shear, V = 500 kN
H1 = 3.5 m
H2 = 3 m
w2 = 1000 kN w3 = 900 kN
L=8m
H3 = 3 m
wR = 750 kN
4. Determine the shear force (in kN) at the roof deck, if the
natural period of vibration of the building, T = 0.6 second.
A. 207.2
B. 216.2
C. 228.2
D. 125.0
5. Determine the lateral force at the roof deck, if the natural
period of vibration of the building, T = 0.9 second.
A. 31.5
B. 234.1
C. 202.6
D. 125.0
6. After analysis, the shear force at each level are as follows:
Roof deck = 200 kN
3rd Floor = 160 kN
2nd Floor = 120 kN
Ground Floor = 0 kN
How much is the overturning moment (kN-m) at the base?
A. 1500
B. 3120
C. 3360
D. 2650
Situation 2
The 2L-200x150x12 with long legs back-to-back shown in
FIG. ABP-134 is connected to the gusset plate.
Bolt diameter, db = 25 mm
Bolt hole diameter, dh = 27 mm
S1 = S2 = 60 mm
Properties of 2L-200x150x12:
A = 8112 mm²
Fy = 248 MPa
Fu = 400 MPa
x = 37 mm
Allowable stresses:
Given: Properties of Steel Column:
Depth, d = 305 mm
Web thickness, tw = 7.5 mm
Flange width, bf = 200 mm
Flange thickness, tf = 12 mm
Base plate, B x N = 300 mm x 450 mm
Loads: P = 720 kN
H = 160 kN
Allowable base plate bending stress, Fb = 186 MPa
Allowable bolt shear stress, Fv = 68 MPa
Allowable weld shear stress, Fw = 124 MPa
10. Find the required base plate thickness (mm). Consider
fixity at the edges of a rectangle whose sides have dimensions
equal to 0.80bf and 0.95d. Neglect the effect of the lateral force
H.
A. 21
B. 24
C. 28
D. 32
11. Using 16 mmØ, how many are required to resist the
lateral load?
A. 8 bolts
B. 12 bolts
C. 16 bolts
D. 4 bolts
12. Using 8 mm thick fillet weld, what is the total length (mm)
required to resist the lateral load?
A. 137
B. 161
C. 228
D. 1020
13. It is defined as the rigidity of the structure.
A. Toughness
C. Stiffness
B. Ductility
D. Elasticity
14. It is defined as the flexibility of the structure.
A. Reciprocal of Deformation
B. Reciprocal of Stiffness
C. Reciprocal of Ductility
D. Reciprocal of Elasticity
Situation 4
The vertical member consisting of 2 (two) unequal leg angles
with long legs back to back are welded to the 8-mm thick
gusset plate as shown in FIG. STRST – 278.
MANILA: Room 206, JPD Building, CM Recto Avenue, Manila
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Given:
Angle dimension = 75 mm x 50 mm x 6 mm
a = 25 mm
Area of two angles = 1535
mm2
Weld thickness = 5 mm
Steel yield stress, Fy = 248
MPa
Allowable weld shear stress, Fw = 124 MPa
Allowable beam shear stress at ultimate loads =
0.76 MPa
Use ρb = 0.026
15. Due to a force P = 60.5 kN, what is the length of weld L 2
(mm) so that each fillet weld is equally stressed in shear?
Neglect end returns.
A. 23
B. 69
C. 46
D. 83
22. If the effective depth of the beam is 500 mm, evaluate the
nominal moment capacity, in kN-m.
A. 366
B. 407
C. 427
D. 452
16. If L1 = 50 and L2 = 50, determine the capacity of the
member based on shearing of the welds, in kN.
A. 87.3
B. 43.0
C. 33.6
D. 67.2
17. If instead of welds, two (2) bolts are used, find the
minimum bolt diameter (mm) to carry a force P=80 kN.
Allowable bolt stress=68 MPa.
A. 14
B. 18
C. 20
D. 28
Situation 5
Refer to figure STFRAME-001 and figure ST-1
Given: S = 3m
L = 10m
Superimposed Dead Load = 6.0 kPa
Live Load = 4.8 kPa
Properties of Beam CG:
Section
= 468 mm x 97 kg/m
Area, A
= 12,324 mm^2
Depth, d
= 465 mm
Flange width, bf = 193 mm
Flange thickness, tf = 19 mm
Web thickness, tw = 11 mm
Moment of Inertia, Ix = 445 x 10^6 mm^4
Moment of Inertia, Iy = 23 x 10^6 mm^4
Yield Strength, Fy = 344 MPa
rT = 50 mm
Considering bending about x – axis
18. Which of the following gives the maximum bending stress
in Beam CG?
A. 217
B. 145
C. 248
D. 98
19. If lateral supports are to be provided, calculate the
biggest spacing to be specified so that the maximum
allowable flexural stress, Fb = 0.66 Fy.
A. 1
B. 2
C. 3
D. 4
20. What is the permissible flexural stress if the
compression flange of the beam is laterally supported only at
midspan? Cb = 1.0
A. 117
B. 126
C. 130
D. 142
Situation 6
Refer to FIG. STRRC - 012
Given:
Beam width, b = 400
Total depth, h = 600 mm
x = 56 mm
Diameter of tension reinforcements, D1 = 28 mm
Diameter of compression reinforcements, D2 = 25 mm
Diameter of stirrups, ds = 12 mm
Clear concrete cover = 40 mm
Concrete, f’c = 21 MPa
Main reinforcements, Fy = 345 MPa
Stirrups, Fyt = 278 MPa
21. Evaluate the minimum value of x in the figure based on
code requirement.
A. 56
B. 60
C. 53
D. 44
23. If the effective depth of the beam is 500 mm, evaluate the
nominal shear strength of the beam at section where stirrups
are spaced at 100 mm center-to-center, in kN.
A. 396
B. 466
C. 350
D. 542
Situation 7
A prestressed concrete pile with a cross section of 30cm by 30
cm by 20m long is used in a certain construction project. The
prestressed piles are prestressed with 8 – 10mm diameter
strands with a total effective stress of 70,000 kg after losses
due to creep, shrinkage of concrete etc. The foreman desires
to place two pick up points in handling the piles during the
loading and unloading process.
24. Where must the pick up points (at equal distances at the
ends) (m) be placed in order that the stresses in the pile shall
be kept minimum.
A. 3.30
C. 4.14
B. 3.75
D. 4.52
25. Compute the moments(kg-m) at the pick up points.
A. 1176
C. 1851
B. 1519
D. 2206
26. Determine the total stress(kg/cm^2) in the pile at this
condition.
A. 119
C. 104
B. 111
D. 127
Situation 8
Given the following data for the beam shown in figure:
Beam dimension:
Beam width, bw = 260mm
fc’ = 21 MPa
Overall depth, h = 600mm
fy = 415 MPa
Effective depth, d = 540mm
fyv = 275
Beam length, L = 7.5m
Stirrup diameter, db= 10mm
Loads (factored)
Pu = 147 KN
Wu = 19.6 KN/m
27. Calculate the spacing (mm) of stirrups at critical section
near the support.
A. 124
B. 112
C. 148
D. 136
28. Calculate the spacing (mm) of stirrups at the third point of
the beam.
A. 165 B. 195
C. 154
D. 182
29. Calculate the spacing (mm) of stirrups at midspan.
A. 300 B. 150
C. 270
D. 135
30. Diaphragm discontinuity is a type of:
A. Vertical irregularity
B. Plan irregularity
C. Continuous irregularity
D. Geometric irregularity
MANILA: Room 206, JPD Building, CM Recto Avenue, Manila
CEBU: 4/F J. Martinez Bldg., Osmeña Blvd., Cebu City
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(032) 254-6697 (Cebu)
31. Mass irregularity said to exist if the mass of any
storey is more than ___ of the adjacent storey.
A. 120%
C.130%
B. 140%
D. 150%
32. Vertical geometric irregularity said to exist if the
horizontal dimension in any storey is more than ___ of the
adjacent storey
A. 120%
C. 130%
B. 140%
D. 150%
Situation 9
A column 3m high has a solid circular cross section and
carries an axial load of 10,000 kN. If the direct stress in the
column is limited to 150N/mm2 Take E=200 000N/mm2 and
ν =0.3.
33. Determine the minimum allowable diameter (mm)of the
column.
A. 211
B. 250
C. 345
D. 292
31. Calculate the shortening of the column (mm) due to this
load.
A. 2.24
B. 2.50
C.2.45
D.2.91
32. Calculate the increase (mm)in the diameter.
A. 0.066
B. 0.005
C. 0.089
D. 0.333
Situation 10
For the singly-reinforced beam shown in FIG. STRRC - 0113
Given:
Beam width, b = 300
Diameter of tension reinforcements, D1 = 28 mm
Diameter of stirrups, ds = 12 mm
Spacing of stirrups = 100 mm
Clear concrete cover = 40 mm
Concrete, f’c = 21 MPa
Main reinforcements, Fy = 345 MPa
Stirrups, Fyt = 278 MPa
Allowable beam shear stress at ultimate loads =
0.78 MPa
33. If the nominal shear capacity of the beam is 300 kN,
evaluate the required total depth.
A. 348
B. 414
C. 475
D. 530
34. If the nominal moment capacity of the beam is 275 kN-m,
evaluate the required total depth.
A. 404
B. 419
C. 470
D. 485
35. Evaluate the required minimum width of the beam.
A. 280
B. 291
C. 300
D. 318
Situation 11 Refer to FIG. RCD-10.013
Given:
Concrete, f’c = 27.5 MPa
Steel, fy = 415 MPa
Clear Concrete Cover to 12 mm diameter stirrups is 40 mm
Slab thickness, t = 100 mm
Steel ratio at balanced condition, pb = 0.028
Given:
Beam width, bw = 400 mm,
Effective depth, d = 500 mm
36. Using 28 mm diameter main reinforcement bars, which of
the following gives the ultimate moment capacity (kN-m) of
the section?
A. 495
37. Given:
B. 551
C. 351
D. 316
Mu = 550 kN-m, bw = 400 mm,
Effective depth, d = 500 mm
Which of the following gives the required diameter (mm) of
the reinforcing bars of the section?
A. 28
B. 20
C. 25
D. 32
38. Which of the following gives the required minimum width
of the beam, bw (mm) based on code requirements for
concrete cover of rebars?
A. 344
B. 316
C. 356
D. 304
Situation 12
A cantilever beam 5m long carries a concentrated load P at
3.75m from the fixed end.
Beam Inertia = 1.6x10^9mm^4
E = 25GPa
P = 150KN
39. What is the maximum deflection (mm) of the beam under
the load P?
A. 59
B. 65
C. 78
D. 99
40. Determine the maximum beam deflection (mm).
A. 59
B. 65
C. 78
D. 99
41. What upward force (KN) is to be applied at the free end to
prevent the beam from deflecting?
A. 59
B. 95
C. 150
D. 99
Situation 13
A simply supported girder spans 10m. The girder carries 3
concentrated loads each 30KN. At 2.5m spacing. The girder
also carries a uniformly distributed load of 15 KN/m
throughout its length.
Given:
Girder properties:
Section: 460 x 97 kg/m
Area, A = 12320 mm^2
Depth, d = 465 mm
Flange width, bf = 193mm
Flange thickness, tf = 19mm
Web thickness, bw = 11mm
Moment of Inertia:
Ix = 445 x 10^6 mm^4
Iy = 23 x 10^6 mm^4
Yield strength, Fy = 248 MPa
Rt = 50mm
42. Which of the following gives the maximum bending stress
in MPa.
A. 365.10
B. 176.33
C. 182.55
D. 352.67
43. Which of the following gives the maximum web shear
stress in MPa.
A. 23.46
B. 24.39
C. 14.12
D.13.58
44. Calculate the maximum shear stress in MPa at the neutral
axis.
A. 27.23
B. 26.19
C.15.76
D.15.16
MANILA: Room 206, JPD Building, CM Recto Avenue, Manila
CEBU: 4/F J. Martinez Bldg., Osmeña Blvd., Cebu City
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(032) 254-6697 (Cebu)
A footing supports a 250mm thick concrete wall.
Given:
Allowable soil bearing pressure = 192 kPa
Thickness of footing = 350 mm
Concrete, fc’ = 27.50 MPa
Steel, fy = 415 MPa
Situation 16 – Identify the following:
45. The footing is subjected to a moment of 126 kN-m and a
total vertical load of 280 kN. Find the minimum width (m) of
the footing to prevent uplift.
A. 2.7
B. 1.4
C. 1.0
D. 2.3
55. It is the point through which the applied lateral force acts.
A. Shear wall
C. Center of mass
B. Center of rigidity
D. Eccentricity
54. It is the point through which the resultant of the resistance
to the applied lateral force acts.
A. Shear wall
C. Center of mass
B. Eccentricity
D. Center of rigidity
46. Given:
Resisting Moment, Mr = 440 kN-m
Overturning Moment, Mot = 260 kN-m
Total Vertical Load = 265 kN
Find the minimum width (m) of the footing to prevent uplift.
A. 4.1
B. 1.4
C. 2.9
D. 2.1
47 .Given:
Footing width = 3.00 m
Resisting Moment, Mr = 500 kN-m
Overturning Moment, Mot = 265 kN-m
Total Vertical Load = 335 kN
Which of the following gives the maximum soil bearing
pressure (MPa)?
A. 290
B. 279
C. 223
D. 319
Situation 14
A 4-m long beam is fixed at the left end and is supported by a
spring at the right end. The spring stiffness is equal to 60
kN/m. Determine the following if the entire length of the
beam is subjected to a uniformly distributed load of 800 N/m.
For the beam, E = 10 GPa and I = 80 x 106 mm4.
48. Determine the deflection (mm) at the right end of the
beam when the spring is removed.
A. 32
B. 27
C. 22
D. 42
49. Determine the deflection (mm) of the spring.
A. 13.2
B. 27
C. 12.3
D. 14.1
50. Determine the moment (KN -m) at the fixed end.
A. 13.2
B. 27
C. 12.3
D. 3.45
Situation 15
Given: in FIG. STRRC - 234
b x h = 450mm x 600mm
Main reinforcement, Ast = 8 – 28mm ϕ
Lateral ties = 10mm ϕ
Yield strength, fy (main bars) = 415 MPa
Yield strength, fyv (lateral ties) = 275 MPa
Concrete strength, fc’ = 28 MPa
Spacing of ties = 100 mm on centers
Modulus of Elasticity = 25000 MPa
Concrete cover to center of main bars = 70mm
Concrete unsupported height, Lu = 2.5m
Effective length factor, k = 1.0
51.What is the nominal axial strength (KN) of column (Pn)?
A. 6,663
B. 4678
C. 5012
D. 8354
52. Find the critical buckling load Pc (KN).
A. 63,955
B. 35,975
C. 31,978
56. It is the distance between the center of rigidity and the
center of mass.
A. Deflection
C. Drift
B. Pitch
D. Eccentricity
Situation 16
A steel W 410 X 100 column is encased in a 450 mm x 450 mm
concrete section and has unsupported height = 6m. k = 1.0,
fc’ = 20.7 MPa , fy = 276.5 MPa.
Properties of W 410 x 100 column
At = 12700 mm2 I = 398 x 106 mm4
57. Find the radius of gyration (mm) of the composite section
using the formula
r
A. 190
0.2E c I g  E s I t
0.2E c A g  E s At
B. 113
C. 166
58. Find the slenderness ratio of the column.
A. 36
B. 53
C. 32
D. 159
D. 38
59. Find the safe ultimate axial load (KN) of the column.
A. 3837
B. 4514
C. 3261
D. 4796
Situation 17
A 12m simply supported beam is 300mm wide and 600 mm
deep. It is prestressed with 1150 KN applied at an eccentricity
of 150 mm and which Ec = 27606 MPa.
60. Compute the deflection (mm) at initial condition.
A. 7.68
B. 13.15
C. 20.83
D. 28.51
61. Compute the deflection (mm) at full service condition.
A. 7.68
B. 13.15
C. 20.83
D. 0
62. The safe uniform live load capacity (KN/m)of the beam is
most nearly equal to
A 4.24
B. 7.26
C. 7.2
D. 8.35
Situation 17
Refer to the FIG.SMN10.09
Frame ACGE is on hinged supports at A and at E. To resist the
cable pull, T, the frame is braced at B and at F.
Given:
T = 18 kN
a=1m
b=2m
c=1m
D. 17,988
53. Calculate the nominal shear strength for bending about
the y axis.
A. 553.75
B. 447.30
C. 380.2
D. 470.69
63. Calculate the reaction (kN) at D.
A. 54.0
B. 25.4
C. 108
D. 76.4
64. Find the stress (MPa) in the brace BD which has an outside
diameter of 75 mm and is 6 mm thick.
MANILA: Room 206, JPD Building, CM Recto Avenue, Manila
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A. 83
B. 58.7
C. 19.5
D. 41.5
65 . If brace BD consists of 2 flat bars bolted to the post AC
at B using 20 mm diameter bolt, what is the average shear
stress (MPa) in the bolt?
A. 171.9
B. 40.4
C. 85.9
D. 121.5
Situation 18
The 8.5m span beam shown in Fig. STR 1 – 1O.1 carries a
monolithic slab cantilevering 1.8m past the beam centerline.
The resulting L beam supported a liveload of 13.16 KN/m
along the beam centerline plus a 2.4KPa load uniformly
distributed over the upper slab surface. The effective depth to
the flexural steel centroid is 546mm, and distance from the
beam surfaces to the centroid of stirrup steel is 44mm.
fc’ = 20.7 MPa
U = 1.4D + 1.7L
73. Find the force in cable FC (KN)?
A. 4.7
B. 2.3
C. 3.8
Situation 22
A column carrying a load of 800KN is supported on a pedestal
type footing weighing 200KN. At the base of the column (on
top of the pedestal) which is 1.8m above the base of the
footing, a horizontal transverse force of 36KN and a
horizontal longitudinal force of 54 KN are applied. The footing
base is 3m x 2.4m. Thickness of the footing is .0.6m, height of
the backfill on top of the footing is 0.9m. Concrete unit weight
is 24KN/m3. Unit weight of soil is 17KN/m3.
74. Calculate the maximum net soil pressure (KPa).
A. 196
B. 188
C. 214
D. 202
75. What is the required soil bearing capacity (KPa).
A. 226
B. 218
C. 244
D. 232
For monolithic or fully composite construction, a beam includes that
portion of a slab on each side of the beam extending a distance equal
to the projection of the beam above or below the slab, whichever is
greater, but not greater than four times the slab thickness.
66. Determine the design shear force Vu (KN) at critical
section.
A. 188.1
B. 124.4
C. 109.6
D. 164.3
Fig. EMM 15.38
67. Determine the torsional moment Tu(KN-m) at critical
section.
A. 5.6
B. 6.63
C. 53.7
D. 55.2
68. What is the allowable factored torsional moment (KN-m)
using reduction factor 0.85 based on code requirement.
Tu 
A.9.45
 
φ f c ' Acp
2
12Pcp
B. 7.31
Fig. SMN 10.09
C. 11.45
D. 7.50
69. Private garages, carports, sheds and fences over ______ high
are under miscellaneous structures as stated in NSCP.
A. 2m
B. 2.5m
C. 1.5m
D.1.0
70. Soft story is one in which the lateral stiffness is less than
_________ percent of the stiffness above.
A. 60
B. 70
C. 50
D.40
Situation 19 – Refer to Fig. EMM 15.38
Diagonals BG, CF, CH, and DG can brace the truss in tension
only.
Given:
P1 = 0 KN
P2 = 3 KN
P3 = 3 KN
F = 1.5 KN
Dimensions:
H=3m
S1 = S2 = 3 m
S3 = S4 = 2.25 m
71. What is the force in member FB (KN)?
A. 2.3
B. 1.7
C. 3.3
D. 4.7
72. What is the force in member HD (KN)?
A. 2.7
B. 0
C. 4.5
D. 3.4
D. 0
MANILA: Room 206, JPD Building, CM Recto Avenue, Manila
CEBU: 4/F J. Martinez Bldg., Osmeña Blvd., Cebu City
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(032) 254-6697 (Cebu)
Fig STR 1 – 10.1
FIG. STRST - 157
FIG. SSE 10.102
Fig. STFRAME-001
Fig. STRC – 11.5
Fig. STRC – 11.5
FIG. RC – 5
FIG. STCNM 16.023
wR = 750 kN
w3 = 900 kN
H3 = 3 m
m
w2 = 1000 kN
H2 = 3 m
m
L=8m
H1 = 3.5 m
m
FIG. ABP-143
FIG ST - 1
FIG. ABP-134
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Telephone Number: (02) 516 7559 (Manila) E-Mail: buksmarquez1 @yahoo.com
(032) 254-6697 (Cebu)
Refer to FIG. STRRC - 012
h
x
b
FIG. STRRC - 0113
h
b
FIG. RCD-10.013
FIG. STRRC - 234
FIG. STRST – 278