603_COMPRE COMPILATION

Situation 1: The propped wooden beam in the figure is fabricated by gluing together three 160mm by 80
mm plan

1. Determine the reaction @B

a. 37.5 KN
b. 30 KN
c. 22.5 KN
d. 25.5 KN
2. Calculate the maximum shear stress in the glue
a. 1.46 MPa
b. 1.30 MPa
c. 0.78 MPa
d. 0.88 MPa
3. Calculate the maximum flexural stress in the beam.
a. 29.30 MPa
b. 16.48 MPa
c. 23.36 MPa
d. 33.64 MPa

SITUATION: The design of beam yields the following:

h1 =125 mm
h2 = 525 mm
b = 400 mm
a = 60 mm
As’ = 3-28mm⌀
As = 8- 28 mm⌀
Fc’ = 28 MPa
fyl = 415 MPa
fyv = 275 MPa
Concrete cover to 12 mm⌀ ties = 40 mm
Shear reduction φ = 0.75

4. Calculate the shear strength (kN) provided by 12 mm ⌀ ties spaced at 125 mm on center.
A. 437
B. 392
C. 419
D. 415

5. Calculate the shear strength provided by the concrete.

A. 211
B. 189
C. 199
D. 202
6. If the allowable concrete shear stress is 0.80 MPa, determine the required spacing of 12 mm ⌀ stirrups
for a factored shear force of 500 kN.
A. 107
B. 300
C. 280
D. 140

SIT: A 15m. precast concrete pile be lifted γc=23.54, section is 400mmx400mm

7.) at what point from the left end of the pile should one pickup point be located so that bending stress is min.
a.) 2.93 b.) 4.39 c.) 3.75 d.) 3.11

8.) At what equal distance from the end should the pickup point so that bending stress is minimum?
a.) 2.93 b.) 4.39 c.) 3.75 d.) 3.11

9.) Determine the location of two(2) pickup points from the end for minimum shear stress.
A.) 2.93 B.) 4.39 C.) 3.75 D.)3.11`

10.) A block of weight 800N is acted upon by a horizontal force P as shown in figure. If the coefficient of
friction between the block and inclined are μs=0.35 and μk=0.25.

Determine the magnitude of the force P to start the block moving up.
A. 529.51 B. 487.66 C. 780.42 D. 80.00
11. Determine the magnitude of force P to keep it moving up the plane at a constant pace.
A. 648.67 B. 449.27 C. 780.42 D. 287.09
12. Determine the magnitude D to prevent if dorm sliding down.
A. 780.42 B. 123.98 C. 74.99 D. 648.76
Situation: A pressure vessel 300mm in diameter is to be fabricated from steel plates. The vessel is to carry
an internal pressure of 5 MPa.

13) What is the required thickness of the plate if the vessel is to be cylindrical. (allowable stress 125 MPa)
a. 3 b. 4 c. 5 d. 6

14) What is the required thickness of the plate if the vessel is to be spherical. (allowable stress 125 MPa)
a. 3 b. 4 c. 5 d. 6

15) If the vessel is to be fabricated is a cylinder using 10mm thick steel plating, what is the maximum internal
pressure that the vessel can carry if the allowable steel stress is 125 MPa.

a. 8.33 MPa
b. 7.50 MPa
c. 8.00 MPa
d. 9.33 MPa

SIT: A cantilever beam 4m long deflects by 16mm at its free end due to a uniformly distributed load of 25
KN/m throughout its length.

16) To prevent beam deflection at the free end, what force P (KN) is needed at that point?
a. 18.8
b. 37.5
c. 75.0
d. 56.3

17) What force P (KN) should be applied at the mid length of the beam for zero displacement at the free end?
a. 120.0
b. 51.2
c. 60.0
d. 37.5

18) To reduce the deflection at the free end to 10mm how much force is needed to be applied at that point?
a. 14.1
b. 23.4
c. 10.5
d. 28.1

The section of the beam support is a shown below, f’c = 28MPa, fy= 415MPa. Effective cover = 70mm

19. Determine compression block

a. 220 mm
b. 113 mm
c. 85.89 mm
d. 101.052 mm

20. Determine the actual tensile strength of steel in tension at normal condition,
a. 0.0033
b. 0.002075
c. 0.00136
d. 0.005

21. Determine the nominal moment capacity.

a. 238.25
b. 222.73
c. 128.575
d. 250.38

Situation. An eccentric compressive load is applied to the rectangular

column at point Q as shown.

22. If the eccentricity about the x-axis is 60mm and the magnitude of the load is 225kN, determine the
eccentricity of the load about the y-axis so as to produce a compressive stress of 1.75 MPa at point A.

a. 42.5 b. 129.375 c. 37.5 d. 140.625

23. Using the answer in the previous item for the eccentricity about y-axis, determine the induce stress at
point D if the load is 225kN and eccentricity about the x-axis is 60mm.
a. 1.313 MPa (T) c. 0.5 MPa (T)
b. 2.91 MPa (C) d. 1.58 MPa (C)
24. Determine the area of the region (in mm²) in which the 225kN compression load may be applied without
producing any tensile stress on the cross-section. Hint: Kern

a. 3750 c. 11250
b. 7500 d. 15000

SITUATION. For the tied column shown below, f’c = 28 MPa, fy = 420
MPa
25. Determine the design capacity at balanced condition.
a. 1535 kN
b. 998 kN
c. 300 kN
d. 4200 kN

26. Determine the actual strain in compression bars at balanced

condition.
a. 0.003
b. 0.00217
c. 0.005
d. 0.0035

27. Determine the nominal axial capacity at e=40mm

a. 3520
b. 4417
c. 1248

SITUATION. A pole is fixed on the ground with outside diameter of 200mm and a thickness of 5mm(Height
is 2.5m). It is subjected to the following loads.
•Vertical compressive load, P=6KN at eccentricity of 50mm from the centroid of section
•Lateral Varying Load 0.4 kN/m at the bottom and 1.0kN/m at the top.
• Weight of pole is 100 N/m.

28.) Which of the following gives the maximum compressive stress (MPa) at the base the pole due to
vertical loads?
a) 2.04
b) 1.95
c) 3.04
d) 4.10
29.) Which of the following gives the maximum compressive stress (MPa) due to all loads.
a) 17.18
b) 13.06
c) 21.26
d) 10.5
30.) If the solid pole is to used instead, what diameter(mm) is required if the maximum stress must not
exceed 30MPa?
a) 115
b) 85
c) 60
d) 100
Situation. Pile footing supports a column 600 x 600mm at center. Piles are precast concrete with 350mm
diameter. Effective depth of footing is 600mm. Net load on footing at ultimate condition, Pu=1800kN.
Mu=165kN-m about x-axis.
Strength reduction Factor:
For Shear = 0.75
For Moment = 0.90
Dimension:
a=0.8
b=1.8
c=0.8
d=1.2

31. Find punching Shear stress around square column.

a. 0.741 MPa
b. 0.556 Mpa
c. 0.645 Mpa
d. 0.586 Mpa

32. Find punching shear stress on most heavily loaded pile.

a. 0.117 Mpa
b. 0.126 Mpa
c. 0.130 Mpa
d. 0.144 Mpa

33. Find critical design moment.

a. 180 kN-m
b. 267.5 kN-m
c. 200.625 kN-m
d. 189. 479 kN-m

SITUATION. A rectangular footing 2.5m wide along the x-axis and 3m long parallel to the y-axis supports a
concentrically loaded column 0.6m x 0.6m in area.
Given: Footing ultimate loads
Axial load, Pu = 1500 kN
Moment about the y-axis, M-uy = 180 kN-m
Effective depth of footing = 350 mm
Concrete f’c = 20.7 MPa
Steel Fy = 415 MPa
34.) Find the maximum punching shear stress (MPa) due to the axial load only.
a. 1.322 MPa
b. 1.167 MPa
c. 1.213 MPa
d. 1.119 MPa

35.) What is the maximum wide beam shear stress (MPa) due to the given footing loads?
a. 0.492 MPa
b. 0.557 MPa
c. 0.551 MPa
d. 0.472 MPa

36.) How much additional moment (kN-m) can the footing carry without causing uplift at the footing?
a. 625 kN-m
b. 570 kN-m
c. 415 kN-m
d. 445 kN-m

SITUATION
SITUATION. A Beam DEF is supported by spandrel beams at the exterior edges and by column at E. The
torsional resistance of beams ADG and CFI are not sufficient to restrain beam DEF at D and at F.
Given for all beams, B x H = 300mm x 400mm
For all columns section = 400mm x 450mm
L1 = 8m
L2= 7m
S = 2.5m
Dead Load, wu = 6.0 kPa (all weight included)
Live Load, wu = 4.6 kPa

37. Which of the following gives the critical negative moment (kN-m) for beam DEF?
A. 172.2 B. 106.0 C. 150.5 D. 97.0
38. Which of the following gives the critical positive moment (kN-m) for beam DEF?
A. 110.8 B. 97.0 C. 123.3 D. 414.0
39. Determine the critical shear force (kN) for beam DEF.
A. 109 B. 117 C. 101 D. 122

A three story building has interior columns spaced 8 m apart in two perpendicular directions.
Given Design Loads:
Roof DL = 5.0 kPa
Floor DL (typical each floor) = 7.0 kPa
Roof LL = 0
3rd Floor LL = 2.4 kPa
2nd Floor LL = 6.0 kPa
In accordance with NSCP provisions, reduced design floor live load
4.57
𝐿 = 𝐿𝑜(0.25 + )
√𝐴𝑖
where Lo = unreduced live load
Ai = influence area = 4 x tributary area for a column
Based on the tributary area of interior column
40.) What is the total axial load (kN) on a column at the second floor level due to service LL?
a. 82.3
b. 76.8
c. 164.5
d. 153.6

41.) What is the total axial load (kN) on a column at the ground floor level due to service LL?
a. 268.8
b. 537.6
c. 288.0
d. 466.3

42.) What is the total deadload (kN) on a column at the ground floor level?
a. 1864
b. 1682
c. 932
d. 1216

43. What is the maximum wide beam shear stress die to axial load only.
a. 1.322 MPa
b. 1.167 MPa
c. 1.213 MPa
d. 1.119 MPa

44. What is the wide beam shear stress (MPa) due to given loads.
a. 0.492 MPa
b. 0.557 MPa
c. 0.511 MPa
d. 0.472 MPa

45. How much additional moment KN-m can the footing carry w/o causing uplift of the footing.
a. 625 KN-m
b. 570 KN-m
c. 415 KN-m
d. 445 KN-m

SIT. The basic data for proportioning trial batches for normal weight concrete with an average compressive
strength of 35 MPa at 28 days are as follows:
Slump = 78 mm to 100 mm
Water - Cement ratio by weight = 0.48
Specific gravity of cement = 3.15
Specific gravity of coarse aggregate = 2.68
Specific gravity of fine aggregate = 2.64
water (not mixing) = 180 kg/m3
Concrete unit weight = 23.6 kN/m3

46. What is the approximate combined weight (kN) of water, cement, coarse aggregate, if the value of dry
rodded coarse aggregate is 0.38 m3/m3.
a. 13.5
b. 15.5
c. 15.9
d. 21.8

47. How many m3 of entrapped air present for every m3 concrete mixture?
a. 0.01
b. 0.1
c. 0.015
d. 0.001

48. If the combined solid volume of cement, water, coarse aggregate, and trapped air is 0.65 m3 what weight
(kN) of dry solid is required?
a. 15.9
b. 13.0
c. 11.6
d. 9.1

49. The condition in which the frequency of the excitation equals the natural frequency of the vibrating system.
a. damped frequency
b. resonance
c. dynamic frequency
d. oscillation
50. T=120KN, find the area in cm²
a. 30
b. 7.5
c. 10.0
d. 15.0

51. Find normal stress if 25 deg. from the horizontal (MPa)

a. 3.8
b. 25.7
c. 30.6
d. 14. 3

52. Find shear stress on a plane inclined at 25 deg. from the direction of loading (MPa)
a. 16.9
b. 25.7
c. 30.6
d. 14.3

SITUATION: The beam shown is subjected to a uniform DL=1.2KN, a concentrated deadload 45KN and a
single liveload 40KN. Assume A is a pin and B is a roller.
53. Determine max. reaction at A (KN)
a. 64.2
b. 75.32
c. 47.2
d. 35.32

54. Determine max. positive moment created by these loads at C.

a. 156.82 KN-m
b. 106.20 KN-m
c. 66.82 KN-m
d. 134.32 KN-m

55. Determine max. negative shear at C.

a. -38.75 KN
b. -68.43 KN
c. -44.84 KN
d. -50.48 KN

SITUATION: Refer to the floor framing plan and load diagram below
L1 = 8 m S1 = 2.5 m
L2 = 8 m S2 = 3 m
L3 = 8 m
L4 = 8 m
Total Dead Load = 4.6 kPa
Live load = 4.8 kPa
The interior beam KLMNO is to be analyzed for maximum forces at ultimate condition, U=1.2D + 1.6L
56. Calculate the maximum reaction (KN) at N.
a. 332
b. 345
c. 354
d. 362

57. Calculate the minimum reaction (KN) at N.

a. 139
b. 235
c. 125
d. 92

58. Calculate the maximum moment at span

a.
b.
c.
 d.

Design base shear, V = 500 kN

59. Determine shear failure at the roof deck if the natural period of vibration of the building is T = 0.6 sec
A. 207.2
B. 216.2
C. 228.2
D. 125.0

60. Determine lateral failure at the roof deck if the natural period of vibration of the building is T = 0.9 sec
A. 207.2
B. 216.2
C. 228.2
D. 125.0

61. After analysis, the shear force at each level are as follow:

RD = 200
3rd = 160
2nd = 120
Ground = 0

A. 1500
B. 3120
C. 3360
D. 2650

61. The condition in which the frequency of the excitation equals the natural frequency of the vibrating system
a. damped frequency
b. resonance
c. dynamic frequency
d. oscillation

62. Dissipation of energy such that the motion is rested by a force proportional to the velocity but in opposite
direction.
a. damping b. inertia c. frequency d. resonance

63. The connected chain/chains of critical activities or zero float activities, extending from the beginning of
the project to the end of the project, whose summed activity duration give the minimum project duration.
a. critical path b. gantt chart c. network diagram d. PERT/CPM

SITUATION: A 300mm thick concrete wall is to be centrally located on a footing. The allowable soil bending
pressure is 192 kPa. The footing is to be designed for a moment of 160 kN-m and a total vertical load of 320
kN.
64. What should be the minimum footing width (m) to prevent uplift?
a. 30 b. 2.25 c. 1.9 d. 1.5

65. If the total vertical load, P= 540kN; resisting moment = 1080 kN-m. The footing width is 4m. How much
is the allowable overturning moment such that there will be no tensile stress in the footing?
a. 360 b. 540 c. 720 d. 1080

66. If the resisting moment= 945kN-m; overturning moment= 315kN-m; total vertical load= 450kN and footing
width= 4.2m. Which of the following gives the maximum soil pressure (MPa)?
a. 214 b. 161 c. 107 d. 321

SITUATION. Two Channels welded at the tip of their flanges from a built-up column. To strengthen the
column, cover plates are welded at the top and the bottom flanges.Unsupported Column Height = 9m. The
column is braced against sidesway in both directions. Column ends are fixed, k = 0.5

Section Properties of the Channel.

A = 4529 mm^2
bf = 87 mm
d = 229 mm
tf = 14mm
tw = 10mm
E = 200 GPa
Ix = 35.4 x 10^6
rx = 38.4
Iy = 3.0 x 10^6
ry = 25.6 mm
Distance from the back of the web to the y axis, x = 24.9 mm

67. Without cover plates, which of the following gives the allowable axial load (kN) of the column?
a. 899
b. 795
c. 1141
d. 1095

68. Cover plates 150 mm wide x 12 mm thick are added. Which of the following gives the allowable axial
load (kN)?
a. 1404
b. 1635
c. 606
d. 1230

69. Which of the following most nearly gives the buckling load (kN) if there are no cover plaes.
a. 1700
b. 4000
c. 1000
d. 7000

SITUATION. Two 350 mm wide, 10 mm thick plates are spliced together to form a tension member as shown
in the figure. The connection with staggered holes is subjected to tensile loading.
Fy= 345 | Fu= 448 |
hole diameter, dh = 22

70. Evaluate the effective net area (mm²) of the tension member.
a. 3060
b. 3020
c. 3280
d. 3000

71. From the figure above and additional given below:

Resistance Factor for yielding = phi, 0.90
Resistance Factor for Rupture = phi, 0.75
Evaluate the tensile capacity kN based on yielding on gross area
a. 1087
b. 1015
c. 1218
d. 906

72. From the figure above and additional given below:

Resistance Factor for yielding = phi, 0.90
Resistance Factor for Rupture = phi, 0.75
Evaluate the tensile capacity kN based on rupture on gross area
a. 1015
b. 1002
c. 1032
d. 1042

73.Determine the minimum slab thickness of the simply-supported one way slab with L=2.5m. Yield strength
of main bars, Fy= 278 Mpa.
a. 100
b. 110
c. 120
d. 130

74.A laterally supported, compacted beam is simply supported at both ends. It is subjected to loads that
would bend the section’s major x-axis.
Given:
Plastic Modulus, Zx= 4.10x10^6 m^3
Plastic Modulus, Zy= 1.10x10^6 m^3
Yield Strength, Fy= 350 MPa
Resisting Factor for Flexure, phi= 0.90
Evaluate the design capacity of the beam, in kN-m.
a. 1435
b. 1201
c. 1291
d. 1538

75.The maximum spacing of main reinforcement for slabs as presented by design code is
a. 3h or 450mm
b. 3h or 600mm
c. 5h or 450mm
d. 5h or 600mm